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HomeMy WebLinkAbout4901 Marshall Streeti CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ql 6 F Job Address: 1-1901 M g 1-5 h� 4 Permit Number: ?Y)l 00 a'� 7/) 0 ❑ No one available for inspection. ime / / (L/ AM/PM Re -Inspection required: Yes o *When corrections have been made, call for re -inspection at 303-234-5933 Date: / h/16 16 Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial Sign PERMIT - 201802700 PERMIT NO: 201802700 ISSUED: 11/08/2018 JOB ADDRESS: 4901 Marshall St EXPIRES: 11/08/2019 JOB DESCRIPTION: Replace existing wall sign on Building A - same size; Replace existing wall sign on Building E - same size Tenant: Wheat Ridge Storage *** CONTACTS *** OWNER (303)324-2863 MARSHALL 76 LLC SUB (303)464-0644 John Dobie 021494 Broomfield Sign Co., Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 203 / BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 11,486.00 FEES Total Valuation 0.00 Plan Review Fee 153.40 Use Tax 241.21 Permit Fee 236.00 ** TOTAL ** 630.61 *** COMMENTS *** *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. All lighting shall be in conformance with Section 26-503 of the Zoning and Development Code with fixtures fully shielded so that the source of the illumination is not visible from adjacent properties and streets. Owner/Contractor is responsible for locating property lines and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccurate information submitted within the plan set and any construction errors resulting from inaccurate information. City of Wheat Ridge Commercial Sign PERMIT - 201802700 PERMIT NO: 201802700 ISSUED: 11/08/2018 JOB ADDRESS: 4901 Marshall St EXPIRES: 11/08/2019 JOB DESCRIPTION: Replace existing wall sign on Building A - same size; Replace existing wall sign on Building E - same size Tenant: Wheat Ridge Storage I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications= applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and that all work to b performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signat re of WNER or CONTRAC OR (Circle one) ate 1. This permit was issued based on the information provided in the permit application and accompanying Flans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and maybe subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4, No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspects sand shall no oceed or conceal work without written approval of such work from the Building and Inspection Services Divis n. 6. The ' ce granti f a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any appl r a r regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. FOR OFFICE USE ONLY C ity of Date: I WheatP d COMMUNITY DFVELOPMENT Plan/Permit# o U �V Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Plan Review Fee: Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 $ I, -) 3, q0 Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 4901 Marshall St. Wheat Ridge, CO 80033 Property Owner (please print): ACcruit Financial Technology Phone: Property owner Email: claycarlson@carlsonland. net Mailing Address: (if different than property address) Address: 1331 17th St. Suite 1250 City, State, zip: Denver, CO 80202 Architect/Engineer: Architect/Engineer E-mail: Contractor: Broomfield Sign Co. Contractors City License #: 021494 Contractor E-mail Address: Judy@bscsigns.Com Sub Contractors: Electrical: Square State Electric W.R. City License # Other City Licensed Sub: City License # Plumbing: W.R. City License# Phone: Phone: 303-464-0644 Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑■ OTHER (Describe) Remove existing wall sign on bldg. A and replace with anew wall sign -same size Remove existing wall sign on bldg E and replace with new wall sign -same size (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) Sq. Ft./LF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) 11,486.00 OWNERWO\TRACTOR SIGNATtRE OF t'NDERSTA'YDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances. rules or regulations of the City of Wheat Ridge or covenants. easements or restrictions of record: that all measurements shoem and allegations made are accurate: that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application: that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) PRINT NAME: Judy Cruz SIGNA .') V - DEPARTMENT USE ONLY ZONING COMMMENTS: Reviewer: 2W <A k ,c BUILDING DEPARTME T COMM TS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: PROOF OF SUBMISSION FORMS Fire Department ❑ Received U Not Required Water District ❑ Received Not Required Sanitation District ❑ Received [lot Required DATE: 10/8/2018 OCCUPANCY CLASSIFICATION M4 9J Building Division Valuation: $ b U v Bldg A 244.42 linear feet (per sign permit) Wall Signage 1 square foot per linear foot 1 WHEAT RIDGE STORA, 68 sq.ft. updated Oct. 2018 2 STORAGE 32.5 sq.ft. 3 Tenant 24 sqft x6 144 sq.ft. Total Proposed 244.5 sq.ft. Total Allowed 244.42 sq.ft. Bldg G - West 144 linear feet (per sign permit) Wall Signage 1 square foot per linear foot 1 Self Storage 99.2 sq.ft. 2 EMC 44.7 sq.ft. Total Proposed 143.9 sq.ft. Total Allowed 144 sq.ft. Bldg G - South 45 linear feet (per sign Wall Signage 1 1 square foot linear foot 1 1 EMC 44.7 sq.ft. Total Proposed 44.7 sq.ft. Total Allowed 45 sq.ft. Bldg D - West 58 linear feet (per sign permit) Wall Sianaae 1 1 square foot Der linear foot 1 WHEAT RIDGE 55.2 sq.ft. c updated Oct. 2018 Total Proposed 55.2 sq.ft. Total Allowed 58 sq.ft. Bldg E - West 55.5 linear feet (per si Wall Signage 1 1 square foot 1 IRV STORAGE Total Proposed Total Allowed n permit) )er linear foot 55.4 sq.ft. 55.4 sq.ft. 55.5 sq.ft. =1111IM- You must complete this sheet and include it in the submittal package for any new wall signs. You will also need to create a site plan and a detail sheet of the signage. 4901 Marshall St. . Broomfield Sign Co. Project Address: Wheat Ridge, CO 80033 Contractor. You are allowed 1 square foot of signage for every 1 linear foot of wall to which you are attaching a sign. All wall signs Must be adjacent to a street or major interior drive. Stop 1, Measure the length of the wall(s) where you are attaching the sign'. Bldg. A east elev. Bldg. G west elev. Bldg G south elev. Wall 1 - 244' feet Wall 2 - 1-111 144'_-___---_- feet Wall 3 - 45' feet Wall 4- Bldg.Ewestelev- 55'-6" Wall 5-Bldg.D -58' Step 2: The length of the wall is the allowable square footage for the wall sign. Site Plan 244 square feet square feet square feet Wall 4 -55.4 sq ft Wall 5-58 sq ft City of W heat e COMMUNITY DEVELOPMENT Section 26-503. — Exterior Lighting. A. Purpose. The purpose of this section is to regulate the spillover of light and glare from exterior lighting on operators of motor vehicles, pedestrians and land uses in the proximity of the light source. With respect to motor vehicles in particular, safety considerations form the basis of these regulations. In other cases, both the nuisance and hazard aspects of glare, reflected light and incidental spillover light are regulated. This section does not apply to public street lighting or to public outdoor parks and recreation uses. B. Permit required. An electrical permit application shall be required and a permit issued prior to installation or substantial modification of any exterior lighting. The permit application shall be accompanied by information required by the uniform electrical code and additional information that may be necessary to determine potential negative effects upon adjacent properties and public streets including, but not limited to, a plot plan showing location and orientation of lighting standards, building elevations showing location and orientation of lighting standards, lighting standard specifications including height, type (i.e., cutoff, non - cutoff, spot, floodlight, etc.), peak candlepower diagram, and any shielding devices to be incorporated so as to minimize incidental light spillover or glare. C. Lighting standards. The following restrictions shall apply to outdoor light control, including lighting within or directed upon outdoor signs: All fixtures shall be fully shielded. For purposes of this section, fully shielded shall mean fixtures constructed so that light rays emitted are projected below, and not above, the horizontal plane of the fixture, such that the source of illumination (bulb or direct lamp) is not visible from adjacent property or rights-of-way. All light fixtures shall be downcast to minimize undesirable effects of illumination such as glare, skyglow and light pollution. 2. All metal halide and fluorescent fixtures shall be filtered with glass, acrylic or translucent enclosures. 3. Only high-pressure sodium (HPS), low pressure sodium (LPS) or incandescent fixtures shall be permitted in commercial and multifamily residential parking areas. The level of illumination shall be consistent with minimum industry standards adopted by the illuminating engineering society. 4. All exterior lighting shall be designed and situated so that substantially all of the directly emitted light falls within the property boundaries. 5. Exterior lighting shall also be designed and situated so that no incidental or reflected light interferes with reasonable enjoyment of adjacent land uses, or safe movement of motor vehicles on public streets. 6. The following exterior lighting is specifically prohibited: a. Any light that may be confused with or construed as a traffic control device. b. Any animated, flashing or changing intensity lights, except for temporary holiday displays. 7. Lights one hundred (100) watts and less per fixture, fluorescent lights forty (40) watts and less per fixture, gas-fired fixtures and lights used for holiday decorations are exempt from the requirements of this section. 8. For commercial developments, mixed-use developments and multifamily residential developments, exterior freestanding light fixtures shall be mounted no more than eighteen (18) feet high. All other applications shall be limited to a maximum of twelve (12) feet. The height of a mounted lighting fixture shall not exceed the height of the wall it is mounted on. 9. Lighting plan. All applications for commercial, mixed use and multifamily residential developments shall submit, as part of the final site development approval, a lighting plan which includes the following: a. Site plan showing locations of all lighting fixtures and a numerical grid of lighting levels (photometric report) or as isoilluminance curves (concentric circular lines representing constant illumination levels). b. Lamp type and wattage. c. Mounting heights of all fixtures. d. Cut sheet showing the design and finishes of all fixtures and designation as cutoff fixtures. 10. Amortization schedule. All nonconforming outdoor light fixtures, including lighted outdoor signs, existing prior to December 1, 2000, shall be brought into conformance with these outdoor lighting provisions on or before December 1, 2005. Any light fixture that is replaced shall comply with the outdoor lighting regulations of this section at the time of such replacement. (Ord. No. 2001-1215, § 1, 2-26-01) 2 WHEAT RIDGE STGRGAGE SITi= "✓IAP NORTH - PART 2 NORTH - PART 1 uvm 103 400- ► 8 500- 5► A A N A. /9 EAST - PART 1 EAS T - PART 2 City of _, Wheal COMMUNI iY Di VtL(11 APPROV / 11-1 / mimmol _d�� Date Of oJpbns speufkatbft oval of, ony vratoeon b any provisions Me building code or of any City on6m:es. permits( p avmv to give oath" to vlolom or cont! the NwAsions of the tM"v enols or ~ "nonoes of the Cdy stall not bt rata. ALL Eimer -,z164 L Sq4 L(- CCOM)0 1 wm,r 2b 1—� N rc C 3 PAGE NUMBER bsesigns BSCCUSTOM 1 of 7 nasw.t>.atnw. Broomfield, Co 8]020 309A64.06E O (^ oar This Design +s proteded by Mpyn9ht. Use of any part oflh,sdran•ing.either CLIENT/ PROJECT NAME ADDRESS SALES / DESIGNER DATE / CONCEPT FILE LOCATION „[„„„� wwwbs..igh-, �, J �9 by concept or duplica on spmh biteo Wheat Ridge Self Storage 4901 Marshall St. Platt Williams 09.13.18 CONCEPT A RI _ 12018Custo mer Art`4vheatrid eseli g www.bcscus[om.com without wrmenautnonzation. Wheat Ridge Wheat Ridge, CO 80033 Rico Aragon Storagej4901 Marshall Si,Sign Desig WHEAT RIDGE STORGAGE FRONT ILLWAINATED PAN CHANNEL I QTY 1 PROPOSED • EAST ELEVATION BLDG A 1W _ 1, 244'-5' of frontage EAST ELEVATION BLDG A Y 20' ce With Section be in conformal, Deli 0rnent rode of el pll fight l he Zoning.and so r a the so ene 26.503 fully slveldble from aaTac t with fixtures'on is not yrs the i11un11nat a streets. properties an Owner/Contractor is responsible for locating property lines and constructing improvements according to the approved plan and required development standards. The Cit is not responsible for inaccurat information submitted within the Fl—an set and any construction errors resulting rom inaccurate intormation City of J� Reviewed for Zoning Compliance by the City of Wheat Ridge Planning Division APPROVED By: Zvi% /t0\ DATE: kjo� t- I IS _ COMMENTS; (3) WHEAT RIDGE STORGAGE FROM ILLUMINAI ED Pry CHANNEL QlY 1 FRONT VIEW 3;8" = 1'-0" SIGN ID: BLDG_A - A.1 h( t 1 68 SOFT REMOVE EXISTING PAN CHANNEL SIGN & STORE MANUFACTURE & INSTALL FRONT ILLUMINTED PAN CHANNEL LETTERS S1 GN SPECIFICATIONS PAN CHANNEL 5" DEEP FRONT LIT LOGO/LETTER 1" PRE -PAINTED BLACK TRIM CAP AND RETURNS 7328 WHITE 3/16" ACRYLIC FACE. INTERNALLY ILLUMINATED BY WHITE LEDs FLUSH MOUNTED WITH 1/4" X 4' TOGGLE W/ 2" SHEET METAL SCREWS 3" DEEP. DISCONNECT SWITCH ON FIRST LETTER COLOR KEY pj PRE -PAINTED BLACK Mj WHITE ACRYLIC SIDE VIEW J .063'"RETURPU - - C 3 I"T. R:MCAP �-- 12iN PRIMARY iBY GCI O' JUSCTION BOX j OO ;BY GCf LED MODULES. - BUSHIN3 VHB TAPE TO BACK OF LETTERS FF\ REMOTE POWER SUPPLY 3:16" ACRYLIC FACE --- +1 - - - 12 GAUGE 1 SECONDARY WiR'VG WEEP HOLES - l 1'4" X 4" TDSGLE N SEALTITE WI 2" SHEET MET Al SCFEWS LED PAN CHANNEL LETTERS - FLUSH MOUNTED N.T.S. ' with Section in confonnan0e Code with kiting shall be d Development of the p ll hg oning af' source 26.503 of the Z so that the erdes res fully shielded adjacent prop fixtu .s not visible from Illumination and streets. City of Wheat Ridge ilding Reviewed for Zoning Compliance by the �� + City of Wheat Ridge Planning Division =rte' APPROVED j BY: ��/✓� DATE: b I COMMENTS: ( y) WHEAT RIDGE ST®RGAGE FRMiJT II LUi:11NATED PAN CHANNEL I QTY 1 WEST ELEVATION BLDG E 118" = 1 WEST ELEVATION BLDG E I"= 20' NIGHT SIMULATION All fighting shall be in conformance with Section All lig of the Zoning and Development Code with fixtures afulopYso that the source of the ;s no shielded visible from adjacent properties it and streets. Owner/Contractor is responsible for locating property lines and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccurate information submitted within the Clan set and any construction errors resulting from inaccurate information. city of Wheat Ridge Ari ' ed for Zoning Compliance by the �► �, 046f Wheat Ridge Planning Division APPROVED ®ATE: COMMENTS. WHEAT RIDGE STGRGAGE FRONT ILLUMINATED PAN CHANNEL I CITY 1 FRONT VIEW 318" = 1'-0" SIGN ID DLDG_E - AA 55.2 SOFT REMOVE EXISTING PAN CHANNEL SIGN & STORE MANUFACTURE & INSTALL FRONT ILLUMINTED PAN CHANNEL LETTERS 5' i i i I O ❑ I i o O SInF VIFW SIGN SPECIFICATIONS 13 PAN CHANNEL 5" DEEP FRONT LIT LOGO/LETTER 1" PRE—PAINTED BLACK TRIM CAP AND RETURNS 7328 WHITE 3/16" ACRYLIC FACE. INTERNALLY ILLUMINATED BY WHITE LEDS FLUSH MOUNTED WITH 1/4" X4` TOGGLE W/ 2" SHEET METAL SCREWS 3" DEEP. DISCONNECT SWITCH ON FIRST LETTER COLOR KEY Pj PRE -PAINTED BLACK Mj WHITE ACRYLIC .063ETUR%S 7R':4.CA? ---q 3 �'— 12ov PR'MAPY (BY Gcn :JN::T!ON 80% 0 O iBY GCI LEO MJU!ES; 1' 3 TAPE 7 C 3ALR B::SHING .E LF7 TERo '\ �'REM,TE PUW'ER S!--?PL7 3,6' A:CRY,IC FACE—�i - 1 I` - 12 GAUGE SECONDARY W9R.'.A- 114'X4"T03GiE IN 5@ALiI'I'E WEEP HCLES— --_ W12 SHEET META: SCFEWS LED PAN CHANNEL LE;; ERS-%LUS.H M .,'',ITED (q) All lighting shall be in conformance with Section 26-503 of the Zoning and Development Code with fixtures fully shielded so that the source of the illumination is not visible from adjacent properties and streets. City of viheat Ridge Reviewed for Zoning CcmPliance by the 0 s e City of Wheat Ridge Planning Division APPROVED Y:. 'DATE: Q I 1 COMMENTS: A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 10 Job Address: `4"1 U yV1 A Z < L L Yqvff7lk Z= Permit Number: (D 7 `1-73 r � ❑ No one available for inspection: Time 7 " 3- AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: (4 Z/17 Inspector: DO NOT REMOVE THIS NOTICE o ,d Y a N rororonp A S b o (D r n rt H Cl7 is1 CrJ eD r+ Cr r"e M a z O, O,Oa N n O a O r K 6 C trJ �.y in FA•V ,� I vii 3 � O 6 rA m 0 IN eo o O �j O N N r•r) aro��. > o �_ z Baa ay r " mw �n> R. AOO 3- grm O�n N O „, µmoa (D �."C ooh �� ; City of Wheat Ridge p Commercial New Stroc PERMIT - 201601201 PERMIT NO: 201601201 ISSUED: 04/19/2017 JOB ADDRESS: 4901 Marshall ST EXPIRES: 04/19/2018 JOB DESCRIPTION: New self storage (mini warehouse) facility consisting of 10 buildings, total sf 79,638. Leasing office and residence fire area will have sprinkler system and office suites. *** CONTACTS *** OWNER (303)424-0545 14ARSHALL 76, LLC SUB (303)420-7256 Roy Jackson 018341 Roy Jackson Electric, Inc. SUB (970)330-2216 George W. Corman III 021020 Corman Mechanical Contractors SUB (303)806-8000 Denver Heating & A/C. 017942 Denver Heating & A/C, Corp. GC (303)287-5525 John R. Barna, Jr. 1.60164 DCB Construction Company Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: / SUBDIVISION CODE: UA / Unassigned BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 5,522,037.00 FEES Total Valuation 0.00 Plan Review Fee 16,254.13 Use Tax 99,396.67 Permit Fee 25,006.35 Plan Review Addtiona 1,920.00 ** TOTAL ** 142,577.15 *** COMMENTS *** *** CONDITIONS *** Approval from presiding fire department required prior to final building inspection sign -off. j( // n All roughs to be done at Framing Inspection. /� L o " Letter of Credit must be received prior to the issuance of a building permit i G/.;P;,//-7- rav*�My/v1CF�► G•� .,vro ! d h 67,d r 6`nG A L� � ? v sz r2 , �� 9 - /177110%7 - �''�`% / G� n v}r GAP $,4P6- -8 I; L _p k$ i/«//, - At,-rop-/ ate Gcf ah GAS �tGvG• �' � ' ,2 c a . C. /acyl - � req V7 17— C Gz CO b • is • 1-7 1 �-- t_f7 LZ-4VCA � Ul `b• 0 , tom• ��(`jg 0 Nia' L • Z h►- %3 c 4w M6414t AB i oCTIOf IN44 N RECORD �Gt �ti Sri +.J INSPECTION REQUEST LINE: (303) 234-5933 Occupancy/ ',,Re Inspections will not be performed unless this card is posted on the project site. Call the inspection request line before 11:59 p.m. to receive an inspection the following business day.** Inspector Must Sign ALL Spaces pertinent to this project Foundation Inspections Date Inspector Comments Initials Pier g Concrete Encased Ground (CEG) Id Foundation / P.E. Letter Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground/Slab Inspections Date Inspector Comments Initials,, Electrical ,f Sewer Service Plumbing Do Not Cover Underground or Below/In-Slab Work Prior To Approval Of The Above Inspections Rough Inspections Date Inspector Initials Comments Wall Sheathing (� g Mid -Roof ROW & Drainage / Public Works Dept. Floodplain Inspection (if applicable) Lath /Wall Tie Final Electrical Rough ElectricY Final Plumbing P" i Rough Piumbing/Gas Line .•0 6_ %• �j Stough Mechanical Roof ,61 ) G Rough Framing pox v +5! Rough Grading •5» �'i� Insulation ."13 6 Drywall Screw / Nail %> 0 C Final Inspections Date Inspector Initials Commepts Landscaping & Parking / Planning Dept. (� g Inspe8ons from these entities should be requested one week in advance. For landscaping and parking inspections call 303-235-2846. For ROW and drainage inspections call 303-235-2861. For fire inspections contact the Fire Protection District for your project. ROW & Drainage / Public Works Dept. Floodplain Inspection (if applicable) Fire Inspection / Fire Protection Dist. Final Electrical Final Plumbing (b,50 Final Mechanical s, 362 Roof ,61 ) G Final Window/Doors +5! -Final Building �'i� P. Y NOTE: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate h' of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy. *For low voltage permits — Please be sure that rough inspections are completed from the Fire District and electrical,low voitage by the Building Division. **For Inspection Time Window — Please email insptimerequest@ci.wheatridge.co.us by 8:U0 A.M. the morning of the inspection with the property address in the subject line of the email. Time window is based on the inspector's route. Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued Protect This Card From The Weather 0 v0t, --> City of `7V he at R iclge BUSINESS LICENSE INSPECTION PERMIT NO. 201 800982 INSPECTION DAY/TIME �! , INSPECTION DAY TIME INSPECTION DAY/TIME BUSINESS NAME: Wheat Ridge Self Storage LLC ADDRESS: 4901 Marshall Street CONTACT NAME: Eric 0 V SQ FT OCCUPANCY TYPE OCCUPANCY LOAD CONSTRUCTION TYPE A SPRINKLERED ❑ NON-SPRINKLERED r/w Inspector Signature Date B (;ba -' /l3 I�Sa� 3 , � - , q /�j 4, cc, ) (qj) wkea+(dq, & g, (fx3hyaT- --CA f lsz� - (iV--- i CITY OF WHEAT RIDGE 9 Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:�"��lurtrltOt✓�� Job Address: '-+90( (MII'5hYi ll '5 Permit Number: 00I(eO 1 20 1 ❑ No one available for inspection: Time -1-3'6)0 Re -Inspection required: Yes 60) When corrections have been made, call for re -inspection at 303-234-5933 Date:—(,,- inspector: r�I DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: T7k rk t M F ( hC4 tlI C0 Job Address: 490 1 W1Q v S h6 11 S Permit Number: 201(,e01 -2-0 ( ❑ No one available for inspection: Time 1-3' 00 A PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: (a - ZZ , ( Inspector: T(t DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: I C d 6 nC, 1 Job Address: LA 9(3 1 (y) 0 r %_4 e5 Permit Number: ?0 ((_o0 (2Q ( ❑ No one available for inspection: TimeAM Re -Inspection required: YesNo When corrections have been made, call for re -inspection at 303-234-5933 Date: -(-e '22-, (bhInspector: I]C DO NOT REMOVE THIS NOTICE .�.i ...... CITY OF WHEAT RIDGE. . Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: y Q y- , n�/ e ie C co m Job Address: L-1 9O 1 fyl a r_� all 5 -/- Permit Number: G) o l 11 o!-;;) o l y ❑ No one available for inspection: Time JutuAM/PM Re -inspection required: Yes When corrections have been made, call f r re-inspec Inspector:, - DO NOT REMOV THIS NOTICE City of Wheatljq.ge COMMUNITY DEVELOPMENT Escrow Agreement This agreement made this 111' day of June, 2018, by and between the City of Wheat Ridge and dcb Construction (for Marshall Road Storage LLC) for escrow in the amount of one thousand eight hundred dollars and zero cents ($ 1,800.00) being held by the City of Wheat Ridge until the seeding is established at 4901 Marshall Street In the event that these improvements not installed by June 30, 2019 (or such time as the City can conclude that the seeding has been established), the City of Wheat Ridge or its designee shall have the right to enter upon said property to construct and/or install such improvements or do other such work to accomplish that purpose as may be necessary, provided that the City of Wheat Ridge shall first give notice in writing to the property owner of its intent to do so. If the City of Wheat Ridge exercises its right to perform work of any nature, including labor, materials and use of equipment either by force account or contract, the City shall have the absolute right to withdraw the escrow funds to complete said improvements. The only precondition to the City's right to withdraw the funds for this purpose shall be a letter from the Community Development Director, stating that the improvements have not been completed or provided and that the compliance date of June 30, 2019 (or such time as the City can conclude that the seeding has been established), has expired. Approved and Agreed: General Contractor " J -/Y, V &- ignature Co 'ate , Print Name l Vd c"c Ju e'( t � Title City of Wheat Ridge, Colorado By: Title: Date: U{ t i� Z,�) t Z �o'L C. (L'd itiek O., D, ( to cJ' AcG : Business Address ta --833`7, Phone Date City of WheatRid�e COMMUNITY DEVELOPMENT Escrow/Letter of Credit Transmittal Sheet An escrow agreement has been executed for landscaping (seeding) for the property located at 4901 Marshall Street. The escrow is in the amount of one thousand eight hundred dollars and zero cents ($ 1,800.00). The above amount is to be held in escrow for: ® Landscaping under Planning & Development ❑ Street Improvements under Public Works: ❑ Other: Escrow expires June 30, 2019. The escrow shall be held by the City as reimbursement to offset cost to City for completion of site work. Notes: This escrow is being taken to ensure that the seeding placed on the property takes and is properly established. This can typically be determined within approximately 1 year of the seeding being placed on the property. Name Date 201i� A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: U Nvc Job Address: "'90i M P S Permit Number: ZQ I'F (T -j x-109 ❑ No one available for inspection: TimeI (—(AMIPM Re -Inspection required: Yes No When corrections have been made, cal/ for re -inspection at 303-234-5933 Date: i �!� �` Inspector:2k,�? DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: S1g15 Job Address: Permit Number: �' C ❑ No one available for inspection: Time 1(2, �V/PM E Re -Inspection required: Yes NN When corrections have been made, caWor"re-inspection at 303 -234 - Date: '! /F Inspector: DO NOT REMOVE THIS NOTICE '(+A Kumar &Associates, Inc. 2390 South , CO Street Geotechnical and Materials Engineers Denver, CO 80223 and Environmental Scientists phone: (303) 742-9700 -- ACEC fax: (303) 742-9666 email: kadenver@kumarusa.com mlr�IBER www.kumarusa.com Office Locations: Denver (HO), Parker, Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado May 30, 2018 t Mr. Juan Martinez Jr. 1 dcb Construction Company, Inc. 909 East 62nd Avenue Denver, CO 80216 Subject: Letter of Completion, Construction Observations and Materials Testing Services, Marshall Self Storage, 4901 Marshall Street, Wheat Ridge, CO 80033 Project Number: 17-1-363 Dear Juan: Kumar & Associates, Inc. has conducted on-call, part-time construction observations and materials testing services during construction of the Marshall Self Storage project located at 4901 Marshall Street in Wheat Ridge, Colorado. A summary of the services provided are as follows: • Earthwork Observation and Testing • Reinforcing Steel Observation • Cast in Place Structural Concrete Observation and Testing • Structural Masonry Observation and Testing • Structural Steel Observation • Retaining Wall Observation and Testing Based on our observations noted and tests results obtained and documented in the daily reports submitted, it is our opinion that the items referenced above appear to have been placed and constructed in substantial compliance with the project plans and specifications and/or deviations approved by the structural engineer of record. Our services were provided on a part-time and/or on-call basis. The observations and tests performed were documented in daily report forms previously submitted to your office, and which indicate general conformance with the project plans and specifications and/or deviations approved by the structural engineer of record. Based on the limitations of the scope of services provided, we are only able to conclude that the items of work observed and documented in those reports conform to the plans and specifications. To the best of our knowledge, our observations and tests are generally representative of the completed construction; we are not aware of any outstanding or unresolved non -conforming items. If there are questions concerning the observation and testing service provided to date, please do not hesitate to contact our office. Sincerely, KU AR & ASSOCIATES, INC. fy By Carey U_e , Project�ipervisor CLJ cc: book, file Reviewed by: James Wade Gilbert, P.E. April 4, 2018 PEAK ENGINEERING.;�It INC. CONSULTING STRUCTURAL ENGINEERING tl 3s -� 0a 0) � 6) 1;) 0 dcb Construction Company, Inc. 909 East 92nd Avenue Denver, CO 80216 Attention: Mr. Juan Martinez Jr. RE: Carlson Self Storage — Marshall Street 4901 Marshall St. Wheat Ridge, CO 80033 Building Permit No.: 201601201 PK. NO.: 16-097 Based on our professional expertise, limited periodic construction observations, and inspection reports by Kumar, to the best of our knowledge and belief the performance of the contractors' work for the structural systems listed below is in conformance with the structural contract documents, design concept and specifications. • Slab -on -grade • Wall and pad footings • CMU bearing walls • Structural steel frame at the tower on building G • Framing at resident's deck on building A Very truly yours, PEAK ENGINEERING, INC. Sean Wirth, E.I.T. Design Engineer Z;! 330 t' • • �f'Wn+EMNrutln. sra:zsoeroo• Kristine L. Dunham, P.E. Project Manager 1687 COLE BOULEVARD, SUITE 100, LAKEWOOD, COLORADO 80401 PHONE 303/274-0707 FAx 303/274-0808 www.peakengr.com Project: Owner: General Contractor: WARRANTY/GUARANTEE Marshall Self Storage 4901 Marshall St. Wheat Ridge, CO 80033 Marshall Road Storage, LLC dcb Construction Company, Inc. We hereby guarantee that the portion of the contract (including the roof) undertaken and completed by Kiwi II Construction, Inc. has been done in accordance with the contract documents. We agree to repair or replace any or all of our work, which may prove to be defective, by mutual agreement, in its workmanship or materials within a period of one (1) year from the date of April. 13, 2018. We do not include ordinary wear, tear and unusual abuse and neglect. In the event of our failure to comply with these conditions within thirty (30) days, after being notified in writing by the owner, we do hereby authorize the owner to proceed to have the defects repaired and made good at our expense. Charges for such work shall be billed directly to Kiwi II Construction, Inc. and we will honor and pay said costs and charges for it upon demand. Kiwi Il Construction, Inc. 28177 Keller Road Murrieta, CA 92563 Ph: (951) 301 - CA Contractors Lic #: 58.082-13 r Brian Foley Principal May 31, 2018 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: 73-z 7D ❑ No one available for inspection: Time y IV/ M Re -Inspection required: Yes (N When corrections have been made, call for re -inspection at 303-234-5933 Date: 6'5' /7` Inspector: IW1611XIV-�— DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE t Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: � � -YOf /U' -30 Job Address: qAFSY__ Permit Number: 1601dol y ❑ No one available for inspection: Time (AIV)PM Re -Inspection required Yes No f� F When corrections have been made, call for re -inspection at 303-234-5933 Date• o 'S -y /F Inspector: 141 ll&t' DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3 v i P e G Job Address: � ,201 `� I? �5 A Permit Number: d-016019-01 J No one available for inspection Time AM/PM Re -Inspection required: Yes No When corrections have been made, call Dior re -inspection at 303-234,5933 Date:—(,) % Inspector:1f DO NOT REMOVE THIS NOTICE F .1 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE/ Inspection Type: 30� 3/( F 1Vc-_ Job Address: L1g00 1` Permit Number: 2w K,,7-(] /;�j % ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes oNo When nsPl ave been made, call for re -inspection at 303-234-5933 Date:correct' , Inspector• DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _]��Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3;b/$ )-Ykw 1 j Job Address: O Ra /S q, ( 3f ,QP- Permit Number: w . D U ❑ No one available for inspection: Time Re -Inspection required: Yes ND2_ When corrections have been made, call for re -inspection at 303-234-5933 Date:5`03- h? Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line Ir (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 2 a,4,; X_iL oYt,4 Job Address: 6�OlS�— Permit Number: )0 6 Q ❑ No one available for inspection: Time Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date:4/-_2-%F inspector:f-- DO NOT REMOVE THIS NOTICE City of APR 1 7 101 Wheat R Aie- _ ---- ----- ? ()MMVNi,iY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29's Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929 Permit Extension Request Form Permits expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days may be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. Please complete this form in its entirety and submit to the Building Division at penrnits : ci.wheatrid��e.co.uus or fax to 303-237-8929. Party requesting permit extension: Judy VanHom Permit # 201601201 Property Address: 4901 Marshall St. Phone # 303-287.-5525 Email Address: jvanhom@dcbl.com Reason for extension request: New building construction is netey t complete Number of days requested: 72 Calendar days fromril 19th LPrinted Name: Judy VanHorn Signature: Date: 4/27/18 For office use only This request has b roved ❑ Denied Extended until: �0 Z2 Approved by: 4 Date: www.d.wheatridge.co.us i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3001 A E L Job Address: q X10 / j�h qr 5h 9 5 r Permit Number: .2!(J-66) 12:0 / ❑ No one available for inspectio imeAM/PM Re -Inspection required: Yes tNo f i / When corrections have been made, ca11'ior re -inspection at 303-234-5933 Date: % 7 / Inspector: M7-9 DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE r Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: -� 1(AJ? zs.(� Job Address: -/go/ A,(:SAa_) i St- LlNo one available for inspection: Time '_�� RPM Re -Inspection required: Yes`No When corrections have been made, ce=irisP ection at 303-234-5933 Date: -:25 191 Inspector: DO NOT NOT REMOVE THIS NOTICE E Of COMMUNITY DEVELOPMENT 4 q 0 1 �o eto,Iti�i;l 5i - City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 April 17, 2018 OFFICIAL ADDRESS NOTIFICATION NOTIFICATION is hereby given that the following address has been assigned to the property/properties as indicated below: CURRENT ADDRESS: 4901 Marshall Street (to remain) \ \ NEW ADDRESS: 4901 Marshall and 4885 Marshall Rtreet Rnites 101 109 I n'A 1 t SUBDIVISION: Marshall Street Self Storage LOT(s): 1 SECTION: 13 PARCEL NO: 39-133-05-010 NOTES: This is a courtesy notification. 4901 Marshall Street is the existing address and will remain for the storage facility's main office. The address of 4885 Marshall Street will apply to the tenant spaces south of the Marshall Street Storage main ��office. AUTHORIZED BY: � DATE: DISTRIBUTION: 1. Property Owner 2. Jefferson County Assessor, ATTN: Data Control, Lacey Baker email to lbaker jeffco.us 3. Jefferson County Elections, ATTN: H. Roth, 3500 Illinois St., Laramie Building, Suite 1100, Golden, CO 80401 4. Email to Jeffco IT (Mapping) Services at smitchelCjeffco.us and edelynko(ai,jeffco.us 5. Jeffco Public Schools, ATTN: Communication Services, 1829 Denver West Dr., Bldg. 27, Golden, CO 80401 6. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 7. Email to erlindaj_martinez ,uWs.ggv and krissy j.summerfield(&usps.gov and arlene.a.vickreyAusps eov and bille.coghillAu`sps.gov 8. Xcel Energy, sandra.cardenasAxcelener co 9. Century Link, Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221 10. Comcast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112 11. Wheat Ridge Water District 12. Clear Creek Sanitation District 13. West Metro Fire District 14. Wheat Ridge Planning Division 15. Wheat Ridge Building Division 16. GIS Specialist 17. Log File NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY: Kww.d.wbeatridge.coms DATE: Vicinity Map STORAGE UNIT AREA 4901 MARSHALi STREET STORAGE FACILITY MAIN OFFICE i CITY OF WHEAT RIDGE` Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: M6( - Permit Number: 01 6 D/ ;?o l ❑ No one available for inspection: TimeAMM Re -Inspection required: Yes"'•"No When corrections have been made, call for re -inspection at 303-234-5933 Date: �• / z• inspector: --- DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �,;)VbI- Job Address: 76lDl AT,,rS1(a sT Permit Number: D1 614POV ❑ No one available for inspection: Time _,` : AAM/PM Re -Inspection required: Yes Nom} When corrections have been made, call for re -inspection at 303-234-5933 l-) ' / e9 Inspector: Date:--,/. DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE j Inspection Type: 3Dc ,/b r &'�3l/ i' ' 'C.,&'' 3D Ate- Job Address: J� Md+"SA,a Sf- Permit Number: 9 O ❑ No one available for inspection: Time Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: 11/'//-Z, Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: WO/ Job Address: q%01 Permit Number: 9'016 0 / ❑ No one available for inspection: Time i AM/PM Re -Inspection required Yes No When correctifo s l ve been made, call for re -inspection at 303-234- Date:- / / Inspector: % 7 DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:© U Job Address:, L� �� /��f i� �� S iI C S7_ Permit Number: aZci/� ❑ No one available for inspection: Time 1 AM/PM Re -Inspection required: Yes When corrections have been made, call for re-inspecti n at 303-234-5933 Date: c �` Inspector: DO NOT REMOVE THIS NOTICE M. � CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office ® (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number:-�0Ma6 l oo I ❑ No one available for inspection: Time � (APM 4t Re -Inspection required: Yes JN When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �1�s�. 3 Job Address:�i Permit Number:(] ❑ No one available for inspection: TimeG�M%PM Re -Inspection required: Yes No j When corrections have been made, call fo -inspection at 303-234-5933 Date: -7-3C' /7)—Inspector: J60 1IL-4- DO NOT REMOVE THIS NOTICE 3o3 - 90 l - on1,6 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: y�01' 9lShG �� Permit Number: 2!0140001 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No/ a_ *W)7en corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE 3o3 - 90 l - on1,6 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: y�01' 9lShG �� Permit Number: 2!0140001 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No/ a_ *W)7en corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial Sign PERMIT - 201800409 PERMIT NO: 201800409 ISSUED: 03/16/2018 JOB ADDRESS: 4901 Marshall ST EXPIRES: 03/16/2019 JOB DESCRIPTION: Install 14 walls signs and one ground sign Project: Self -Storage *** CONTACTS *** OWNER 303-457-2966 MARSHALL 76, LLC SUB (303)464-0644 John Dobie 021494 Broomfield Sign Co., Inc. SUB (303)420-7256 Roy Jackson 018341 Roy Jackson Electric, Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: UA / Unassigned BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 133,968.80 FEES Total Valuation 0.00 Plan Review Fee 878.38 Use Tax 2,813.34 Permit Fee 1,351.35 ** TOTAL ** 5,043.07 *** COMMENTS *** *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. All lighting shall be in conformance with Section 26-503 of the Zoning and Development Code with fixtures fully shielded so that the source of the illumination is not visible from adjacent properties and streets. Electronic message may not change sooner than every 15 seconds. Message may not roll, scroll, flash, or be animated. City of Wheat Ridge �} Commercial Sign PERMIT - 201800409 PERMIT NO: 201800409 ISSUED: 03/16/2018 JOB ADDRESS: 4901 Marshall ST EXPIRES: 03/16/2019 JOB DESCRIPTION: Install 14 walls signs and one ground sign Project: Self -Storage I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications= applicable building codes, and all applicable municipal codes, policies and procedures, and that I , the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this_penmt. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. s -rAzvz Signature of o WNER or CONTRACTOR (Circle one) Date I , This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, po icies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Budding Official and may be subject to a fee equal to one-half of the originalermit fee. 3, If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall no proceed or conceal work without written approval of such work from the Building and Inspection Services Divisi 6, Theis ce granti fa permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any app l r an or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City cif Building & Inspection Services Division 7500 W. 29`h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 FOR OFFICE USE ONLY Date: 1/$� Plan/Pennif # 0/ 50 Plan Review F / /l t Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 4901 Marshall St. Wheat Ridge, CO 80033 Property Owner (please print): ACcruit Financial Technology Phone: 1-866-397-1031 Property Owner Email: claycarlson@carlsonland.net Mailing Address: (if different than property address) Address: 1331 17th St. Suite 1250 City, State, zip: Denver, CO 80202 Architect/Engineer: Walter Keske Consulting, Inc. Architect/Engineer E-mail: wgk@wkeskeconsulting.com Phone: 1-866-397-1031 Contractor: Broomfield Sign Co. Contractors City License #: 021494 Contractor E-mail Address: Judy@bscsigns.com Sub Contractors: Electrical: Roy Jackson electric W.R. City License # Other City Licensed Sub: City License # Plumbing: W.R. City License # Phone: 303-464-0644 Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑■ OTHER (Describe) Install fourteen wall signs and one ground sign. (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) Sq. FULF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) 133,968.80 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances. rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate. that 1 have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application: that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) PRINT NAME: Judy Cruz ZONING COMMMENTS: Reviewer: ('-A BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: SIGNATURE: PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District 0 Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required DEPARTMENT USE ONLY DATE: 02/10/2018 OCCUPANCY CLASSIFICATION: v` Building Division Valuation: $ ! 33 /v v . 0 V City of �Iheat Pjd�C CC7M.MUN(TY DFVELOPMENT Memorandum TO: Marshall 76 LLC and other interested parties FROM: Zack Wallace Mendez, Planner II DATE: April 13, 2017 SUBJECT: Marshall Street Storage Allowable Signage Based on the approved Planned Building Group (Case No. PBG -15-02), all signage on the Marshall Street Storage property must comply with Section 26-710 of the Municipal Code. Below is Staff's determination of allowable signage on the site based on the Municipal Code. Building A: • Wall signage allowable on the east fagade; 1 square foot per linear foot of the side of the building upon which it is fixed. Allowed 1 per tenant space based on linear frontage of the storefront (See Section 26-710.12.) Buildings B -F: • Informational signs accessory to the Primary Use allowable (See Section 26- 710.13.h.) Building G: • Wall signage allowable on the west and south facades; 1 square foot per linear foot of the side of the building upon which it is fixed (See Section 26-710.12.) Other: • Wall signage can be broken up into as many signs as you would like, provided the overall size of all the signs does not exceed the maximum allowable square footage (1 square foot per linear foot). • One freestanding sign allowable per street frontage, not to exceed 2 per development (See Section 26-710.5). Based on adjacency to Marshall Street and I-76 you may have 2 freestanding signs. 0 50 feet maximum height allowed for businesses within '/4 mile of an interstate highway. 0 15 feet maximum height for other permitted freestanding signs. Must be monument signs in landscaped areas. Changeable copy (i.e. digital signage) is allowed for freestanding and wall signage. The Code allows no more than 2 changeable copy signs per development (See Section 26-710.4). The site is also eligible to be considered for a Master Sign Plan, which would allow the owner to propose signage they see fit for the development as a whole. The intent is to encourage well- planned and designed signage with in a large multiple building or multiple use complex. All Master Sign Plans require a public hearing before the Planning Commission, who will make a decision of approval, approval with conditions, or denial. 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X a) _ .. .. _.. __ .. �^ rn _.... _.. _... _ . __ . _.._ t�/1 _ ` bm L c o — f0 3 Ln a o q L M - o -O V! fu >-CU 41 c >-Z F Q Q z i-, Ln 'n c CA m a) C ....._...,.µ.ms,,.... �._«..._.,._.�..... _........_.... �.................._,....... ....�,...._.__....W....-._...�.._.,_.-n�....,......m...�.....�,,.»........ N aJ CL .,.,....,,.... C O 4� (d C C —dD L IO C N C O N _ m L C Y U L ai O O O m a) E U- v1 ( ai � a O a __ w 4-- 0 Ln E =3 E .R cc rn bn 0 ........... ..... - O rn E 00 L4M coy -0 a)o 4- 0 Ln 41 cu a) 4- ai00 -r- a) a) E :3 E 00 x LO O 1�6 z cuai nr � Ln rn bn 0 ........... ..... - O 00 coy Ln 4-- 0 4- m= to 41 cu a) 4- ai00 -r- a) a) E :3 E 00 x LO O 1�6 z cu nr � Z rq 00 NC4� Ln aio Ln rn bn Bldg A 244.42 linear feet (per sign permit) Wall Signage 1 square foot per linear foot 1 CONDITIONED 66 sq.ft. 2 STORAGE 32.5 sq.ft. 3 Tenant 24 sqft x6 144 sq.ft. Total Proposed 242.5 sq.ft. Total Allowed 244.42 sq.ft. Bldg G - West 144 linear feet (per sign permit) Wall Signage 1 square foot per linear foot 1 Self Storage 99.2 sq.ft. 2 EMC 44.7 sq.ft. Total Proposed 143.9 sq.ft. Total Allowed 144 sq.ft. Bldg G - South 45 linear feet (per sign permit) Wall Signage 1 square foot per linear foot 1 EMC 44.7 sq.ft. Total Proposed 44.7 sq.ft. Total Allowed 45 sq.ft. Bldg D - West 58 linear feet (per sign permit) _ Wall Signage 1 square foot per linear foot 1 ICONDITIONED 57.9 sq.ft. Total Proposed 57.9 sq.ft. Total Allowed 58 sq.ft. Bldg E - West 55.5 linear feet (per sign permit) Wall Signage 1 1 square foot per linear foot 1 IRV STORAGE 55.4 sq.ft. Total Proposed 55.4 sq.ft. Total Allowed 55.5 sq.ft. City of W heat R dge COMMUNITY DEVELOPMENT Section 26-503. — Exterior Lighting. A. Purpose. The purpose of this section is to regulate the spillover of light and glare from exterior lighting on operators of motor vehicles, pedestrians and land uses in the proximity of the light source. With respect to motor vehicles in particular, safety considerations form the basis of these regulations. In other cases, both the nuisance and hazard aspects of glare, reflected light and incidental spillover light are regulated. This section does not apply to public street lighting or to public outdoor parks and recreation uses. B. Permit required. An electrical permit application shall be required and a permit issued prior to installation or substantial modification of any exterior lighting. The permit application shall be accompanied by information required by the uniform electrical code and additional information that may be necessary to determine potential negative effects upon adjacent properties and public streets including, but not limited to, a plot plan showing location and orientation of lighting standards, building elevations showing location and orientation of lighting standards, lighting standard specifications including height, type (i.e., cutoff, non - cutoff, spot, floodlight, etc.), peak candlepower diagram, and any shielding devices to be incorporated so as to minimize incidental light spillover or glare. C. Lighting standards. The following restrictions shall apply to outdoor light control, including lighting within or directed upon outdoor signs: All fixtures shall be fully shielded. For purposes of this section, fully shielded shall mean fixtures constructed so that light rays emitted are projected below, and not above, the horizontal plane of the fixture, such that the source of illumination (bulb or direct lamp) is not visible from adjacent property or rights-of-way. All light fixtures shall be downcast to minimize undesirable effects of illumination such as glare, skyglow and light pollution. 2. All metal halide and fluorescent fixtures shall be filtered with glass, acrylic or translucent enclosures. 3. Only high-pressure sodium (HPS), low pressure sodium (LPS) or incandescent fixtures shall be permitted in commercial and multifamily residential parking areas. The level of illumination shall be consistent with minimum industry standards adopted by the illuminating engineering society. 4. All exterior lighting shall be designed and situated so that substantially all of the directly emitted light falls within the property boundaries. 5. Exterior lighting shall also be designed and situated so that no incidental or reflected light interferes with reasonable enjoyment of adjacent land uses, or safe movement of motor vehicles on public streets. 6. The following exterior lighting is specifically prohibited: a. Any light that may be confused with or construed as a traffic control device. b. Any animated, flashing or changing intensity lights, except for temporary holiday displays. 7. Lights one hundred (100) watts and less per fixture, fluorescent lights forty (40) watts and less per fixture, gas-fired fixtures and lights used for holiday decorations are exempt from the requirements of this section. 8. For commercial developments, mixed-use developments and multifamily residential developments, exterior freestanding light fixtures shall be mounted no more than eighteen (18) feet high. All other applications shall be limited to a maximum of twelve (12) feet. The height of a mounted lighting fixture shall not exceed the height of the wall it is mounted on. 9. Lighting plan. All applications for commercial, mixed use and multifamily residential developments shall submit, as part of the final site development approval, a lighting plan which includes the following: a. Site plan showing locations of all lighting fixtures and a numerical grid of lighting levels (photometric report) or as isoilluminance curves (concentric circular lines representing constant illumination levels). b. Lamp type and wattage. c. Mounting heights of all fixtures. d. Cut sheet showing the design and finishes of all fixtures and designation as cutoff fixtures. 10. Amortization schedule. All nonconforming outdoor light fixtures, including lighted outdoor signs, existing prior to December 1, 2000, shall be brought into conformance with these outdoor lighting provisions on or before December 1, 2005. Any light fixture that is replaced shall comply with the outdoor lighting regulations of this section at the time of such replacement. (Ord. No. 2001-1215, § 1, 2-26-01) 2 You must complete this sheet and include it in the submittal package for any new wall signs. You will also need to create a site plan and a detail sheet of the signage. 4901 Marshall St. Project Address: Wheat Ridge, CO 80033 Contractor: Broomfield Siqn Co. You are allowed 1 square foot of signage for every I linear foot of wall to which you are attaching a sign. MEMO= Stop 1: Measure the length of the wall(s) where you are attaching the sign: Bldg.Aeast elev. Bldg. G west elev. Bldg G south elev. Wall 1 - 244' feet Wall 2 - 144' _--feet Wall 3 - 45' feet Wall 4- Bldg. E west elev- 55'-6" Wall 5-Bldg,D -58' Step 2- The length of the wall is the allowable square footage for the wall sign. LIFATRII 021 -Al ILWRTr. 14 OffirM 9Jh-L 0 244 square feet square feet square feet See attached sign packet with site plan. Wall 4 -55.4 sq ft Wall 5-58sq ft City of �/ W heat I�dge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 February 12, 2018 Broomfield Sign Co. Attn: Judy Cruz 7245 W. 116th Place Broomfield, CO 80020 Delivered via email. judy@bscsigns.com Re: Plan # 201800409 Ms. Cruz: This letter is in regard to your application for a sign permit on property located at 4901 Marshall Street. Your submittal has been reviewed by the Planning Division, and has prompted the following comments. Please note the Planning review is only one step in the process. Comments from the Building Division may also need to be addressed. Planning Division comments are as follows: • Sign allowance is 1 square foot per linear foot of building frontage (see April 17, 2017 memo — cover page as ATTACHMENT 1). • The attached calculations demonstrate the wall sign allowances, the sizes proposed in your sign package, and the square footage over the maximum the submitted plans are for each wall. See ATTACHMENT 2. • For Buildings D and E, Staff supported south -facing signage, which then would be subject to the south facing wall length. This was communicated to Clay Carlson after a meeting with Staff. See ATTACHMENT 3. • The freestanding sign is approvable as presented. Please modify the proposed sign sizes and resubmit your plans. Thank you, //A Zack Wallace Mendez Planner H 303-235-2852 zwallace@ci. wheatridge. co. us cc: Address file (4901 Marshall St.) Plan # 201800409 Wheat Ridge Building Division Attachments www.ci.wheatridge.co.us ATTACHMENT 1 City of �Wheatf Mk MUNITY DEVELOPMENT Memorandum TO: Marshall 76 LLC and other interested parties FROM: Zack Wallace Mendez, Planner II DATE: April 13, 2017 SUBJECT: Marshall Street Storage Allowable Signage Based on the approved Planned Building Group (Case No. PBG -15-02), all signage on the Marshall Street Storage property must comply with Section 26-710 of the Municipal Code. Below is Staff's determination of allowable signage on the site based on the Municipal Code. Building A: • Wall signage allowable on the east facade; 1 square foot per linear foot of the side of the building upon which it is fixed. Allowed 1 per tenant space based on linear frontage of the storefront (See Section 26-710.12.) Buildings B -F: • Informational signs accessory to the Primary Use allowable (See Section 26- 710.13.h.) Building G: • Wall signage allowable on the west and south fagades; 1 square foot per linear foot of the side of the building upon which it is fixed (See Section 26-710.12.) Other: • Wall signage can be broken up into as many signs as you would like, provided the overall size of all the signs does not exceed the maximum allowable square footage (1 square foot per linear foot). • One freestanding sign allowable per street frontage, not to exceed 2 per development (See Section 26-710.5). Based on adjacency to Marshall Street and I-76 you may have 2 freestanding signs. o 50 feet maximum height allowed for businesses within '/ mile of an interstate highway. o 15 feet maximum height for other permitted freestanding signs. Must be monument signs in landscaped areas. • Changeable copy (i.e. digital signage) is allowed for freestanding and wall signage. The Code allows no more than 2 changeable copy signs per development (See Section 26-710.4). The site is also eligible to be considered for a Master Sign Plan, which would allow the owner to propose signage they see fit for the development as a whole. The intent is to encourage well- ATTACHMENT 1 planned and designed signage with in a large multiple building or multiple use complex. All Master Sign Plans require a public hearing before the Planning Commission, who will make a decision of approval, approval with conditions, or denial. Attachments: • Marshall Street Storage Planned Building Group • Section 26-710 of the sign code (the entire sign code can be accessed via the City's website: htlp://www.ci.wheatridge.co.us/918/Signage) N Bldg A 244.42 linear feet (per Wall Signage 1 square foot 1 CONDITIONED 2 STORAGE 3 Tenant 24 sqft x6 ATTACHMENT 2 r linear foot 95 sq.ft. 47 sq.ft. 144 sq.ft. Total Proposed 286 sq.ft. Total Allowed 244.42 sq.ft. Over 41.58 sq.ft. Bldg G - West 144 linear feet (per sign permit) Wall Signage 1 square foot per linear foot 1 Self Storage 102 sq.ft. 2 EMC 44.7 sq.ft. Total Proposed 146.7 sq.ft. Total Allowed 144 sq.ft. Over 2.7 sq.ft. Bldg G - South 44.17 linear feet (per sign permit) Wall Signage 1 1 square foot per linear foot 11 EMC 44.7 sq.ft. Total Proposed 44.7 sq.ft. Total Allowed 44.17 sq.ft. Over 0.53 sq.ft. Bldg D - South 35 linear feet (per PBG) Wall Signage 1 1 square foot per linear foot 1 ICONDITIONED 95 sq.ft. Total Proposed 95 sq.ft. Total Allowed 35 sq.ft. Over 60 sq.ft. Bldg E - South 35 linear feet (per PBC Wall Signage 1 1 square foot 1 IRV STORAGE linear foot Total Proposed 88.6 sq.ft. Total Allowed 35 sq.ft. Over 53.6 sq.ft. ATTACHMENT 3 From: Zackary Wallace To: clay(c carlsonland.net Subject: Marshall Street Storage Signage Date: Friday, November 17, 2017 12:33:00 PM Clay — After speaking with the Planning Division and Director, and reviewing the Sign Code once more, it can be argued that the short sides of Buildings D -F are facing the major interior drive, and thus would be allowed signage. We are comfortable with using that argument to justify the placement of signage along the short ends (south facing) of the buildings. Thank you, Zack Wallace -Mendez Planner II 7500 W 29th Ave Wheat Ridge, CO 80033 P: 303-235-2852 www.ci.wheatridge.co.us t ala �a) Whaati d -Y - t`c MuNII-V I)tv[ttow IN CONFIDENTIALITY NOTICE: This e-mail contains business -confidential information. It is intended only for the use of the individual or entity named above. If you are not the intended recipient, you are notified that any disclosure, copying, distribution, electronic storage or use of this communication is prohibited. 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Inspector: on eQ4 a,r/ J' DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3o9 c Job Address: -goa0 / g C-5 hQ � 5 Per it Number: �U/0, fir) J ❑ No one available for inspecti7No e AM/PM Re -Inspection required: Yes *Whencorrec ions /have been made, call for re -inspection at 303-234-5933 Date: / Inspector:�'� DO NOT REMOVE THIS NOTICE It. � 4 i CITY OF WHEAT RIDGE �Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: C) F l'1M Job Address: C1 0 1 5 Permit Number: SOI & 0 t2n I ❑ No one available for inspection: Time/ I t I AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date: 3 Lr, l Inspe. DO NOT REEVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ,30 � UC_ Job Address: L/'70 / Mql'5k(;Il S Permit Number: 26)160 / do i r C) j,, I ❑ No one available for inspection: Time i '�{' AM/PM Re -Inspection required: Yes LNo When corrections have been made, call for re -inspection at 303 -234 - Date:— Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3fo/0 t- 11 Sti Job Address:CJI (&r5 a_ Permit Number: 116 6 D1,2O I ❑ No one available for inspection: Time Re -Inspection required: Yes N0 Y When corrections have been made, call for re -inspection at 303-234-5933 Date: '��" `F Inspector: ja)u I" % ` "�-- DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3o5�-• — 3aP/ a_l I S% Job Address: L/901 Hai -54z 1 5� Permit Number: , 016 0 /c�0 ❑ No one available for inspection:_ Time LUES A"M Re -Inspection required: Yes No When corrections have been made, ca for re -inspection at 303-234-5933 Date: 1P' 7,/� Inspector: J60,1 ri11tA,'1'– DO NOT REMOVE THIS NOTICE h i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:P� )�a «li✓Gi Job Address: �S 1 Permit Number: fad ❑ No one available for inspection: Time —h'471 6DAIPM Re -Inspection required: Yes No�� When corrections have been made, call for re -inspection at 303-234-5933 Date: ' % Inspector:?/ (-;�-- ®O NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial Sign PERMIT - 201601675 PERMIT NO: 201601675 ISSUED: 03/29/2017 JOB ADDRESS: 4901 Marshall ST EXPIRES: 03/29/2018 JOB DESCRIPTION: Install 22 ft billboard sign. Remove existing billboard sign. *** CONTACTS *** OWNER (303)424-0545 MARSHALL 76, LLC SUB (303)881-1137 Ted & Lucia Mills 021876 Hi -Country Sign Service, Inc. SUB (303)421-3390 Thomas N. Edlund 019555 Viking Electric, Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: / SUBDIVISION CODE: UA / Unassigned BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 101,000.00 Total Valuation FEES 0.00 PA I D PAID Plan Review Fee 740.0 Use Tax 1,818.00 ` ` Permit Fee 1,138.50 ** TOTAL ** 3,696.53 *** COMMENTS *** *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued.**Existing billboard sign will need to be removed prior to building and zoning finals being completed. All conditions of 10/06/2016 Johnstone letter shall apply. � k, A e City of Wheat Ridge Commercial Sign PERMIT -201601675 PERMIT NO: 201601675 ISSUED: 03/29/2017 JOB ADDRESS: 4901 Marshall ST EXPIRES: 03/29/2018 JOB DESCRIPTION: Install 22 ft billboard sign. Remove existing billboard sign. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am le ally authorized to include all entities named within this document as pairties to the work to be performed and that all work to b permed,is disclosed in this document and/or itsjaccompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date I. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, po plans and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No. work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official W Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspection time requests will be accepted by email only. Please email requests to insptimerequest(a_ci.wheatridge.co.us between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line. City of /Oon Pr Wheat �idge COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(a)ci.wheatridge.co.us FOR OFFICE USE ONLYt�jj I Date: i (, � � ) Plan/Permit # Plan Review Fee: $ 140 0 _j Building Permit Application��_3 *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 1ol Property Owner (please print): �'1,,pLW'L 'Cis LLC_ Phone: Property Owner Email: Mailing Address: (if different than property address) Address: �. C� �JY, 2—� Z�-�►i� 1 S� .. City, State, Zip: CQ LA)&H Arch itect/E ng 1 neer E-mail: �I.-� }.? C� j _ Phone: Contractor: V\ 1 CEv "� 1 Ll✓S Contractors City License #: '02-x % Phone: 303- BV21 - u3 Contractor E-mail Address: jM WUti� CL . Wm Sub Contractors: Electrical: ww" Fwcm( W.R. City License # 0 19 SS Other City Licensed Sub: City License # Plumbing: W.R. City License # Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form [ __OMMERCIAL ❑ RESIDENTIAL Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT SYST /APPLIA CE REPAIR or REPLACEMENT OTHER (Describe)Z �. (ForJELECTRICAL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) ( , Sq. Ft./LF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ 1�� 11 Q OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on t ' p rcation. Z—\ CIRCLEONE: (OWNER) (CONTRACTOR) o AUTHORIZED REPRESENTA IVE) o (OWNER) (CONTRACTOR) PRINT NAME: JANaI `V SIGNATURE: DATE: %02t DEPARTMENT USE ONLY ZONING COMMMENTS:G OCCUPANCY CLASSIFICATION: Reviewer: G Z� • TYPE OF CONSTRUCTION: SPRINKLERED: BUILDING DEPARTMENT COMMENTS: OCCUPANT LOAD: Reviewer: 3/L/,7 PUBLIC WORKS COMMENTS: Reviewer: PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ct Job Address: S a < - Permit Number: i,;20% ❑ No one available for inspection: Time �`/..'• il'AMM � r Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234- D Date:_/• 3 / • i W Inspector:/ DO NOT REMOVE THIS NOTICE -CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office & (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 261 U 6 f � C7. Job Address: 4g5;1 () t M a_ S'k 1!3 L ST. Permit Number: 4,� (0 0 X Af Ll No one available for inspection: Time Z__Q'ZAM/PM Re -inspection required: Yes Alp. When corrections have been made, call for re -inspection at 303-234-5933 Inspector, DO NOT REM;O NOTICE CITY OF WHEAT RIDGE �� Building Inspection Division - (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 30 ► - 2- Fro, Job Address: 49 o I f)1 u, c -,1 Permit Number: D 0 1 L01 Z cJ F, \A ❑ No one available for inspection: Time AWRM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date: I`� I 1 Inspector DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: (f�0(4_) Job Address:) Permit Number: 2.01 U O 12,0 ,0 1 ❑ No one available for inspection: Time A Re -Inspection required: Yes No When corrections have been made, call to e-inspectio t 303,234-5933 Date: l -Zq Inspector. DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �� VJ/_'\LLS v Job Address: 4901 M Ick �LIL z5T Permit Number: 'ZD 1 U0j 2,)0 j J No one available for inspection: Time E C. L _-2 AM PM Re -Inspection required: Yes No When corrections have been made, call f e -inspection at 303-234-5933 -0 r - Date: �k)1U I Il Inspector: DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 'e Job Address: -4cl 0 NA � Permit Number: `-01(,p 01 'LO I ❑ No one available for inspection: Time COM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: 1 Inspector: DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: FOV 22 8 Job Address: 1_% qC % M�2S L L Permit Number: Z01 (=:,U 17-01 ❑ No one available for inspection: Time 0 iso PM Re -Inspection required: Yes 6 When corrections have been made, call for reinspection at 303434-5933 Date:_ 2117 /% ,/ Inspector:_ ( 3 -i AI DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: b Job Address: S Permit Number: C) D ❑ No one available for inspectiorV. Time �r., j AM/RM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: % Inspector:�A✓�1'�---- DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line ;1 (303) 235-2855 Office • (303) 237-8929 Fix INSPECTION NOTICE Inspection Type: Foo -f ,LI' C Job Address: V k,c / /i// 61 S rid C L, Permit Number: ❑ No one available for inspection: Time U AM/PM Re -Inspection required: Ye �No:)' When corrections have been made, call for re-insp t" t 3 -234-5933 Dater / Inspector: DO NOT REMOV HIS NOTICE /f r i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax r INSPECTION NOTICE CSO i :Z .k/ Inspection Type:_77 Job Address: : 7 7 % /V/�"—/iS/w < < S Permit Number: 2 O/':. i ❑ No one available for inspection: Time)// -5 AM/PM Re -Inspection required: Yes No When corrections have been made, call for re-inspe" ' 303-234-5933 Date/0 "-2;7-/ E� Inspector: }4 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 90c)6-11 Jqb Address: III-ILS//157-6 L T Permit Number: 2,C) When corrections have been made, call for re -ins 3-234-5933 l� Date// //' / //' Inspector: z% DO NOT REMOVE THIS NOTICE i CITY OF'WHEAT'RIDGE Building Inspection Division (303) 234-5933 1p§pection line (303) 235-2855 Office .(303) 237-8929 Fax INSPECTION NOTICE Inspection Type: - �=-Z Job Address: .Permit Number: O / a / Q ❑ No one available for inspection: Timed -''� A PM Re -Inspection required: Yes No When corrections have been made, call for re-inspect�n` -234 43 - �, Date � f_ o Inspector: _ i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:. �/ /(fAbilf_1 Job Address: Permit Number: ❑ No one available for inspection: Time Re -Inspection required: Yes No When corrections have been made,( 'call Date: IU/` -7/ / r Inspector: AM/PM at 303-234-5933 i CITY OF WHEAT RIDGE 4_€ Buii`d iVi4nspetctibn bi son (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: L� O Permit Number: -© O / 2S— ❑ No one available for inspectio ime AM/PM Re -Inspection required: Yes No When corrections have been made, call for re-ins`peGtion at 303-234-5933 Date: 1 '/—Inspector: /� DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial Miscellan PERMIT - 201707473 PERMIT NO: 201707473 ISSUED: 10/18/2017 JOB ADDRESS: 4901 Marshall ST EXPIRES: 10/18/2018 JOB DESCRIPTION: Permit to construct a retaining wall 77 LF and varying height of 6 1/2 ft and Oft height. Wall is located at Marshall Street Storage. *** CONTACTS *** OWNER 303-457-2966 MARSHALL 76, LLC SUB (720)485-3914 Joshua Gonzales 170595 Sargon Construction *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: UA / Unassigned BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 9,858.50 FEES Total Valuation 0.00 Plan Review Fee 132.80 Use Tax 207.03 Permit Fee 204.30 ** TOTAL ** 544.13 *** COMMENTS *** *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications; applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. 7 Signature of OWNER or CONTR67fOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change, of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Officia Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of Wheat P40gc __4 COMMUNITY DFVFLOPMENT Building & Inspection Services Division 7500 W. 29`h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: Permits(a?ci.wheatridge.co.us FOR OFFICE USE ONLY I Date: q 1 Plan/Permit # Plan Review Fee: Building Permit Application P y- a,.,> e'r- 9 *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 4901 Marshall Street, Wheat Ridge, CO 80033 Property Owner (please print): Marshall Road Storage LLC Phone: 303-940-1521 Property Owner Email: storage@MSL.com Mailing Address: (if different than property address) Address: Citv, State, Zi Arch itectlEnaineer: SK Wall Designs Arch itectlEngineer E-mail: stPv _ skwalldPsign corn Phone: 303-900-8714 Contractor: dcb Construction Company CC Contractors City License #: .b I \j Phone: 303-287-5525 ctor E-mail Address: Pr 11, C_&-". -�— b Contractors: Electrical: W.R. City License # Other City Licensed Sub: City License # t Plumbing: W.R. City License # Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form 6- COMMERCIAL ❑ RESIDENTIAL Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑X OTHER (Describe) Instillation or Retaining Wall (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) Instillation of 350SgFt Retaining Wall. Sq. Ft./LF 350SnFt Btu's Amps Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) $_9858.50 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) CONTRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Electronic Signature (first and last name): DATE: 8/18/17 DEPARTMENT USE ONLY ZONING COMMMENTS:,„ j �.kL V UOCCUPANCY CLASSIFICATION: Reviewer '' t✓01 "'>P L t Mme' l% t JG i1 �o A2�S BUILDING DEPARTMENT COMMENTS: 3J� J t— ��C, �O'q0 Reviewer: 0-04 0 / n, 4 11411l A ftboa Building Division Valuation: $ I j Kinn Inc IUA Geotechnical r & Associates, als 2390 South , CO Street Geotechnical and Materials Engineers Denver, CO 80223 and Environmental Scientists phone: (303) 742-9700 1--- fax: (303) 742-9666 AC EC email: kadenver@kumarusa.com MEMBER www.kumarusa.com Office Locations: Denver (HQ), Colorado Springs, Fort Collins, and Frisco, Colorado GEOTECHNICAL ENGINEERING STUDY AND PAVEMENT DESIGN PROPOSED NEW SELF STORAGE FACILITY 4901 MARSHALL STREET WHEAT RIDGE, COLORADO Prepared By: Luke yKgner,Staff Engineer Project No. 15-1-511 Reviewed By: Narender Kumar, P.E. Prepared For. dcb Construction Company, Inc. 909 East 62nd Avenue Denver, Colorado 80216 ATTENTION: Mr. Ryan Rogers, LEED-AP 'f I z©, �- December 14, 2015 �/ C�yaf he FI/61- atIWO,, TABLE OF CONTENTS SUMMARY....................................................................................................................................1 PURPOSE AND SCOPE OF WORK............................................................................................2 PROPOSEDCONSTRUCTION....................................................................................................2 SITECONDITIONS......................................................................................................................2 SUBSURFACECONDITIONS......................................................................................................3 LABORATORY TESTING.............................................................................................................4 GEOTECHNICAL ENGINEERING AND GRADING CONSIDERATIONS....................................5 FOUNDATION RECOMMENDATIONS........................................................................................8 SEISMIC DESIGN CRITERIA.....................................................................................................10 FLOORSLABS...........................................................................................................................10 WATER SOLUBLE SULFATES..................................................................................................11 BELOW -GRADE WALLS AND RETAINING STRUCTURES.....................................................11 SURFACE DRAINAGE...............................................................................................................12 PAVEMENTDESIGN.................................................................................................................13 DESIGN AND CONSTRUCTION SUPPORT SERVICES..........................................................15 LIMITATIONS.............................................................................................................................16 FIG. 1 — LOCATION OF EXPLORATORY BORINGS FIGS. 2 through 4 — LOGS OF EXPLORATORY BORINGS FIG. 5 — LEGEND AND NOTES FIGS. 6 through 10 — SWELL -CONSOLIDATION TEST RESULTS FIGS. 11 and 12 — GRADATION TEST RESULTS TABLE I — SUMMARY OF LABORATORY TEST RESULTS city of Wheat Ridge Kumar & Associates, Inc. SUMMARY The subsurface conditions at the site were explored by drilling a total of twenty-three (23) exploratory borings. Borings 3, 4, 8, 9, 11, D-2, and P-1 encountered asphalt pavement at the ground surface with thicknesses ranging from 1.5 to 4 inches, the remaining borings encountered a thin layer of topsoil at the ground surface. The borings generally encountered man -placed fill overlying natural coarse-grained soils underlain by bedrock. Man -placed fill was not encountered in Borings 1, 2, 12, 15, and 18, where the topsoil was overlying natural coarse-grained soil underlain by bedrock. The fill was variable and consisted of sandy lean clay, sandy fat clay, sandy silt, and clayey to silty sand and was generally slightly moist to moist and tan to gray to brown to black to brown -red. The lateral extent, depth and degree of compaction of the existing fill was not determined as part of this study. The fill, where present, extended to depths ranging from about 2 to 18 feet below ground surface and to the full depth explored of about 10 feet in Boring P-1. The natural soils were generally coarse-grained and consisted of sandy lean clay to silty to clayey sand to poorly -graded sand with silt to poorly -graded gravel with sand. The natural soils contained variable gravel and were generally slightly moist to moist, brown to gray to tan. Based on sampler penetration resistance values the natural soil were loose to very dense in consistency, generally medium dense to dense. The natural soils continued to the full depths explored of about 25, 20, 20, 20, and 10 feet in Borings 12, 14, 17, 18, and P-2, respectively. Claystone bedrock was encountered at depths ranging from about 7 to 14.5 feet below existing ground surface and was hard to very hard. Groundwater was measured 10 days after drilling in five of the borings at depths ranging from about 7.4 to 25.0 feet below ground surface. 2. The site grading plan provided to us indicates cuts of up to about 5 feet and about 2.5 to 11.5 feet of fill will be placed to reach final site grade. The site also has existing fills which may contain zones of uncompacted or expansive soils. Therefore, subgrade preparation is recommended prior to placing additional fill. The preparation should consist of removing up to 4 feet of existing fill, proofrolling the excavated subgrade and placing fill in a moisture conditioned and compacted state as recommended in the main body of the report. We recommend that the proposed building structures be founded on spread footings placed on compacted fill or natural soils. Spread footings should be designed for an allowable bearing pressure of 2,500 psf. 4. We believe slab on grade floors are feasible for the site and should be placed on undisturbed natural soils or undisturbed natural soils. 5. Areas of pavement restricted to automobile parking should be paved with a minimum of 5.5 inches of full -depth asphalt, or a composite pavement section consisting of 4 inches of asphalt over 6 inches of compacted aggregate base course material. Driveways and fire lanes should be constructed with a minimum of 6 inches of full -depth asphalt or a composite pavement section consisting of 4 inches of asphalt over 7 inches of compacted aggregate base course material. Kumar & Associates, Inc. City of Wheat Ridge uilding Diviso E PURPOSE AND SCOPE OF WORK This report presents the results of a geotechnical engineering study and pavement design for the proposed new self -storage facility to be located at 4901 Marshall Street in Wheat Ridge, Colorado. This study was conducted for the purpose of developing geotechnical recommendations for design and construction of the proposed project. The project site is shown on Fig. 1. The study was conducted in general accordance with the scope of work in our Proposal No. P -15-512A to dcb Construction Company, Inc. dated August 24, 2015. A field exploration program consisting of exploratory borings was conducted to obtain information on subsurface conditions. Samples of the soils and bedrock obtained during the field exploration program were tested in the laboratory to determine their classification and engineering characteristics. Results of the field exploration and laboratory testing program were analyzed to develop recommendations for use in design and construction of the proposed project. This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommendations based on the proposed construction and the subsurface conditions encountered. Design parameters and a discussion of geotechnical engineering considerations related to construction of the proposed project are included in the report. PROPOSED CONSTRUCTION We understand that the proposed development will consist of construction of 9 self -storage buildings and an admin building with a footprint of roughly 100 feet by 50 feet. Self- storage units will be approximately 20 to 35 feet wide and 90 to 400 feet in length with steps at 50 foot intervals. We understand the proposed buildings will be single -story structures. The buildings will generally be surrounded by at grade parking lots and drives. A detention pond/water quality pond will be located at the northwest corner of the site. The provided site grading plan indicates about 2.5 to 11.5 feet of fill will be placed to reach final site grade. If the proposed construction varies significantly from that described above or depicted in this report, we should be notified to reevaluate the recommendations provided in this report. SITE CONDITIONS of 1 This approximate 6.8 acre site was generally vacant with a vacant restaurant. Arox%tely half of the site was surfaced with flexible pavement for parking and access d 'vwrla€ftgpe Kumar & Associates, Inc. 3 remainder of the site was vegetated with native weeds and grasses. The site is bordered by Marshall Street to the east, Interstate 70 to the west and commercial properties to the north and south. The site is generally flat to gently sloping down toward the northwest; the southeast corner of the site was moderately sloping down to the northwest to flatter portion of the site. It appears the site had previously been graded by placing fill. It is not known if the fill was placed under controlled conditions and tested. SUBSURFACE CONDITIONS The subsurface conditions at the site were explored by drilling a total of twenty-three (23) exploratory borings, nineteen (19) borings across the site, generally within the footprint areas of the proposed buildings to depths ranging from about 15 to 25 feet below ground surface, two (2) borings near the proposed water quality pond to depths of about 15 feet and two (2) borings to depths of about 10 feet in the planned paved access drives. The approximate locations of the exploratory borings are shown on Fig. 1. Graphic logs of the borings are presented on Figs. 2 through 4 and a legend and notes describing the subsurface conditions encountered in the borings are presented on Fig. 5. The exploratory borings were advanced through the overburden soils and into the underlying bedrock using solid, 4 -inch -diameter, continuous flight augers. Samples of the soils and bedrock encountered in the borings were obtained with a 2 -inch diameter California -type drive sampler driven into the various strata with blows from a 140 -pound hammer falling 30 inches. This sampling procedure is similar to the standard penetration test (SPT) described by ASTM D 1586. Penetration resistance values, when properly evaluated, indicate the relative density or consistency of the soils and bedrock. Borings 3, 4, 8, 9, 11, D-2, and P-1 encountered asphalt pavement at the ground surface with thicknesses ranging from 1.5 to 4 inches, the remaining borings encountered topsoil at the ground surface. The borings generally encountered man -placed fill overlying natural coarse- grained soils underlain by bedrock. Man -placed fill was not observed in Borings 1, 2, 12, 15, and 18, where the topsoil was overlying natural coarse-grained soil underlain by bedrock. The fill was variable and consisted of sandy lean clay, sandy fat clay, sandy silt, and clayey to silty sand and was generally slightly moist to moist and tan to gray to brown to black to brown -red. The lateral extent, depth and degree of compaction of the existing fill was not determined as part of this study. The fill, where present, extended to depths ranging from about 2 to 18 e< below ground surface and to the full depth explored of about 10 feet in Boring P-1. city of Wheat Ridge 3uilding Divi,,,n Kumar & Associates, Inc. 4 The natural soils were generally coarse-grained and consisted of sandy lean clay to silty to clayey sand to poorly -graded sand with silt to poorly -graded gravel with sand. The natural soils contained variable gravel and were generally slightly moist to moist, brown to gray to tan. Based on sampler penetration resistance values the natural soil were loose to very dense in consistency, generally medium dense to dense. The natural soils continued to the full depths explored of about 25, 20, 20, 20, and 10 feet in Borings 12, 14, 17, 18, and P-2, respectively. Claystone bedrock was encountered at depths ranging from about 7 to 14.5 feet below existing ground surface. The claystone bedrock was sandy in areas, was generally slightly moist to moist, blue to gray to brown -gray, and based on sampler penetration values hard to very hard. Groundwater was not encountered in Borings 15, 17, 18, 19, P-1, and P-2 at the time of drilling. Groundwater was encountered in the remaining borings at depths ranging from about 5 to 24 feet at the time of drilling. Groundwater was measured 10 days after drilling in five of the borings at depths ranging from about 7.4 to 25.0 feet below ground surface. LABORATORY TESTING Samples obtained from the exploratory borings were visually classified in the laboratory by the project engineer and samples were selected for laboratory testing. Laboratory testing was performed to determine in situ soil moisture content and dry density, Atterberg Limits, swell - consolidation characteristics, gradation, and concentration of water-soluble sulfates. Results of the laboratory testing program are shown adjacent to the boring logs on Figs. 2 through 4, graphically plotted on Figs. 6 through 12, and summarized in Table I. The laboratory testing was conducted in general accordance with recognized test procedures, primarily those of the American Society of Testing of Materials (ASTM) and the Colorado Department of Transportation (CDOT). Swell -consolidation testing was conducted on samples of the on-site fill material, the on-site natural soil and claystone bedrock in order to determine their compressibility and swell characteristics under loading and when submerged in water. Each sample was prepared and placed in a confining ring between porous discs, subjected to a surcharge pressure of 1,000 psf, and allowed to consolidate before being submerged. The sample height was monitored until deformation practically ceased under each load increment. Kumar & Associates, Inc. 5 Swell -consolidation testing performed on selected samples of the fill material obtained in the borings indicated low to high swell potentials with swells ranging from approximately 0.3% to 4.3% when wetted under a constant surcharge pressure of 1,000 psf. Samples of the natural overburden soils and the claystone bedrock indicated low to moderate swell potential with swell ranging from 0.1 % to 2.6% GEOTECHNICAL ENGINEERING AND GRADING CONSIDERATIONS We understand site grading for the site will consist of cuts of about 5 feet on the southeast corner and fills between 2.5 to 10 feet for the rest of the site. We understand the fill material will be borrowed from a storage yard operated by All Demolition and Excavation Company at 2400 West 60th Avenue in Denver. The proposed borrow material has previously been tested by Kumar and Associates, the results of testing were presented in a report with project number 15- 1-511 dated October 21, 2015. Overall, the site is generally underlain by man -placed fill of unknown quality, overlying natural coarse-grained overburden soils overlying claystone bedrock. The conditions of placement of the existing fills are unknown. Based on the data from the exploratory borings and the absence of information on the history of the existing fills, the fills are considered to be non -engineered and are expected to exhibit variable and unpredictable post -construction settlement and/or expansive behavior. Ideally, all existing fill should be removed and replaced with properly compacted structural fill. This approach would result in uniform support conditions for foundations, slab -on -grade floors, and flatwork and would help limit settlements to predictable levels. We understand that the above approach may overly expensive and perhaps cost prohibitive. If the owner understands and is willing to assume the risk, partial removal and recompaction of fill maybe considered as a viable alternative. This alternative will consist of removal of at least 4 feet of existing fill, observing the subgrade for unacceptable areas requiring additional excavation and proofrolling the exposed subgrage with a heavy roller compactor or loaded water truck and placing the excavated fill material as recommended in this section. The proofrolling operation should be observed by the representative of the geotechnical engineer. Excessively deflecting areas may require stabilization or additional excavation. The stabilized areas are suitable for placement of fill. The on-site soils, including the existing fill, may be reused as structural fill as long as it's placed according to the recommendations in this section. Over -excavated areas should be backfilled with compacted fill meeting the material and compaction criteria presented in this secti9K city of Wheat Ridge Kumar & Associates, Inc. 101 Temporary Excavations: Excavations that will not require temporary or permanent shoring can be constructed by over -excavating the side slopes to stable configurations where enough space is available. All excavations should be constructed in accordance with OSHA requirements, as well as state, local and other applicable requirements. The existing on-site soils classify as OSHA Type C soils. Static groundwater at the site was generally deep but was encountered as shallow as 5 feet in areas, and may be encountered in excavations. If groundwater is encountered, flatter side slopes or temporary shoring may be required. We believe excavations encountering groundwater can be dewatered during construction using perimeter (and lateral as necessary) trenches combined with sumps. The trenches should be sloped to sumps where water can be pumped from the excavation. Surface water runoff into the excavations can act to erode and potentially destabilize the excavation side slopes and result in soft ground conditions at the base of the excavation, and should not be allowed. Diversion berms and other measures should be used to prevent surface water runoff into the excavations from occurring. If significant runoff into the excavations does occur, further excavation to remove and replace the soft subgrade materials or stabilize the excavation side slopes may be required. Fill Material: Unless specifically modified in the preceding sections of this report, the following recommended material and compaction requirements are presented for compacted fills on the project site. A geotechnical engineer should evaluate the suitability of all proposed fill materials for the project prior to placement. 1. Beneath Soil -Supported Floor Slabs, Exterior Flatwork, and Pavements: Compacted fill should consist of moisture -conditioned on-site soils or non- to low expansive imported soil materials such as that referenced in our borrow area study referenced above. If fill materials are imported to the site, the fill should have a maximum of 70% passing the No. 200 sieve, a maximum Liquid Limit of 35, and a maximum Plasticity Index of 15. Fill source materials, including on-site soils, not meeting these criteria may be acceptable if they meet the swell criteria presented in Item 4 below. 2. Pipe Bedding Material: Pipe bedding material should be a free draining, coarse-gf'815e sand and/or fine gravel. The on-site soils generally consist of cohesive fine-grained soils of and are not considered suitable for pipe bedding. Wheat Ridge ,Ruilding Divison Kumar & Associates, Inc. VA 3. Utility Trench Backfill: Materials other than claystone excavated from the utility trenches may be used for trench backfill above the pipe zone fill provided they do not contain unsuitable material or particles larger than 4 inches and can be placed and compacted as recommended herein. 4. Material Suitability: Unless otherwise defined herein, all fill material should be a non - expansive soil free of vegetation, brush, sod, trash and debris, and other deleterious substances, and should not contain rocks or lumps having a diameter of more than 6 inches. A fill material should be considered non -expansive if the swell potential of the material, when remolded to 95% of the standard Proctor (ASTM D 698) maximum dry density at optimum moisture content, does not exceed 1 % when wetted under a 200 psf surcharge pressure. Based on the results of laboratory testing, the on-site soils should be suitable for reuse as site grading fill and as moisture -conditioned fill placed beneath floor slabs, exterior flatwork, and pavements. Excavated bedrock should not be used as site grading fill. Evaluation of additional fill sources, particularly those not meeting the above liquid limit and plasticity index criteria for imported fill materials, should include determination of laboratory moisture -density relationships and swell -consolidation tests on remolded samples prior to acceptance. Compaction Requirements: We recommend the following compaction criteria be used on the project: Moisture Content: Fill materials should be compacted at moisture contents within 2 percentage points of the optimum moisture content for predominantly granular materials and optimum to 3 percentage points above optimum for predominantly clay materials. The contractor should be aware that the clay materials, including on-site and imported materials, may become somewhat unstable and deform under wheel loads if placed near the upper end of the moisture range. 2. Placement and Degree of Compaction: Unless otherwise defined herein, com}t`acted fill`, should be placed in maximum 12 -inch -thick loose lifts. The following compction criteria should be followed during construction: Wheat Ridge Kumar & Associates, Inc. W Percentage of Maximum Standard Proctor Density FillLocation...................................................................................... (ASTM D-698) Beneath Spread Footings................................................................................98% Beneath Floor Slabs Upper8 Feet............................................................................................. 95% Beneath Settlement -Sensitive Flatwork Areas and Pavements Upper8 Feet............................................................................................. 95% BelowUpper 8 Feet................................................................................ 100% Adjacent to Spread Footing.............................................................................. 95% Utility Trenches Interior........................................................................................................ 98% Exterior Less Than 15 Feet deep.............................................................. 95% Exterior More Than 15 Feet deep........................................................... 100% Landscape and Other Areas............................................................................ 95% Aggregate base course materials, if used, should be compacted to at least 95% of the modified Proctor (ASTM D 1557) maximum dry density at moisture contents recommended above. Subgrade preparation should include proofrolling with a heavily loaded pneumatic -tired vehicle or a heavy, smooth -drum roller compactor. Areas that deform excessively during proofrolling should be removed and replaced to achieve a reasonably stable subgrade prior to placement of compacted fill or slabs, flatwork or pavements. Construction Monitoring: A representative of the geotechnical engineer should observe prepared subgrades for compacted fill and slabs, flatwork, and pavements, and observe fill placement on a full time basis. FOUNDATION RECOMMENDATIONS Considering the subsurface conditions encountered in the exploratory borings, laboratory test results and the nature of the proposed construction, we recommend shallow spread footings or a mat foundation system be used. Spread Footing Foundations: The design and construction criteria presented below should be observed for a spread footing foundation system. The construction details should be considered when preparing project documents. Kumar & Associates, Inc. E 1. Footings should be placed on undisturbed natural soil or properly placed structural fill extending to undisturbed natural soil. Structural fill should meet the material and placement requirements provided in the "Geotechnical Engineering and Grading Considerations" section of this report. 2. Footings supported as recommended herein should be designed for a net allowable soil bearing pressure of 2,500 psf. The allowable bearing pressure may be increased by one-third for transient (i.e. wind and/or seismic) loadings. 3. Spread footings supported as recommended should have a minimum footing width of 18 inches for continuous footings and 24 inches for isolated pads. 4. Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 36 inches below the exterior grade is typically used in this area. 5. Based on our experience, we estimate total settlement for footings designed and constructed as discussed in this section will be approximately 1 inch or less. Differential settlements across the structures are estimated to be approximately 1/2 to 3/ of the total settlement. 6. The lateral resistance of a spread footing placed on properly compacted structural fill material will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.30. Passive pressure against the sides of the footings can be calculated using an equivalent fluid unit weight of 180 pcf. These lateral resistance values are working values. 7. Compacted fill placed against the sides of the footings to resist lateral loads should meet the material and placement requirements provided in the "Geotechnical Engineering and Grading Considerations" section of this report. 8. Continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 10 feet. /0"City of Wheat Ridge Kumar & Associates, Inc. 10 9. A representative of the geotechnical engineer should observe all footing excavations prior to concrete placement. SEISMIC DESIGN CRITERIA Based on data from the borings and our experience in the site vicinity, the soil profile is anticipated to consist of about 20 feet of relatively dense, predominantly granular overburden soil anticipated to be underlain at a depth of less than 100 feet by hard to very hard claystone bedrock considered to extend to depths greater than 100 feet. The overburden soil generally classifies as International Building Code (IBC) Site Class D, and the underlying bedrock generally classifies as IBC Site Class C. Based on the anticipated thickness of the overburden soils and our experience with sites with similar soil profiles, we recommend a design soil profile for the site of IBC Site Class D. Based on the subsurface profile, site seismicity, and the anticipated depth of ground water, liquefaction is not a design consideration. FLOOR SLABS At -grade floor slabs present a problem where existing fill is present beneath the floor slab, particularly where the existing fill may not have been placed under controlled conditions. Fills of poor or unknown quality can settle over time. The most positive method for limiting slab movements caused by settlement of existing fill is to completely excavate and replace the existing fill with properly compacted structured fill. An alternate method is presented in the "Geotechnical Engineering and Grading Considerations" section of this report. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. Joint spacing is dependent on slab thickness, concrete aggregate size, and slump, and should be consistent with recognized guidelines such as those of the Portland Cement Association (PCA) and American Concrete Institute (ACI). The joint spacing and slab reinforcement should be established by the designer based on experience, PCA/ACI guidelines and the intended slab use. City of Wheat Ridge Kumar & Associates, Inc. 11 Due to the presence of groundwater and the granular nature of subsoils, we recommend mitigation of moisture vapor penetration into the slabs by use of a vapor barrier. Special precautions will be required to prevent differential curing problems which could cause the slabs to warp. Recommendations in ACI 302.1 R should be used for design and construction of vapor barrier. All fill materials for support of floor slabs should be placed and compacted according to the criteria presented in "Geotechnical Engineering and Grading Considerations" section of this report. The suitability of the on-site soils for use as underslab fill is also discussed in the "Geotechnical Engineering and Grading Considerations" section of this report. WATER SOLUBLE SULFATES The concentration of water soluble sulfates measured in selected samples obtained from the exploratory borings ranged from 0.0% to 0.10%, for the on-site soils. These concentrations of water soluble sulfates represent a Class 0 severity of exposure to sulfate attack on concrete exposed to these materials. The degree of attack is based on a range of Class 0 to Class 3 severity of exposure as presented in ACI 201.2R. Based on the laboratory test results, we believe special sulfate resistant cement will not be required for concrete exposed to the on-site materials. BELOW -GRADE WALLS AND RETAINING STRUCTURES Below -grade walls and retaining structures should be designed for the lateral earth pressure generated by the backfill materials, which is a function of the degree of rigidity of the wall and the type of backfill material used. Below -grade walls and retaining structures that are laterally supported and can be expected to undergo only a moderate amount of deflection, such as basement walls, should be designed for a lateral earth pressure based on the following equivalent fluid pressures: CDOT Class 1 (<20% passing No. 200 Sieve) ............... On-site or imported, non -expansive, silty or clayey sand On-site or imported, moisture -conditioned clay backfill* * Swell potential less than 2% Kumar & Associates, Inc. ................... 50 pcf ................... 55 pcf ............. 65 pcf r y of Ridge 12 Cantilevered retaining structures that can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for the following equivalent fluid pressures: CDOT Class 1 (<20% passing No. 200 Sieve) ............................................. 40 pcf On-site or imported, non -expansive, silty or clayey sand ............................. 45 pcf On-site or imported, moisture -conditioned clay backfill* .............................. 55 pcf * Swell potential less than 2% The equivalent fluid densities recommended above assume drained conditions behind below - grade walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on the wall. All walls should also be designed for appropriate surcharge pressures such as traffic, construction materials and equipment. The zone of backfill placed behind below -grade walls to within 2 feet of the ground surface should be sloped upward from the base of the structure at an angle no steeper than 45 degrees measured from horizontal. To reduce surface water infiltration into the backfill, the upper 2 feet of the wall backfill should consist of a relatively impervious soil containing at least 30% passing the No. 200 sieve, or the backfill zone should be covered by a slab or pavement structure. Wall backfill should be placed according to the compaction criteria presented in the "Geotechnical Engineering and Grading Considerations" section of this report. Care should be taken not to over compact the backfill since this could cause excessive lateral pressure on the wall. Hand compaction procedures, if necessary, should be used to prevent lateral pressures from exceeding the design values. SURFACE DRAINAGE Proper surface drainage is very important for acceptable performance of the structure during construction and after the construction has been completed. Drainage recommendations provided by local, state and national entities should be followed based on the intended use of the structure. The following recommendations should be used as guidelines and changes should be made only after consultation with the geotechnical engineer. 1. Excessive wetting or drying of foundation and slab subgrades should be avoide duru�� ~� construction. a Wheat Ridge uitding Kumar & Associates, Inc. 13 2. Exterior backfill should meet the requirements of the "Geotechnical Engineering and Grading Considerations" section of this report. 3. Care should be taken when compacting around foundation walls to avoid damage to the structure. Hand compaction procedures, if necessary, should be used to prevent lateral pressures from exceeding the design values. 4. The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas. Site drainage beyond the 10 -foot zone should be designed to promote runoff and reduce infiltration. A minimum slope of 6 inches in the first 10 feet is recommended in the paved areas. These slopes may be changed as required for handicap access points in accordance with the Americans with Disabilities Act. 5. The upper 1 to 2 feet of the backfill in areas not covered by pavement or flatwork should be a relatively impervious material compacted as recommended above to limit infiltration of surface runoff. 6. Ponding of water should not be allowed in foundation backfill material or in a zone within 10 feet of the buildings. 7. Roof downspouts and drains should discharge well beyond the limits of all backfill. 8. With the exception of the rain gardens constructed with an impermeable liner, excessive landscape irrigation should be avoided within 10 feet of the foundation walls. PAVEMENT DESIGN A pavement section is a layered system designed to distribute concentrated traffic loads to the subgrade. Performance of the pavement structure is directly related to the physical properties of the subgrade soils and traffic loadings. Soils are represented for pavement design purposes by means of a resilient modulus value (MR) for flexible pavements and a modulus of subgrade reaction (k) for rigid pavements. Both values are empirically related to strength. Subgrade Materials: Based on the results of the field exploration and laboratory test data, the pavement subgrade materials at the site generally classify as A-2-4, A-2-6, A-4, and A-7-6 soils with group indices ranging from 0 to 16, in accordance with the American Association of State Highway and Transportation Officials (AASHTO) classification system. The proposed fill material which was tested in our borrow area study dated October 21, 2015, classified as A-4 Kumar & Associates, Inc. 14 soil with a group index of 2. We believe that processed on-site materials and the proposed borrow fill material will generally classify closer to A-4 soils. For design purposes, a resilient modulus value of 4,940 psi was selected for flexible pavements. Design Traffic: It appears that daily traffic at the site will be limited to automobiles, pickup trucks, delivery, moving and trash trucks on a routine basis, and fire trucks on an intermittent basis. At the time of report preparation, traffic data was not available. Therefore, we have assumed an 18 -kip equivalent single axle loading (ESAL) of 36,500 for areas restricted to automobile parking and an ESAL of 73,000 for the drive and access lanes. Pavement Sections: Flexible pavement sections were developed using the DARWinTM computer software that solves the AASHTO pavement design equations. Areas of pavement restricted to automobile parking should be paved with a minimum of 5.5 inches of full -depth asphalt, or a composite pavement section consisting of 4 inches of asphalt over 6 inches of compacted aggregate base course material. Driveways and fire lanes should be constructed with a minimum of 6 inches of full -depth asphalt or a composite pavement section consisting of 4 inches of asphalt over 7 inches of compacted aggregate base course material. In lieu of an asphalt pavement section, a 6 -inch Portland cement concrete pavement section may be used for truck loading areas, dumpster pads, and other areas where truck turning movements are concentrated. All concrete pavement areas on the site should contain sawed or formed to joints to'/ of the depth of the slab at a maximum distance of 12 to 14 feet on center. Pavement Material Recommendations: The asphalt mix should meet the latest requirements of the CDOT Standard Specifications for Road and Bridge Construction. The asphalt placed for the project should be designed in accordance with the SuperPave gyratory mix design method. The mix should meet Grading S or SX requirements. A SuperPave gyratory design revolution (NDEs) of 75 should be used in the design process. A PG 58-28 asphalt binder should be used for the asphalt mix. Concrete pavement should meet CDOT Class P specifications and requirements. Subgrade Preparation: Existing fills present a problem where present beneath pavements, particularly when the existing fill was not placed under controlled conditions. Fills of poor or unknown quality could result in potentially excessive short- and long-term settlements when subjected to traffic loads, or increases in moisture. 'YYCity of Wheat Ridge Kumar & Associates, Inc. 15 The most positive method for limiting pavement movements caused by settlement of existing fill of unknown quality is to completely excavate and replace the existing fill with properly compacted fill. A cost-saving alternative is to remove a portion of the existing fill beneath pavements, provided the risk of movement in excess of normally accepted settlement tolerances is acceptable to the owner. Provided that this alternative is acceptable, we recommend that the upper 2 feet of existing fill underlying pavements be excavated and replaced with properly compacted fill. The owner should be aware that subexcavation and replacement will reduce but not eliminate potential movement of pavements should moisture levels increase within existing fills beneath the replacement fill and/or pavement. Prior to placing compacted fill, the exposed subgrade soils should be scarified to a depth of 12 inches, adjusted to a moisture content within 2 percentage points of the optimum moisture content and recompacted to at least 95% of the standard Proctor (ASTM D 698) maximum dry density. Fill placed beneath the pavement should meet the material and compaction requirements presented in the "Geotechnical Engineering and Grading Considerations" section of this report. The pavement subgrade should be proofrolled with a heavily -loaded pneumatic -tired vehicle or a heavy, smooth drum roller compactor. Pavement design procedures assume a stable subgrade. Areas that deform excessively under heavy wheel loads are not stable and should be removed and replaced to achieve a stable subgrade prior to paving. DESIGN AND CONSTRUCTION SUPPORT SERVICES Kumar & Associates, Inc. should be retained to review the project plans and specifications for conformance with the recommendations provided in our report. We are also available to assist the design team in preparing specifications for geotechnical aspects of the project, and performing additional studies if necessary to accommodate possible changes in the proposed construction. We recommend that Kumar & Associates, Inc. be retained to provide construction observation and testing services to document that the intent of this report and the requirements of the plans and specifications are being followed during construction. This will allow us to identify possible variations in subsurface conditions from those encountered during this study and to allow us to re-evaluate our recommendations, if needed. We will not be responsible for implementation of the recommendations presented in this report by others, if we are not retained to provide construction observation and testing services. Kumar & Associates, Inc. 16 LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering practices in this area for exclusive use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings at the locations indicated on Fig. 1, and the proposed type of construction. This report may not reflect subsurface variations that occur between the exploratory borings, and the nature and extent of variations across the site may not become evident until site grading and excavations are performed. If during construction, fill, soil, or groundwater conditions appear to be different from those described herein, Kumar & Associates, Inc. should be advised at once so that a re-evaluation of the recommendations presented in this report can be made. Kumar & Associates, Inc. is not responsible for liability associated with interpretation of subsurface data by others. LJW/jw cc: book, file City of Wheat f�i„rsn;�,fi Kumar & Associates, Inc. ,�"'BORING 6 I _ I 1 BORING 5 f Z BORING 16 BORING P-1 BORING D 1 .� 6 �1 � BORING 1 1 4� �`1 y �� y�y,3+BORING 13; l eau BORING aBORING 11l��G/ 1 FIX BORING D ��� ~•`t' GEEING 17 1 `�� ¢;. a BORING 4"'B fi _.. 611 3dt' ✓� 1yyf� ,,,, - �"1 BORNG 3 s+ IRA, ✓� y5p?' JL BORING 10 f�G4�(' BORING P-2� t 1 I'�` cy BORING 7B BORING 7 1, i�. ` 5 i BORING 12" BORING 19 BORING 15�� LELECfl \VI G) BUILDING NUMBER 50 G 50 100 APPROXIMATE SCALE -FEET 15-1-511 Kumar& Associates 4901 MARSHALL STREET, WHEAT RIDGE, COLORADO LOCATION OF EXPLORATORY BORINGS Fig. 1 City of Wheat Ridge city of wheat Ric�91? BORING 1BORING 2 BONG 3 RI BORING 4 BORING 5 BORING 6 BORING 7 BORING 8 EL. 5291.5' EL. 5291' EL. 5291' EL. 5290.5' EL. 5292' EL. 5296.5' EL. 5290.5EL. 5290.5' 5305 5305 _________—O__________ O _____________ENT PAVEM________ 5300 ________________________ q 5300 __________________________________ PAVEMENT 5295 36/12 5295 I9//2 WC=10.4 50/11 DD=101.7 WC=3.3 -200=66 41/12 00=109.7 (4) LL=28 NP +4=15 (2) WS NV00=Z9 5290 --. 22/12 +. 19/12 14/12 =0.10 A-4 (0)NP (1.5) 5290 WC=1.5 19/12 WSS=0.09 12/12 �.4 DD=111.1 a p A-2-4 (0) A 38/12 .'a 50/11 v BOUNCE 10/12 .e 40/12 5285 e -� WC=23.9 4=13 24/12 29/12 50/6 •p -200=17 _ 5285 o < 50/4 = 50/5 30/12 50/8 0 w WC= 14.9 DD=114.3 5D/5 50/4 507 / WC=14.4 50/3 DD=715.8 5280 -200=62 WC=15.6 +4=8 LL=34 DD=112.4 -200=74 528D P1=10 -200=93 LL=35 LL=36 PI=11 50/3 PI=7 50/5 5275 50/3 50/3 50/3 50/3 5275 50/2 50/4 5 0/2 5270 5270 50/2 50/2 5265 LEGEND 5265 EL GEN D; OPROPOSED FINISHED GRADE WITH BUILDING NUMBERS 5260 5260 15-1-511 Kumar & Associates 4901 MARSHALL STREET, WHEAT RIDGE, COLORADO LOGS OF EXPLORATORY BORINGS Fig. 2 city of wheat Ric�91? city Of 'lbeat Rrd9e BORING 9 BORING 10 BORING I1 BORING 12 BORING 13 BORING 14 BORING 15 BORING 16 EL. 5290' EL. 5289.5' EL. 5290' EL. 5302' EL. 5290' EL. 5292' EL. 5306.5' EL. 5294.5' 5310 5370 44/12 WC=7.2 DD=119.9 5305 29/12 O WC=6.4 ___________ O ±200=48 -. _________ 5305 _______________ DD _1_1_5_7 O O4 +4=35 -20D=33 O _ ______________ 30/12 LL=34 5300 -------------------- 5 O P1=15( ) A-2-6 1 6 O __________ 5300 14/12 32/12 47/12 5295 WC=2.6 DD=125.8 5295 +4=29 -200=17 24/12 MJ NV 50/6 NP 38/12 A-2-4 (0) 52907 WC -13.2 23/12 (3) DD=107.3(2) 20/72 5290 j 8/12 +4=17 -200=62 7/12 50/10 xw X 23/12 w 1 z F LL=50 38/12 W 9.6 P1=23 DD=1 73.2 50/2 4 A-7-6 (13) 4/12 WC= "' +4-11 22 12 15.1 DD=102.3 50/11 -200=46 5285 WC 5.1 18/12 +4=36 _, LL=45 25/12 5285- +4=52 -200=4 -200=7 NV _;y PI=44 - t. NP 21/12 25/12 50/9 50/3 528050/5 42/12 WC=15.5 50/5 5280 DD=110.6 -200=61 -�-- 28/12 24/12 P1=10 50/4 50/11 5275150/4 50/4 5275 42/12 50/4 50/3 5270 50/5 5270 LEGEND. OPROPOSED FINISHED GRADE WITH BUILDING NUMBERS 5265 52fi5 15-1-511 Kumar& Associates 4901 MARSHALL STREET, WHEAT RIDGE, COLORADO LOGS OF EXPLORATORY BORINGS Fig. 3 city Of 'lbeat Rrd9e 5260 5275 BORING 15 Kumar & Associates BORING 17 BORING 18 BORING P-1 BORING P-2 EL. 5303' EL 5308' 5310 EL. 5291.5' 30/12 23/12 WC=15.8 DD=109.3 WC=8.2 +4=6 22/12 WC=8.0 5310 200=79 00 DD=1D6.6 LL -429 L42 LL=44 PI=20 5305 PI=27 A-7-6 (16) -200=31 O36/12 LL=32 PI =10 26/12 __________ _______ Oj WC=3.2 22/12 DD=126.0 __________ 5300 PAVEMENT IB/12 14/12 O 28/12 WC=9.2 ________________________ 50/11 00715.3 +4=10 PAVEMENT_ -200=44 - ------- 10/12 50/6 LL --32 (3) 5295- PI=16 5295 50/10 WSS=0.00 23/12 50/11 5290 POND -200=28 (Yi 50/11 13/12 5285 35/12 50/10______ GRADE NP 50/5 5260 5275 BORING 15 Kumar & Associates BORING D-1 BORING D-2 BORING P-1 BORING P-2 EL. 5309.5' EL. 5292' EL. 5291.5' EL. 5295.5' EL. 5307.5' 23/12 WC=8.2 +4=6 22/12 WC=8.0 5310 -200=61 DD=1D6.6 LL=44 +4=19 PI=27 -200=31 A-7-6 (14) LL=32 PI =10 A-2-4 (0) 22/12 5305 __________ PAVEMENT IB/12 O 28/12 ________________________ 5300 PAVEMENT_ - ------- 10/12 50/6 (3) 5295- 18/12 50/10 WC=2.6 DD=87.8 POND -200=28 (Yi FINISHED NV 35/12 50/10______ GRADE NP 28/12 5290- 39/12 50/11 _ WC=1.2 35/12 50/4 +4=54 -200=3 5285- 50/111 50/2 5280- 50/3 1,FSiFNQ; (D PROPOSED FINISHED GRADE WITH _________ BUILDING NUMBERS 5275 - 275- Kumar&Associates 4901 MARSHALL STREET, WHEAT RIDGE, COLORADO LOGS OF EXPLORATORY BORINGS Fig. 4 City O)f , Wheat Ridge 31-tilding Divisr,., . LEGEND ® TOPSOIL. (4)'ASPHALT, THICKNESS IN INCHES SHOWN IN PARENTHESES TO LEFT Of THE LOG. FILL! SANDY LEAN CLAY (CL), SANDY FAT CLAY (CH), SANDY SILT (ML), CLAYEY TO SILTY SAND (SP-SC), FINE TO COARSE GRAINED WITH VARIABLE GRAVEL, SLIGHTLY MOIST TO MOIST, TAN TO GRAY TO BROWN TO BLACK TO BROWN-RED. USILTY SAND (SM) TO CLAYEY SAND (SC) TO POORLY-GRADED GRAVEL WITH SAND (GP), MEDIUM DENSE TO VERY DENSE, SLIGHTLY MOIST TO MOIST, TAN TO BROWN. SILTY SAND (SM) TO POORLY-GRADED SAND WITH SILT AND GRAVEL (SP-SM), LOOSE TO DENSE. SLIGHTLY MOIST TO MOIST, BROWN TO GRAY TO TAN. SANDY LEAN CLAY (CL) TO CLAYEY SAND (SC) WITH VARIABLE GRAVEL, MEDIUM DENSE TO VERY DENSE, SLIGHTLY MOIST TO MOIST, BROWN TO TAN. ©SANDY LEAN CLAY (CL), FINE TO COARSE GRAINED SAND, STIFF TO HARD, SLIGHTLY MOIST TO MOIST, BROWN. ' CLAYSTONE BEDROCK, FINE TO COARSE GRAINED SAND, HARD TO VERY HARD, SLIGHTLY L MOIST TO MOIST, BLUE TO GRAY. DRIVE SAMPLE, 2-INCH I.D. CALIFORNIA LINER SAMPLE. 22/12 DRIVE SAMPLE BLOW COUNT. INDICATES THAT 22 BLOWS OF A 140-POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE THE SAMPLER 12 INCHES. �- DEPTH TO WATER LEVEL AND NUMBER OF DAYS AFTER DRILLING MEASUREMENT WAS MADE. y DEPTH AT WHICH BORING CAVED. NOTES 1. THE EXPLORATORY BORINGS WERE DRILLED ON SEPTEMBER 11, 14, AND 15, 2015 WITH A 4 -INCH DIAMETER CONTINUOUS FLIGHT POWER AUGER. 2. THE LOCATIONS OF THE EXPLORATORY BORINGS WERE MEASURED APPROXIMATELY BY PACING FROM FEATURES SHOWN ON THE SITE PLAN PROVIDED. 3. THE ELEVATIONS OF THE EXPLORATORY BORINGS WERE OBTAINED BY INTERPOLATION BETWEEN CONTOURS ON THE SITE PLAN PROVIDED. 4. THE EXPLORATORY BORING LOCATIONS AND ELEVATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. 5, THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 6. GROUND WATER LEVELS SHOWN ON THE LOGS WERE MEASURED AT THE TIME AND UNDER CONDITIONS INDICATED. FLUCTUATIONS IN THE WATER LEVEL MAY OCCUR WITH TIME. 7. LABORATORY TEST RESULTS: WC = WATER CONTENT (%) (ASTM D 2216); DO = DRY DENSITY (pef) (ASTM D 2216); +4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM 0 422); -200= PERCENTAGE PASSING NO. 200 SIEVE (ASTM D 1140); LL - LIQUID LIMIT (ASTM D 4318); PI = PLASTICITY INDEX (ASTM D 4318); NP = NON -PLASTIC (ASTM D 4318); NV = NO LIQUID LIMIT VALUE (ASTM 0 4318); WSS = WATER SOLUBLE SULFATES (%) (CP -L 2103); A-2-6 (0) = AASHTO CLASSIFICATION (GROUP INDEX) (AASHTO M 145). 115-1-5111Kumar&Associates14901 MARSHALL STREET, WHEAT RIDGE, COLORADOILEGEND AND NOTES I Fig. 5 City Of Wheat Ricge Uilding J J Uj N 0 I z 0 —1 F= Q 0 J O w z —2 0 L) —3 SAMPLE OF: Claystone Bedrock FROM: Boring 1 ® 9' WC = 14.9%, DD = 114.3 pcf —200 = 62%, LL = 34, Pi = 10 -- 1 EXPANSION UNDER CONSTANT i PRESSURE UPON WETTING I 1 t i � 1A APPLIED PRESSURE — KSF 10 1.0 APPLIED PRESSURE — KSF 10 100 Kumar & Associates SWELL—CONSOLIDATION TEST RESULTS Fig. 6 SAMPLE OF: Claystone Bedrock I FROM: Boring 4 @ 9' WC = 15.6%, DD = 112.4 pcf i —200 = 93%, LL = 35, PI = 7 UNDER CONSTANT EXPANSION PRESSURE UPON WETTING rhne feat reauf. pply only to the _rnpl- 1e:ted The tasting report sholl not be reproduced, wept in lull, WRh-t the Written approval of - Kumor cn4 A—iatc, Inc. Swell . 1` Coneohdctron tenting performed in aceordonoe With /5711 0-4516. 1.0 APPLIED PRESSURE — KSF 10 100 Kumar & Associates SWELL—CONSOLIDATION TEST RESULTS Fig. 6 3 2 o\° J J w 0 I z O —1 H Q 0 V) z —2 0 c� —3 —4 SAMPLE OF: Clayey Gravel with Sand (GC) FROM: Boring 12 ® 1' WC = 6.4%, DD = 115.7 pcf j —200 = 33%, LL = 34, PI = 15 ' A r EXPANSION UNDER CONSTANT PRESSURE UPON WETTING I i I i t 1.0 APPLIED PRESSURE — KSF 10 10D SAMPLE OF: Claystone Bedrock FROM: Boring 13 CSD 9' WC = 15.5%, DD = 110.6 pcf —200 = 61 %, LL = 37, PI = 10 3 2 EXPANSION UNDER CONSTANT 3 I I PRESSURE UPON WETTING t z u o 0 - O LO _1 Z v I � —2 These test suite applyonly to the Mbep"DIca tested. The testing report - nol j—d, ....pt in toll, With -i the lien pp, - .t W Rumor and Aesoctoleewe , Inc. Sll tea, Consolidation teal ng perlwmed in cordance With AMU D-4546. y ' (�_i' t t lA APPLIED PRESSURE — KSF 10 pr, 10D 15-1-511 Kumar & Associates SWELL—CONSOLIDATION TEST RESULTFig. '8 4 3 2 J J LU � 1 I z O D Q J O N —1 z a -2 -3 SAMPLE OF: Fill: Clayey Sand (SC) FROM: Boring 14 @ 4' WC = 9.6%, DD = 113.2 pcf —200 = 46%, LL = 45, PI = 24 EXPANSION UNDER CONSTANT I PRESSURE UPON WETTING — I i SIII t 1.0 APPLIED PRESSURE — KSF 10 100 SAMPLE OF: Clayey Sand (SC) I FROM: Boring 18 CSD 9' WC = 9.2%, DD = 115.3 pcf —200 = 44%, LL = 32, PI = 16 o I � i EXPANSION UNDER CONSTANT w PRESSURE UPON WETTING N 0 _ 1 X11 z F Q b o Z —2 O - U —3 i E G These lest resuK. pply only to the mpka tealed. The testing report - Noll rrol be rep d,ced, except m full, dhout the '6""o lien appmwl Kumar and Naociatsa, Inc Swell_ y i Conaolidotion testing performed in ; ✓s I Oe on cordce eifh ASTM D-4545. Yl 1.0 APPLIED PRESSURE — KSF 10 'rt 1pp e 4 jam_ 15-1-511 Kumar &Associates SWELL—CONSOLIDATION TEST RESUL�S�""��; Fig 9 ,.. 1 0 U —4 eholl not bt reproduced, ocept in fu11, without the written opp—.1 of Kumor and A—id— Inc. Swell Coneolidclion Inling performed in aecordonce with ASTM D-4546. SAMPLE OF: Fill: Clayey Sand with Gravel (SC)' FROM: Boring P-2 @ 1' WC = 8.0%, DD = 106.6 pcf —200 = 31%, II LL = 32, PI = 10 1.0 APPLIED PRESSURE — KSF 10 6 15-1-511 ( Kumar & Associates ( SWELL—CONSOLIDATION TEST RESULTS n lhg,r 10 TABLE SUMMARY OF LABORATORY TEST RESULTS PROJECT NO.: 15-1-511 PROJECT NAME: Self -Storage Facility DATE SAMPLED: 9-11-15, 9-14-15, 9-15-15 DATE RECEIVED: 9.18-15 SAMPLE LOCATION BORING DEPTH (feet) DATE TESTED NATURAL MOISTURE CONTENT (%) NATURAL DRY DENSITY (pcf) GRADATION GRAVEL SAND N (^/,) PERCENT PASSING NO. 200 SIEVE ATTERBERG LIMITS LIQUID PLASTICITY LI%IT INDEX WATER SOLUBLE SULFATES N AASHTO CLASSIFICATION (group index ) SOIL OR BEDROCK TYPE 1 9 9/18115 14.9 114.3 62 34 10 Claystone Bedrock 2 1 9/18/15 1.5 111.1 Clayey Sand (SC) 3 4 1 9/18/15 23.9 13 70 17 Fill: Clayey Sand (SC) 4 9 9/18/15 15.6 112.4 93 35 7 Claystone Bedrock 5 1 9/18/15 10.4 101.7 68 28 NP 0.10 A4 (0) Fill: Sandy Silt (ML) 7 1 9/18/15 3.3 109.7 15 56 29 NV NP 0.09 A-24 (0) Fill: Silty Sand (SM) 8 9 9/18/15 14.4 115.8 8 18 74 38 11 Claystone Bedrock 9 4 9118/15 5.1 52 44 4 Poorly -Graded Gravel with Sand GP 10 1 9/18115 13.2 107.3 17 21 62 50 23 A-7-6 (13) Fill: Sandy Fat Clay with Gravel (CH) 11 4 9/18115 15.1 102.3 36 57 7 NV NP Poorty-Graded Sand with Sift and Gravel SP -SM 12 1 9/18/15 6.4 115.7 35 32 33 34 15 A-2-6 (1) Clayey Gravel with Sand (GC) 13 9 9/18/15 15.5 110.6 61 37 10 Claystone Bedrock 14 4 9/18/15 9.6 113.2 11 43 46 45 24 Fill: Clayey Sand (SC) 15 1 9118/15 7.2 119.9 15 37 48 Clayey Sand with Gravel (SC) 16 1 9/18/15 2.6 125.8 29 54 17 NV NP A-2-4 (0) Fill: Silty Sand with Gravel (SC) 17 4 9/18/15 3.2 126.0 Fill: Slaty Sand with Gravel (SC) 18 1 9/18115 15.8 109.3 4 17 79 42 20 A-7.6 (16) Lean Clay with Sand (CL) 18 9 9118/15 9.2 115.3 10 46 44 32 16 0.00 Clayey Sand (SC) 19 1 9118115 8.2 NA 6 33 61 44 27 A-7-6 (14) Fill: Sandy Lean Clay (CL) D-1 1 9118/15 2.6 87.8 28 NV NP Fill: Silty Sand (SM) D-2 4 9118/15 1.2 54 43 3 Poorty-Graded Gravel with Sand GP P-2 1 9/18115 8.0 106.6 19 50 31 32 10 A-2-4 (0) Fill: Clayey Sand with Gravel (SC) SK Wall Design 2800 South Logan Street Englewood, CO 80113 303-900-8714 RETAINING WALL ENGINEERING REVIEW CALCULATIONS Allan Block AB Classic Units DATE: 7/24/2017 PROJECT NAME: Marshall Street Storage PROJECT NUMBER: 17066 PROJECT LOCATION: Wheat Ridge, CO Critical Cross Section Calculations The calculations on the following pages were created using the NCMA design methodology from the NCMA Design Manual, 3rd Edition. The project will be constructed using Allan Block AB Classic units, and Miragrid 3XT geogrid. Thank you, and please feel free to contact this office with any questions. Sincerely, Steve Kelley, P.E. SK Wall Design VOA N J�F?rJ, 7-24-17 46689 i `E 71ty Wheat Rd;gp Divis Project: 17066 - Marshall Street Storage Site: Wheat Ridge, CO Date: 7/23/2017 Wall: wall01 Pr6ject: 17066 - Marshall Street Storage [Rev. 1] Wheat Ridge, CO Project Design Inputs Design Standard National Concrete Masonry Association 3rd Edition Wall: wa1101 Minimum Factors of Safety Hu 0.67 ft Facing Width Lu 1.47ft Facing Depth Conventional 0.99ft Facing Weight Xu 1341b/ft3 Center of Gravity Gu External Value Internal 0.07ft Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 2671.85lb/ft Apparent Shear Angle FSbc Bearing Capacity 2.00 FSsc Shear Capacity 1.50 135.00 0.55 0.00 FSot Overturning 1.50 39° 140.02 0.70 n/a No Fines Building External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSbc Bearing Capacity 2.00 FSot Overturning 1.50 Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Design Factors Minimum Maximum Term Description (as appl.) (as appl.) RC Reinforced coverage ratio 1.00 0.00 Selected Facing Unit Basalite AB Classic Licensor: User defined Facing Height Hu 0.67 ft Facing Width Lu 1.47ft Facing Depth Wu 0.99ft Facing Weight Xu 1341b/ft3 Center of Gravity Gu 0.50ft Setback Au 0.07ft Batter w 6.00 ° Cap Height Hcu 0.33ft Initial Shear Capacity au 2671.85lb/ft Apparent Shear Angle Au 38.00' Maximum Shear Capacity Vu(max) 4707.49lb/ft Selected Reinforcement Types Reinforcements 3XT - Mirafi Miragrid 3XT Tult 3,501.11 RFcr RFid 1.05 Cds Connection Properties acs 1 1,193.38 IP -1 au 2,671.85 Au Selected Soil Types Supplier: TenCate Geosynthetics - Mirafi, Fill Type: Clays and Silts 1.58 RFd 1.10 LTDS 1,918.52 0.70 Q 0.70 2,481.79 acs2 1,193.38 IP -2 2,481.79 38.00 Vu(max) 4,707.49 acs max 2,463.78 Powered by Vespa Page 2 Printed 7/23/2017 Version: 2.3.10.6234 In Situ Friction Density y Friction Cohesion Cf Soil Zone Soil Type Angle tp [lb/ft-] Factor p fib/ft-] Infill (i) GP 34° 125.00 n/a n/a Gity of Retained (r) CL 26° 135.00 n/a n/a `p Foundation (f) CL 26° 135.00 0.55 0.00 'Wheat Ric' Base (b) 39° 140.02 0.70 n/a Building a Powered by Vespa Page 2 Printed 7/23/2017 Version: 2.3.10.6234 Project: 17066 - Marshall Street Storage [Rev. 1] Wheat Ridge, CO In Situ Friction Density y Friction Cohesion Cf Soil Zone Soil Type Angle cp [Ib/ft'] Factor p [Ib/ft-] Drainage (d) G' 38° 125.02 0.70 n/a Soil Glossary CH: Inorganic clays, high plasticity CL: Inorganic clays, low to medium plasticity, gravelly, sandy, silty, lean clays GC: Clayey gravels, poorly graded gravel -sand -clay mixtures GM: Silty gravels, poorly graded gravel -sand -silt mixtures GP: Poorly -graded gravels, gravel -sand. Little or no fines. GW: Well -graded gravels, gravel -sand. Little or no fines. MH: Inorganic clayey silts, elastic silts ML: Inorganic silts, very fine sands, silty or clayey, slight plasticty SC: Clayey sands, poorly graded sand -clay mixtures SM: Silty sands, poorly graded sand -silt mixtures SP: Poorly -graded sands, gravelly sands. Little or no fines. SW: Well -graded sands, gravelly sands. Little or no fines. Wall: wall01 City 01 � Wheat Building Di s Powered by V"pa Pepe 3 Printed 7/23/2017 Version: 2.3.10.6234 Prdject: 17066 - Marshall Street Storage [Rev. 1] Wheat Ridge, CO Section 5 Details Section 5 Cross-section 3.0 1� 1 {Mirafi Miragrid 3XT} 4.50 ft -{Mirafi Miragrid 3XT} 4.50 ft Section 5 Static ICS Cross-section 3.0 1E:::� 1 Section 5 Cross-section Details Upper Slope Angle R 18.30' Crest Offset 30.00ft Live Load ql 01b/ft' Live Offset qlofs 0.00ft Dead Load qd 0lb/ft2 Dead Offset qdofs 0.00ft Top of Section 306.50ft Bottom Grade 303.00 ft Base of Section 302.17ft Design Height H 4.25ft Embedment Depth Hemb 0.83ft Powered by Vespa Page 4 Wall: wallol City of /heat Ridge Printed 7/23/2017 Version: 2.3.10.6234 Pr=oject: 17066 - Marshall Street Storage [Rev. 11 Wheat Ridge, CO Wall: wa1101 Empirical Checks FSsI FSpo FSto FScs FSsc Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 23.8095 Pass L Min. Reinforcement Length 4.0000 4.5000 Pass UH Ratio Min. UH Ratio 0.7000 1.0581 Pass La Min. Anchorage Length 1.0000 1.7079 Pass MinHemb Minimum Embedment 6.0000 10.0000 Pass Rs Max. Reinforcement Separation 0.0000 2.0000 Pass RsBottom Max. multiple of Hu at bottom 0.00 1.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks PaH 807.34lb/ft Eq. 7-17 Ys Static Eq. 7-18 Yq 2.74 ft Eq. 7-19 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 7.25 Pass FSct Crest Toppling 1.50 5.64 Pass FSot Overturning 2.00 4.67 Pass FSsl Base Sliding 1.50 1.61 Pass Internal and Local Checks Static Elevation FSsI FSpo FSto FScs FSsc Layer (ft) >=1.50 >=1.50 >=1.50 >=1.50 >=1.50 2 304.83 6.31 8.01 10.33 6.43 1 302.83 15.52 4.46 17.61 10.95 Static Calculations General Equations External failure plane External active earth pressure External interface friction angle Width of reinforced zone Increase in width of reinforced zone due to R Increase in height due to backslope Increase in height due to backslope at L0 Increase in height due to backslope Width of rein. layer for internal sliding Equivalent slope at back of rein, zone Height of back of wall for ext. stability Horizontal width of rein. zone at backslope Earth pressure from soil weight Force of uniform surcharge Horz. component of Ps Horz. force of dead load surcharge Horz. force of live load surcharge Horz. component of active earth force Resisting moment arm for PsH Resisting moment arm for PqH Vert. component of Ps Vert. force of dead load surcharge Vert. force of live load surcharge Vert. component of active earth force Resisting moment arm for PsV Resisting moment arm for PqV Height above rein. area at int. failure plane Horz. influence distance Distance dead load applied for broken back Internal active earth pressure Internal interface friction angle Maximum height of slope influence Slope for internal analysis Internal failure plane Elevation of influence of live load Elevation of influence of dead load Powered by Vespa ae 42.20o Eq. 5-5 Kaext 0.42 Eq. 7-1 be 26.00o Eq. 7-2 L' 3.58ft Eq. 7-3 L° 0.13ft Eq. 7-4 h 1.23 ft Eq. 7-5 hmax 3.04ft Eq. 7-6 hs 9.92 ft Eq. 7-7 Ls" 1.04ft Eq. 7-8 (3ext 18.30' Eq. 7-9 Hext 5.48 ft Eq. 7-10 L(3 3.71 ft Eq. 7-11 Ps 859.15lb/ft Eq. 7-12 Pq 0.00lb/ft Eq. 7-13 PsH 807.34lb/ft Eq. 7-14 PgdH 0.001b/ft Eq. 7-15 PglH 0.00lb/ft Eq. 7-16 PaH 807.34lb/ft Eq. 7-17 Ys 1.83ft Eq. 7-18 Yq 2.74 ft Eq. 7-19 PsV 293.85 lb/ft Eq. 7-20 PgdV 0.00lb/ft Eq. 7-21 PgIV 0.00lb/ft Eq. 7-22 PaV 293.85lb/ft Eq. 7-23 Xs 4.69ft Eq. 7-24 Xq 4.79ft Eq. 7-25 hint 1.28ft Eq. 7-26 dint 3.88 ft Eq. 7-27 LRq 3.71 ft Eq. 7-29 Kaint 0.27 Eq. 7-43 6i 22.67' Eq. 7-44 hmaxint 2.81 ft Eq,, 7=45 (lint 18.30' Eq. 7-46 ai 52.01 ° Eq. 7-50 Eglinfl 4.25ft Eq. 7-93 Eqdinfl 4.25 ft Eq 7-94 Page 5 Printed 7/23/2017 Version: 2.3.10.6234 Project: 17066 - Marshall Street Storage [Rev. 11 Wheat Ridge, CO Base Sliding Tconn (Ib/ft) [7-79] PgdV PgIV PaH Weight of reinforced mass Layer/ Wri 2392.291b/ft Eq. 7-30 Weight of soil above wall (Ib/ft) Wrp 274.54 lb/ft Eq. 7-31 Base sliding resistance [7-73] Rs 1300.701b/ft Eq. 7-32 Base sliding 0.00 FSsl 1.61 Eq. 7-33 Overturning 0.00 0.00 212.76 77.44 Resisting moment Mr 6883.23 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 2.44 ft Eq. 7-35 Resisting moment arm in top slope Xro 3.82 ft Eq. 7-36B Resisting moment arm for surcharge [7-77] Xqp 3.22 ft Eq. 7-37 Driving moment 1605.12 Mo 1474.67 lb -ft Eq. 7-38 Overturning 464.85 FSot 4.67 Eq. 7-39 Bearing Capacity Equivalent bearing area B 4.06 ft Eq. 7-40 Eccentricity of bearing force a 0.22 ft Eq. 7-41 Applied bearing pressure Qa 657.48 lb/ftz Eq. 7-42 Ultimate bearing pressure Quit 4766.65 lb/ft2 Eq. 12-10 Bearing capacity FSbc 7.25 Eq. 12-11 Tensile Overstress LTDS Acn Dn Fgn Layer/ Elevation (Ib/ft) (ft) (ft) (Ib/ft) Course (ft) [2-3] [7-54..57] [7-58..60] [7-61] 1 302.83 1918.52 1.67 3.42 185.66 4 304.83 1918.52 2.59 1.29 108.95 Pullout ACn La do Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1 302.83 1486.85 3.06 4.12 8.01 4 304.83 485.79 1.71 2.41 4.46 Intenal Sliding PsH PgdH PglH PsV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1 302.83 622.85 0.00 0.00 226.70 4 304.83 212.76 0.00 0.00 77.44 Connection Strength Fgn Layer/ Elevation (Ib/ft) Course (ft) [7-61X] Tconn (Ib/ft) [7-79] PgdV PgIV PaH PaV Layer/ Elevation (ib/ft) (Iblft) (lb/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1 302.83 0.00 0.00 622.85 226.70 4 304.83 0.00 0.00 212.76 77.44 R's W'ri Vu Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1 302.83 887.49 1605.12 3043.51 6.31 4 304.83 464.85 709.98 2836.24 15.52 Connection Strength Fgn Layer/ Elevation (Ib/ft) Course (ft) [7-61X] Tconn (Ib/ft) [7-79] FScs [7-80] hinflmax (ft) [7-92] 1 302.83 185.66 1193.38 6.43 0.67 4 304.83 108.95 1193.38 10.95 0.67 Crest Toppling Active earth pressure from soil weight Ps 42.78 lb/ft 'Eq. 7-81 Uniform surcharges Pq 0.001b/ft Eq-, 7-82 Horz. component of Ps PsH 40.981b/ft w, Eq. 7.83 Wall: wall01 Powered by Vespa Page 6 Printed 7/23/2017 Version: 2.3.10.6234 Project: 17066 - Marshall Street Storage [Rev. 1] Wheat Ridge, CO Uniform surcharge PqH 0.00Ib/ft Eq. 7-84 Vert. component of Ps PsV 12.27lb/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 5.64 Eq. 7-88 Resisting moment Mr 122.161b -ft Eq. 7-89 Resisting moment arm X 0.55ft Eq. 7-90 Height from top layer to grade z 1.59ft Eq. Overturning moment Mo 21.67 lb -ft Eq. 7-91 Wall: wa1101 Powered by Vespa Page 7Pritt /3 2017 Ver TUPt. 3.10.6234 Project: 17066 - Marshall Street Storage [Rev. 1] Wheat Ridge, CO Wall: wall01 Section 8 Details Section 8 Cross-section 3.0 1� \ I {Mirafi Miragrid 3XT} 6.50 ft — {Mirafi Miragrid 3XT} 6.50 ft {Mirafi Miragrid 3XT} 6.50 ft Section 8 Static ICS Cross-section 3.0 1� ��■r Ir . • • • � Ell Section 8 Cross-section Details Upper Slope Angle l3 18.30' Crest Offset 30.00ft Live Load ql 01b/ft2 Live Offset qlofs 0.00ft Dead Load qd 0lb/ft2 Dead Offset qdofs 0.00ft Top of Section 308.50 ft Bottom Grade 302.80 ft Base of Section 302.17ft Design Height H 6.33ft Embedment Depth Hemb 0.63ft �R� C«yof rV Project: 17066 - Marshall Street Storage (Rev. 11 Wheat Ridge, CO Wail: wall01 Empirical Checks Elevation FSsl FSpo FSto Check Description Min. Requirement Result Status Hemb Minimum Embedment % 10.0000 11.0574 Pass L Min. Reinforcement Length 4.0000 6.5000 Pass UH Ratio Min. UH Ratio 0.7000 1.0263 Pass La Min. Anchorage Length 1.0000 2.3559 Pass MinHemb Minimum Embedment 6.0000 7.5669 Pass Rs Max. Reinforcement Separation 0.0000 2.0000 Pass RsBottom Max. multiple of Hu at bottom 0.00 1.00 Pass RsTop Max. multiple of Hu at top 0.00 2.50 Pass External Checks Eq. 7-11 Earth pressure from soil weight Ps 1945.221b/ft Static Force of uniform surcharge Pq 0.00lb/ft Eq. 7-13 Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 5.88 Pass FSct Crest Toppling 1.50 4.86 Pass FSot Overturning 2.00 4.35 Pass FSsl Base Sliding 1.50 1.55 Pass Internal and Local Checks Static Static Calculations General Equations Elevation FSsl FSpo FSto FScs FSsc Layer (ft) -11.50 >=1.50 >=1.50 >=1.50 -11.50 3 306.83 3.52 12.91 6.42 4.00 2 304.83 6.31 8.01 10.33 6.43 1 302.83 15.52 8.70 8.03 10.95 Static Calculations General Equations External failure plane ae 42.20 ° Eq. 5-5 External active earth pressure Kaext 0.42 Eq. 7-1 External interface friction angle be 26.00' Eq. 7-2 Width of reinforced zone L' 5.58 ft Eq. 7-3 Increase in width of reinforced zone due to R L" 0.20ft Eq. 7-4 Increase in height due to backslope h 1.91 ft Eq. 7-5 Increase in height due to backslope at LP hmax 4.64 ft Eq. 7-6 Increase in height due to backslope hs 9.92 ft Eq. 7-7 Width of rein. layer for internal sliding Ls" 1.04ft Eq. 7-8 Equivalent slope at back of rein. zone Pext 18.30' Eq. 7-9 Height of back of wall for ext. stability Hext 8.25 ft Eq. 7-10 Horizontal width of rein, zone at backslope LP 5.78 ft Eq. 7-11 Earth pressure from soil weight Ps 1945.221b/ft Eq. 7-12 Force of uniform surcharge Pq 0.00lb/ft Eq. 7-13 Horz. component of Ps PsH 1827.91 Ib/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 0.00lb/ft Eq. 7-15 Horz, force of live load surcharge PglH 0.00lb/ft Eq. 7-16 Horz. component of active earth force PaH 1827.91 Ib/ft Eq. 7-17 Resisting moment arm for PsH Ys 2.75ft Eq. 7-18 Resisting moment arm for PqH Yq 4.12ft Eq. 7-19 Vert. component of Ps PsV 665.31 Ib/ft Eq. 7-20 Vert. force of dead load surcharge PgdV 0.00lb/ft Eq. 7-21 Vert. force of live load surcharge PglV 0.00lb/ft Eq. 7-22 Vert. component of active earth force PaV 665.31 Ib/ft Eq. 7-23 Resisting moment arm for PsV Xs 6.79ft Eq. 7-24 Resisting moment arm for PqV Xq 6.93ft Eq. 7-25 Height above rein. area at int. failure plane hint 1.91 ft Eq. 7-26 Horz. influence distance dint 5.77 ft Eq. 7-27 Distance dead load applied for broken back LPq 5.78 ft Eq. 7-29 Internal active earth pressure Kaint 0.27 Eq. 7-43 Internal interface friction angle bi 22.67 ° Eq. 7-44 Maximum height of slope influence hmaxint 4.19ft Eq. 7-45 Slope for internal analysis Pint 18.30 ° ,Eq. 7-46 Internal failure plane of 52.01 ° Eq. 7-50 Elevation of influence of live load Eqlinfl 6.33 ft Eq::7:9.3 Powered by Vespa Page 9 Printed 7/23/2017 Version: 2.3.10.6234 Project: 17066 - Marshall Street Storage [Rev. 1] Wheat Ridge, CO Elevation of influence of dead load Eqdinfl 6.33ft Eq. 7-94 Base Sliding PaV Layer/ Elevation (Ib/ft) Weight of reinforced mass (Ib/ft) Wri 5145.83 lb/ft Eq. 7-30 Weight of soil above wall [7-72] Wro 666.90lb/ft Eq. 7-31 Base sliding resistance 0.00 Rs 2835.06 lb/ft Eq. 7-32 Base sliding 304.83 FSsl 1.55 Eq. 7-33 Overturning 7 306.83 0.00 0.00 Resisting moment 125.33 Mr 21841.31 Ib -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 3.55 ft Eq. 7-35 Resisting moment arm in top slope Xr[3 5.38 ft Eq. 7-36B Resisting moment arm for surcharge [7-75] Xqp 4.48 ft Eq. 7-37 Driving moment 302.83 Mo 5023.95lb-ft Eq. 7-38 Overturning 4 FSot 4.35 Eq. 7-39 Bearing Capacity 5.47 7 306.83 863.82 Equivalent bearing area 2844.57 B 5.79 ft Eq. 7-40 Eccentricity of bearing force a 0.36ft Eq. 7-41 Applied bearing pressure Qa 1004.56 lb/ft2 Eq. 7-42 Ultimate bearing pressure Quit 5906.59 lb/ft2 Eq. 12-10 Bearing capacity FSbc 5.88 Eq. 12-11 Tensile Overstress LTDS Acn Dn Fgn Layer/ Elevation (Ib/ft) (ft) (ft) (Ib/ft Course (ft) [2-3] [7-54..57] [7-58..601 [7-61) ] 1 302.83 1918.52 1.67 5.50 298.61 4 304.83 1918.52 2.00 3.67 238.89 7 306.83 1918.52 2.67 1.33 115.82 Pullout ACn La do Layer/ Elevation (Ib/ft) (ft) (ft) FSpo Course (ft) [7-63] [7-64] [7-65] [7-66] 1 302.83 3855.56 5.06 6.46 12.91 4 304.83 2078.29 3.71 4.75 8.70 7 306.83 845.83 2.36 3.04 7.30 Intenal Sliding PsH PgdH PglH Ps V Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (lb/ft) Course (ft) [7-67] [7-68] [7-69] [7-70] 1 302.83 1544.28 0.00 0.00 562.07 4 304.83 836.76 0.00 0.00 304.56 7 306.83 344.34 0.00 0.00 125.33 Connection Strength Powered by Vespa Page 10 Wall: wall01 '^ • Cfly o> heat R/. �drn9 0il,'s�, -"P"riitted 7/23/2017 Version: 2.3.10.6234 PgdV PglV PaH PaV Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) Course (ft) [7-71] [7-72] [7-73] [7-74] 1 302.83 0.00 0.00 1544.28 562.07 4 304.83 0.00 0.00 836.76 304.56 7 306.83 0.00 0.00 344.34 125.33 R's W'ri Vu Layer/ Elevation (Ib/ft) (Ib/ft) (Ib/ft) FSsl Course (ft) [7-75] [7-76] [7-77] [7-78] 1 302.83 2181.27 3952.90 3259.11 3.52 4 304.83 1522.54 2557.76 3051.84 5.47 7 306.83 863.82 1162.62 2844.57 10.77 Connection Strength Powered by Vespa Page 10 Wall: wall01 '^ • Cfly o> heat R/. �drn9 0il,'s�, -"P"riitted 7/23/2017 Version: 2.3.10.6234 Project: 17066 - Marshall Street Storage [Rev. 1] Wheat Ridge, CO Fgn Layer/ Elevation (Ib/ft) Course (ft) [7-61X] Tconn (Ib/ft) [7-79] FScs [7-80] hinfimax (ft) [7-92] 1 302.83 298.61 1193.38 4.00 0.99 4 304.83 238.89 1193.38 5.00 0.99 7 306.83 115.82 1193.38 10.30 0.99 Crest Toppling Active earth pressure from soil weight Ps 47.23 Ib/ft Eq. 7-81 Uniform surcharges Pq 0.00lb/ft Eq. 7-82 Horz. component of Ps PsH 45.241b/ft Eq. 7-83 Uniform surcharge PqH 0.00Ib/ft Eq. 7-84 Vert. component of Ps PsV 13.55 lb/ft Eq. 7-85 Vert. force from dead load surcharge PgdV 0.00lb/ft Eq. 7-86 Vert. force from live load surcharge PgIV 0.00lb/ft Eq. 7-87 Crest toppling FSct 4.86 Eq. 7-88 Resisting moment Mr 122.16 lb -ft Eq. 7-89 Resisting moment arm X 0.55ft Eq. 7-90 Height from top layer to grade z 1.67ft Eq. Overturning moment Mo 25.14 lb -ft Eq. 7-91 Powered by Vespa Page 11 Wall: wa1101 `7123/2017 .3.10.6234 MARSHALL STREET STORAGE WHEAT RIDGE, CO ALLAN BLOCK AB CLASSIC RETAINING WALL DESIGN �-WIZyatp,0-ge- -15emul%tm DEYEtOPMENT APPROVED !Reviewed for Code Compliance SAA 96 �3I r-) Mans Examiner Date y,yft d aemsit: The rssuance o1 o pernra a approval 01 Ma^s spearkot— gad cuffWwatiom shall na be o puma for, or on apWc"l of, any violasion to any of"Wov Vam of the bullddLp code or of any City ordinances. Pem its ptesw,*V to yve oathaay to violate of cancel the provisions of the Bt"V COM or ~ ardinames of the City shalt not be valid. Z. 1: • ` 04 J `I,1 40 1 46681 APPROVED a+ . BY - DATE: #, _I SK Wall Design' . 12800 South Logan Street _ w Englewood, CO 80113 ,l 303-900-8714 ---- www.skwalldesi n.com -"`= g steve@skwalidesign.comD «' SHEETINDEX No. Title RW -1 TITLE PAGE RW -2 GENERAL NOTES RW -3 SPECIFICATIONS (1 OF 2) RW -4 SPECIFICATIONS (2 OF 2) RW -5 CONSTRUCTION DETAILS RW -6 CONSTRUCTION DETAILS RW -7 CONSTRUCTION DETAILS RW -8 CONSTRUCTION DETAILS RW -9 CONSTRUCTION DETAILS RW -10 CONSTRUCTION DETAILS RW -11 WALL IDENTIFICATION RW -12 ELEVATION PROFILE A RW -13 ELEVATION PROFILE B �-WIZyatp,0-ge- -15emul%tm DEYEtOPMENT APPROVED !Reviewed for Code Compliance SAA 96 �3I r-) Mans Examiner Date y,yft d aemsit: The rssuance o1 o pernra a approval 01 Ma^s spearkot— gad cuffWwatiom shall na be o puma for, or on apWc"l of, any violasion to any of"Wov Vam of the bullddLp code or of any City ordinances. Pem its ptesw,*V to yve oathaay to violate of cancel the provisions of the Bt"V COM or ~ ardinames of the City shalt not be valid. Z. 1: • ` 04 J `I,1 40 1 46681 APPROVED a+ . BY - DATE: #, _I SK Wall Design' . 12800 South Logan Street _ w Englewood, CO 80113 ,l 303-900-8714 ---- www.skwalldesi n.com -"`= g steve@skwalidesign.comD «' NO. DATE REVISION room Know what's below. Call before you dig. TITLE: TITLE SHEET DATE: 7/24/2017 PROJECT NO: 17066 DESIGNED BY: SJK SCALE. NTS SHEET NO. RW -1 JOB NAME: MARSHALL STREET STORAGE WHEAT RIDGE, CO PREPARED FOR: SARGON CONSTRUCTION 5984 SOUTH PRINCE ST #103 LITTLETON, CO 80120 0 ri 4r J General Notes: 1) Contractor shall contact all utility companies prior to construction for location of all underground utilities (i.e. water, sewer, electric, gas, telephone, & cable TV). 2) The subgrade at the base of the proposed retaining walls shall be native, undisturbed material or well compacted, controlled fill material (95% of Maximum Standard Proctor ASTM D698, and ±2.0% of optimum moisture content). Consult with site geotechnical engineer as necessary. 3) All segmental retaining wall units shall be Allan Block AB Classic. The manufacturer's specifications for each product shall be used during construction. Should a conflict occur between the manufacturer's specifications and the normal construction methods used by the contractor, the contractor shall contact the engineer to resolve said conflicts prior to construction. 4) Drainage fill shall be installed a minimum of 12" behind all block facing. 5) This Retaining Wall Design is based on a Detailed Grading Plan prepared by DCB Construction, dated 6/26/2016. SK Wall Design assumes no responsibility for grading, finished wall heights or lengths, easement or property line encroachments, or landscape irrigation removals & improvements. 6) The soil assumptions in this design are based on a geotechnical report prepared by Kumar & Asssociates, Job No. #15-1-511, dated 12/14/2015. The soil design parameters are assumed to be as follows: Area 0 Unit Weight Soil Description Reinforced Soil 340 125 pcf Well -Compacted CDOT 12800 South Logan Street CO 80113 , < - Class 1 Retained Soil 260 135 pcf Onsite Soil Foundation Soil 260 135 pcf Onsite Soil 7) The retaining wall design assumes zero hydrostatic pressure. Water should be managed so that no water build-up occurs behind wall. 8) Retaining wall design calculations are in accordance with NCMA. 9) The retaining wall contractor shall notify the SK Wall Design prior to construction to coordinate site observations and associated fees, should conformance by SK Wall Design be required. 10) The engineer shall not be held responsible for the retaining wall design when subjected to concentrated drainage due to direct runoff, or broken water, irrigation, or sewer lines. Trees shall never be installed over the reinforced backfill or within 5 feet of the face of wall. 11) The engineer shall not be responsible for providing adequate surface drainage, grading, and erosion control during and upon completion of retaining wall construction. Proper drainage must be maintained to avoid damage to retaining walls. 12) This mechanically stabilized earth retaining wall design is based on an "active condition i.e. wall movement between 0.5% and 1.0% of the wall height can be expected. 13) All soil backfill shall be tested by others for moisture, density and compaction periodically (every 2' vertically, 100'-200' c/c) meeting minimum requirements. 14) The owner or owner's representative is responsible for reviewing and verifying that the actual site conditions are as described in General Note #6 prior to and during construction. If imported fill is used, contractor shall supply test data to show that material meets parameters in note #6. The owner or owner's representative shall be on- site to assure the provisions of the construction notes are followed. 15) If any rock formations and/or ground water are encountered during construction, immediately contact SK Wall Design and the owner's representative. 0 L�'F 7-24-17 �m O 46681 . L {- SK Wall Desion -" NO. DATE REVISION TITLE: GENERAL NOTES DATE: 744/2M9; SHEET NO. 12800 South Logan Street CO 80113 , < - JOB NAME: PREPARED FOR: PROJECT NO: (7 C Wh�JK dRW-2 Englewood, { MARSHALL STREET STORAGE SARGON CONSTRUCTION DESIGNED BY: SJK 303-900-8714 Know what's below. WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 IIIN wwwskwalldesign.comnommW �'.j Call before dig. LITTLETON, CO 80120 SCALE:R" 1 5 Steve@skwalldesign.com you Retaining Wall Specifications: SECTION 1 PART 1: GENERAL 1.1 Scope Work includes furnishing and installing modular concrete block retaining wall units to the lines and grades designated on the construction drawings and as specified herein. 1.2 Applicable Sections of Related Work Geogrid Wall Reinforcement (see section 2) 1.3 Reference Standards A. ASTM C-1372 Specification for Segmental Retaining Wall Units B. ASTM D-422 Particle Size Analysis C. ASTM D-698 Laboratory Compaction Characteristics of Soil Standard Effort D. ASTM D-4318 Liquid Limit, Plastic Limit and Plasticity Index of Soils 1.4 Delivery Storage and Handling A. Contractor shall check the materials upon delivery to assure proper material has been received. B. Contractor shall prevent excessive mud, wet cement, and like materials from coming in contact with the materials. C. Contractor shall protect the materials from damage. Damaged material shall not be incorporated in the project. PART 2: MATERIALS 2.1 Modular Wall Units A. Wall units shall be Allan Block AB Classic units as produced by Basalite. B. Wall units shall have minimum 28 day compressive strength of 3000 psi in accordance with ASTM C1372-97. C. Exterior dimensions shall be uniform and consistent. Maximum dimensional deviations shall be 1/8 inch, not including textured face. D. Exterior face shall be textured. Color shall be a standard color as manufactured by Basalite, and selected by owner. Block color shall be approved by the local jurisdiction. 2.2 Wall Rock A. Unit Fill and drain rock shall consist of crushed recycled concrete or similar crushed stone meeting the following gradation tested in accordance with ASTM D-422: Sieve Size Percent Passing ill 90-100 3/4" 75-100 No. 4 0-10 No. 50 0-5 No. 200 0-3 SK Wall Desian, _ NO. DATE 12800 South Logan Street ° fi ] Englewood, CO 80113 j Kk 303-900-8714 't.-_�<<' i wriLL www.skwalldesign.com steve@skwalldesign.com 'G PART 3: WALL CONSTRUCTION 3.1 Excavation A. Contractor shall excavate to the lines and grades shown on the construction drawings. Contractor shall use caution not to over -excavate beyond the lines shown, or to disturb the base elevations beyond those shown. 3.2 Foundation Soil Preparation A. Foundation soil shall be native, undisturbed soil, or fill material compacted to 95% minimum Standard Proctor density per ASTM D-698. B. Foundation soil shall be examined by the Site Geotechnical Engineer to insure that the actual foundation soil strength meets or exceeds assumed design strength. Soil not meeting the required strength shall be removed and replaced with acceptable material. 3.3 Base A. Base material shall be placed as shown on construction drawing. Top of base shall be located to allow bottom wall units to be buried to proper depths as per wall heights and specifications. B. Base material shall be installed on undisturbed native soils or suitable replacement fills compacted at 95% Standard Proctor density. C. Base shall provide a level surface on which to place the first course of blocks. The base shall be constructed to insure proper wall embedment and the final elevation shown on the plans. D. Base material shall be a 6 inch minimum depth for all walls. 3.4 Unit Installation A. The first course of wall units shall be placed on the prepared base with the front edges tight together. The units shall be checked for level and alignment as they are placed. B. Insure that units are in full contact with base. Proper care shall be taken to develop straight lines and smooth curves on base course as per wall layout. C. All cavities in and around the base row shall be filled with base materials. Backfill front and back of entire base row to firmly lock in place. Check again for level and alignment. All excess material shall be swept from top of units. D. Install next course of wall units on top of base row. Check each block for proper alignment and level. Fill all cavities in and around wall units and to a 12 inch depth behind block with drainage material. Spread backfill in uniform lifts not exceeding 8 inches in thickness and compact to 95% of Standard Proctor density per ASTM D-698. Employ methods using lightweight compaction equipment that will not disrupt the stability or batter of the wall. Only hand -operated, plate compaction equipment shall be used within 3 feet of wall face. E. Install each subsequent course in like manner. Repeat procedure to the extent of wall height. F. Allowable construction tolerance at the wall face is 1 inch in 10 feet vertically and 1 inch in 10 feet horizontally. REVISION • • Know what's below. Call before you dig. SECTION 2: GEOGRID REINFORCED WALLS PART 1: GENERAL 1.1 Scope Work includes furnishings and installing geogrid reinforcement, wall fill, and backfill to the lines and grades designated on the construction drawings and as specified herein. 1.2 Applicable Section of Related Work Section 1: Allan Block AB Classic Retaining Wall Systems. 1.3 Reference Standards A. ASTM D-4595 - Tensile Properties of Geotextiles, Wide Width Strip B. ASTM D-5262 - Unconfined Tension Creep Behavior of Geosynthetics C. GRI-GG4 - Determination of Long Tern Design Strength of Geogrids D. GRI-GGS - Determination of Geogrid (soil) Pullout E. NCMA SRWU-1 - Test Method for Determining Connection Strength of SRW F. NCMA SRWU-2 - Test Method for Determining Shear Strength of SRW 1.4 Delivery Storage and Handling A. Contractor shall check the geogrid upon delivery to assure that the proper material has been received. B. Geosynthetic labeling, shipment, and storage shall follow ASTM D- 4873. Product labels shall clearly show the manufacturer or supplier name, style name, and roll number. C. Each geosynthetic roll shall be wrapped with a material that will protect the geosynthetic from damage due to shipment, water, sunlight, and contaminants. D. During storage, geosynthetic rolls shall be elevated off the ground and adequately covered to protect them from the following: site construction damage, precipitation, extended ultraviolet radiation including sunlight, chemicals that ore strong acids or strong bases, flames including welding sparks, excess temperatures, and any other environmental conditions that may damage the physical property values of the geosynthetic. TITLE: SPECIFICATIONS (1 of 2) JOB NAME: PREPARED FOR: MARSHALL STREET STORAGE SARGON CONSTRUCTION WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 LITTLETON, CO 80120 7-24-17 4fit 46681 DATE: 7/24/2017 1_ SHEET NO. PROJECT NO: 1 DESIGNED BY: SCALE: K "RW -3, ,; 'eat Rtgye 11 Retaining Wall Specifications, cont'd PART 2: GRID MATERIALS 2.1 Definitions A. Concrete retaining wall units are as detailed on the drawings and shall be Allan Block AB Classic Units. B. Drainage material is free draining material as defined in section: Modular Concrete Retaining Wall systems as Drainage Material." C. Backfill is defined as the soil used as fill for the reinforced soil mass. D. Foundation soil is the in-situ soil. 2.2 Products A. Geogrid shall be Miragrid 3XT minimum or pre -approved equivalent structural geogrid reinforcement as shown on the construction drawings. PART 3: WALL CONSTRUCTION 3.1 Foundation Soil Preparation A. Foundation soil shall be excavated to the lines and grades as shown on the construction drawings, or as directed by the Engineer. B. Foundation soil shall be examined by the Site Geotechnical Engineer to assure that the actual foundation soil strength meets or exceeds assumed design strength. C. Over -excavated areas shall be filled with approved compacted backfill material. 3.2 Wall Construction A. Wall construction shall be as specified under Section 1, Part 3, Wall Construction. 3.3 Geogrid Installation A. Install block wall to designated height of first geogrid layer, backfill and compact behind wall to depth equal to designed grid length. B. Cut geogrid to designed embedment length and place on top of block. Extend horizontally on compacted backfill. C. Place next course of block on top of grid and fill block cores with drainage fill to lock in place. Remove slack in grid and stoke as necessary to maintain tension. D. Lay geogrid at the proper elevation and orientations shown on the construction drawings or as directed by the Engineer. E. Correct orientation (strength direction) of the geogrid shall be verified by the contractor. F. Follow manufacturer's guidelines for overlap requirements. SK Wall Desian 12800 South Logan Street Englewood, CO 80113 303-900-8714 www.skwaildesign.com steve@skwaildesign.com •••+•'• WALL NO. I DATE I REVISION 3.4 Fill Placement and Backfill Placement A. Backfill material shall be placed in 8" maximum lifts and compacted to 95% of the maximum Standard Proctor Density per ASTM D-698. B. Backfill shall be placed, spread and compacted in such a manner that minimizes the development of wrinkles in and/or movement of the geogrid. C. Only hand -operated equipment shall be allowed within 3 feet, of the wall face. D. Tracked construction equipment shall not be operated directly on the geogrid. A minimum backfill thickness of 8 inches is required prior to operation of tracked vehicles over the geogrid. Turning of tracked vehicles should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. E. Rubber -tired equipment may pass over the geogrid reinforcement at slow speeds, less than 10 MPH. Sudden braking and sharp turning shall be avoided. F. The backfill shall be placed in 8" maximum lifts. The Engineer may direct the contractor to remove, correct or amend any soil found not in compliance with these specifications. SECTION 3 PART 1: QUALTY CONTROL 1 1 Quality Assurance A. The Owner's geotechnical engineer will provide compaction testing based upon general note number 13 on Sheet RW -2. 1.2 Field Quality Control A. Owner's geotechnical engineer will provide compaction testing based upon general note number 13 on Sheet RW -2. B. Quality control inspection and testing shall include soil and backfill testing to verify soil types and compaction, and verification that the retaining walls are being constructed in accordance with the design plans and project specifications. Know whars below. Call before you dig. TITLE: SPECIFICATIONS (2 of 2) JOB NAME: PREPARED FOR: MARSHALL STREET STORAGE SARGON CONSTRUCTION WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 LITTLETON, CO 80120 Lys' ��JEN J fico ' ��rc+ t„ 7-24-17 46681 i� A DATE: 7/24/2017 PROJECT NO: 17 DESIGNED BY: VTS SCALE: r„ N FEW -4 o�ADO LICF APPROVED O�.N-J C� ,•'�`t� kF' ' • d'� 7-24-17 ALLAN BLOCK " WALL BATTER 3 ft 81 BY: (1 m) COMPACTION ZONE _ 46 FROM VERTICAL I f– CONSOLIDATION –il�— (TO BACK OF CUT) ZONE DATE: (3 = 6° (Apx. 9.5:1) COMMENTS:: BACKSLOPE FINISHED GRADE – - OPTIONAL ALLAN ANGLE, i \ FTgACKSLOPE/� L NBLOCK CAPSTONE / / / / / HEIGHT •Cr 4 " IMPERMEABLE FILL TO MINIMUM THICKNESS OF ° EXTENDED LENGTH MAY 6 in (150 mm) " BE REQUIRED DUE TO SITE OR SEISMIC CONDITIONS 12 in (300 mm) e .G ALLAN BLOCK UNIT INFILL SOIL EXPOSED e. • < . WALL HEIGHT ° ° RETAINED SOIL J ALLAN BLOCK WALL BATTER •. =`, .•� FROM VERTICAL � Ip �~ < WELL -GRADED GRANULAR WALL N R = 6° (Apx. 9.5:1) ROCK 0.25 in TO 1.5 in �• (5 mm TO 38 mm) LESS THAN 10% FINES ALLAN BLOCK ° T GEOGRID REINFORCEMENT TYPE AND �• ` LENGTH VARIES PER WALL DESIGN d ° 12 in (300 mm) EXPOSED WALL HEIGHT •�• ° . RETAINED SOIL J FINISHED GRADE ` GEOGRID LENGTH ° FINISHED GRADE ,. WELL -GRADED GRANULAR WALL Q a• ' 6 4 in (100 mm) TOE DRAIN EMBEDMENT DEPTH ROCK 0.25 in to 1.5 in EMBEDMENT DEPTH PIPE VENTED TO DAYLIGHT (5 mm to 38 mm) 6 in (150 mm) I' 'T 12 in (300 mm) j /�� / a LESS THAN 10% FINES (MIN) (MIN) f 4 in 100 mm) J 4 in (100 mm) TOE DRAIN TYPICAL REINFORCED WALL SECTION PIPE VENTED TO DAYLIGHT TYPICAL GRAVITY WALL SECTION SK Wall Desian NO. DATE REVISION TITLE: CONSTRUCTION DETAILS DATE: 7/24/201Z -°'' NO. 12800 South Logan Street4 =. JOB NAME: PREPARED FOR: PROJECT NO: 17066 Englewood, CO 80113 ti Y MARSHALL STREET STORAGE SARGON CONSTRUCTION DESIGNED BY: SJK RW -5 303-900-8714 $ . WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 E Know what's below. SCALE: NTS-, wwwskwaudesign.com LITTLETON, CO 80120 steve@skwalidesign.com Call before you dig. AB CAP UNIT ALLAN BLOCK UNIT AB TYPICAL SECTION - STEP UPS WITH AB LITE STONE ALLAN BLOCK UNIT WELL -GRADED GRANULAR WALL ROCK 0.25 in TO 1.5 in (5 mm TO 38 mm) LESS THAN 10% FINES STEP UP WALL SECTION AB CAP UNIT AB CAP UNITS FIELD CUT AT 45 DEGREES TO FORM CORNER AB CORNER UNIT AB LITE STONES UNIT FINISHED GRADE ALLAN BLOCK UNIT AB TYPICAL SECTION - FULL COURSE STEP UPS WITH AB CORNER BLOCK MINIMUM OF ONE BURIED BLOCK EXTENDED INTO SLOPE TO PREVENT EROSION C)d ��JtiN J h� , U 7-24-17�, d 46689�4 — —1r. SK Wall Design NO. DATE REVISION TITLE: CONSTRUCTION DETAILS DATE: 7/24/2017 SHEET NO. 1 2800 South Logan Street / JOB NAME: PREPARED FOR: PROJECT NO: X062�� iy91 Englewood, CO 80113 r SARGON CONSTRUCTION V V —6 303-900-8714" MARSHALL STREET STORAGE 1 www.skwalidesign.com x Y.� Knowwnat's below. WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 DESIGNED BY: SJK �a9 Steve@skwalldesign.com , D „ Call before you dig. LITTLETON, CO 80120 SCALE: NTS' L� d_ e'. d. d. .• • 1 d. WELL -GRADED GRANULAR WALL ROCK 0.25 in TO 1.5 in (5 mm TO 38 mm) LESS THAN 10% FINES STEP UP WALL SECTION AB CAP UNIT AB CAP UNITS FIELD CUT AT 45 DEGREES TO FORM CORNER AB CORNER UNIT AB LITE STONES UNIT FINISHED GRADE ALLAN BLOCK UNIT AB TYPICAL SECTION - FULL COURSE STEP UPS WITH AB CORNER BLOCK MINIMUM OF ONE BURIED BLOCK EXTENDED INTO SLOPE TO PREVENT EROSION C)d ��JtiN J h� , U 7-24-17�, d 46689�4 — —1r. SK Wall Design NO. DATE REVISION TITLE: CONSTRUCTION DETAILS DATE: 7/24/2017 SHEET NO. 1 2800 South Logan Street / JOB NAME: PREPARED FOR: PROJECT NO: X062�� iy91 Englewood, CO 80113 r SARGON CONSTRUCTION V V —6 303-900-8714" MARSHALL STREET STORAGE 1 www.skwalidesign.com x Y.� Knowwnat's below. WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 DESIGNED BY: SJK �a9 Steve@skwalldesign.com , D „ Call before you dig. LITTLETON, CO 80120 SCALE: NTS' L� REFER TO DESIGN DETAILS: ALLAN BLOCK TYPICAL REINFORCED WALL APPLICATION FOR ALL OTHER NOTES, DETAILS AND SPECIFICATIONS. COLUMN TUBE OR PVC PIPE TO BE INSTALLED DURING WALL CONSTRUCTION (AFTER WALL CONSTRUCTION - POST FOOTING WILL REQUIRE HAND EXCAVATION AS TO NOT DAMAGE GEOGRID) — ALLAN BLOCK UNIT FENCE OR RAILING . 3 ft. (1 m) MIN FENCE OR RAILING HEIGHT FA CONCRETE POST FOOTING POST EMBEDMENT DEPTH CUT OR DISPLACE GEOGRID AROUND COLUMN TUBE OR PVC PIPE FENCE FOOTING DETAIL WITH SONOTLIBE - MIN. DISTANCE 3 FEET ORAQO ��C VO�a*GN J 7-24-17 �'o 46681 SLEEVE-ITTm FOOTING SYSTEM MUST BE INSTALLED DURING WALL CONSTRUCTION (WALL INSTALLER MUST COORDINATE POST LOCATIONS WITH FENCE OR RAILING INSTALLER) CUT OR DISPLACE GEOGRID AROUND SLEEVE -IT TM — ALLAN BLOCK UNIT FENCE FOOTING DETAIL WITH SLEEVE -IT SK Wall Desian 12800 South Logan Street r Englewood, CO 80113 303-900-8714 � www.skwalidesign.com w"5984 steve@skwalldesign.com FS'< NON -WIND LOADED FENCE OR Jul Know what's below. CBII before you dig, TITLE: CONSTRUCTION DETAILS DATE: 7/24/2017 PROJECT NO: 17066 ' DESIGNED BY: SJK ' SCALE: NTS RAILING FENCE OR PREPARED FOR: SARGON CONSTRUCTION SOUTH PRINCE ST #103 LITTLETON, CO 80120 RAILING HEIGHT SLEEVE-ITTM FOOTING SYSTEM INSTALLATION PER MANUFACTURERS REQUIREMENTS POST EMBEDMENT DEPTH 0 e a TOP GEOGRID LAYER °'— MUST BE WITHIN THE "Y TOP THREE COURSES. °A ITS LENGTH MUST CONSIDER THE FENCE a e .s STABILITY. a e d FENCE FOOTING DETAIL WITH SLEEVE -IT SK Wall Desian 12800 South Logan Street r Englewood, CO 80113 303-900-8714 � www.skwalidesign.com w"5984 steve@skwalldesign.com FS'< NO. DATE REVISION Jul Know what's below. CBII before you dig, TITLE: CONSTRUCTION DETAILS DATE: 7/24/2017 PROJECT NO: 17066 ' DESIGNED BY: SJK ' SCALE: NTS SHEET NO. RW -7 JOB NAME: MARSHALL STREET STORAGE WHEAT RIDGE, CO I PREPARED FOR: SARGON CONSTRUCTION SOUTH PRINCE ST #103 LITTLETON, CO 80120 GEOGRID LAYER MUST BE INSTALLED INTO THE OUTSIDE CORNER WITH THE PRINCIPAL DIRECTION RUNNING PERPENDICULAR TO THE WALL FACE ALLAN BLO( CORNER UP SK Wall Desian 2800 South Logan Street Englewood, CO 80113 303-900-8714 www.skwalidesign.com steve@skwalldesign.com 0 0 C -24-17 46681 PpIKjr1IpAI REINFORCEMENT DIRECTION GEOGRID MUST BE PLACED ONE COURSE ABOVE OR BELOW ADJACENT LAYER ON THE RETURN SIDE OF THE CORNER TO ELIMINATE GEOGRID CONTACT PRIN6 REINFORC DIRECT UNIT OUTSIDE CORNER APPLICATION SUBSEQU LAYERS S1 ONE QUAF WALL HER CORNER ALTERNAI 'AL --MENT ION DIRECTION INSIDE CORNER APPLICATION NO. DATE REVISION TITLE: CONSTRUCTION DETAILS JOB NAME: PREPARED FOR: MARSHALL STREET STORAGE SARGON CONSTRUCTION Know what's below. WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 Call before you dig. I LITTLETON, CO 80120 IPAL 'EMENT TION 1211111110111 DATE: 7/2,4/2017 "'YSHEET NO. , Y/ PROJECT NO:,,' 1 986 DESIGNED BY: t 1��tj/15411< 8 9 SCALE: ;LNTS 7-24-17 46681 PRINCIPAL REINFORCEMENT DIRECTION ALLAN BLOCK UNIT WITH BACK WINGS REMOVED ADDITIONAL REINFORCE LAYER PLACED NEXT COURSE ABOVE SPECIFI REINFORCEMENT ELEVA TO ELIMINATE GAPS — 3 in (75 mm) OF SOIL REQUIRED BETWEEN OVERLAPPING REINFORCEMENT TO AVOID GEOGRID CONTACT PRINCIPAL REINFORCEMENT DIRECTION TRIM REINFORCEMENT TO FIT CURVE. MINIMUM GRID LENGTH TO MATCH DESIGN LENGTH. OUTSIDE CURVE APPLICATIO INSIDE CURVE APPLICATION SK Wall Desion 12800 South Logan Street - Englewood, CO 80113 303-900-8714 www.skwalldesign.com steve@skwalldesign.com = ''rE .= NO. DATE REVISION 10MARSHALL Know what's below. Call before you dig. TITLE: CONSTRUCTION DETAILS DATE: 7/24/2017 PROJECT NO: 17066 DESIGNED BY: SJK SCALE: NTS SHEET NO. *' RW -9 �%"; sop JOB NAME: STREET STORAGE WHEAT RIDGE, CO I PREPARED FOR: SARGON CONSTRUCTION 5984 SOUTH PRINCE ST #103 LITTLETON, CO 80120 REFER TO DESIGN DETAILS: ALLAN BLOCK TYPICAL REINFORCED WALL APPLICATION FOR ALL OTHER NOTES, DETAILS AND SPECIFICATIONS. ALLAN BLOCK CUT NOTCH IN ALLAN UNIT BLOCK TO ALLOW FOR DRAIN PIPE. RODENT SCREEN AS REQUIRED.—\ 4 .. . t4. FINISHED GRADE TO SLOPE AWAY FROM THE WALL FACE WITH IMPERVIOUS SOIL OR SURFACE LOW PERMEABILITY GRANULAR MATERIAL PLACED IN CORES OF THE ALLAN BLOCK AS WELL AS IN THE INFILL SOIL !Z/ .4 ----- --------------------------- 14 WELL -GRADED GRAN LAR WALL ROCK 0.25 in to 1.5 in (5 mm to 38 mm) • 44 LESS THAN 10% FIN S ---------- --------------------------- 4 in (100 mm) TOE DRAIN PIPE VENTED THROUGH THE FACE OF a. THE WALL AT THE LOWEST POSSIBLE ELEVATION ON 50 ft A (15m) CENTERS MAXIMUM 8 in (200mm) MINIMUM LEVEL GRADE BELOW WALL ?,PkD O LSF 7-24-17 yl 46681 ALLAN BLOCK UNIT NCRETE COLLAR —RODENT SCREEN FINISHED GRADE ALTERNATIVE DRAINAGE DETAIL, • X91\ /19 q. A d4--=--------------------------- WELL-GRADED GRAN LAR WALL ROCK 0.25 in to 1.5 in (5 mm to 38 mm) LESS THAN 10% FIN S --- ---- - --------------------------- 4 in (100 mm) TOE DRAIN PIPE VENTED TO DAYLIGHT 12 in (300 mm) SLOPED GRADE BELOW WALL SK Wall Desian 12800 South Logan Street µ Englewood, CO 80113 303-900-8714 www.skwalidesign.com steve@skwalldesign.com NO. DATE REVISION Know what's below. Call before you dig. TITLE: CONSTRUCTION DETAILS DATE: 7/24/2017 PROJECT NO: 17066 DESIGNED BY: SJK SCALE: NTS SHEET NO. RW -10 JOB NAME: MARSHALL STREET STORAGE WHEAT RIDGE, CO I PREPARED FOR: SARGON CONSTRUCTION 5984 SOUTH PRINCE ST#110 3 LITTLETON, CO 80120 ------ ----------------------- °` ° ---------- --------------------------- c. AA 4 in (100 mm) TOE DRAIN PIPE VENTED TO DAYLIGHT 12 in (300 mm) SLOPED GRADE BELOW WALL SK Wall Desian 12800 South Logan Street µ Englewood, CO 80113 303-900-8714 www.skwalidesign.com steve@skwalldesign.com NO. DATE REVISION Know what's below. Call before you dig. TITLE: CONSTRUCTION DETAILS DATE: 7/24/2017 PROJECT NO: 17066 DESIGNED BY: SJK SCALE: NTS SHEET NO. RW -10 JOB NAME: MARSHALL STREET STORAGE WHEAT RIDGE, CO I PREPARED FOR: SARGON CONSTRUCTION 5984 SOUTH PRINCE ST#110 3 LITTLETON, CO 80120 NOTE: THIS SHEET IS FOR WALL IDENTIFICATION ONLY. ACTUAL WALL LAYOUT SHOULD BE BASED ON THE CONTRACT SITE PLANS ssus.zs .- :_....... 05302 Vp�JN J. 7-24-17 46681 S�QN L E SK Wall Design 1 2800 South Logan Street01 ° Englewood, CO 80113r z` 303-900-8714 c t - www.skwalldesign.com WAR L. g steve@skwalidesign.com ` J I4, NO. DATE REVISION Know what's below. 0811 before you dig. TITLE: WALL IDENTIFICATION DATE: 7/24/201.7 PROJECT NO: 17066 DESIGNED BY: SJK ' SCALE: NTS §�EET NO. ' RW -1 `1 JOB NAME: MARSHALL STREET STORAGE WHEAT RIDGE, CO PREPARED FOR: SARGON CONSTRUCTION 5984 SOUTH PRINCE ST #103 LITTLETON, CO 80120 309 308 307 306 305 304 303 302 301 TV c 1 c c c NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS MIRAGRID 3XT OR GREATER WALL ELEVATION -A SCALE: 1" = 5' SCALE 0' 5' 10' 15' O�RDO L/� O,'""Eia �- FF fico' � S� 7-24-17 46581 i` Q' SK Wall Desian NO. I DATE REVISION TITLE: ELEVATION PROFILE A DATE: 7/24/2017 - SHEET NO. 12800 South Logan Street V,k�� JOB NAME: PREPARED FOR: PROJECT NO: 17066 Englewood, CO 80113 303-900-8714 MARSHALL STREET STORAGE SARGON CONSTRUCTION DESIGNED BY: SJK RW -12 www.skwalldesign.com i ' l w^« ' Know what's below. WHEAT RIDGE, CO 5984 SOUTH PRINCE ST #103 steve@skwalldesign.com �G Cal before you dig. LITTLETON, CO 80120 SCALE: — 309- 308- 307- 09 308 307 306.50 306 :Z=--- 305- 304- 303- 05304303 302- 301 NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS MIRAGRID 3XT OR GREATER m 3�ww Lu W z = U) TW 5.83 GEOGRID, TYP. 17 ,).. TW 304.50 RP1GRI[ MI� 3 4. TW 303.83 3X = 4.50 ft BW 302.17' FINISH GRADE @ B.O.W. TYP. RE:CIVIL LEVELING PAD @ BOT. OF WALL NOT SHOWN, RE: CONSTRUCTION DETAILS SHEET RW -5 cn cn cn cn 10 Know what's below. CBII before you dig. TITLE: ELEVATION PROFILE B D D D D 0 0 0 0 PREPARED FOR: SARGON CONSTRUCTION 5984 SOUTH PRINCE ST #103 LITTLETON, CO 80120 Ln O cn -I WALL ELEVATION -B SCALE: 1" = 5' SCALE 0' 5' 10' 15' 7-24-17 ��; �O 46681 SK Wall Design 12800 South Logan Street a Englewood, CO 80113 303-900-8714 x. _ WRIT www.skwalldesign.com steve@skwalldesign.com'4`. NO. DATE REVISION 10 Know what's below. CBII before you dig. TITLE: ELEVATION PROFILE B DATE: 7/24/2017* PROJECT NO: 17066 DESIGNED BY: SJK _ SCALE: 1 — SHEET NO. - n ��—� 3 JOB NAME: MARSHALL STREET STORAGE WHEAT RIDGE, CO PREPARED FOR: SARGON CONSTRUCTION 5984 SOUTH PRINCE ST #103 LITTLETON, CO 80120 CONSTRUCTION PLANS FOR MARSHALL STREET SELF STORAGE LEGAL DESCRIPTION A PARCEL OF LAND SITUATED IN THE SOUTHWEST ONE-QUARTER OF SECTION 13, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO, MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHWEST CORNER OF THE SAID SOUTHWEST ONE-QUARTER OF SECTION 13 AND CONSIDERING THE WEST LINE OF SAID SOUTHWEST ONE-QUARTER TO BEAR NOO-07-53-W WITH ALL BEARINGS HEREIN RELATIVE THERETO; THENCE N22 -52'47"E, A DISTANCE OF 729.20 FEET TO THE POINT OF BEGINNING, SAID POINT ALSO BEING THE SOUTHEAST CORNER OF A COLORADO DEPARTMENT OF TRANSPORTATION (COOT)PARCEL RECORDED AT RECEPTION NO. 79086148 AND THE NORTHERN MOST CORNER OF A COOT PARCEL RECORDED AT RECEPTION NO. 80069724 AND THE SOUTHWEST CORNER OF A PARCEL RECORDED AT RECEPTION NO. 2006132243; THENCE ALONG THE SOUTHERN BOUNDARY OF SAID PARCEL RECORDED AT RECEPTION NO. 2006132243, N74°44'32"E, A DISTANCE OF 406.56 FEET TO THE SOUTHWEST CORNER OF A PARCEL RECORDED AT RECEPTION NO. 80057553; THENCE CONTINUING THE SAME BEARING ALONG THE SOUTHERN BOUNDARY OF SAID PARCEL RECORDED AT RECEPTION NO. 80057553, N74°44'32'E, A DISTANCE OF 202.06 FEET TO THE WEST RIGHT-OF-WAY OF MARSHALL STREET PER RECEPTION N0.2016045876; THENCE THE FOLLOWING THREE (3) COURSES ALONG SAID WEST RIGHT-OF-WAY OF MARSHALL STREET; 1. N87°33'58'E, A DISTANCE OF 19.00 FEET; 2. THENCE ALONG SAID WEST RIGHT-OF-WAY LINE, ON A NON -TANGENT CURVE TO THE LEFT, HAVING A RADIUS OF 900.44 FEET, THROUGH A CENTRAL ANGLE OF 29°49'08", AN ARC DISTANCE OF 468.62 FEET, HAVING A CHORD WHICH BEARS S17020'36"E, A DISTANCE OF 463.35 FEET; 3. THENCE S57^44'50"W, A DISTANCE OF 19.00 FEET; THENCE SOO"02'10"E, A DISTANCE OF 282.14 FEET TO THE NORTHEAST CORNER OF A COOT PARCEL RECORDED IN BOOK 855 AT PAGE 310; THENCE ALONG THE NORTHERLY BOUNDARY OF SAID PARCEL, N60°58'40"W, A DISTANCE OF 285.96 FEET TO THE NORTHERN MOST CORNER OF SAID PARCEL AND THE EASTERN MOST CORNER OF A CDOT PARCEL RECORDED AT RECEPTION NO. 80069724; THENCE THE FOLLOWING THREE (3) COURSES ALONG THE NORTHEASTERLY BOUNDARY OF SAID PARCEL: 1. CONTINUING ALONG THE SAME BEARING, N60°58'40"W, A DISTANCE OF 358.60 FEET; 2. N41 -10:10-W, A DISTANCE OF 67.60 FEET; 3. N29 -47'55'W, A DISTANCE OF 242.00 FEET TO THE POINT OF BEGINNING CONTAINING 295,158 SQUARE FEET OR 6.7759 ACRES MORE OR LESS. BASIS OF BEARINGS BEARINGS SHOWN HEREON ARE BASED ON THE WEST LINE OF THE SOUTHWEST ONE-OUARTER OF SECTION 13, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE PRINCIPAL MERIDIAN, COUNTY OF JEFFERSON, STATE OF COLORADO ASSUMED TO BEAR N 00° OT 53- W BETWEEN A 3.25- ALUMINUM CAP IN RANGE BOX "LS 23047' AT THE NORTHWEST CORNER OF SAID SOUTHWEST ONE-QUARTER AND A 3.25- BRASS CAP IN RANGE BOX -LS 13212' AT THE SOUTHWEST CORNER OF SAID SOUTHWEST ONE-QUARTER. WHEAT RIDGE GEODETIC INFORMATION 1. THE CURRENT CITY DATUM COORDINATE SYSTEM USED IS A GROUND-BASED MODIFIED FORM OF THE NAD83192 STATE PLANE COORDINATE SYSTEM, COLORADO CENTRAL ZONE 0502. 2. VERTICAL DATUM USED IS THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88} 3. GROUND TO GRID COMBINED SCALE FACTOR IS 0.99974780300, SCALED FROM BASE POINT PHAC 1(PERMANENT HIGH ACCURACY CONTROL POINT *I) HAVING THE FOLLOWING NAD83192 STATE PLANE COORDINATES: PHAC 1:NORTHING: 1701258.75, EASTING: 3118217.58, ELEVATION: 5471.62. STATEMENT OF ACCURACY THE GEODETIC POINT COORDINATE DATA SHOWN HEREIN HAS BEEN DERIVED FROM THE NAD 83 HARN STATE PLANE COLORADO CENTRAL FIPS 0502 COORDINATE SYSTEM, AND HAS A HORIZONTAL ACCURACY CLASSIFICATION OF 0.07 U.S. SURVEY FEET AT THE 95% CONFIDENCE LEVEL, AS DEFINED IN THE GEOSPATIAL POSITIONING ACCURACY STANDARDS OF THE FEDERAL GEODETIC CONTROL SUBCOMMITTEE (FGDGSTD-007.2-1998). PARKING ALL CONTRACTOR PARKING SHALL BE WITHIN THE SUBJECT PROPERTY. NO PARKING WILL BE ALLOWED WITHIN PUBLIC RIGHT OF WAY OR ALONG THE CLEAR CREEK GREENBELT CORRIDOR. COVER SHEET LAKESIDE H NORTH PROJECT LOCATION MAP SCALE: NTS ENGINEERING APPROVAL CITY OF WHEAT RIDGE REVIEW IS ONLY FOR GENERAL COMPLIANCE WITH THE CITY OF WHEAT RIDGE ENGINEERING STANDARDS AND REQUIREMENTS. ALL RESPONSIBILITY FOR EXISTING CONDITIONS, ACCURACY OF DIMENSIONS, DETAILS, CONCEPTS, QUANTITIES, AND SAFETY DURING CONSTRUCTION SHALL REMAIN SOLELY WITH THOSE DESIGNING, DEVELOPING, AND CONSTRUCTING THE PROJECT. CITY ENGINEER DATE Cr;_ ... r� F Knew what's below. Call behn you d4 oe�e Sheet List Table SHEET NUMBER SHEET TITLE C01 COVER SHEET CO2 NOTES CO3 SITE PLAN C04 UTILITY PLAN C05 SANITARY SEWER PLAN & PROFILE C06 STORM SEWER PLAN & PROFILE 1 C07 STORM SEWER PUN & PROFILE 2 C08 GRADING PUN C09 GRADING PUN DETAILS CIO STREET SECTIONS Cil STREET PROFILE C12 GESC INITIAL - GRADING OPERATIONS C13 GESC INTERIM - INFRASTRUCTURE OPERATIONS C14 GESC FINAL - FINAL STABILIZATION C15 FINAL DRAINAGE PUN C16 DETAILS 1 C17 DETAILS 2 C18 DETAILS 3 C19 DETAILS 4 C20 DETAILS 5 C21 DETAILS 6 C22 DETAILS 7 C23 DETAILS 8 C24 DETAILS 9 C25 DETAILS 30 ENGINEERING APPROVAL CITY OF WHEAT RIDGE REVIEW IS ONLY FOR GENERAL COMPLIANCE WITH THE CITY OF WHEAT RIDGE ENGINEERING STANDARDS AND REQUIREMENTS. ALL RESPONSIBILITY FOR EXISTING CONDITIONS, ACCURACY OF DIMENSIONS, DETAILS, CONCEPTS, QUANTITIES, AND SAFETY DURING CONSTRUCTION SHALL REMAIN SOLELY WITH THOSE DESIGNING, DEVELOPING, AND CONSTRUCTING THE PROJECT. CITY ENGINEER DATE Cr;_ ... r� F Knew what's below. Call behn you d4 oe�e SUMdelon �Reabbn 4N H. ca SUB6ITTTAL 6MM016 CO RESURNRTAL 7R9N016 REVISIONS � R V ". C �o c: 0- o $ E LL 8 s3 Fa j O x yym$$ a C Q C € a WBu �s o��osFti� OOtUg� jp1O 40551 `tF ^I?i t� CIVIL RES'M_k(; ES CJ W W O UD W ��•-6� 1-- co V L1.1 Q _j 0 Q 0- u) cl� z o J O O J _ I— CJ /' W U) (n LL 2i 0 z !=^ V ) J [if0�Wc)Q C/) Ll.l Q DWgn P.I-Na 15-908 aewe+oTN6 COVER SHEET a C01 CITY OF WHEAT RIDGE - GENERAL NOTES 1. ALL WORK WITHIN THE PUBLIC RIGHT-OF-WAY OR EASEMENT SHALL CONFORM TO THE CITY OF WHEAT RIDGE ENGINEERING REGULATIONS AND DESIGN STANDARDS. 2. AN APPROVED RIGHT-OF-WAY CONSTRUCTION PERMIT AND A MUNICIPAL CONTRACTOR'S LICENSE ARE REQUIRED PRIOR TO ANY WORK COMMENCING WITHIN THE PUBLIC RIGHT-OF-WAY. ANY WORK PERFORMED WITHIN THE STATE RIGHT -OF -WAV SHALL REQUIRE AN APPROVED STATE CONSTRUCTION PERMIT PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNER/DEVELOPER AND CIN INSPECTOR OF ANY PROBLEM ENCOUNTERED WHICH WOULD ALTER THE ORIGINAL DESIGN OR CAUSE NON-CONFORMANCE WITH THE ORIGINAL APPROVED CONSTRUCTION PLANS FOR ANY ELEMENT OF THE PROPOSED IMPROVEMENTS PRIOR TO ITS CONSTRUCTION. 4. IT SHALL BE THE RESPONSIBILITY OF THE DEVELOPER DURING CONSTRUCTION ACTIVITIES TO RESOLVE CONSTRUCTION PROBLEMS DUE TO CHANGED CONDITIONS OR DESIGN ERRORS ENCOUNTERED BY THE CONTRACTOR DURING THE PROGRESS OF ANY PORTION OF THE PROPOSED WORK. IF, IN THE OPINION OF THE CITY'S INSPECTOR, THE MODIFICATIONS PROPOSED BY THE DEVELOPER TO THE APPROVED PLANS INVOLVE SIGNIFICANT CHANGES TO THE CHARACTER OF THE WORK OR TO FUTURE CONTIGUOUS PUBLIC OR PRIVATE IMPROVEMENTS THE DEVELOPER SHALL BE RESPONSIBLE FOR SUBMITTING REVISED PLANS TO THE CIN OF WHEAT RIDGE FOR APPROVAL PRIOR TO ANY FURTHER CONSTRUCTION RELATED TO THAT PORTION OF WORK. ANY IMPROVEMENTS CONSTRUCTED NOT IN ACCORDANCE WITH THE ORIGINAL APPROVED PLANS OR APPROVED REVISED PLANS SHALL BE REMOVED AND THE IMPROVEMENTS SHALL BE RECONSTRUCTED PER THE APPROVED PLANS. 5. UTILITY NOTIFICATION CENTER- THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO FOR LOCATION ON UNDERGROUND GAS ELECTRICAND ONE UTILITIES AT LEAST HOURS PRIOR TO HE A TELEPHONE 48 T COMMENCEMENT OF ANY CONSTRUCTION. CALL 1.800.922.1987. 6. ALL UTILITY POLES SHALL BE RELOCATED PRIOR TO THE CONSTRUCTION OF THE PUBLIC IMPROVEMENTS. 7. WITH NOTIFICATION OF THE RESPECTIVE OWNER ADJUSTF A ANOUTS MANHOLE VALVE COVER AN SURVEY RIMS O ALL CLE 5, 5 D S EY MONUMENTS PRIOR TO THE FINAL PAVING LIFT. 8. THE CONTRACTOR SHALL PROVIDE ALL LIGHTS SIGNS BARRICADES, MEN DE FLA OR OTHER DEVICES NECESSARY T G 0 PROVIDE FOR THE PUBLIC SAFETY IN ACCORDANCE WITH THE CURRENT MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. 9. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN INGRESS AND EGRESS TO PRIVATE PROPERTY ADJACENT TO THE WORK THROUGHOUT THE PERIOD OF CONSTRUCTION. PRIOR TO BEGINNING ANY WORK, THE CONTRACTOR SHALL OBTAIN A WRITTEN AGREEMENT FROM THE AFFECTED PROPERTY OWNER(S) IMPACTED BY THIS ACCESS. 10. PRIOR TO THE FINAL LIFT OF SURFACE PAVEMENT ALL UNDERGROUND UTILITY MAINS SHALL BE INSTALLED AND SERVICE CONNECTIONS STUBBED OUT BEYOND THE BACK OF CURB/SIDEWALK LINE WHEN ALLOWED BY THE UTILITY. SERVICE FROM PUBLIC UTILITIES AND FROM SANITARY SEWERS SHALL BE MADE AVAILABLE FOR EACH LOT IN SUCH A MANNER THAT WILL NOT BE NECESSARY TO DISTURB THE STREET PAVEMENT, CURB, GUTTER AND SIDEWALK WHEN CONNECTIONS ARE MADE. 11. TWO (2) COPIES OF THE "AS -BUILT" PLANS (RECORD DRAWINGS) SHALL BE SUBMITTED PRIOR TO FINAL ACCEPTANCE OF THE WORK AND ISSUANCE OF ANY CERTIFICATES OF OCCUPANCY/COMPLETION: A. 1 COPY IS TO BE ON 24" X 36' BOND PAPER, AND B. 1 COPY IS TO BE ON ELECTRONIC MEDIA (DVD/ CD-ROM) AND IN AN AUTOCAD COMPATIBLE FORMAT (.DXF, .DWG, ETC). 12. THE CONTRACTOR SHALL NOTIFY THE CITY INSPECTOR AT LEAST TWENTY-FOUR (24) HOURS PRIOR TO THE DESIRED INSPECTION. 13. NO PORTION OF THE STREET MAY BE FINAL PAVED UNTIL ALL STREET LIGHTING IMPROVEMENTS, DESIGNED TO SERVE THE STREET AND/OR DEVELOPMENT HAVE BEEN COMPLETED. 14. STREET RIGHT-OF-WAY MONUMENTS SHALL BE SET PRIOR TO FINAL LIFT OF ASPHALT PAVEMENT. MONUMENT HARDWARE AND RANGE BOXES WILL BE PROVIDED BY THE CIN OF WHEAT RIDGE UPON REQUEST. 15. SEEDING AND MULCHING SHALL BE COMPLETED WITHIN THIRTY (30) DAYS OF INITIAL EXPOSURE OR SEVEN (7) DAYS AFTER GRADING IS SUBSTANTIALLY COMPLETE IN A GIVEN AREA (AS DEFINED BY THE CIN). THIS MAY REQUIRE MULTIPLE MOBILIZATIONS FOR SEEDING AND MULCHING. 16. ANY DISTURBED AREA OR STOCKPILE NOT AT FINAL GRADE THAT IS TO BE LEFT EXPOSED FOR MORE THAN THIRTY (30) DAYS AND IS NOT SUBJECT TO CONSTRUCTION TRAFFIC, SHALL BE TEMPORARILY SEEDED WITHIN SEVEN (7) DAYS OF PLACEMENT OR DISTURBANCE IN ACCORDANCE WITH THE CITY OF WHEAT RIDGE TEMPORARY SEEDING STANDARDS. IF THE SEASON OR STOCKPILE MATERIAL PROHIBITS TEMPORARY SEEDING, THE DISTURBED AREAS SHALL BE STABILIZED WITH AN EROSION CONTROL BLANKET OR STRAW MULCH AND TACKIFIER, AND ANCHORED IN ACCORDANCE WITH CIN OF WHEAT RIDGE SEEDING AND EROSION CONTROL REQUIREMENTS. 17. STOCKPILES OF ANY MATERIAL SHALL BE LOCATED FULLY WITHIN THE LIMITS OF CONSTRUCTION AND NO LESS THAN 100 -FEET FROM THE BANKS OF THE NEAREST DRAINAGEWAY. STOCKPILE AREAS SHALL BE SIZED TO FULLY CONTAIN THE MATERIAL BASED ON MAXIMUM ALLOWABLE STOCKPILE SIDE SLOPES OF 3 (HORIZONTAL) TO 1 (VERTICAL) CONSTRUCTION. 18. PERMANENT OR TEMPORARY SOIL STABILIZATION MEASURES SHALL BE APPLIED TO DISTURBED AREAS WITHIN THIRTY (30) DAYS AFTER FINAL GRADE IS ACHIEVED ON ANY PORTION OF THE SITE, OR TO DISTURBED AREAS THAT MAY NOT BE AT FINAL GRADE, BUT ARE TO BE LEFT DORMANT FOR A PERIOD OF TIME OF MORE THAN THIRTY (30) DAYS. 19. ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED DURING THE COURSE OF CONSTRUCTION, AND SHALL BE INSTALLED IMMEDIATELY PER INSTRUCTIONS OF THE CIN INSPECTOR. 20. NOTICE TO CONTRACTOR: IF MORE THAN THREE (3) STREET CUTS OCCUR WITHIN 250 LINEAR FEET, ADDITIONAL MILLING/OVERLAY REQUIREMENTS WILL APPLY. REFER TO THE TERMS OF THE CIN OF WHEAT RIDGE ROW CONSTRUCTION PERMIT (THAT MUST BE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS, 303.235.2861, PRIOR TO COMMENCEMENT OF WORK). 21. CONTRACTOR SHALL OBTAIN THE PROPER ROW CONSTRUCTION PERMTS FROM THE CIN OF WHEAT RIDGE DEPARTMENT OF PUBLIC WORKS (303.235.2861) PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES WITHIN THE PUBLIC RIGHT -OF -WAV. 22. PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES THE CONTRACTOR SHALL SCHEDULE A PRE-CONSTRUCTIO NMEETING WITH THE CIN OF WHEAT RIDGE PUBLIC WORKS AT 303.235.2861. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING ALL APPLICABLE UTILITY DISTRICTS FOR THIS MEETING. NOTES CITY OF WHEAT RIDGE - RETAINING WALL - GENERAL NOTES 1. A SEPARATE PERMIT IS REQUIRED FOR CONSTRUCTION OF ANY RETAINING WALL OR SERIES OF INTERDEPENDENT RETAINING WALLS WHICH WILL SUPPORT MATERIAL MEETING OR EXCEEDING 48 INCHES IN HEIGHT, FOR ALL WALLS IN OR IMMEDIATELY ADJACENT TO RIGHT-OF-WAY, AND FOR ALL WALLS WHICH WILL BE MAINTAINED BY A HOMEOWNERS' ASSOCIATION. 2. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT 1.800.922.1987 FOR LOCATION OF UNDERGROUND GAS, ELECTRIC AND TELEPHONE UTILITIES AT LEAST 48 HOURS PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. 3. THE CONTRACTOR SHALL NOTIFY THE CIN INSPECTOR AT 303.235.2861 A MINIMUM OF 24 HOURS PRIOR TO THE COMMENCEMENT OF WORK. 4. THE CONTRACTOR IS SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS AT AND ADJACENT TO THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY DURING PERFORMANCE OF THE WORK. THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS AND INCLUDES TRAFFIC CONTROL IN ACCORDANCE WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. THE CITY'S REVIEW OF PLANS AND CONSTRUCTION IS NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF THE SAFETY MEASURES IN, ON, OR NEAR THE CONSTRUCTION SITE. 5. IT SHALL BE THE RESPONSIBILITY OF THE DEVELOPER TO RESOLVE CONSTRUCTION PROBLEMS DUE TO CHANGED CONDITIONS OR DESIGN ERRORS ENCOUNTERED BY THE CONTRACTOR DURING THE PROGRESS OF ANY PORTION OF THE WORK. IF, IN THE OPINION OF THE CITY'S INSPECTOR, THE MODIFICATIONS PROPOSED BY THE DEVELOPER TO THE APPROVED PLANS INVOLVE SIGNIFICANT CHANGES TO THE CHARACTER OF THE WORK OR TO FUTURE CONTIGUOUS PUBLIC OR PRIVATE IMPROVEMENTS, THE DEVELOPER SHALL BE RESPONSIBLE TO REVISE PLANS AND SUBMIT THEM TO THE CITY FOR APPROVAL PRIOR TO ANY FURTHER CONSTRUCTION RELATED TO THAT PORTION OF THE WORK. ANY IMPROVEMENTS NOT CONSTRUCTED IN ACCORDANCE WITH THE APPROVED PLANS, OR THE APPROVED REVISED PLANS, SHALL BE REMOVED AND THE IMPROVEMENTS SHALL BE RECONSTRUCTED AT NO COST TO THE CITY. 6. A RETAINING WALL CONFORMANCE STATEMENT MUST BE SUBMITTED TO AND APPROVED BY THE CITY PRIOR TO ISSUANCE OF A CERTIFICATE OF OCCUPANCY OR CERTIFICATE OF ACCEPTANCE. 7 PERMISSION TO REPRODUCE THESE PLANS IS HEREBY EXPRESSLY I OF WHEAT RIDGE FOR PURPOSES GIVEN TO THE CITY CIN ASSOCIATED WITH PLAN REVIEW, APPROVAL, PERMITTING, INSPECTION AND CONSTRUCTION OF THE WORK 8. RETAINING WALLS HAVING ANY PORTION OVER 48" IN HEIGHT SHALL BE ENGINEERED. WALLS 48" OR LOWER MAY BE DESIGN BUILD. GENERAL NOTES 1, ALL CONSTRUCTION SHALL CONFORM TO THE DRAWINGS AND SPECIFICATIONS AND SHALL NOT BE CHANGED WITHOUT THE PRIOR WRITTEN APPROVAL OF THE OWNER'S REPRESENTATIVE. 2. THE CONTRACTOR IS RESPONSIBLE FOR CONTROL OF POLLUTION, SURFACE WATER AND EROSION THROUGHOUT THE DURATION OF THE CONTRACT, 3. THE CONTRACTOR IS RESPONSIBLE FOR THE FOLLOWING: A. ANY PERMITS OR LICENSES REQUIRED FOR CONSTRUCTION B. PROPER NOTIFICATION OF ALL NECESSARY AGENCIES PRIOR TO CONSTRUCTION AND FOR REQUIRED INSPECTIONS. 4. THE EXACT LOCATION OF ANY UTILITY LINES AND COORDINATION OF ANY DISRUPTION IN SERVICES WITH AFFECTED PARTIES IS THE RESPONSIBILITY OF THE CONTRACTOR. S. THE DESIGN ENGINEER IS TO BE NOTIFIED BY THE CONTRACTOR OF ANY DISCREPANCY OR CONFLICT PRIOR TO CONTINUING CONSTRUCTION. 6. ALL LOCATIONS AND ELEVATIONS SHALL BE FIELD VERIFIED PRIOR TO CONSTRUCTION. NOTIFY THE ENGINEER OF ANY FEATURES NOT SHOWN ON THESE DRAWINGS WHICH ARE THOUGHT TO POTENTIALLY IMPACT CONSTRUCTION. 7. ALL CONCRETE SHALL BE COMPLETED AND ALLOWED TO CURE SUFFICIENTLY PRIOR TO COMMENCING BACKFILL IN ACCORDANCE TO THE PROJECT SPECIFICATIONS. EARTHWORK NOTES 1. CONTROL OF GROUNDWATER AND SURFACE WATER NECESSARY TO CONDUCT THE EARTHWORK IS THE RESPONSIBILITY OF THE CONTRACTOR. ADDITIONAL GROUNDWATER CONTROLS OTHER THAN THOSE SHOWN AS PERMANENT ON THE PLANS WILL BE NECESSARY TO COMPLETE THE WORK. 2. CONTRACTOR IS RESPONSIBLE FOR ALL DUST CONTROL REQUIRED. WATER IS PERMISSIBLE TO USE AND AVAILABLE ON THE SITE. CHEMICAL AGENTS FOR DUST CONTROL MUST BE APPROVED PRIOR TO USE. 3. ANY MODIFICATIONS TO THE ELEVATIONS, GRADES AND EARTHWORK SHALL BE APPROVED AHEAD OF TIME BY THE OWNER'S ENGINEER. ALL CHANGES ARE TO BE REFLECTED ON THE CONTRACTOR'S 'RED LINED" AS -BUILT DRAWINGS. SITE ACCESS AND PROTECTION NOTES 1. CONTRACTOR IS RESPONSIBLE FOR LOCATING AND MARKING ALL UTILITIES IN THE PROJECT SITE, AND FOR PROTECTING ALL UTILITIES DURING CONSTRUCTION. DAMAGED UTILITIES SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE. 2. CONTRACTOR IS RESPONSIBLE FOR HAULING AND PLACING OF ALL EXCESS MATERIALS FROM THE SITE AS DIRECTED BY THE ENGINEER. 3. THE CONTRACTOR IS TO LIMIT ACCESS TO THE SITE BY UNAUTHORIZED PERSONS WITH A SECURITY FENCE AND CLEARLY MARK THE CONSTRUCTION ZONE. UTILITY NOTES 1. THE UTILITY INFORMATION SHOWN IS PLOTTED FROM THE BEST AVAILABLE DATA. 2. THE CONTRACTOR IS RESPONSIBLE FOR MAKING THEIR OWN DETERMINATION AS TO THE TYPE AND LOCATION OF UTILITIES AS MAY BE NECESSARY TO AVOID DAMAGE THERETO. 3. THE CONTRACTOR IS TO CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT 1-800-922-1987 FOR UTILITY LOCATIONS AT LEAST 2 BUSINESS DAYS, NOT INCLUDING THE DAY OF ACTUAL NOTICE, PRIOR TO EXCAVATING. 4. THE CONTRACTOR SHALL COORDINATE WITH UTILITY COMPANY FOR ANY UTILITIES THAT NEED RELOCATING. S. PRIOR TO CONSTRUCTION THE CONTRACTOR IS RESPONSIBLE FOR SCHEDULING A PRE -CONSTRUCTION MEETING WITH THE CENTENNIAL WATER AND SANITATION DISTRICT AT 303-791-7185. City of Wheat Ridge Diviso Dab SUMb4on I RMsim U16D016 CO SUBMITTAL 6x10 lfi CD RESUB-AL � R } m E 0 8 C 0 4p ? 58 N � �yaSg z q" 8 FF D Uc o ORZo.." 8r0� O O: Wy ?� 40551 to ,yn; Ci VII RESALRCES cl) WW O u) LUrn CO VLL1LLl Q J o Q � Q d U) N Of z o u,"Of OJ J I-- = o cc U) LLJ (� F'- Cn = LL 2 0 z C J 0 O Q Q �LJLu LLJ _ Dwo P,ojm N,. 15-908 D-" M. NOTES Dnxtg N". CO2 - CLEAR CREFK ELN'E OF WRIER CLEAR CREEK EDGE OF BANK FLOW SPREADER COMPRISED OF THREE -(3)3'HATIVE.BOULDEItSAPPROX/MA TEL/A,/>=GF SITE PLAN EX/571NG WE(IANOS 2 COLORADO DEPARTMENT C21 PROPOSED GROUTED RIPRAP OF TRANSPORTATION (PERMANENT WETLANDS IMPACT) APPROXIMATE LIMITS OF TEMPORARY WETLANDS IMPACT EX/SANG CONCRETE PATH / REMOVE AND REPLACE 1 SIDEWALK PANELS I _� (6•THICK) 4 THOMAS AND ISABEL ABBOTT RELOCATED URLRV POLE f _� TBRX/SIING OEC/DUOUS TREES 20' CLEAR VERTICAL METAL PICKET 6' CONCRETE VERTICAL NRB LIFT GATE WITH KNO%HARDWARE AND PROPOSED 0.1PRaP SS]°33'""O"W 19.00' I 15'x55'$IGHT DISTANCE TRIANGLE LEGEND• _ REMOVE AMC REPLACE WITH CHAIN LINK FENCE. CHAIN LINK FENCE TO MATCH EXISTING RE: ARCH. DRAWINGS STORM TWE t3 COMBO INLET / 18 EXISTING PIN/ON PINE TREE % C25 TBR PROPOSED LIGHT PoLE KEY PAD ssssb.ss (NGS I e ' PROPERTY LINE RE: STPROPOSED ELEC. DRAWING$ RE: ARCH. DRAWING, .� KEY PAD METAL PICKET FENCE '� Asd 7CA�OINII! EXIST/NG BILLB04R0 SIGN �/ PROPOSED TRASH ENCLOSURE RE: ARCH. DRAWINGS 1 EXISTING EASEMENT \1 /aRCH. DRAWINGS ;PROPOSED BUILDING OVERHSIGN C21 CMU SCREEN WALL 6.0'I IL30.0' PROPOSED CONCRETE PAD 19'x15' E: STRUCT. DRAWINGS ppa RAMP "r E%ISTING FIRE HYDRANT �� 3B PROPOSED CATCH CURB s3 e�.�' '�'- PROPOSED CONCRETE (SEE DETAILS 15 & 18 ON SHEET C21) / e uiiiaai / / \` STORM WATER DETENTI�EN EASEMENTez=uTED Temno P.ro sz"evzux 1``✓,`` x a,.eo. >s x. zuenaz / PRO ED SrOP stcN PROPOSED ASPHALT (SEE DETAILS 13 & 14 ON SHEET C21) THOMAS AND R10 d t e ADA RAN" (TYP) ISABEL ABBOTT / °.0 C22 S PROPOSERA DFIREHYDNT ' ,zuex>.m 6'1• / ./ _ _ mm, - - - - - PROPOSED R)PRAP ` WITH IIOII.AR05 "E / / - I PROPOSED CATCH CURB (SEE DETAIL 3B ON SHEET C21) \\\\ e:s C21 2' WIDE CONCRETE TRICKLE CHANNEL ez0 hexes 30.0 x �1tey u 15x55 SIGHT DISTANCE TRIANGLE \ 3' NRB CUT (TYP) ► e x 1 WATER QUALM PonD � , x.a, . 1 PROPOSED FIRE HYDRANT WATER SURFACE ELEVATION aTArc z>e L PROPOSED SIGN ��• / � um Rl �-Jt20"G' ' TO BE OPPROVED UNDER SEPAMTE PERMIT ss - PROPOSED 6' DETACHED SIDEWALK \ ` EX 3000. ORNNAGE z JeawzE i isixe.s i 33.0' 300 nes EASEMENT ..�:0. 0• `� �y� 3'CURB CUT NO. 201SIMJ40 / � gNAGER - 1 1 R4.0 . PDA PROPOSED RIPRAP 3• TO 5' ROUNDED RIVER STONE, 3' WIDE \v RROPoSEO GROUTED x/� c,z,sos.0 \ P 81 1 LxanAe uzum axe \BO ER RUNDOWNS > _ ,ezAxo 8.0. q,p• n I- TO eE vnouTeo eenzxO lRorccm sloewa,z I (TMP) " 30 .0':0' to R3. GT[3-6• , RELOCATED UTILITY PoLE ( ' ' e ,xu>a « / �35A' \ sie.ie » i -� FtiCa ETaRYe xalo >eEm a�w9 w eAsl'¢ '0 II PAVEMENT WIDENING FOR FUTURE BIKE LANE PERMFABINEW TW ELEVATION >l, J 15.6' fx6IAG ul)xAY AxE SOIL •� L`1,TOL RELOCATED BEHIND PROPOSED SIDEWALK / \ x 2' WIDE Y' 35.IC -� / p AR,FENCE W .GATE it eJx a i / ' 10 ] , 1 VERTICAL CURB AND GUTTER IN PUBLIC ROW WATER ���EE ARCH. DRA LINES CIIMATF REFER TO CRV DETAIL C-001 VCG ON SHEET C22 - DETAILS ]QUALITY PROPOSED' CONTROL 19.0' OF R.O.W. TO BE VACATED BY CRY _ POND ) ` BOLLARD yy,_•� PROPOSED OUTLET UTLET w \ -~ - (\ (TYP) J Yy ' E j s h C... �i ' � e• SEPARATEGMEAL RET PERMIT WALL REQUIREO \ I eL GRASS S Iz6TNxE0 s0E w x nn.z.:b T` E uxM11a C21 C21 C21 \ ` DENOTES x >'� she 122005E 9.0 54.0' u ? CENTERLINE IMPORTED CDOT CLASS 2 BACIOTLL ' } % �5\ Eu eM � 1y Gam` � RE ORCED80l •i: \ 10.0'7 •i .° FL000. l IBBBDSF -}5 \ , /' ��}y9 .:3` �.. Y- COLORADO DEPARTMENT ,: / " �_ O'AL i 3/4' CRUSHED Of TRANSPORTATION \ 30.0' vz,°es.as \\ BLDG C ,vevaae 30 0•. tyib UTIl1TY EASEMENT ROCK OR STONE eyOosF 244: 1\ n �1 G m COPMMNED CRETE SIDEWALK ED CONLIMITS OF S 15 POND MAINTENANCE Nay'. Ol1TG D i \ J D \ \ \ 6 -W.4 -THICK (TYP) E%LAVATION TO BE \ ACCESS ROAD ` y�+ 12,4605f DETERMINED 8Y 11 R892.4' PROPOSED ASPHALT (TW) DESIGN CONTRACTOR. NOT .44.9 78. E zz,ess A4:0 \ gb-2yn tn,Ym. qXE SHOWN TO SCALE - TO BE RELOCATED BEHIND BW ELEVATION utDGE 2zD Y' 0p}}\ vusN - t \ E lzvxs:M �' z-� 6.9005E R4.0' x ii\zx az PROPOSED SIDEWALK 30 405:0 GEDGRID TIE BACKS \ 1 `SetOG E 3aa' 6• TREE LAWN E azz.e,.ss NOft 96.0' ..... M \ 131 6A665F ` ADA METAL PICKET FENCE AND MANUAL LENGTH DETERMINEDED BY ~e WRSE$ HM. \ \\ \ / WALL DESIGN CONTRACTOR OV!'RLEOIN"FoCMCED OWRADE METAL WITH K$WING GATE MIN 20' 27.d. \ ` 4- 6 0 _ CLEAR WITH K101 101 POA G SIGN ,'.. Mjnz.az RETE _ 3z� RE: ARCH. DRAWINGS PROPOSED RIPRAP CONCRETE PROPOSED FIRE HYDRANT ELEVATION LEVELING PAD \ PROPOSED $Wolf J•( \\ \� zx,xvsaz. 1z \ \ x,ex z. 4 \ DISTANCE 15'xSIGHT CENTERLINE 1 Rp 0 NCE TRIANGLE \ ezzu \ G21 _B BICYCLE RACK - 13 v j\ LA \ SEGMENTAL RETAINING WALL DETAIL Myy \ 1 E e.,>` -6• (MP[LKETAX) MET p 9<1 0 D r F.Y/SIFW' UIR/h' Ax L' CU3 `\ GA •T � � � � e Ixlbza> 1 31.0' °>\ pOA RAMP Tp BE RELOCATED BEHIND R50. 0 _ \ RAJ 5' PROPOSED SIDEWALK V° �\ 2030 ae6>e\ \E RT9 R20,0` \ s0ess SJ ) ` ��� Elx, 1x, -37 15.a 'mMTae .D ` 2D.)o ,xsa Ixzo;b's'e E � R2J{z' ADARAMP 20.0- '_N 0.0' E e ,sis,s tl `- RELOCATED UTILITY POLE E'er F1xJ \ \ e u,9,En lY STOP SI w STOP StM N 15'x55' SIGHT U _ DISTANCE TRIANGLE NOTES 90.0' GRASS SwALE 16.00' E 11 ' 317.03 BLDG I )� CENTERLINE 1. MODULAR BLOCK RETAINING WALLS 4.0 IN EX SAN/TARP SLTPER \ °� s,u6DeF N. iiioei::i HEIGHT OR GREATER SHALL BE ENGINEERED. EASEMENT 3Rd PucE two (2) Rep DIAMOND SIGNS SEPARATE STRUCTURAL PLAN SUBMITTAL TO BE ✓AGITEO z, .?.sic-\ [.Ixl9°e.m BLDGH (MUTCD OM -4) ATTHE ENO OF SIDEWALK PROPoSED FIRE e,i,sesly E 1z a>+� 2a.0' - 1, e,zsnsi WILL BE REQUIRED PRIOR TO CONSTRUCTION. HYDRANT N REFER TO SHEET C22 -DETAILS ] Q \a n50' WALLS LESS THAN 4.0' IN HEIGHT TO BE DESIGN -BUILD. LaaTM: aiiAuro En PROPOSED a15 E E�ro.oa �-- \ .13' 2. SEE GENERAL RETAINING WALL NOTES ON COLORADO DEPARTMENT Fe2PC1 �, �i ggb �''''`� E,330 OF TRANSPORTATION m� a s=ssse.ss AS (TMP) \ . zxze E it .M \ ) NS]° 44' 49.89'E 19.00' SHEET 2. RELOCATED eI11Roa90 \ %� zuTxa>9 \ , E. ,xlvx.n uxaox. SEGMENTAL RETAINING WALL A 3. ALL CURB IS SPILL CURB EXCEPT WHERE UNDER SEPARATE PERMR e' 20.D' I MAX HEIGHT = 5.53' NOTED AS CATCH. '`n ; 5.0' CO3 4. REFER TO SPECIFICATIONS ON SHEET GIA aN6 >P 4cx,W 30.0' WATER ` \ ?"98�3 FOR BASIS OF DESIGN FOR RETAINING WALL. uMnr rtxe EASEMENT 1085' _� j, •+ PROPOSED \ 1 \ = T FIRE HYDRANT \ +O f'6ax6' ! umo>.>x_ �i 51 mes.se 26.0' R15.0' x1. . Ivssz.sB ��44� ,xxexsz \70. 0• �o 30. 11 E d 30A' WATER . \LMPr-ISEHEFiT(� 3A 30.0. % SPILL CURB (IYP) C21 �s ms.ss 820.0'CHAIN LINK MENCE b I = , �, 0.0' 6- HIGH E,ilEHb1 APPROVED \. / MATCH EXISTING ---/ PROPOSED / I v City Of / FIRE HYDRANT E u,soz.ss e, lz,ssEs, I B ]: DAT -E: t,�lS Wheat Ridge REI MOOVEVEFENCE TO BE � D AND REPLACED x ExNImG U>glry FV[e , / ro x uuN \� + COMMENTS; <�,_ �_�,� Building Dirisor0 LTro D (-� AJt-�.�t • KROW Wfw, below. Call before you dig. Dam Su6mlm!on l R.- AHO/2016 CD SUBMITTAL WF 16 CO RESUBMITTAL 7/29PN16 REVRROFS � n S, c " 0.F Ell o;c `sB 0 2. y{ptpy xe£ n j1 Q agp 83 I 6 " SB N �8 U�TPY TO} O 40551 Ri S` � H f - LVI��fS LU LLJ (D z W Z !n W O V W �-� Q CEO aaf Z J O OJ J � c) V J Lu LL o CQ z ` )2^ J O L LIJ Q LU c/) >Q i Dezl9n PIP)W No. 15-908 praMn9 Troe SITE PLAN Om�;x9 No. CO3 CLEM CREEK EWE OF WA7ER CLEAR CREEK EOGE OF 84yff F<OW SPREADER UTILITY PLAN COMPRISw -THREE APPROX/MATE UM/75 OF (3)3' NATIVE BOULDERS EXISRNG WETUNOS LEGEND: - - APPROXIMATE LIMITS ,� 8' 45.1BEND - - - - OF TEMPORARY _ r.o.v.:52B9aLINED PROPERTY NE - - WETLANDS IMPACT �._� _ 8' 45 BEND STORM FESS T.O.P.:5290J6 B.0' EXISTING �� � 8' O.i.P, WATER EXISTING EASEMENT CONCRETE PATH e" D.I.P. WATER B• GATE VALVE .,. .. EXISTING MAJOR CONTOUR T.O.P.:5290.21 1cn ouC OEcroRFS f I I EXISTING MINOR CONTOUR TREES PROPOSED GROUTED TYPE L R11RAP 11 TBR 12.7'W x li.J'L x 1.3T / 24' ROP STORM ._._ ___ _.- .. EXISTING FENCE (PERMANENT 8' D.I.P. WATER - -- GY/S7BJG P/N/ON PINE IREf WETLANDS IMPACT) % 15 RCP STORM 3. TBR 8' 11.25 BEND EXISTING FIRE HYDRANT REMOVE BREPUCE FENCE % 8X6 TEE TO.P..5291.95 EXIST/NG BILLBOARD SIGN / T.O.P.:5291.95 6' D.I-P. WATER _ -. PROPOSED MAIOR CONTOUR 'GATE VALVE PaoPosED TaAnSwaMEa � ? .o.P.:591.95 PROPOSED MINOR CONTOUR 8' GATE VALVE /-.� • D.I.P. WATER 6• D.I.P. WATER FRO SED GROUTED BOULDER RUNDOWNS T.O.P.:5291.95 a�M a%e �E PROPOSED ASPHALT HYDRANT 6' GATE vw.v PROPOSED CONCRETE \ UIITIONIII T.O.P.:5291.95 T.OP.:591.9 T.O.P.:5291.J9 8%1 TEE OVERHEAD SIGN STORM, T.O.P,:5293.96 /` T.O.P.:5291.95 DETENTION WATER 2' WIDE CONCRETE 8' GATE VALVE T.O.P.5291.62 _ TRt[IO_F CHANNEL T.O.P.:5291.95 EASEMENT / ' / � PROPOSED BUILDING \ 30' RCP STORM / W I B.G.F,52Wz3 �� %%%% FINISHED GRADE ELEVATIONS W - GRADE DIRECTION OF FLOW MA% WORON WATEVAT10A 90 NO1 NTA.pq 32-'8' I / // / / •,. -•. ' N\ T01 P. WArcN \ MATCH EXISTINGECTR/C UNE ♦- / TE MVe .O,Pw529t:79 EX 3O Ln' / � '. I. I - - - EXISTING CHAINLINK FENCE B' 90 BEND / ) I �' IX/S7/NG Gly L/NE ORA/N4CE o�; EX/SONC WATFR LINE TRIE ..RA_ VALVE2' WIDE T5A.- - EXISTING GAS LINE CHANNEL ",.S, TO.PT_0.1:52914 EXISTING WATER LI NE 8" 22.5 VEaTiUL BEND weVpA / T.0.1..5 ]:62 .t7j ELECTkIC NE ( I t I P T.O.P.:5291.84 P. , / EXISTING STORM SEWER 8 -i' WATER - 1 ' GATE VALVE D.I.P. FtII{{ELINE O P Sig \ - { 3 T.O.P.:5295.02 8x6 TEE \ 1 D.I. J PROPOSED 18• D.I.P. WATER EXISTING IRRIGATION \ ' GAS LINE. 8%B TEE TR7ATE THIRD LEG DOWN 225° EXISTING BURIED ELECTRICAL .O.P.:595.09 T.O,P.:5295.06 (� 14,NpiEW \ l ON 11.25 BEND - I a e' GATE VALVE EXISTING OVERHEAD ELECTRICAL WATER QUALITY 4� g Ola T OA.:5291.84 8' 45 BEND T.O.P.:5295.15 SEE ENLARGED VIEW \ / . POND\ 8 DLP WATER EX LIFT STATION TBR EXISTING SANITARY SEWER SAN/TARP LINE TO BE ABANDONED AT MANHOLE \ \ '--i R/ISINV6 BOITARY WNHOLE T.O.P.:52918' 90 BEND 84 \ / \ ' INV N (6'PW)=5195J5 1"D. ' D I.P WATER �✓ S INV I (e- ap)-M9515 \ _ _ INV N (B -&P)=5291.72 INV SE (BTIP) 519171 NOTES D.I.P.\ WATER �% INV IN (6'):5291.92 UTILt YEASEMENr STq 1. MODULAR BLOCK RETAINING WALLS OVER 4.0' IN HEIGHT SHALL BE 60'0 977yA` - ENGINEERED (REFER TO STRUCTURAL PLANS). WALLS LESS THAN 4.0 IN POND MAINTENANCE ACCESS ROAD 2 ` ` �\vBUC fjF HEIGHT TO BE DESIGN -BUILD. EX/STING 8" SWITARY SS 2. SEE SEPARATE DENVER WATER PLAN SET FOR WATER LINE CONSTRUCTION. IAN"5 nN nY eLDG '*i¢ \ \ -^ �• .. \SEWER AWN \S \ 3. ALL WATER VALVES SHALL OPEN LEFT. �` -\ \ \ \ •_(- i\\ `{ INV UT (6'):5�96.6i -.rK \ \ \ �. \ mD RM=5302S4N/TARY MANHOLE S "PVC IAN SEWER \ \ t'•' \ \ } / /NV N=5197.15 \ALVE'\ \t 11 8190 BEND �.,,. \ \ STORM STM FES -2 T.0.P.:5295- - - -�T 44 1 I w O:I.P. ATER e• O.t. TEA 8-4 BEND F S \\ T.O. 5299.83 ' � / \T..., 1 15' RCP STORMTEE BEND - ' \EXB- C91E ✓ALVEO I.P. WATER :5295.92 1•O.LP.ATEREX STORM CULVERT8'GATE VALVE TO BE RfMOYEO 8"YaA VALVE 8X8TEET:O.G.S 4.]8291.81 ` T.O.P:5295.09 6'GATE LYE q ` T.O.P.:5295.08 t.O.P.:529 i24 \ I - WI I 8' ATE VALVE I \ d TIO .:5295.15 \ ,f K.0DG H 8" I.P. WA 8`O.I.P. WATER • 22.5 VE \ 6' D.I.P. WATER BLDGI TIUL B \ 'F, B'45 BE 6 6GATE VALVEI T. P.:5291.8 I T.O.P,:5294.69 \\\\ O wf e' TE VALVE RANI ..Q d 1 B 1w8 T.O.-:5296.44 \ 1 �'tP• 1 ` EX 45' BfNO \ ♦ \h'9)6 `� e%6E 11 \ I EX B' HOPE ♦ ,;R w' TO P.t5296.46 'XSIVV STRUCTURE k _ d ; EX ANCHOR WALL 3, EC I'LENT 5308.18 y11 EX AU HOPE ALMPTOR- ♦< w \, \ STORM STM FES, ' d - EX B- TO B -REDUCER - - \ 30.0' WATER ♦� m £ ` I - - EASEMENT ♦. -w, �^ e' 6' D.I.P.- \;I'w 6' GATE VALVE T.O.P..596.30 -1--v E T:OJ'.t529,]:34 )' 8'O.I.P. WATER ] SEGMENTAL RETAINING WALL S' HIGH MAX \ H HYDRANT /2�R GD'SB�y I EXLS C R STRUCTURE TO BE REMOVED 8' GATE 9 _ / I O rO.P.:597A7J.4J \ B%6 TEE y T.O.P.:5297.49 / T'O.P.:5297.24 6'D.I.I. WATER u� \ T..P. W9J.33 T.O.P.:U97.14 O'O.I.P. WATER HYDRANT 6. LO P. 5��V333 8' 45 BEND • BLAWOFF I City Of B" D.I.P. WATER T.O.P.:5297.33 8' GATE 8' D.I.P. WATER T. P 5991fi 1 Wheat Ridge T.O.P.:5297.16 1 Building Divison � \vI \ Know whan below. Call beforeyw alg. Dace SuLmbtk IR� M18/IOtO .0 SUBMITTAL 6R04hl10 CD RESUB-AL u C �o ' E O V -§s fig; vpp O e yy�sE_ d �� =� 0 n ay$ /, v P :83 �E � YF� �,p0 l/OF u £b ti 40551 CIVIL kl�� (o Uj LU co Z Wf �/ n W v W O a F- Q a Q. U) z o J O O J J F- _ o D < v) � L (n =//'� � - 20 z CJ)J / �-- X U 0 w vQ Q uj S 6 D,*. P.Ma No. 15-908 oradt9 Tme UTILITY PLAN C04 SANITARY SEWER PLAN & PROFILE 5310' 5300' 5290' 5280' 1 PLAN — SANITARY SEWER STA: 0+00 TO 1+70 SAN SAN AT BLDG S°bmhsl°n/R� STA:0+10.00 OFF:0.00 PIPE DUE RIM 5300.43 INV OUT (6'):5296.61 G / ` 1� 8' GATE VALVE EX/5,7w GRADE ''— �E \ v BX8 TEE \ G _ \ 8- GATE VALVE 8' 90 BEND W Vim§ Egi 36' COVER 8. 45 BEND ` EX SAN EX SAN NH I \\ 8' 11.25 DEN. JOINTS IN SANITARY EWER ON BOTTOM OF PIPE INV IN EACH SIDE OF WATER CROSSING. STA: 0+48.01 EL: 5295,46 O � \� ` 8'22.5 VERTIULBEND (6)5291.92 Mw/673195 /5 WA/ "8' TERLINE \ r X EX L/FT STAT/ON %'ST9 A7sn1_n � v CX 4- FORCE NA/N TO BE REMOVED TO v a C0. SEO EBNOT S SHEET �I � ,77 A8$ g F! Rq \ \ . �.. SPNE0.�3 6 11 6 \ jCC900 Of' gRZp��4• r°�p. sTym1�1 \r" ice` Air' 23 it kTS�ft�R(:FS 'IRIUTY EASEMENT f'— (y) '1W � \ LU cc) VW o 4 I FX/STING B" .TONITARY �O zVi o SEWER O J �— = o CoW ` n U3 = V LL 20 z C/) CUTILITY \ y EX STING 54N /TARP MANHOLE \ BP. MOo oo T '. • , d < ? CRAUTIONIIIOSSING \\ -N \ \ ',\ i\ RN 5JO225 WV SC=529 155 lN V N 5797.15 \ � D4Npn Pmisn N, 15-908 Drawing TNe AA / xoRIN SAN SAN AT BLDG STA 0+10.00 OFF:0.00 ` R[M:5300.43 �' `\ \\ \ lO m °��m INV OUT (6"):5296.61 � SSS]]] ) �• \ 5310' 5300' 5290' 5280' 1 PLAN — SANITARY SEWER STA: 0+00 TO 1+70 SAN SAN AT BLDG S°bmhsl°n/R� STA:0+10.00 OFF:0.00 PIPE DUE RIM 5300.43 INV OUT (6'):5296.61 Wheat Ridge Building Divisor EX/5,7w GRADE BUILDING FINISHED 01LDING-T NR6w whBPs below. PROPOSED GRADE .__..... EL: 53002 .. - rr u � C Vim§ Egi 36' COVER ✓ CENTER SECTION OF PVC ABOVE WATER UNE. ENCASE JOINTS IN SANITARY EWER ON BOTTOM OF PIPE -. EACH SIDE OF WATER CROSSING. STA: 0+48.01 EL: 5295,46 O � 8' WATER LINE CROSSING O STA: 0+48.01 - 156.6 UF 6' PVC C900 SAN SEWER 0 3,0% oro 0+00 O+50 EL: 5293.36 EXISTING GRADE PROPOSED GRADE 1+00 PROFILE — SANITARY SEWER STA: 0+00 TO 1+7B EX SAN EX SAN NH I 5310' sIA:1+6559oEFo.vo R1-5296.80' MVM(6'J: 5291.92 /NV IN N (6't 5295.35 INV 11V N (B) 5295.15 (TO BE PLUGGED AT MANHOLE) INV /N NW (8). 5791.72 INV OUT SE (8�. 5291.72 5300' 5290' 5280' 1+50 2+00 ° NOTE EXISTING FORCE MAIN TO BE ABANDONED IN PLACE. PIPE SHALL BE CUT AT MANHOLE IN STREET, CAPPED AND GROUTED AT MANHOLE. NO DELETERIOUS MATERIAL SHALL BE ALLOWED TO ENTER THE EXISTING MANHOLE OR SEWER SYSTEM. CONTRACTOR SHALL CONTACT WHEAT RIDGE SANITATION DISTRICT AT 303-424-7252 AT TIME OF FORCE MAIN ABANDONMENT TO ARRANGE FOR DISTRICT OBSERVATION OF CONSTRUCTION. NOTE S°bmhsl°n/R� SANITARY LATERAL TO BE CONSTRUCTED N H 0900 PVC PRESSURE PIPE DUE TO PROXIMITY OF WATER UNE. ity of Wheat Ridge Building Divisor NR6w whBPs below. Call before you dig. DaM S°bmhsl°n/R� —M016 CD SUBMRTAL MOM16 CD RESUBMITTAL rr u � C Vim§ Egi G� B �T O � O �T v v a C0. 5 A8$ g F! Rq FF Of' gRZp��4• r°�p. sTym1�1 01,p i3 40551 f ice` Air' 23 it kTS�ft�R(:FS f'— (y) '1W co wID o n z LU cc) VW o I" �CEQ �O zVi o O J �— = o CoW ` n U3 = V LL 20 z C/) J —X U NN LL 0 w Q C' v J w D4Npn Pmisn N, 15-908 Drawing TNe SANITARY SEWER PLAN & PROFILE Da � No C05 STORM SEWER PLAN & PROFILE 1 COLORADO DEPARTMENT OF TRANSPORTATION/COLORADO pEPARTMENT I STA: 3+39.50, 0.00' OF TRANSPORTATION / 60-1 I STM A EMERGENCY C06 30' RGENCY SPILLWAY 5TA:3+76.63 / RIM:5294.78 INV IN (30) 5284.98 / !NV OUT (24) 5�8' .43 FES 3 OUTLET STR SEA 3 88.50 STA:1+24.98 112 (248):5283.12 PROPOSED 10' AN RIM:5291.29 /POND MAITRENANCE INV OUT (30'): 5287.00 CAUTIONIII 15 ACCESS ROAD L HEAD SIGN z+oo 1+00 �a 4+00 / W ,?o , OVER3+00 PROPOSED GROUTED RIPRAP / \ 201 LX11.7'CY)OF' • _ ' t O1 5F12 • COYO� PERMANENT STAKES I ND IMPAR T- 2 _ RANT t TE WILLOW STAKES IN RIPRAP APRON. COLTF-IS DEPARTMENT 0+00 55 iA �� _ _ "" 15 ]I'. 1 -FOOT SPACING OF WILLOW STAKES IN . SO x10' GRID CK TRANSPORTATION / N2 e� ^W � � ,. PROTECT UNDISNRBEO WE7lAND AREAS. �' sra: Ir61.38, 0.00' O_ I RCP IID% LF @ i.30' Gl. . Q 5fORM -, I ROW SPREADER COMPRISED OF WATER �4+18 THREE(3) T NATIVE BOULDERS `��^,y1L'L'!��RE STORM SEWER CONN����.;.{{��N 30.0 Q ' lO.O CFS ALLOWABLE FLOW psTE / NA'L i0 s1I POND EIEkDRAINAGE EM /t -APPROXIMATE LIMITS OF REC. NO. Z015120340 TEMPORARY WERAND IMPACT _ WQCV WSE=5290.41 TD SF Inc /mz u -♦ IX/SANC r j � _ _ actecwav 61.91E D � I A 24" X 38" NERCP HERCP I >\ X8'1 —� sa I C...t STORM SEWER I' i m � M ENCASE i sR � o 1 EXIEM OF .j i / i/ sv.vi tt OFF:7 ) sxsa.la �- IX/S71NC �, szsF tz I 8..00' EXIS77NG CONCRETE PAIN CO RE71AN05 ��LORApO DEPARTMENT 'I a I \ I OF TRANSPORTATION ET2GE OF SWA' 0 m n THOMAS AND ISABEL ABBOTT cc O CREEK l ELLE OF WARP !° WATER QUALITY POND OUTFALL - STORM SEWER PLAN A = END HEIGHT OF FLARED END SECTION OR AS SPECIFIED BY THE ENGINEER. < 3:) GRADE /TOP OF / WALL LENGTH 36 12 -5 012016 CD RESUBNRTAL NOTES: 42" ELEVATION VIEW 1. IT IS THE DESIGN I ENGINEER'S RESPONSIBILITY TO 48"7'-6" EVALUATE THE SITE CONDITIONS FLARED END AND PROVIDE FINAL DESIGN OF HEADWALL, FOOTING, AND SECTION REINFORCING STEEL. I 19'-6" 2.INSTALL J0114T FASTENERS 60" TO JOINT IMMEDIATELY 21'-6" r UPSTREAM OF OUTLET. LOCATE 66" AT 10 -O'CLOCK AND _ 72" 2 -O'CLOCK. 24'-0" FLARED END SECTION DOWNSTREAM SCOUR PROTFCTION B = 20,s0 OF NOT SHOWN DOWNSTREAM RIPRAP AND 3' MIN. 4 LFOOTING FOR PIPES PROFILE GREATER THAN 48" HEADWALL DESIGN TABLE PIPE SIZ,EI 1 FNGTH (uu 18" 7'-0' 24" 8'-0 30' ROUND SIZE EQUIVALENT FOR A 30" 10'-0" 24'M x 38' W HERCP STORM SEWER 5320' 5310' 5300' 5290' 5280' 5270' 36 12 -5 012016 CD RESUBNRTAL -COLORADO DEPMTMENT 42" EXISTING DRAINAGE 5'-9" I OF TRANSPDRTATION 48"7'-6" I I - 54" I 19'-6" 60" 21'-6" 66" 22'-6" _ 72" I 24'-0" FLARED END SECTION (FES) HEADWALL DETAIL 5320' 5310' 5300' 5290' 5280' 5270' 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 WATER QUALITY POND OUTFALL - STORM SEWER PROFILE FLOW SPREADER EXIS7714Y1 CONCRETE COMPRISED OF THREE (3) 3' DIA NATIVE BOUIl)ERS I-32.T-�( II - II EllI1E1 I III III -III LI II .III -III- -III III -� -I I-1 I i- =1 I 1=11 i- GROUTED TYPE L RIPRAP SECTION 12.7'W x 12.7L z 1.37 B STORM SEWER OUTFALL C06 Nr5 PROPOSED EYISUNG CONCRETE WALK CONCRETE WALL( li LO}; Iy.I11��Iy.�l1.yv�� 5320' 5310' 5300' 5290' 5280' 5270' m P labs■m) City of F— 37.0' Wheat Ridge ----moi 4:1 SIDE SLOPE I I- (rP)� (ding Divison, ' J EMERGENCY SPILLWAY WEIR CO6 NT5 15 Know. whars below. CaII before you dig. Date SuLmLcUen /Revbim a1erz616 cO sueNrrTAL 012016 CD RESUBNRTAL -COLORADO DEPMTMENT SUWECT PROPERTY _ EXISTING DRAINAGE EASEMENT I OF TRANSPDRTATION " S OUTLET Six I I - STA:I.24.98 I 38 FUM 3WM:52 529,0 INV OUT (30'1:5287.00 _ I STM MH POPOSED GRADE 60 -IN INNER DIA SIA:3+26.63 I EX/ST/NG I e CONCRETE PATH JWI'�WSE: 529041 1 -_-_--INVQUI(24) 528 .43 I00 -YR HYDRAULIC GRADE LINE G a o a2 COVER. 1.11' _.... ec�Q`p - �ppppppgg \ STA: 3+79.83 Ile g m E S ;8ci r EL: 5286.52 PROPOSED WATERT 201.JLF@1.00Y630' 24'.38- FES QUALITY POND CL III RCP STORM I ooreRz 40551 `z1 WITH ANC ORS CIVI1. R.E S'9U R(:FS I .�. M STA: 3+95.12. W UJo Z Z 61.9 LF 0.50% a. EL: 5282.88 z Cn 'o 24" X 38" ELLIPTICAL - I XERCP 5TORM ENCASE UNDER ENCASE 10.0 C SEE DETAIL C06 z CONCRETE WAIJ( 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 WATER QUALITY POND OUTFALL - STORM SEWER PROFILE FLOW SPREADER EXIS7714Y1 CONCRETE COMPRISED OF THREE (3) 3' DIA NATIVE BOUIl)ERS I-32.T-�( II - II EllI1E1 I III III -III LI II .III -III- -III III -� -I I-1 I i- =1 I 1=11 i- GROUTED TYPE L RIPRAP SECTION 12.7'W x 12.7L z 1.37 B STORM SEWER OUTFALL C06 Nr5 PROPOSED EYISUNG CONCRETE WALK CONCRETE WALL( li LO}; Iy.I11��Iy.�l1.yv�� 5320' 5310' 5300' 5290' 5280' 5270' m P labs■m) City of F— 37.0' Wheat Ridge ----moi 4:1 SIDE SLOPE I I- (rP)� (ding Divison, ' J EMERGENCY SPILLWAY WEIR CO6 NT5 15 Know. whars below. CaII before you dig. Date SuLmLcUen /Revbim a1erz616 cO sueNrrTAL 012016 CD RESUBNRTAL 7H 016 NOTE ADDITION tH9/1016 NOTE UPDATE I e 3 r V � X03$ c= G a o a2 -� Ep ec�Q`p �ppppppgg C � 0 3� a Ile g m E S ;8ci r $�gEg � egg s�sF ooreRz 40551 `z1 CIVI1. R.E S'9U R(:FS I .�. M W UJo Z Z uj V w0 w a. z Cn 'o J =0 z) Q <0 u— m Q z 0 W 15-908 Drs gTNA STORM SEWER PLAN & PROFILE 1 Drex4q No. C06 5310' 5300' 5290' 5280' STORM SEWER PLAN & PROFILE 2 O FES<�` TYPE 13 COMBO INLET / / / ' STA 0+55.98 F: STA:0+1169 ST 1, 3 1 IN (IS RIM:5296.34'. RIM.5293.23 INV OUT (15 ):5295.34 INV )5293.16 E 3�l:1a5 INV OUT (15) 5291 99 [NV IN (15 ):5291.29 8' WATE0. LINE ( \ P'- 716IG LF 6"CONCRETE PoURED INTEGRAL W/ 1+07 TRICKLE CHANNEL EP O6 8 PLACE TYPE L 56.15f10RM @I3`8%' _� . N� BEHIND 5-W110-1.37 OP .00 UTI(Il'/ CROSSING • 19.2 LF15' CL III RCP V STORM @ 3.67% 5310' 5300' 5290' 5280' 0+00 0+50 1+00 1+50 0 STORM SEWER CULVERT i - STORM SEWER PROFILE o (emu86r(m - - 56.7 LF 15' CL III RCP STORM @ 3.85% W-16 CO SUBMITTAL BLDG H Q PROPOSED GRADE 8" WATERLINE8'GATE EP:1+05.44 EX/577N. GRADE VALVE. -SX6 T£E 100 -YR HGL' _HYDRAM lI �i _ 8'90 BEND 19.21E 15' CL. RCP LF 15' CL 111 RCP TYPE L WRAP EL: 5300.96 _ SWxS'Is1.3T RM STO@ 3.67%% RIM:5302.90 STORM @ 2.D3% RIM:5301.37 OUT (15'7:5300.96 / E INV Iry (15"):5299,43 STA: 0+9 441 e 9 C21 O+DO EP.1+A5. CONCRETE TRICKLE CHANNEL 4 FXIS7MG GRADE - �- P0.01OSED GRADE BR D+DD. � CURB O � , NORM • 0 V Bs3 a2 RIPRAP STORM SEWER CULVERT 2 - STORM SEWER PLAN 100 -YR HGL - c Cv R 3 C21 STA:041530 STA: 0+57.79 � el :B EL:. 529539 EL: 5293.50/ - 8" WATER LINE CROSSING v�lyp" FES -5 o:a i 4D551 4i STEL:A: A: STA: 8 5292.]9 5292.00 ui EL: 5291.21 C21 5291. 2, z UJ 1 I L 05 Q w O TYPE 13 CONGO INLET � Q � U)o z co OJ STA:0+11.69 J - (0 U l RTM:5296.34 LL Q z (n J [NV [N (15'):5293.16 - cf) W INV OUT (IS"):5291.99 G..Ig6 P1)4G No. 15-908 D,Wg Th STORM SEWER EX/S71NG GRADE m PLAN & PROPOSED GRADE PROFILE 2 Drawi+g No. C07 5310' 5300' 5290' 5280' 0+00 0+50 1+00 1+50 0 STORM SEWER CULVERT i - STORM SEWER PROFILE o (emu86r(m 5320' 5310' 5300' 5290' GRgOE PROPOSED GRADE W-16 CO SUBMITTAL BLDG H Q SP:O+00 8" WATERLINE8'GATE EP:1+05.44 _6' GATE VALVE VALVE. -SX6 T£E 100 -YR HGL' _HYDRAM lI �i _ 8'90 BEND LF 15' CL 111 RCP TYPE L WRAP EL: 5300.96 5TM FES -I STM FES -Z STA:0+09.44 75.4 015" CL 111 RCP STA:0+84.88 SWxS'Is1.3T INV RIM:5302.90 STORM @ 2.D3% RIM:5301.37 OUT (15'7:5300.96 / E INV Iry (15"):5299,43 STA: 0+9 441 e 9 C21 O+DO EP.1+A5. g C � li FXIS7MG GRADE - �- P0.01OSED GRADE BR D+DD. +� NMIH O � , NORM • 0 V Bs3 a2 9 STORM SEWER CULVERT 2 - STORM SEWER PLAN 5320' 5310' 5300' 5290' 5320' 5310' 5300' 5290' 0+00 0+50 1+00 1+50 STORM SEWER CULVERT 2 - STORM SEWER PROFILE o (weI®em)m IF cay of wheat Ridge gu;lding pwison • 11 KNOW YJb81'9 beIDW. Cal{ before you dig. Da GRgOE PROPOSED GRADE W-16 CO SUBMITTAL 626/N16 GO RESUBMMAL SP:O+00 EP:1+05.44 100 -YR HGL' STA: 0+15.00 LF 15' CL 111 RCP EL: 5300.96 _75.4 STORM @ 2.03% fT5 STA: 0+9 441 e 9 C21 EL: 5299.29.2 4 C21 g C � Fn 8 $3g3$ X02 FXIS7MG GRADE - �- P0.01OSED GRADE qy5£ 5320' 5310' 5300' 5290' 0+00 0+50 1+00 1+50 STORM SEWER CULVERT 2 - STORM SEWER PROFILE o (weI®em)m IF cay of wheat Ridge gu;lding pwison • 11 KNOW YJb81'9 beIDW. Cal{ before you dig. Da .1R.wmm W-16 CO SUBMITTAL 626/N16 GO RESUBMMAL g C � Fn 8 $3g3$ X02 c: qy5£ 0- Eas8 O � 0 V Bs3 a2 9 qlf all c Cv R 3 � el :B Di v�lyp" `�r'aF o:a i 4D551 4i Hie _ J vi[ RESAL R(:ES ui o z UJ 1 I L 05 Q w O d � Q � U)o z co OJ J _ (0 U l LL Q z (n J C)o cf) W G..Ig6 P1)4G No. 15-908 D,Wg Th STORM SEWER PLAN & PROFILE 2 Drawi+g No. C07 - CLEAR CREEK EDGE OF WATER TEMPORARY I su0rtdszlm -- CLEW CREEK EDGE OF B.WK - PROPERTY LINE - FLOWATIADER "Wfl sS COMPRISED OF THREE L/M/TS3) GRADING PLAN EXISTING MAJOR CONTOUR 3' NATIVE BOULDER�7A"RRo"M"f G EXISTING MINOR CONTOUR APPROXIMATE LIMITS OF I WETLANDS IMPACT 8.0' EXIS77WO - CONCRETE PATH 2 EX/ST/NG RIM:5285.8� OEC/OUOUS INV IN (24'):5283.12 TREES PROPOSED GROUTED TYPE L RIPRAP TBR 61.9 LF 24' RCP STORM%EW 12,2'. x 12.71. 1.37 56.7 LF IS- RCP STORM SEWER � (PERMANENT WETLANDS IMPACT) ttPE 33 COMBO INLET EX/SnNG P/N/ON PINE TREE COMBO 96.34 INLET TBR INV IN (15'):5293.16 REMOVE & REPLACE FENCE INV OUT (15'):5291.99 EX/S7/NG BILLBOARD S/ON / s 19.2 LF 15' RCP STORM SEWER SIM MH �\ RIM.5294.38 FES-% INV IN (30'):5284.98 RIM:5293.23 URCNIII INV OUT (24'):%283.43 INV IN (1%)5291.29 1 PROPOSED GROUTED _ \\ CAI BOULDER RUNDOWNS �1 OVERHEAD SIGN - STORM WATER DETENTION EASEMENT / sl ' 2'WIOE CONCRETE ssl.la 201.7 LF 30" RCP STORM SEWER TRICtttE CHANNEL PROPOSED FIRE ORKINGELEVATIUALRY PO 4D RANT m x ORaNAC£ \` EASEMENT 2' WIDE TRICKLE 45.9 LF 30' ...-� // CHANNEL % / szse / l SI"YY RCP STORM SEWER 0 I% S-9 INV " OUM1ET SIR ul WATER RIM291.287 INV OU!(30'):5 :52.0.POND 1 � x szsa xss» sx �� I'm 734; \ saslm J � sw0. \ 8' BUILDING s\\ s� �szss s�isaa A sxsP.,slsl� STEPSAT 50'INTERVAL$VALS x sl s ♦ � uNEll g, s � 1 x /-. PROPOSED la / FIRE HYDRANT ' \ .l4`L RELOCATED BILLBOARD \ UNDER SEPARATE PERMIT \ sm \ W f\ sm 30.0' WATER EASEMENT �\ \. st IXLST/TO fEMCE REMCV UIRBY PLEE 4'GO. 'T'TF�STq \ O E4MW 'S8 Y 150FENCE TO BE \' RE.0' MOVED AND REPLACED REFERTO GRADING DETAIL 1 ON SHEEP C. GRADING PLAN DETAILS I III 5797.14 ,s rra it r oru nn wew+ ry Q i is P,.4l 1 MATCH EXISTING GRADE AFE54 Irry our (15•):sz9sa4 IX/5"nNG ELECTRIC LINE g! 3 0 ) EX/SLING CAS LINE EXLSAN WATER L/NE PROPOSED GAS LINE 1 ;'s Fr WATER VALVE j TO BE REMOVED B sr.zl EX SANITARY S7RUCTURE J �`!^'TO BE REMOVED i �...Y. EXIS77NG. SANITARY MANHOLE R/M-5298.80 1 /NV N (4 -?PW) -5295.J5 • 1WV S (B- 0/P)=529515 M - 1W NW (B 0/P)-5291.72 /NV SE (BD/P)-529472 PROPOSED 4' SANITARY SEWER J 8.O' UTILITY EASEMENT `)._ �m \ MATCH EXISTING GRADE SIN/IAA)" z551OM j 1WSF5 MANHOLE R/M=5302.25 /NV SE 57.155 /ANN 529].15 .SRA FES 2 MM:S301.37 INV IN(15'):52"A3 REFER TO GRADING DETAIL 2 ON .SHEET C09- GRADING PLAN DETAILS 75.4 LF1.5' RCP STORM SEWER ,\ MATCH z� � EXISTIN�'y GRADE9311 )ys `ssoia �R /5100. I silos: \ i^ / s o / ro 1 - EX/SnNG i \ STRUCTURE i.j TO BE IIm �_. v REMOVED p 77 (/1C1/`J `sml 1i1 � GRADE ABOVE F EASTANON WALL r m STM FES -1 \\.✓f/ a�l� M/(///// / / INV OUT (15'):5300.96 SEHIGN MAX RETAINING WALL TO BE EMTRUCR/RE I.II r TO EX/SnFENCE \ 70 REMAIN LEGEND: su0rtdszlm of PROPERTY LINE - EXISTING EASEMENT Y=Wll CD EXISTING MAJOR CONTOUR 'uilding Diviso EXISTING MINOR CONTOUR EXISTING FENCE '-� EXISTING FIRE HYDRANT 740 PROPOSED MAJOR CONTOUR �% PROPOSED MINOR CONTOUR PROPOSED ASPHALT PROPOSED CONCRETE PROPOSED BUILDING X FINISHED GRADE ELEVATIONS DIRECTION OF FLOW - EXISTING CHAINLINK FENCE EXISTING GAS LINE EXISTING WATER LINE EXISTING STORM SEWER - - EXISTING IRRIGATION EXISTING BURIED ELECTRICAL EXISTING OVERHEAD ELECTRICAL EXISTING SANITARY SEWER NOTE TO CONTRACTOR: NO GRADING FOR DETENTION PONDS OR DRAINAGE CONVEYANCES SUCH AS SWALES AND STORM SEWER, SHALL OCCUR WITHIN TWO (2) FEET OF ANY PROPERTY LINE. NOTE MODULAR BLOCK RETAINING WALLS OVER 4.0' IN HEIGHT SHALL BE ENGINEERED (REFER TO STRUCTURAL PLANS). WALLS LESS THAN 4.0' IN HEIGHT TO BE DESIGN -BUILD. GRADE BREAK 14 jor APPROVED av: ?-WM COMMENTS: _C,5n0Ll*7T- WI City su0rtdszlm of 4182016 Wheat Rage SUBMIRAL Y=Wll CD RESUBMITTAL 'uilding Diviso 11 o,, • Nnow what% below. Call beton: you dig. su0rtdszlm / ReNdw 4182016 CO SUBMIRAL Y=Wll CD RESUBMITTAL V C EgY S� 2� °as8 0 V 0 ^�pp Vem 1 -c- 0 F E SA V � E Ou i� 40557 fi Fa �� ryr ;i W co o Lu z Q occ) V WO a - < Q I z in J J o OJ O = �O/ LL Q CSW�rl V LL 2 o z `2^ CN/) J x OLLJ LL Q LuL C/) D41)gA P'*l No. Da 9TN4 GRADING PLAN DraWg N4. C08 GRADING PLAN DETAILS �.s rnxvml^� aov ,wxu± r2ersus'x1s AaxNva, msxa69R•N suareRw x emTzs�. r.saecrras'. mum s.tm:aO.a,a. t v esb6ec'•X •._a_ ., LEGEND: i - - 7� MATCH EXISTING GRADE PROPERTY UNE NOTE TO CONTRACTOR: EXISTING EASEMENT NO GRADING FOR DETENTION PONDS OR DRAINAGE CONVEYANCES SUCH AS SWALES EXISTING MA30R CONTOUR AND STORM SEWER, SHALL OCCUR WITHIN EXISTING MINOR CONTOUR TWO (2) FEET OF ANY PROPERTY LINE. EXISTING FENCE EXISTING FIRE HYDRANT PROPOSED MAJOR CONTOUR NOTE ]3E MODULAR BLOCK RETAINING WALLS 4.0' IN PROPOSED MINOR CONTOUR HEIGHT OR GREATER SHALL BE ENGINEERED PROPOSED ASPHALT (REFER TO STRUCTURAL PLANS). WALLSLESS THAN 4.0' IN HEIGHT TO BE DESIGN-BUILD. PROPOSED CONCRETE ® PROPOSED BUILDING XXXX FINISHED GRADE ELEVATIONS �. DIRECTION OF FLOW EXISTING CHAINLINK FENCE EXISTING GAS LINE I EXISTING WATERLINE EXISTING STORM SEWER EXISTING IRRIGATION I EXISTING BURIED ELECTRICAL EXISTING OVERHEAD ELECTRICAL EXISTING SANITARY SEWER I I S ELECTRIC LINE NO CURB H � 99 -�jsy� Y 52.74 G4S ZINE ., 5299.68 52�\t - 1 5299.119 Sp19 699.60 5298.32 68 5299.10 7NG WATER G/NE 5299:89 - I 5299.74 520 12 1 /5299./3 t�••i _15299.78\EN/5T/N S4/J/TARY MANHOLE \ \ \ �L�\� R/M=531 ?5 5299.89 3 /NV 5E=5?87.15, 5299.83 NO N=519715 PROPOSED GAS LINE \ 52".8 5300.52 99.8 9 52 .68 \ F.05 \ 5299.56 5300.56 S3 5299.48 �\ 6 , 530 03 \, \5299.33 5307.2 J.9 GRADING DETAIL 1 \ a . i - §30v.06•'� ` �' \ 5307.48 5300.28 5306.56 \ 5301.77 \ 53D0.54 5301.05 5301.29 _ - \ 5301,66 \ '! 5301.71 5301.14. STM 53M. .39 INV IN 015') 5301.39 \ \ [NV IN (35'):5299A3 5301.34 \� 5307.25 '- - 5302.61 - X5307.33 A 5307.38 �\ / 5307.98 NO CURB HEAD 5307.37_ 5304.06 5308-96 \\ 5302.12 1 '�L/ j? 30e4 '\ 5302.33 5304.16 5308.82 NO5CURB .sHEAD. 5308 94, II _ 5308.98 �y MATCH EXISTING GRADE Z21 \ill 5507 u 5309.09 5309.46: D '\ 31 Y � G H.n , s3ol.es BLD I �s3o9.37 BL \ 5309 .57 5302.12 `s'� \ I 5302.33 \ \' 5303.OU 5302.12 5300.95 5302. 5310.08 S309.i I 46 0 /5309.9753113.0 _5302']8 � I / -. 4 :15310.61 R7 GRADING DETAIL 2 �® 21r�XaBM o � 6� r'' o o, aG, O � w'.us below. Ballbet poudig. Dab Subbbs ,R� 4118/2016 CD SUBMRTAL 6/202016 CD R6SUBMRTAL � h As E 0, a$B 85 V o5€g u $ R 'C 8 o €$ 8 fie w'd � :Au oV or��Os�ti� Uf�2 °£! i� 40551 is :-IVIL RES-91�RGF.S W (] Uj CD lf) Z W Ib LLI W 0 ����� a U) Z 0 O -f J _ ,0 LLV z _j 0 LLJ ii C >>Q OeNgn PraleU No. DbwNg TiBe . GRADING PLAN Draxig DETAILS �. C09 STREET SECTIONS BP.' -0+00.00 BEGIN 4' SINGLE WHITE UNE BEGIN MARSHALL - - - - ._ - .-� STA: 4+45.46, 112.50'R STREET ALINGMENT f "r nT L=$22.51' I BLE YELLOW LME Q=32.54 - SAW CUT LINE 6' q0U !, ry O O Chord Length=515.52 DOUBLE YELLOW LINE R=920.00 XD N BEGIN WIOENINGr` I p-^ N f STA: 0+13.90, 8.51' 0. - O O e4 + L. O T c- , Ir1 O O O O O O O O G O / J N d ', I N 'I J - f� O ' O O , O O . p I IA II J lf1 -.1_. VI .�.'_..._....... I 4- SINGLE WHITE LINE 1 ~ �} _.._._ i._..In +.__.. _� ^ J O J {� �'� O '� If1 ,' J O ''J N N } M 1` + 2ai00 U + 1 N J In J r 3 IA 4+00 ` BEGM 4' 61NGkE WrIRE LINE N Ul + -.. lit N_�_ t .. VISION CLEARANCE TRIANGLE J !1 ` - _ _ N _ _ - .+' -STA: Ii 34, 12.4B'R. ..---.. - - - - A J END SINGLE WHITE LI N MARSHALL REEr 7 � - - 3 835 a�0 START: 4' SINGLE WHITE LINE STA:O+]ILIO, 12.46'R , r -� TO. MATSHEMSI -p ; -. , , 5➢ILL U T PLAN VIEW - MARSHALL STREET CROSS SECTIONS 5310 5310 w� O Iry 40 O 5300 5300 J i SA CUT OFF:1 6, EL: 296.6 5290 5290 Sean s2so 5310 5310 5300 5300 g m w O I Ow 0 O 3+25.00 4+12.26 o w g.. o m it a 'MATCH - -1. 5310 5310 5300 5300 5310 5300 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 0+16.38 1+25.00 2+00.00 2+75.00 3+50.00 5310 5320 5300 5310 5290 5300 m w O I Ow 0 O 3+25.00 4+12.26 O Yo 3 O m O 3 m it a 'MATCH - 120 1 1 EXISTING EP.5+22.51 4- SINGLE WHITE LINE STA: 4-2.83,12.50'P. 1151ON CLEARANCE TRIANGLE IF. 5310 5300 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 0+16.38 1+25.00 2+00.00 2+75.00 3+50.00 5310 5320 5300 5310 5290 5300 5310 -10 5300 5300 I m w O I Ow O 7n O 3+25.00 4+12.26 O Yo 3 O m O 3 m it a 'MATCH - 120 1 1 EXISTING EP.5+22.51 4- SINGLE WHITE LINE STA: 4-2.83,12.50'P. 1151ON CLEARANCE TRIANGLE IF. 310 5331 5310 -10 5300 5300 I m w O I Ow b 2+50.00 3+25.00 5310 5310 5300 5300 O I � 0° O -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 5310 5310 5300 5300 u a m a LLD I _ 2+50.00 -zo.o 40.0 0.0 10.0 20.0 30.0 40.0 50.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40,0 50.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 0+50.00 1+50.00 2+25.00 3+00.00 3+75.00 5320 5320 I 5310 = ry 5310 3 �o 5300 5300 5290 5290 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 0+75.00 1+75.00 2+50.00 3+25.00 4+12.26 D SECTION VIEW - MARSHALL STREET CROSS SECTIONS O 3 m -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 4+50.00 lo Q L " d `< C1 in CCS 7 NOTE SEE WHEAT RIDGE STANDARD DETAIL 5-601 ON SHEET 19 FOR DETAILED SECRON INFORMATION. Date END OF WORK 4NW016 " MATCH EXISTING STA: 4+62.83,0.50'R � �. O ,23 320 O y D 1,00 5y00 O 3 m it a 'MATCH - 120 1 1 EXISTING EP.5+22.51 4- SINGLE WHITE LINE STA: 4-2.83,12.50'P. 1151ON CLEARANCE TRIANGLE IF. 310 5331 -_r_ IF 1 1 ` KNOW wham below. Call before ym dig. -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 4+50.00 lo Q L " d `< C1 in CCS 7 NOTE SEE WHEAT RIDGE STANDARD DETAIL 5-601 ON SHEET 19 FOR DETAILED SECRON INFORMATION. Date $.Goch.] ReN9on 4NW016 CO SUSN TTAL I � $ 5321 320 D w 3� ry o O 3 m Oil 310 5331 -_r_ -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 50.0 4+50.00 lo Q L " d `< C1 in CCS 7 NOTE SEE WHEAT RIDGE STANDARD DETAIL 5-601 ON SHEET 19 FOR DETAILED SECRON INFORMATION. Date $.Goch.] ReN9on 4NW016 CO SUSN TTAL 6ROR016 CD RESUBMITTAL E oggs� 01 e3a 0 v E$ 2€g '8g co 4 ma'(i RIZO T IA G;w9 Oso 4055-gni1 £; S� •t4 _� C IViI HIS'+,. 'W1 L J O (n z 1 1 1 /T'� Do VLL 1 a F- O Q a z co Qf_,0 O C J H=o ::) G Q � CD r� LL z J 0 w/� cy)LuQ Q DeNOn Prgen Na 15-908 Dr gTNe STREET SECTIONS Dn64g No. C10 VLSIoN CLEARANCE TRIANGLE 5320' 5310' 5300' 5290' STREET PROFILE EX/S1lNC EDGE OF ASPFN[T EX/SANG EDGE OF ASPK4CT •-�.. _ `_ "� EX/SANG STRIP/NG 'I- 1 _ EDGE 4 - MARSHALL STREET LOW" STA: 2+01.32 LOW K EL: 5300.47 M STA: 2+51.32 M ELEV: 5301.32 K: 63.40 LVC: 100.00' LOW PT STA: 3+64.41 LOW M EL: 5305.02 PVI STA: 3+89.41 PVI ELEV: 5305.84 K: 44.40 LVC: 50.00' r 5+f5 5+00 VISION CLEARANCE TRIANGLE TYP. Ivy ` f CabeFmeymft • a, GRADE BREAK STA - 4+85.07 ELEV. 5310.058 _ l 4+50 s,w,�: o�iRam�w A PROPOSED GRADE I _3184•. -- 284•. -GRADE GRADE BREAK STAB 0+22.70 ELEV = 529].42] ' EX/S77NC 122fOE' 2+50- - 1.70% .. .._.- _ - - -- - __ - - - - - / 1+50 MIE: 2+5].39 3+00f//I-//J J 0+22.70 o$ LOW PT STA: 3+64.41 LOW M EL: 5305.02 PVI STA: 3+89.41 PVI ELEV: 5305.84 K: 44.40 LVC: 50.00' r 5+f5 5+00 VISION CLEARANCE TRIANGLE TYP. Ivy ` f CabeFmeymft • a, GRADE BREAK STA - 4+85.07 ELEV. 5310.058 _ l 4+50 -0+25 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 PROFILE VIEW AT LIP OF GUTTER PAN 5320' 5310' 5300' 5290' Dam s,w,�: o�iRam�w A SUBMMAL rsM016 CD RESUBMTTAL o$ -0+25 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 PROFILE VIEW AT LIP OF GUTTER PAN 5320' 5310' 5300' 5290' Dam s,w,�: o�iRam�w 4118rs016 CD SUBMMAL rsM016 CD RESUBMTTAL �n G oaf E 5'B 0- v � g=T .2 v AeF VI a Ov H, o$U g9F $FA 0•UCF p o;O C :may i� 40551 `zl - ,i Krti�i. u� vs w M uJ O Q u, j L f i W (D w I Q `— 1 o Q Q z O O� J =0 U LLiLL ~ L7 _ u_ 20 z C/1 J c-- C) w � Q Q _ D6N9n Pmlecl Na 15-908 DnwYp TM6 STREET PROFILE OnxNO N4. C11 CLEAR CREEK EDGE OF WATER CLEAR CREEK EDGE OF BANK APEXSDNG WETMLANOSF GESC INITIAL -GRADING OPERATIONS - - 1 - LEGEND: PROPERTY LINE CONCRETE PATH ' --� B.O' ETF PATN -- EXISTING EASEMENT ' EXISTING MAJOR CONTOUR 2 EXISTIMA , ` / - , , EXISTING MINOR CONTOUR DECIDUOUS TREES' ' IX/SRNG P/N/ON PINE TREE �� ' , T8R TRIy EXISTING FENCE EX/SnNG B2[BOARD 5/GN � EXISTING FIRE HYDRANT PROPOSED MAJOR CONTOUR 2 I -'6 PROPOSED MINOR CONTOUR SILT FENCE "+/ tS�D�� ® SEDIMENT BASIN VEHICLE TRACKING CONTROL PAD - !_LOD t _ / - - S ' CWA CONCRETE WASHOUT AREA ' ° ,3 ., [D o '' \ 55A ROCKSTABILIZED SOCK STAGING AREA i' r '�" � - fA'S7NVC ELELRi/C' LINE DRV -GE - -, IX/57/NG GAS [/NE ORA/NACE _ �.. ' EASEMENT CD / 4 ' � I,� � � 1_ TOP TEMPORARY OUTLET PROTECTION CW .. 1 � IXLS7/NG WATER L/NE - COD CHECK DAM RCP STORM i ttt/// _ \\ _ SEWER ®1% SF SEDIMENT CONTROLS BY GRADE � DD DIVERSION DITCH - A DIFFERENTIA AT PAVEMENT 5,1W M \ / p , FOR TRENCH AND ROADWAY WORK EROSION CONTROL BLANKET LIMITS OF DISTURBANCE CUT 1 f¢ry'yA'y 1,111111S4MTARY MANHOLE CUT AREA OF PROPOSED CUT SEDPaaolMENT IIASIN OSED WATER ': R/M=5298.80 TOPSOIL STOCKPILE MANAGEMENT \ QUALITY PON /NW N (8- DIP) -5295.195 5 SP \ /NV S W8' DlIP)-52 S rs /NW NW (BD/PJ-529172 BR SURFACE ROUGHENING E SB �� /\ 1 I` /NV SE (8 0/PJ=5297.72 H,FST49T - - ♦_ - - —� PROPOSED SURFACE - DIRECTION OF FLOW ' �""� rvOre __ _ _ \ ` _ �' ?�6p•� •✓litc�yU EXISTING DRAINAGE BASIN BOUNDARY - — — — — — — PROPOSED DRAINAGE BASIN BOUNDARY ( 1 - \ t DRAINAGE BASIN DESIGNATION "D MAINTENANCEFxjSTING B- sA w/ ' H PREFIX/SUFFIX INDICATES A HISTORIC BASIN \ ACCESS ROAD _ 1 1 1 \ - LETTER SFwER MNN DESIGNATION INDICATES A PROPOSED BASIN fx/SRNG SANITARY A H&F NOTE: A R/M=550225 /NW SE=5297.25 1. REFER TO "FINAL DRAINAGE REPORT FOR MARSHALL STREET SELF STORAGE,- PREPARED BY CIVIL �� /NW N=529715 RESOURCES, LLC ON FEBRUARY 2, 2016, FOR ADDITIONAL INFORMATION ON BASIN DELINEATION, RATES OF RUNOFF, AND HISTORIC AND PROPOSED BASIN OUTFALL POINTS. �j 1 \ O. \----\- ` ` ` , STORM CULVERT , EX TO Bf REMOVED PROPOSED DIVERSION DITCH - 1 v-� SF DD ` RS JF LOD �. °`- �+ EX/ST/NG STRUCTURE TO BE REMOWED ECB -A­ All Hz �' SEQUENCE OF CONSTRUCTION ACTIVITIES BMPs in Place Temporary Permanent a O i c w d p m m c �' o 3 c t O o Y 0 m E I? lu Kx ri Install lnifialBMPs X X X X Grading X X X X X X X X X X Ublitles X X X X X X X X X X X X X X Foundations X X 0 X X X X 0 X X X X Building Construction X X X X X X X X X X Palement X X 0 X X 0 loxox X X X X X Final Stabilization 0 0 0 0 0 0 X X X X X D-1. BMP b be in Place 0: DNobs BMP b be removed SEGMENTAL RETAINING WALL e / 5' HIGH MAX �'P•1%- \ S� ��- SF� /� /NTURE NOTE OBEREADIED OVEREXCAVATE SEDIMENT BASIN 3' BELOW THE INDICATED ELEVATION OF Y I fig- 5291', TO ELEVATION 5288', AT 4:1 SIDE SLOPES TO ACHIEVE THE REQUIRED DD r 'ECB-, SEDIMENT BASIN VOLUME. \ (y I LIMITS OF DISTURBANCE . 325,340 5F (7.47 AC) DEVELOPMENT TOTAL FILL - 31,582 CY (FILL EXCLUDES OVEREXCAVATION, - TSF l I PAVEMENT SECTIONS, AND FOUNDATIONS.) s I 1 NOTICE TO CONTRACTOR: I N 1IF 1. NO GRADING FOR DETENTION PONDS OR DRAINAGE CONVEYANCES - l I SUCH AS SWALES AND STORM SEWER, SHALL OCCUR WITHIN TWO \ ) (2) FEET OF ANY PROPERTY LINE, 2. REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL EROSION & SEDIMENT CONTROL REQUIREMENTS. 15 3. WHEN SILT FENCE IS NOT INSTALLED ALONG COUNTOUR LINES, USE - ]-HOOKS AS PER UDFCD DETAIL SC -1 Knex„Id,afsbLIow. Cali before you dig. ­ 4-016 CO SUBMITTAL WM*16 CD RESUBNIrTAL t � R �x • e EF C— E Y 8 p 8sF ZIn E O XE 28 EB3 E PQ Fq O�R2p F'L p f p- STti41P� Cly�9 O;O Em 40551 `LE •6 Hnx 7 I > (:IV It. RE��iI:Rl;ES W WO `) In W f^ � Z V W 0' d Q z U) o O O � �!�—^/'� = O Q VJ W H 0 Z _J - IY 0 � Cw v w 7 D'.w. Pmleq No, 15-908 D, gITNa GESC INITIAL - GRADING OP ATVINIS DaWq No. C12 CLEAR CREEK FIX OF WATER APPROX/MA7E LM//T5 O CLEAR CREEK EOCE OF BINK. - EX/ST/NG WETLANDS I ,i- R9�11RN �lll �DETAILED BELOW GESC INTERIM - INFRASTRUCTURE OPERATIONS I Is arN�F.„o 'Sw LEGEND: � B O' EX/ST/NG loe�ev_ CONCRETE PAIN I % - - _ fes -3 _ •� ` PROPERTY LINE SW _ RI %!7 �_ �- - �. INV Iry (z4.75293.1 EXISTING EASEMENT 61.9 LF 24• RCP STORM SEWER 56.7 LF 17 STORM SEWER �sloN cTTRIANGLE ' 1 EXISTING MINOR CONTOUR Arcnala I "" ( ) I�.. NL ma szv J INV IN RI :5296.34 3 I EXISTING MINOR CONTOUR 13 COMM>F� 1 REMOVE 6 0.EPlACE :ENCE INV OUT(15'I:5291.99 (--- - --- -- - EXISTING FENCE °MC TER SIM MH I = 19.2 LF ss acv STORM SEWER I EXISTING FIRE HYDRANT RIM:5294.28 FFS-5 ` INV IN (30'):5284.98 TNV CUT (24'):5283.43 _ - - J 15F):5293.z3 PROPOSED MAJOR CONTOUR _ INV IN 115'7:5291.29 c51 [nunOxN� / PROPOseO GROUTED � ! ` 3 - PROPOSED MINOR CONTOUR OVERHEAD SIGN BOULDER RUNDOWNS (TYR) LOD PROPOSED ASPHALT LOD / STORM WATER DETENTION EASEMENT - / I PROPOSED CONCRETE FES -0 i i A RIM:s297.n PROPOSED BUILDING 201.7 LF 30' RCP STORM SEWER 2' WIDE CONCRETE //iF \ INV CUT (15'):5295.34 TRICKLE CHANNEL E / - _ W / Z _ ` XyyK FINISHED GRADE ELEVATIONS DIREON OF FLOW EX 30.00' ST SILTCTIFENCE DRNAMCE / i -� � 1 a o c ` y EASEMENT T WIDE CONCRETE 56 SEDIMENT BASIN H C TRICKLE CHANNEL / l' ` 45.9 LF 30^ _ �' , VTC VEHICLE TRACKING CONTROL PAD RCP ow SEWRB I% /�' '�-J \ / -` A _ F� 3 I 1 SEDIMENT CONTROLS BY GRADECONCRETE WASHOUT AREA O I DIFFERENTIAL AT PAVEMENT SAW CUT �wA FOR TRENCH AND ROADWAY WORK STABILIZED STAGING AREA / i �-• � � 1 \`'� ,\ '- ® ROCK SOCK r✓ W i f \ V! 1 N , TOP DIVERSION DITCH DIMENT BASIN TEMPORARY OUTLET PROTECTION DWATER OUTLET STa / t { - ROPose� \ � � L `. ) � CD CHECK DAM ITY RIM:5291QUALPON I `:. -• '� , �. INV OUT (30'):528).29.00 BLDG A - \ \\ \ ® LANDSCAPING \ 6p•ROA``�'I'L/ !CB EROSION CONTROL BLANKET SEE NOTE \ 'I \ \ \ LD ` \ \\ �n \ - I, \\ LOD LIMBS OF DISTURBANCE �I j \ 1�'� \\T y, SURFACE ROUGHENING PD ND MAINTENANCE y D ff 1 \ 6p+1 •� ACCESS ROAD � BLDG�V� ss' ��\ STRAW WADDLE NOTE: NLDG F ' f`/'^J� \ \ \ _• \ 1. REFER TO 'FINAL DRAINAGE REPORT FOR MARSHALL STREET SELF STORAGE,' PREPARED BY CIVIL 'f _ T,I• \ ® RESOURCES, LLC ON FEBRUARY 2, 2016, FOR ADDITIONAL INFORMATION ON BASIN DELINEATION, BLDG G ` `` - L �' : ` ST. FEs-2 RATES OF RUNOFF, AND HISTORIC AND PROPOSED BASIN OUTFALL POINTS. \ INVW01.37 INV [Ff(15'):5299.43 \ 'RJ \ i / 'ji ` \,7 \\ ✓ - ` 75.4 LF IS- RCP STORM EX STORM CULVERT jI \ i\"s.116 �8LDG H �\I BLDG, t - PROPOSED DIVERSION DRCH W ��\ \\ -` �• � �. 1 ( R /' \`.. i - - \� EX/STING STRUCTURE 1 TO BE REMOVED 3WATER EA \ EASEMENT / GRADE NBOVE FF EAST AND NORTH WALL STM FES. ��� Ii1M 5302 90 INV OW(15'): 30-6 SEQUENCE OF CONSTRUCTION ACTIVITIES f"--_-- CLEAR CREEK EDGE OF WATER APPROXIMATE LIMITS O r- CLEAR CREEK EDGE OF BANK EXISTING WETLANDS ROPOSEDTVPE L FLOW SRFADER BMPs RIVE COMPRISED OF THREE (3). APROMMATE LWITS OF 12.7-W.12.7-31 3' NATIVE BOULDERS Y WETLANDS TEMPORARY AND WILLOW PLANTINGS VS WETIAADS IMPACn _ REMOVEAND- . Sw Temporary RER ACE -SIDEWA RANELS- � ` - 7I� ■ ■ )1 8.0' EXISTING 'a CONCRETE PATH -.-::,- - FES -3 _ 111.:5285.87 sw w oo -' INV IN (24'):5283.12 61.9 LF 24• RCP STORM SI WER E EX/STINC DEC/OUOUS �Eo C8 TBR t REMOVE &REPLACE FENCE q` 8 O0 EX/SRAV BILLBOARD SIGN CX/ST/NG PINYON a O PINE TREE 69 TBR STM P 52 RNV IN 94.28 F INV INT � a (24'5284.98 INV OUT (24'):5283.d3 1 Ol0jtZ0 CAUTIONIII w a 40551 OVERHEAD SIGN i - - \� EX/STING STRUCTURE 1 TO BE REMOVED 3WATER EA \ EASEMENT / GRADE NBOVE FF EAST AND NORTH WALL STM FES. ��� Ii1M 5302 90 INV OW(15'): 30-6 SEQUENCE OF CONSTRUCTION ACTIVITIES l Re4Nm 4M8r2016 CD SUSNIFI TAL W20TM18 DO RESUBMITTAL BMPs in Place Temporary Permanent _ �Eo C8 Q-$ q` 8 O0 S a O i S 69 AcWty P F v � a v Ol0jtZ0 C) w a 40551 IVI��ES M W U (n W I oD O Pal 10 g -. Z O OJ 0 2 Q `m Q )^� vU) LLJ � J T Oz /Cn Li- W 0 < Q C/) LL1 DeNpR "M No. 15-908 U a GESC INTERIM - INFRASTRUCTURE OPERATIONS c 'g v m o = o� LVOT ?� O � o � g� a H @ o a t• T � o Ud d 53 m- °W l N ._ A n a i a a Install Initial BMPs X X X X Grading X X X X X X X X X X Utilities X X X X X X X X X X X X X X Foundations X X 0 X X X X 0 X X X X X X Building Construction X X X X X X X X X X X X Pavement X X 0 X X 0 X X X X X X X Final Stabilization 0 0 0 0 0 0 0 0 X X X X X D-bs BMP b be in place O: D ..bI BMP b W reeaved SEGMENTAL RETAINING WALL 5' HIGH MAX STING STRUCTURE NOTE To S` 70 BE REMOVED OVEREXCAVATE SEDIMENT BASIN 3' BELOW THE INDICATED ELEVATION OF 5291', TO ELEVATION 5288, AT 4:1 SIDE SLOPES TO ACHIEVE THE REQUIRED \ / / SE°IMENT BASIN VOLUME. LIMITS OF DISTURBANCE = 325,340 SF (7.47 AC) �\ DEVELOPMENT TOTAL FILL = 31,582 CY (FILL EXCLUDES OVEREXCAVATION, \ l PAVEMENT SECTIONS, AND FOUNDATIONS.) I RgOH fit \ . � NOTICE TO CONTRACTOR: (B mn \I I II 1. NO GRADING FOR DETENTION PONDS OR DRAINAGE CONVEYANCES SUCH AS SWALES AND STORM SEWER, SHALL OCCUR WITHIN TWO (2) FEET OF ANY PROPERTY LINE. 2. REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR , ADDITIONAL EROSION & SEDIMENT CONTROL REQUIREMENTS. \ 3. WHEN SILT FENCE IS NOT INSTALLED ALONG COUNTOUR LINES, USE (.� J -HOOKS AS PER UDFCD DETAIL SC -1 Knout whats below. _ Call before you dig. Dab 6PMission l Re4Nm 4M8r2016 CD SUSNIFI TAL W20TM18 DO RESUBMITTAL _ �Eo C8 Q-$ q` 8 O0 age p�gg�4 i S 69 C (] j P F N! � 3�P Ol0jtZ0 E`oW .'1° `rT`�StO O O a 40551 IVI��ES M W Co o w (n W I oD O a \ < U) �' Z O OJ 0 Jrrte = Q )^� vU) LLJ J T Oz /Cn Li- W 0 < Q C/) LL1 DeNpR "M No. 15-908 Dvd gTIM GESC INTERIM - INFRASTRUCTURE OPERATIONS D,eWg Na. C13 F CLFAR CREEK EOOE OF WATER A 515 / - L/MRS -71 -� —CLE -4? CHEEK EOG£ Of 6INK" EX/ST/NC WFT[ANAS I�DEATEDBELDW GESC FINAL - FINAL STABILIZATION B.0' EX/SIINC -- - - CONCRETE PATH I - " IN ECB SW V IN (2487:5263.] — �i i `....•. `r X1.9 11 21- RCP STORM SEWER I LEGEND: ON DISTURBED SLOPE / VISION CLEARANCE -- 56.] LF IS' RCP SEWER TRIANGLE .I TYPE 13 COM60 INLEF MM:5296.34 3 - - - - PROPERTY LINE -, REMOVE S REPLACE FENCE q1 I INV IN (15'7:5293.16 INV our (15'):5291.91-` 4 ` -- - - EXISTING EASEMENT � STM MH I 19.21FI5'RCPSrORMSEW ER ,I. ;NV IN (30-) FES- S Inv 5 (30•):526x.98 I EXISTING MAJOR CONTOUR INV Our (24'):5283.43 — — — J RIM:5293.23 I EXISTING MINOR CONTOUR J INV IN (15'7:5291.29 /✓ � ; >9xy' / � ; \ '. '- --.- " - -- - - EXISTING FENCE OVERHEAD SIGN � BOULDER RUNDOWNS � -. STORM WATER DETFMtON EASEMENT EXISTING FIRE HYDRANT i 1) � / RM:sz9].n PROPOSED MAJOR CONTOUR ' - 201.7130• RCP STORM SEWER ]'WIDE CONCRETE ^" /' R INVOLR(15'):5295.34 5] PROPOSED MINOR CONTOUR TRI KU CHANNEL R Ap 32" PROPOSED ASPHALT 1 .. _ EX 30.00' - - c PROPOSED CONCRETE EASEMENT 1 V WIDE CONCRETE PROPOSED BUILDING TRICKLE CHANNEL ' - �_ 'off r \. •/� ' 11 ) 45.9 LF 30^�I/xxXX FINISHED GRADE ELEVATIONS W RSTORM / .-�' '�^� �`' f% 1 •6/� �I i 1 SEWER 01% / I 1 1 SEDIMENT CONTROLS BY GRADE DIRECTION OF FLOW FIFFEREAL AT PAVEMENT SAW CUT OR TRENCH AND ROADWAY WORK O LANDSCAPE / r / W \I \ ) , SW STRAW WADDLE 'Y EROSION CONTROL BLANKET IAIMENT BASIN / OUTLET SFR ROPOSED WATER R]M:5291.29 INV OUT (30'):528].00BLDG A , QDALm 1 LS 1 oi`, E`s>99 SEE NOTE \ lA BLBL POND MAINACCESSTENANCE 1 BLDG D `�I \\ ROAD BLDGE` �I3 \\ \' \ NOTE: 1. REFER TO "FINAL DRAINAGE REPORT FOR MARSHALL STREET SELF STORAGE; PREPARED BY CIVIL RESOURCES, LLC ON FEBRUARY 2, 2016, FOR ADDITIONAL INFORMATION ON BASIN DELINEATION, F\ / , \ \\) _ \ © RATES OF RUNOFF, AND HISTORIC AND PROPOSED BASIN OUTFALL POINTS. \\ BLDG G - ° i Af - )� V- d V STN FTs -2 \ \� INV IN (15'):5299.43 75.4 LF IS' RCP STORM / £X STORM CUL PERT I TO BE RE.0WD \ \-nl( �BLDG H �V BLDG PROPOSED DIVERSION DITCHLISSTRUC - \ -` ` • ' 1 \ /BE REMOYEOTURf TO 1 CLEAR CREEK EDGE OF WATER APPROXIMATE L/M/TS OF 30.0' WATER EXISTING WETLANDS '\ :)) w NOTE -- CLEAR CREEK EDGE OF BANK. - \ �, \ '(l GRADE ABOVE FF \\\ 1 GRADE DNORFH WALL FLOW SPREADER l STM 5302. PROPOSED TYPEL COMPRISED OF THREE (3), RL :5302.90 RIPRAP Y NATNE BOULDERS APPROXIMATE L1MIT50F \ . i INV OUT (IS'j:5300.96 12.7'W %12.J'L%1.3T AND WILLOW PLANTINGS _ MP�FARY WErlANDS , ` M1 j R i ,�� O fPERMANENT ��///F - `\\`\`\} R�� \\\ SEQUENCE OF CONSTRUCTION ACTIMTIES 6uM on i Rerbion M18T2016 CD SUBMITTAL —018 CD RESUBMITTAL BMPs in Place Temporary Pennanen) � s a o C � R Efl o Q E N 8 V r Q i m PctiHty c3`2 s a v 8k o �a�Sa Lu 0co O�pDO UCP eRz"o-.ro .,r Of p- Oi`y°j Sj,•tsrx��LLx 0:10 40651 �E i� OL J M rmnv LU 0 LLI a y p _ v O Q Er- R° G3 10 S1 CC+ `n LLgg 'o m ?i 55 VC `gQ o L) E 0 U LL w �>Q Deal9n w IW No. 15-908 D.r.bP TNx �° GESC FINAL - FINAL STABILIZATION o C14 y t cZ LO J LL a t ,OA n 53 0 x'n Ti'i 0 cis > 05 i5 U H= cc w iR a - Install Initial BMPs X X X X Grading X X X X X X X X X X 1.16libes X X X X X X X X X X X X X X Foundations X X 0 X X X X 0 X X X X X X Building Construction X X X X X X X X X X X X Pavement X X 0 X X 0 X X X X X X X Final SFaNUation 0 0 0 0 0 0 0 0 X X X X X Den9B6 BMP b bB in pace O: Denobs BNP b be wined li(\-.-_RIA SEGMENTAL RETAINING WALL �li 2iI� 5' HIGH MAX �0 8gpe I I T EX/STING STRUCTURE NOTE %6 fff TO BE RENO✓£O OVEREXCAVATE SEDIMENT BASIN 3' BELOW THE INDICATED ELEVATION OF Y 5291', TO ELEVATION 5288', AT 4:1 SIDE SLOPES TO ACHIEVE THE REQUIRED SEDIMENT BASIN VOLUME. I I� LIMITS OF DISTURBANCE = 325,340 SF (7.47 AC) DEVELOPMENT TOTAL FILL - 31,582 CY (FILL EXCLUDES OVEREXCAVATION, f I PAVEMENT SECTIONS, AND FOUNDATIONS.) NOTICE TO CONTRACTOR: , ' 1. NO GRADING FOR DETENTION PONDS OR DRAINAGE CONVEYANCES - SUCH AS SWALES AND STORM SEWER, SHALL OCCUR WITHIN TWO (2) FEET OF ANY PROPERTY LINE. 2. REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL EROSION & SEDIMENT CONTROL REQUIREMENTS. Know what's belon r_.N Hn4nm — — Dare 6uM on i Rerbion M18T2016 CD SUBMITTAL —018 CD RESUBMITTAL i1 n C � R Efl o E N 8 V Q i 6 11 U1 C s v 8k o �a�Sa ap� O�pDO UCP eRz"o-.ro .,r Of p- Oi`y°j Sj,•tsrx��LLx 0:10 40651 �E i� ryOj J M LU 0 LLI z W WO Q d O Q Er- z U C) U)0 OJ J F!!—^^ = o Q vJ �W (D T Z IL z U LL w �>Q Deal9n w IW No. 15-908 D.r.bP TNx GESC FINAL - FINAL STABILIZATION D—" C14 - �- CLEWCREEK EOGE OF WATER CLEAR CREEK ``LER GREEK EDGE OF FINAL DRAINAGE PLAN - LEGEND: FLOW SPREADE0. COMPRISED OF THREE PROPERTY UNE 7q PROPOSED MAJOR CONTOUR APPROX1347E L1MRS OF EXISTING *07ANA5 PROPOSED MINOR CONTOUR EXISTING EASEMENT 73s ' (3) 3' NATIVE BOULDERS W PROPOSED WATER LINE PROPOSED GaOUTED RIPRAP EXISTING MAJOR CONTOUR (PERMANENT WETLANDS IMPACT) APPRO%(MATE LIMITS OFEXISTING MINOR CONTOUR W PROPOSED FIRE LINE TEMPORARY WETLANDS IMPAR - �/ �� r PROPOSED STORM SEWER ---�_ d.0' EXWRAIG -_ BASIN IDENTIFICATION CONCRETE PAT- _ TYPE 13 COM80 INLET-, �S-YR AND 100 -YR PROPOSED ASPHALT -FES-3 STA�1+12.61 ti RUNOFF COEFFICIENTS .:13,88.50 RIM:5296.34 RIM:52B5.87 �� I / INV IN (15•):5293.16 I BAS[N AREA (AC) PROPOSED CONCRETE INV IN (24'):5261.9 0 �I' INV O% IS- ):5291.99 \ EXISTING TREES 61.9 if D.50% / 19,2 LF @ 3.61% IS' - - -E-L0- TER, 24' x 38" HERCP CL 111 RCP STORM 3: Q DESIGN POINT �Y 7 EMERGENCY OVERFLOW STORM SEWER / FES -5 , I FLOW ARROW O EXISTING WETLANDS STA:1+31.86 I 61.91E@0.50%24• �. E%STING FENCE TO BE PROPOSED GROUTED BOULDER RUNDOWNS RIM:5293.23 - CL III RCP STO( - REMOVED AND REPLACED () INV IN (15'):5 RM 291.29 ( - EX/STING / E - - Final WegMed _ 1RuaRHC°efkLmot Y` ''RaiMa(1lntensity"1 i20it90 STMMN 2NLL[iOARD / .c - ,; Bub -Bun. Total79ea _ I T Inger 2Year 5 -Year 1D -Teal. 1W -Yen 2Year 5 -Year 104- 100 -Year 2-Yeart.2 164" 1011yam STP:526 3 SIGN - . ' J- \ IIV IN t3.2e / G+GG @',3.85% ]s• - PROPOSED TYPELRIPRAP - 111 RCP.:STORMINV IN (30"):5284.98 RIP- WIDTH TO MATCH CURB CUT WIDTH jCAUTIONIlI INV OUT (24•):5283.43 /OVERHEAD SIGN - STORM WATER DETENTION EASEMENT i I \ A 031 50 2.0 000 001 0.07 0.22 346 502 5.77 916 000 0.13 0.62 &1 0.33 53 6.5 0.09 0.19 0.29 052 340 4.94 5.67 9.01 0.10 053 153 &2 548 9.5 P.0 0,50 052 0.56 0.63 2.81 4.08 449 7.45 7.67 14.48 2569 2' WIDE CONCRETE [HANNEI l �'ALONG BOTTOM OF WQ POND " - C-1 0.12 5.0 2.0 0 O6 016 016 0.51 346 5.02 577 916 0.02 0.19 0.57 30.00' � �C-T 0.19 5.2 34.5 0.16 022 028 0.39 343 498 5.72 9.09 0.10'_.�,D 030 B.8 20 000 001 007 0.22 290 427 484 768 01)0 0.10 0.50 ITEC. NO. 2015120340 E 0.05 50 20 000 001 0.07 022 346 5.02 577 916 000 000 002 0.10 37' WIDE EMERGENCY iC,. �i" I 1 { 2(1.7 LF! 1.00%M' SPILLWAY REINFORCED TOta1 �,... 16.7. 79.66 R llt RCP STORM WITH TYPE L RIPRAP / i - " '' - OS -t 0.05 53 470 023 0.28 0.34 Odd 341 495 569 903 T,OOdf 007 0 t 0.2i OS -2 006 50 76.9 049 052 0.56 0.63 346 502 5.77 916 0.10 0.15 0.19 0.34 'J FIRE-� - - � j' C � - OB -3 007 5.0 100.0 0.89 0.90 0.92 0.96 346 502 577 9.18 0.03 004 0.05 0.08 W OfFILE ' 1'3\ OS4��v� 000 5.0 840 060 0.62 065 0.71 346 502 577 916 0.01 0.02 002 003 tURB i-w�1w,'tl:18 66.0 0.16 0,20 036 0.66 3' NRB CS)T II STA:O 55 9B / RIM:S 97.27 OUTLET m2' WIDE CUR / 1 \ �1 \VI 1 N OLR (15•}:5295.34 / STA: l+24.91 WATER TRICKLE ` \ r - MA RIM:529129 QUA LTfY Ci(ANNEL '( CL TE \ ` NOTES INVOUT (30'): S28J.OU POND -JI f` \; r CONT80L `. l'. 1. NO DRAINAGE CONVEYANCE SUCH AS DITCHES, CHANNELS, SWALES, OR f BLDG F,\ PIPES, AND DRAINAGE APPURTENANCES SUCH AS, BUT NOT LIMITED TO, S ROTHER DRAINAGE _ t A- moi( \( c a ��STq-9Ty CONSTRUCTED WITHINTWO (2) FET OF ANY PROPERTY LINE. BE 2. NO GRADING ASSOCIATED WITH SAID DRAINAGE CONVEYANCES AND ` APPURTENANCES SHALL OCCUR WITHIN TWO (2) FEET OF ANY PROPERTY +`\ LINE- `. 4Y eLOGE \\..1 ! a,eelsr BLDG D CITY OF WHEAT RIDGE \ 1 I \ ;\ \ g ~ `cS\ 3. IN NO INSTANCE SHALLREQUIREMENTS. 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PROVIDE CONTROL JOINTS AT INTERVALS NOT TO EXCEED 10•-0'. 3p SPILL CURB - ON SITE ONLY 38 CATCH CURB - ON SITE ONLY C21 Nn C21 NTS MIN TO 7/16• MAX 1/8• TO 5 CONTRACTION JOINT (TYP) C21 Nrs SECTION ENLARGED SECTION 2.75` GRADE 5 HBP LIFT ConTnarnan JomT TOP OF PAVEMENT / - WOM16 CD RESUBMITTAL LOW MODULUS j\`/ SILICONE SEALANT < 1/a• 1/4' SECTION BacKER ROD oIAMR-25% LARGERER THAN / �� TYPICAL PLAIN CONTROL JOINT (CI) 6 �C21 J NTS ENLARGED SECTION 2.75` GRADE 5 HBP LIFT Ouda6sion/R4NNm, 5.5• 2.75' GRADE 5 H LIR WOM16 CD RESUBMITTAL OWREXCAVAI TO P OE OF T AND REPLACE WITH PROPERLY COMPACTED RLL DE rML REFERENCE: `GEOTECHNICAL ENGINEERING STUDY AND PAVEMENT DESIGN - PROPOSED NEW SELF STORAGE FACILITY - 4901 MARSHALL STREET, WHEAT RIDGE, COLORADO; PREPARED BY KUMAR AND ASSOCIATES, INC. ON DECEMBER 14, 2015 (PROJECT NUMBER 15-1-511). 13_ PARKING STALL ASPHALT PAVEMENT SECTION C21 NTS 3- GRADE S HER LIR 3' GRADE 5 NBP LLR 6^ OVEREXCAVATE TO A DEPTH -/DETAIL REFERENCE: -GEOTECHNICAL ENGINEERING STUDY AND PAVEMENT OF 2' AND REPLACE WITH DESIGN • PROPOSED NEW SELF STORAGE FACILITY- 4901 MARSHALL PROPERLY COMPACTED FILL STREET, WHEAT RIDGE, COLORADO; PREPARED BY KUMAR AND ASSOCIATES, INC. ON DECEMBER 14, 2015 (PROJECT NUMBER 15.1.511). %14 DRIVE AISLE ASPHALT PAVEMENT SECTION C21 NTS 2' WIDE -- PROVIDE CONTROL JOINTS AT 6' O.C. SECTION q TRICKLE CHANNEL C21 (3) 45 BARS CONTNUOUS M1D SLAB :1 ONSITE SOILS SUITABLE FOR REUSE AS STRUCTURAL FILL FACE OF STRU4SECrION }' THICK PREMOOED JOINT IOINT SEALER MATERIALMATERIAL WITH SEALER / 7 1 TYPICAL PLAIN ISOLATION JOINT (I]) C21 NTs PORTLAND CEMENT CONCRETE GRADE 60 i5 BARS @ 12' O.C. (MID SLAB) 6`a a • d SECTION OVEREXCAVATE TO A DE NOTE: 1. PROW DE CONTROL JOINTS NOT EXCEEDING 12' ON CENTER OF J.AND REPLACE WITH LL PRODETAIL REFERENCE: 'GEOTECHNICAL ENGINEERING STUDY AND PAVEMENT LY COMPARED FULL DESIGN- RKOPDSED NEW SELF STORAGE FACILITY -4901 MARSHALL STREET, WHEAT RIDGE, COLORADO; PREPARED BY KUMAR AND ASSOCIATES, INC. ON DECEMBER 14, 2015 (PROJECT NUMBER 153-511j. IS DUMPSTER PAD C21 NTS PORTLAND CEMENT CONCRETE RECTION OVEREXUVATE TO A DEPTH -/NOTE: PROVIDE CONTROL JOINTS NOT EXCEEDING 10' ON CENTER WITH PANEL OF 2AND REPLACE WITH LENGTH: WIDTH NATION NOT EXCEEDING 1,5:1 PROPERLY COMPARED FILL DETAIL REFERENCE: 'GEOTECHNICAL ENGINEERING STUDY AND PAVEMENT DESIGN - PROPOSED NEW SELF STORAGE FACTTY-4901 MARSHALL STREET, WHEAT RIDGE, COLORADO,' PREPARED BY KUMAR AND ASSOCIATES, INC. ON DECEMBER 14, 2015 (PROJECT NUMBER 15-1-511). 16 CONCRETE FOR WALKS C21 NTS C8X38.75 AMERICAN STANDARD STRUCTUML STEEL CHANNEL. TRASH RACK ATTACHED BY WELDING WQ ORIFICE PLATE BOTTOM HOLE INV ELEV=5288.50 C8XI8.75 AMERICAN STANDARD STRUCTURAL STEEL CHANNEL FORMED INTO CONCRETE BOTTOM AND SIDES OF W. CONCRETE TRASH RACK ATTACHED BY INTERMITTENT WELDS. INV POND ELEV=5288.45 18" WIDE x 6" THICK CONCRETE APRON DOWEL TO OUTLET STRUCTURE 2-3/8' ROUND BENT STEEL PIPE BRONZE POWDER COATED '1/2- — X II, ELUSH IOUNTED THICK BASE PLATE ANCHORS I I I I I � FINISHED GRADE I 3/8" DIAMETER 3` LENGTH STAINLESS STEEL ADHESIVE ANCHORS (THREADS ARE TO BE BURRED AFTER INSTALLATION PLAN 2'-6" III III — W W I ELEVATION 7-1/2' DIA, z 1/2* FLUSH SURFACE MOUNT DETAIL MOUNTED THICK BASE PLATE 2-3/8' ROUND BENT STEEL PIPE BRONZE POWDER COATED 2'-6" n} ' ��.j-- 8" RADIUS CL z — Plan View 2-3/8` ROUND BENT STEEL PIPE BRONZE POWDER COATED REFER TO DETAIL ON THIS SHEET INVERTED "U" BICYCLE RACK C21 g FLAIRED END SECTION C21 NTS 2-3/8' ROUND BENT STEEL PIPE BRONZE POWDER COATED CONCRETE SIDEWALK 12" t0 18" Pipe I.D. N a.. e Existing Concrete Curb End View B' 8^ GALVANIZED STEEL 1 EDGE BAND TUBULAR TRASH RACK 1.5 R 1.5 X ND ft " BOLT GOWN ON b' CENTERS TOP OF CONCRETE -5290.41" RACK SWIVEL HINGE ED IEV = 5290.41 4000 P.S.I. AIR ENTRAINED CONCRETE WELL -SCREEN TRASH RACK FRAME ATTACHEI S @ 3.0'B TO ANGLE IRON WITH CE 4' O.C. INTERMITTENT WELDS ALVANIZED 2.29' ANGLE IRON TO TEEL PLATE BE BOLTED 30' P@1.0% TRASH RACK UBE PIPE 11-5281.0 a" MIN. ELEVs5288.45 F -1B' 1 BELOW I"VT 11— PIPE \/j\\\/\\/\\ jj WITH CLSMELOW 51 NGTH FLOW HU-) COMPACTED SUBGRADE SO POND OUTLET STRUCTURE"' 30' RCP OUTET PIPE C21 MTS + r Y4@12'0.( EACH WA 14 @ 12.O.C. EACH WAY �� ORIRCE RITE SEE DETAIL VIEW A PLAN VIEW 11 POND OUTLET STRUCTURE C21 NTS 12 WATER QUALITY ORIFICE PLATE AND TRASH RACK C21 NTS A4@12'O.C. EACH WAY NAILS (TYP) f4@12"O.C. EACN WAY 412* NOTE: SECTION VIEW REINMRONG BARS SHALL BE EPDXY COATED AND DEFORMED f4, AND SHALL HAVE A MINIMUM 2INCHES CLEARANCE. CUT OR BEND AROUND PIPES AS REQUIRED. 0- Ouda6sion/R4NNm, 4M BTNf6 CO SUBMITTAL WOM16 CD RESUBMITTAL � C � h ii Zr E-.$ , E- 0 p gs EE € 2 In c 8 V 8�gg g �$8 ^ E p VY Y m8tggi �g6 o uo o I OvlP,RZO s0,''�O 40551 `s? tine' L C lull HES3l!RCES M W o z WO Ra z�Wow OHO J NNO c LLi LL HU— 20 z O WLLJ W 5< L Deelg� Roett No. 15-908 - O,axfiRTNe DETAILS 6 da:Hn9 No C21 =11L --III r.+4 (aISPT; 5.a1 H..aAot6P(e teal 11� aeoaoPcov,•cr®Ta ��edn�F� A6UITNG6L �cuS4WCw� SAWC:UI FlR6 DETAIL SECTION LArEAGE SECTION MAJOR OR MINOR COLLECTOR STREET NMTO 4Nf "MIw.-4Y 111% CITY OF WHEAT RIDGE 5-801 COLSTREET DEPT. OF PLRUC Worms MAJOR OR MINOR c awe INE/=RwG orUtsloN COLLECTOR STREET J 0"1 COLORS: EFRECIEW - RED (RETRPHLECTNE) 0"2 HAOr6Kr)ND- RED OM43 DM42 EnL(Xas: aM43 CROM FIEREDMIS - MD (RFEROFFR%lW SIGN PANEL- RED TCrRUPERRTNE) BADMGROL90 fil" MUTCD OM -4 DETAILS 7 I L4 CITY OF WHEAT RIDGE ENT OFGINELTOAIG DIVMSION I TL01 AOA PARK SIGN zDE R)[A� ADA SIGN S PLACEMENT T \/A PAY ITEMS: CONCRETE S9)EWALX (4' (SY) CONCRETE SIDEWALK (61 (Sy) B 4'ORB 4' WFFRMUM (,M PLANS) j 2%10 STREET TX11 =III _ SUBGRADE COMPACTED TO MINIMUM DENSITY PER ,OA CSECTION 203.07 COOT SECTION 203.W DETACHED SIDEWALK SECTION CiTY OF WHEAT RIDGE C -A01 DETACH.SW °` A DEPT, OF PUBLIC WORKS DETACHED SIDEWALK SECTION CENGMEERING DNISION - PEOEsl" P,AI Rm. POti A531t4r 4'P�AL SLImE& SQ STMQYU F . S -N44 FU PPWA DETAILS SR P FOR LOU_ I �I/I B M SRA/ TN£ SHALL BE PMPLUl 1D THE OROWMr I'MN 4'Yxl -' �J ' SEE NmC P BAp, FOR R SDFRMIt ItR3 is PARAFEI t0 R fAr ITYPJ 12 GENERAL NOTES I M RIE ml fAROGS — K —&L. Al SI"— 10 SMR P RDESIRIMI omssiAX MMSITENs TIC L HAVE A IMI"1E0 OOIE SORT=. M COWS 62020,8 CD I'EDFSTRIMV} CURB RAMP TYPE SA' j FL M E11R LIFE R iK ORB ND NOT BE MITE ION A W10W OF 8 MU (OOF EMQP"m FOR M RPE IB m [O) MO tYPE JB ww" AS OFFS FTLESIWNI CT�StiAU 4'YN. smEfxf FNP S' REAMmIr fARIBIG MEAS SWIl BE 2 FT. N IMM AID CDVER THE N X Rutin a iK RAID NEA aEY. u I� 3. RAW SIPES SWL K 0.31 N RARER IK BERCiMAE f0" SLOPES SFAI K 52 at PUTTER. .. MMM SOCEIC" xOlTFI R 4 FT. rte K 8----�,nL1RY� ! m NR w- I1W9NR STIIrRwsIFRMTFS SFa E Cwmolr,AMCTOI PAYOEYL lSi� eE ES,_ OILER mSI1R Ulm OF TRMT O M RAW — ANAs —1RLC— K M ar[ R PLOES1Rm CUB N)O w N M RNP CaUEIE P STKfILIt p� GUIIFR SOExAA COG Lamar 7. RRCtA,F fIROMCS 5161E F[rt 9:CT9/1 Y06 R FK L®el .eA 5IMOM05 IRl16l1Rfi RIECTARC FIX IR.1l�IXFARID FA LnES. mer ANDLNrg.LSEs SECTION A -A Ia` ®ac PI.Vpis. (P NR LUN IN SECTUI YEM m FT WT NR BC IEOREDJ CURB RAMP TYPE SB uooil-lEn RAMP PAY AREA FOR ar, RNPS T"S AA NR N ITP) CURB RAMPSPE IB�PE 18 SEC WE It NOTE: CONTRACTION JOINTS REQUIRED MOT SEC I WR STD A AT MAXIMUM 10' SPACING. MINIMUM S SPACING. 118i S MEASUREMENT: UNEARFOOT(CF) NA r PAYMENT: BY CG TYPE NA tlr A V2' 11? `w RADR)S 1 w RADR)S A A - TOP OF OUR, TO SLOPE TOWARDS GUTTER (1/4-)FT). t 1Q R SUBGRADE COMPACTED TO MINIMUM DENSITY PER SOA CLASSIFICATION. C )OT SECTION 203.87 VERTICAL CURB & GUTTER (CG) SECTION SCALE t' = 1'{7' CITY OF WHEAT RIDGE 6-001 VCG DEPT OF PUSUC Y"OFBCS VERTICAL CURB AND C ENGINEERING DMSION GUTTER (CG) SECTION SEE FOR F tivi - \,A RAMP DETAIL FOR ORB RMP TYPE M U. ,F Are RNP (Effla , Mrt PLMED 510E5)tR BDDED 1FM9iGN SYL[ POW COFFIN STREET TEST ASSMY ST ET o OCG fNEIK NE flAW OIKN 1K feln U M GW5SWP" AID/IR PEDESTRRM �N SRYES LMgxG PRi SM1AA CURB RAMP WITH PEDESTRIAN PUSH BUTTTON POST Com Uta rue Information Sneet Revisions Colorado Department of Transportation STANDARD PLAN NO. Geolin� Dote: fP/04/12 I- DLN DAN C.omemis 42m Ewet Mk w Are1Na CURB TT Tn i] RAMPS atDC L—YoEiFxMon T . 0.5/06/14 SiiliWz LTA (ADT IID 41h r— C(J its 1�SlM S FWIPuilev..sowmoeou,r6/n„a;K.,w E "El,u0 V- IR.osmmA ve R 1117- 0. fm:Wo 151 M-608-1 r4 NNP-;6n6olDIDT O;� s Not m sao Lr:1e E Division of Project Support OLM/LTA twra er ivoi«L DeYsbpm,a.l aorcE, «. ,atr 4, im2 Sheet No. I Of 7 Ov Date SUGmbslon GENERAL NOTES I M RIE ml fAROGS — K —&L. Al SI"— 10 SMR SEE NOTE 11' MMSITENs TIC L HAVE A IMI"1E0 OOIE SORT=. M COWS 62020,8 CD SIAL K IN A SOJME Qi® PATTERN z Au RIECIItlLF fN4RlG AdAS Lill1 STAN, A MIMWR 0 6 IK FIM/ _ M E11R LIFE R iK ORB ND NOT BE MITE ION A W10W OF 8 MU (OOF EMQP"m FOR M RPE IB m [O) MO tYPE JB ww" AS OFFS FTLESIWNI CT�StiAU DiM16 WY K GREATER IWx B wKs (N RE 510E OF IK F ILw F No PINT ON TK FLOE LIFE OF M CORE, ALL KRCIARE .f IMEMNi i fARIBIG MEAS SWIl BE 2 FT. N IMM AID CDVER THE N X Rutin a iK RAID NEA aEY. ITEM PIDESIIONM (ITPJ O✓OSS1A1( 3. RAW SIPES SWL K 0.31 N RARER IK BERCiMAE f0" SLOPES SFAI K 52 at PUTTER. .. MMM SOCEIC" xOlTFI R 4 FT. SECTION Q-0 ! m NR w- I1W9NR STIIrRwsIFRMTFS SFa E Cwmolr,AMCTOI .'101 eE ES,_ OILER mSI1R Ulm OF TRMT O M RAW — ANAs —1RLC— K M ar[ R PLOES1Rm CUB N)O w N M RNP MFM SHKL Or BIRNND N M M PRICE OF M COMMIT Ore RNP. 7. RRCtA,F fIROMCS 5161E F[rt 9:CT9/1 Y06 R FK L®el .eA 5IMOM05 FIX IR.1l�IXFARID FA LnES. PFtE51RLN 6 b M F a A IM R1Y1 RnIW ASSESS a A IRAn IC 51(91IL aaSSLIK YAS1 PDE fol NOT OLE ., FOR. K fIDN Wil KA01 OD' m tE55 CI U®RLS AC0) OF 11➢LSIWM6 Ux AT¢®MLE Rln TTE NaFaDNs Tmx O141LLITIIS ADT1, CURB RAMP TYPE SB uooil-lEn LIEN A S:PUOR PEBES I4M1 POW IOTim LOST ASYIEE.Y OTE RO S4LL K WAFER W INN EASY REAM TK PPBPA SFWL MEI THE RepSONS RIND FSE air F VOSIUC — OCTAXs. N'X[t�l ILS1 m IffiCU4W -RDESI" OEOXIOW OF 1K 2009 Wim NOTR TK F CRAB BENS SINE l PDMRTEOIN SRME YIRNL f Kri5o6 I AID z 6 M RNP RU6 ND 11.9(BIG 9'ACES. 9. iKRE SPAR IS MEER m CANOE IS AN MFA 102 RKE WT K IAD S19ACE SUITES WT WET AT GRO[ BRLIES SNME K FIIISX al ILMEO SIEE.`. SEE FOR F tivi - \,A RAMP DETAIL FOR ORB RMP TYPE M U. ,F Are RNP (Effla , Mrt PLMED 510E5)tR BDDED 1FM9iGN SYL[ POW COFFIN STREET TEST ASSMY ST ET o OCG fNEIK NE flAW OIKN 1K feln U M GW5SWP" AID/IR PEDESTRRM �N SRYES LMgxG PRi SM1AA CURB RAMP WITH PEDESTRIAN PUSH BUTTTON POST Com Uta rue Information Sneet Revisions Colorado Department of Transportation STANDARD PLAN NO. Geolin� Dote: fP/04/12 I- DLN DAN C.omemis 42m Ewet Mk w Are1Na CURB TT Tn i] RAMPS atDC L—YoEiFxMon T . 0.5/06/14 SiiliWz LTA (ADT IID 41h r— C(J its 1�SlM S FWIPuilev..sowmoeou,r6/n„a;K.,w E "El,u0 V- IR.osmmA ve R 1117- 0. fm:Wo 151 M-608-1 r4 NNP-;6n6olDIDT O;� s Not m sao Lr:1e E Division of Project Support OLM/LTA twra er ivoi«L DeYsbpm,a.l aorcE, «. ,atr 4, im2 Sheet No. I Of 7 Ov Date SUGmbslon SEE RJE6 FOR SEE NOTE 11' 10. M% l KNER LOTKA11 "T IS SEM)` RIF THEY SYtt MTI Exam 62020,8 CD SM." fDm (4 -Ml 4. A Ta' R HESE YAIEs 11 am RMP TYPE IA OIACLlA ON TTI , L WCRPtM1E N W1 CR6IRj .?= y .f IMEMNi i IYFMl1Lr, iR IT A RNPS AS O TYR. IB,MbT r1E RO1VBlm At ENH sFMET WICOL N 3s1L00 STATFS: PAA TNLE n 28 GTR. SECTIONIwo- ARRAIM WW m K HIDE fFAOAT ACRSsmu_ llal EK C1RlllE SUCOl ( WXTRIG PROJECT, U TK W EAtExiFE W Dar ilElPiFaE, A smx, gA91M ale R__ R MILL —Y K R- IN AFOMTIDI PROJECTSfIm wA6TEICAl�r1 mOM34TATI N R Mi'aeYti m CWT SECTION Q-0 nELIDUA. CVE(TlW ft14A MD O CODUNAEIai Om TEE IDA TIRE R CUM MTW- SEE FOR F tivi - \,A RAMP DETAIL FOR ORB RMP TYPE M U. ,F Are RNP (Effla , Mrt PLMED 510E5)tR BDDED 1FM9iGN SYL[ POW COFFIN STREET TEST ASSMY ST ET o OCG fNEIK NE flAW OIKN 1K feln U M GW5SWP" AID/IR PEDESTRRM �N SRYES LMgxG PRi SM1AA CURB RAMP WITH PEDESTRIAN PUSH BUTTTON POST Com Uta rue Information Sneet Revisions Colorado Department of Transportation STANDARD PLAN NO. Geolin� Dote: fP/04/12 I- DLN DAN C.omemis 42m Ewet Mk w Are1Na CURB TT Tn i] RAMPS atDC L—YoEiFxMon T . 0.5/06/14 SiiliWz LTA (ADT IID 41h r— C(J its 1�SlM S FWIPuilev..sowmoeou,r6/n„a;K.,w E "El,u0 V- IR.osmmA ve R 1117- 0. fm:Wo 151 M-608-1 r4 NNP-;6n6olDIDT O;� s Not m sao Lr:1e E Division of Project Support OLM/LTA twra er ivoi«L DeYsbpm,a.l aorcE, «. ,atr 4, im2 Sheet No. I Of 7 Ov Date SUGmbslon � ReNsbn 4/182016 Ca S-117AL 62020,8 CD RE6UBMIRAL C� C 'o 2^m O V - 0 w r; c 0” o$s €�F 112 g ag '�I �iU p 1 111V NOBS M Y u 0 UC6 eRio '.tis 4: P o;�e Sr• co oio Ea 40551 Sa Ai `/� �nlc„i RLrs M cD co WN IL fn W w O v a 1 ct Z U) UO N�U) LLi r= U) LL G (f� J _x U LIJ Cmw (%� DaYSn Prq'xt Na. 15-908 Da»�P9 Txa DETAILS 7 Da LT Nn, C22 > K lMr MN) > 1 � V T TYPICAL STREET CROSS SE"ON OF / axnnn am.v, ue � wvnm vx g TYPICAL STREET i PROFILE o[Nv pT�a.,..,.. Lip TYPICAL STREET CROSS SECTION & STREET CENTERLIKE PROFILE $cele: _ NONE _ _ _ Oates _Yord� 2012 _ Drawn C.B__0 Dr._ I27_Na__35_ SHEET 4 tm :.... ate. (a17 - . �wm 6/no smcs m a�ws i �• .'. woa las emc W .. «Mo w M.o.e urm �w1 x 6N w°m" 1 aA MM. SEWER CROSSING OVER �� •-� _� a�rawA --- _ SECTION SEWERMCROS n UNDER Rolt5, Ly n STORM do SANITARY SEWER CROSSING NONE _ Oate: ��_ 2DH2 nA wEn ,.r. vun. D,aw App,—,& 9EFT /5 DETAILS 8 @� yu C 1 mea ��xmiru r ,.� w w vmw r 3 l � wrsaa -• ",••� ro rx mraewm oRs '1'� ND� � , .ue e,avxM¢ � e �ur�ea s OMIrB! M1Q PLAN. PROFILE. & LOCATION FOR FIRE HYDRANTS. YAWS & VALVES Scdc _ p9K _ _ _ Dotc. �is1e Z(N4 Approved: _ S _ Dr. _127-No._35 EIEE'E 8 Q 1R7 NB7� V`x w+YMc ar Q r.w+c ous AA . w o� Cje M1e1E'BIadF m.eeM e rA. A - I m srn Pf AN -TYPE I PIAN -TYPE 2 a�ae� PLAN -TYPE 3 ELEVATION -TYPE 1&2 �<1Pt - YINIM Y RHN a RFA R A r�,�� t�-a� Nie RO w 1106HAL BFJ05 lFE OR ewE il 1/c zx r/Z eW 60' r ELEVATION -TYPE 3 N� 1°'"'Me.Rm a m mem iu°m" �`i ww o�RrrR vlwTa wnw'M°Crrr Rnss,w nas w1M .,Mere Ma CONCRETE KICKSLOCKS BEARING �•.:. r.: n a° �°"w •G SURFACES 8 INSTALLATION rev: Aw u'° "ved2 °pi S°'"w M" Scale: _ NOW _ _ _ Date: J— 2014 Dro-: G_ AAL Ck K ROSS nMOMoa ra wavaN ,maiouM"�iroe..*s - Approved: _ S Dr. _127-N0._35_ E� pWrt .Gm .I Re 6118/3016 CD WS—AL WOM016 CB RBSBBMRTAL >Mxw eesMu� 1R7 NB7� V`x w+YMc ar Q r.w+c ous AA . w o� Cje M1e1E'BIadF m.eeM e rA. A - I m srn Pf AN -TYPE I PIAN -TYPE 2 a�ae� PLAN -TYPE 3 ELEVATION -TYPE 1&2 �<1Pt - YINIM Y RHN a RFA R A r�,�� t�-a� Nie RO w 1106HAL BFJ05 lFE OR ewE il 1/c zx r/Z eW 60' r ELEVATION -TYPE 3 N� 1°'"'Me.Rm a m mem iu°m" �`i ww o�RrrR vlwTa wnw'M°Crrr Rnss,w nas w1M .,Mere Ma CONCRETE KICKSLOCKS BEARING �•.:. r.: n a° �°"w •G SURFACES 8 INSTALLATION rev: Aw u'° "ved2 °pi S°'"w M" Scale: _ NOW _ _ _ Date: J— 2014 Dro-: G_ AAL Ck K ROSS nMOMoa ra wavaN ,maiouM"�iroe..*s - Approved: _ S Dr. _127-N0._35_ E� pWrt .Gm .I Re 6118/3016 CD WS—AL WOM016 CB RBSBBMRTAL >Mxw eesMu� AE r -a ma na afwu B�INYfi VMOTY TYPICAL TRENCH SECTION Sade: -NONE _ _ _Date: " 2014 _ Drown: -C.B.B._ _ _ Ck _ _ K_ RO55 _ Approved: S - - Dr._127-No.-35 BEET 12 WATER MAIN 3 TAP SIZE COMBINATIONS WHICH RFAUNE A CONC KB BEHIND THE MAIN AT THE TAPPING SIV, SADDLE, OR TEE MAN SIZE (IN) a tc¢np ® .,a, ,.o.,re Ma,wa� wo.Mv 11BIrB 1aBtf WNCKM Itl1:K UXK RMEnlIE ITS FOR WATER MART & TAP Siff COMM Scale _ NONE _ _ _ Dot. _Ya_rd, 201_2 _ Drawn: _ G_6.8. _ _ _ pc _ K ROSS _ App—& _ D -127 -N. -M5 _ 9EFT 20 OL. .Gm .I Re 6118/3016 CD WS—AL WOM016 CB RBSBBMRTAL A� O0 agr H O j _ F8 a 0 1 �Ua E Ass ,2$gsp` 938 Ok BR2p `:;:1p `rT•. to V �yP� O;O '6 40551 n? —(/(ice `m-5 m w w CD CD < UJ (D w L �J. a I� U) z o U) o O J � �- = o H LL cl z (n J a W Dedpn Praletl No. 15-908 B�v1nt TNe DETAILS 8 oree,v Nv. C23 OEAO ENO —/RET1os LENGTH of RESTRAINED FIFE nouE.L PSE A. 6• 6• tr 16• M nTrox L L L L L L YO' BETn. x w' Mr M •n' TEE. DEM EMD VALE x w REKI r -$ a +, Vs• eDo r r r r � rec vcnvwm r.a rtr mot ` ERRATA 6 O DENVER WATER a « a LENGTH OF RESTRAINED PIPE 1u .m x .rs,r xu. Ralc _NONE _ Dat, Nmvea - 2015 D—, RJB_ — GL — —K ROSS_ —_ am.w.rs. Approved; _ �pf--.y I Dr._12_7J4o._ 3_5 SEffEr 32 ®hill 4 d av �nnvK .w� nPr i un.0 Y a.w+� YS � A+rK MWR aai +. orae zw vse WISM16 CD SUBMRTAL ELEvA,noN 1m M�l 9 sooavx a !r 9 � �.I` Q)111R MIB[e PIAN ERRATA 5 DETAILS 9 i4.fA: 1MEJ D� CwCp ry D.s.c nrT frn'1 rw � s+aP taxweac as "p STOP sra � .'�.wL�Ae e�nmrO6°vo"wmLO1Gw.T-� n '1`v�"� ms's a zra nwM .Nc m wiron`a,L4Pp"D..� Li .wx.ro .wxoi w. rorr "nrw.w�w ��a � fwc`�i.o Ian a n.rc w rawer s rcas v q.sx rua .r mrnmumr i ro r armun Mzg a x P2m nDc .w. Flew n¢ Dvnu MfDt[ W w. POLYETHYLENE WRAP ON PIPE do AT TAP INSTALLATION IST BODS (D -- Q) amFn III O a'r`nn p r.r=17 e —ELAN Mw . aaco /rte 4 f 13 1�si Rwl ELEVATION �� r nn mr. a X to eo wu ea w.r u v DYBIVR MMR_ _ ,tc asrcasrxn a u�m eras 3w. ff .r >. OUTSWE SETING FOR 1 1 "2' Y METER MIH CHM Y Scale: _NOW_ _ Date: FebruorY 201_3 Drorn: _GA._M— _ _ Dk, _ _ K ROSS Approved:^ SHEET 56 t a nww.roz''wu�n rr�''n.°Nmf'o �w: uoiNiie ��`c � .'a`rarrra` :a ercwe; r a .oarta a wa+we m oDrrn ..me ` .en � a�src a.imrewxaw.rm .noa rwr r neT a rermm m . vaa.+ w.1m .� r,er ¢ n.� m°sr'+"+ows urn a�'ra�r.rtwc m :'"a+sm srnc r4R¢niii 2 Mew�iftlMi iE'EVYlb �tP wR K� fN r�fp.��tW M WnraMw.et4L w ♦ bw.O a KO:Y63 M 1DRY r +fr.ro IYCP. 6'1P.eiPX K xM r[bY+Rb to MWAM SD11.t1 yr.v� �•'nc :arm to wnt . z car P,auw:�. um rwAlc�em sm TA 51 Date Supniselon /ReWsbn WISM16 CD SUBMRTAL 6-016 CD MSUBMfrTAL L, L. � r ser kk ]Virg 2� ; t--� j k 212 Jr J/ I x � 1yj s 4 o =�yy � V 23 1 t \ 5 , I; I � � __ it •, Ess E�$ w u K am Y �.I E 40551 f t ni l _. i, _...._�__ .r a+¢ aMs MID `� w NOTEY LLJ Q D ~Q f xrw.6 L tlr�c59.re rMrw[ .MeaTm nwrMi wi aKr n.a rmtar am ms u s:Oier° rrM. a �.® Rlueorr mwu c `ir s e' r"mr irEr `•` OUtvFM MMTfi _ Lip OUTSIDE SETING FOR 1 1/2' & Y METER & BYPASS N MANHOLE " � Q ``�^^ V) U) LL U)2 INSIDE BACKFLOW PREYCKIM ASSEMBLY a vim.. J r !Y ON� Seo. NONE Data _Ma_rdt 201_2 _ skNarm .o.cMac �,� srsmn M.«�r cairn Drom: GA.N. _ Ck. _ K ROSS _ _ rc omrl D�eTMb Approved: _ Oc_72711a._35 C24 SHEET 56 t a nww.roz''wu�n rr�''n.°Nmf'o �w: uoiNiie ��`c � .'a`rarrra` :a ercwe; r a .oarta a wa+we m oDrrn ..me ` .en � a�src a.imrewxaw.rm .noa rwr r neT a rermm m . vaa.+ w.1m .� r,er ¢ n.� m°sr'+"+ows urn a�'ra�r.rtwc m :'"a+sm srnc r4R¢niii 2 Mew�iftlMi iE'EVYlb �tP wR K� fN r�fp.��tW M WnraMw.et4L w ♦ bw.O a KO:Y63 M 1DRY r +fr.ro IYCP. 6'1P.eiPX K xM r[bY+Rb to MWAM SD11.t1 yr.v� �•'nc :arm to wnt . z car P,auw:�. um rwAlc�em sm TA 51 Date Supniselon /ReWsbn WISM16 CD SUBMRTAL 6-016 CD MSUBMfrTAL � r � R 8£gj j k 212 0- E x � o V s o o =�yy V 23 � 5 l Q � V � F } Y tti% Ess E�$ w u K FF� Q,p,DO LiCF eRio.:'�s • E 40551 f t ni l M w w O LLJ Q D ~Q X, < zU)�'o OJ C) J = o � Q ``�^^ V) U) LL U)2 LL o J r !Y ON� W Q E. V (v(Jl w Desgn Pm�ea No. 15-908 D�eTMb DETAILS 9 ore ane N.. 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TYPE 13 COMBINATION INLET_ C25 B SECTION 1 1 (IML) J/r MRL ,LDtT 1�' NY � ATER CIFJW CROU.016 FBR Ifl(T AIO 1>)CO DETAIL _ FISH Low Ia scut T _ nBOAI a'BIIYO T _ r r,A e' rfOTV]rL aYe k aNITLR T - 5' PUI C000IATSM �BIFIEN k SEEOMK iRaf UTLY C EI£VAT fAATL (F1EVAlOM (mdslrxa0 6 Y. i� II�WI wm R.YE 6 Wl ~ eN�B (6ND, rwL) LINE POST TOP W/ POST TO RAIL BRACKET TYPICAL - 1 5/8' O.D. TOP R 3' D.C. UNE POST - TOP AND BOTTOM OF FABRIC SHALL BE KNUCKLED—, 1 5/e' O.D. BOTTOM RA&-,\ z'—J 9' DIA. CLASS B CONC. UNE POST FOOTING ELEVATION 6' HIGH CHAIN LINK FENCE N.T.S. —GA V. TIE WIRES AT 2'-0' O.C. —END OR CORNER POST TOP -- -4' O.D. END OR CORNER (TERMINAL) POST—...__-_,__, —STRETCHER BAR BANDS, SPACE 14' O.C. MAX —1/4' X 3/4' STRETCHER BAR —2' MESH, N0. 6 GA. CHAIN LINK FABRIC - — SLOPE TOP OF FOOTING SEAL COAT BLACK MEN PLACED IN BIT. PAVEMENT V-( FINISH GRA[ — —AMISH GRADE 1'-O' DIA. CLASS B GONG. TERMINAL I POST FOOTING All h� —I SHALL BE FENCESAIN LINK BE GROUNDED MOW STRIP CONCRETE 4' 2A STONE M16 016 COSUBMITTAL —010 CO RESUBMITTAL C C §a� C _ �8 0 8sT O =§m m �c Z 7 to a F'e€ $ Y C! „ � $g W ;8s �Eggm u mg5 F s"�P oj�oSFtis is 40551 `rE I c I kr ��t RLI ti W M co 0C) UJ w oo u� Q QW0 J a Q Q 0� z LD U) U o J 0=0 LL \ U) LLj ~ _ LL U— 2Q z V J _J .- O LLJ CD LU C\ G DDNbA Rolem Ne. 15-908 Om.MO TINe DETAILS 10 Daws No. C25 CITY OF WHEAT RIDGE Building Inspection Division f (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: � C' Z 'y C Job Address: Permit Number: ❑ No one available for inspection :-Timq -� AM/PM Re -Inspection required: Yesr No When corrections have been made, call for re -inspection ,at'303-234-59:; Date j�� ' Inspectori`� /`� -4OAF. ' Kwnar & Associates. Inc. �mtl� I 7'iQl1 Cn1 rtl, 1 inan Ctrnct w1u t. 11Y11u11111G111a1 J1.1011tiato phone: (303) 742-9700 �Z� --- fax: (303) 742-9666 -�-- AC E C email: kadenver@kumarusa.com MEMBER www.kumarusa.com Office Locations: Denver (HQ), Colorado Springs, Fort Collins, and Frisco, Colorado GEOTECHNICAL ENGINEERING STUDY AND PAVEMENT DESIGN PROPOSED NEW SELF STORAGE FACILITY 4901 MARSHALL STREET WHEAT RIDGE, COLORADO Prepared By: Luke gn , Staff Engineer Reviewed By: Narender Kumar, P.E. Prepared For. dcb Construction Company, Inc. 909 East 62"d Avenue Denver, Colorado 80216 ATTENTION: Mr. Ryan Rogers, LEED-AP M y 1 s-tS y©ice Project No. 15-1-511 December 14, 2015 TABLE OF CONTENTS SUMMARY....................................................................................................................................1 PURPOSE AND SCOPE OF WORK............................................................................................2 PROPOSED CONSTRUCTION....................................................................................................2 SITECONDITIONS......................................................................................................................2 SUBSURFACECONDITIONS......................................................................................................3 LABORATORYTESTING.............................................................................................................4 GEOTECHNICAL ENGINEERING AND GRADING CONSIDERATIONS....................................5 FOUNDATION RECOMMENDATIONS........................................................................................8 SEISMIC DESIGN CRITERIA.....................................................................................................10 FLOORSLABS...........................................................................................................................10 WATER SOLUBLE SULFATES..................................................................................................11 BELOW -GRADE WALLS AND RETAINING STRUCTURES.....................................................11 SURFACE DRAINAGE...............................................................................................................12 PAVEMENTDESIGN.................................................................................................................13 DESIGN AND CONSTRUCTION SUPPORT SERVICES..........................................................15 LIMITATIONS.............................................................................................................................16 FIG. 1 — LOCATION OF EXPLORATORY BORINGS FIGS. 2 through 4 — LOGS OF EXPLORATORY BORINGS FIG. 5 — LEGEND AND NOTES FIGS. 6 through 10 — SWELL -CONSOLIDATION TEST RESULTS FIGS. 11 and 12 — GRADATION TEST RESULTS TABLE I — SUMMARY OF LABORATORY TEST RESULTS Kumar & Associates, Inc. SUMMARY The subsurface conditions at the site were explored by drilling a total of twenty-three (23) exploratory borings. Borings 3, 4, 8, 9, 11, D-2, and P-1 encountered asphalt pavement at the ground surface with thicknesses ranging from 1.5 to 4 inches, the remaining borings encountered a thin layer of topsoil at the ground surface. The borings generally encountered man -placed fill overlying natural coarse-grained soils underlain by bedrock. Man -placed fill was not encountered in Borings 1, 2, 12, 15, and 18, where the topsoil was overlying natural coarse-grained soil underlain by bedrock. The fill was variable and consisted of sandy lean clay, sandy fat clay, sandy silt, and clayey to silty sand and was generally slightly moist to moist and tan to gray to brown to black to brown -red. The lateral extent, depth and degree of compaction of the existing fill was not determined as part of this study. The fill, where present, extended to depths ranging from about 2 to 18 feet below ground surface and to the full depth explored of about 10 feet in Boring P-1. The natural soils were generally coarse-grained and consisted of sandy lean clay to silty to clayey sand to poorly -graded sand with silt to poorly -graded gravel with sand. The natural soils contained variable gravel and were generally slightly moist to moist, brown to gray to tan. Based on sampler penetration resistance values the natural soil were loose to very dense in consistency, generally medium dense to dense. The natural soils continued to the full depths explored of about 25, 20, 20, 20, and 10 feet in Borings 12, 14, 17, 18, and P-2, respectively. Claystone bedrock was encountered at depths ranging from about 7 to 14.5 feet below existing ground surface and was hard to very hard. Groundwater was measured 10 days after drilling in five of the borings at depths ranging from about 7.4 to 25.0 feet below ground surface. 2. The site grading plan provided to us indicates cuts of up to about 5 feet and about 2.5 to 11.5 feet of fill will be placed to reach final site grade. The site also has existing fills which may contain zones of uncompacted or expansive soils. Therefore, subgrade preparation is recommended prior to placing additional fill. The preparation should consist of removing up to 4 feet of existing fill, proofrolling the excavated subgrade and placing fill in a moisture conditioned and compacted state as recommended in the main body of the report. 3. We recommend that the proposed building structures be founded on spread footings placed on compacted fill or natural soils. Spread footings should be designed for an allowable bearing pressure of 2,500 psf. 4. We believe slab on grade floors are feasible for the site and should be placed on undisturbed natural soils or undisturbed natural soils. 5. Areas of pavement restricted to automobile parking should be paved with a minimum of 5.5 inches of full -depth asphalt, or a composite pavement section consisting of 4 inches of asphalt over 6 inches of compacted aggregate base course material. Driveways and fire lanes should be constructed with a minimum of 6 inches of full -depth asphalt or a composite pavement section consisting of 4 inches of asphalt over 7 inches of compacted aggregate base course material. Kumar & Associates, Inc. 4 PURPOSE AND SCOPE OF WORK This report presents the results of a geotechnical engineering study and pavement design for the proposed new self -storage facility to be located at 4901 Marshall Street in Wheat Ridge, Colorado. This study was conducted for the purpose of developing geotechnical recommendations for design and construction of the proposed project. The project site is shown on Fig. 1. The study was conducted in general accordance with the scope of work in our Proposal No. P -15-512A to dcb Construction Company, Inc. dated August 24, 2015. A field exploration program consisting of exploratory borings was conducted to obtain information on subsurface conditions. Samples of the soils and bedrock obtained during the field exploration program were tested in the laboratory to determine their classification and engineering characteristics. Results of the field exploration and laboratory testing program were analyzed to develop recommendations for use in design and construction of the proposed project. This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommendations based on the proposed construction and the subsurface conditions encountered. Design parameters and a discussion of geotechnical engineering considerations related to construction of the proposed project are included in the report. PROPOSED CONSTRUCTION We understand that the proposed development will consist of construction of 9 self -storage buildings and an admin building with a footprint of roughly 100 feet by 50 feet. Self- storage units will be approximately 20 to 35 feet wide and 90 to 400 feet in length with steps at 50 foot intervals. We understand the proposed buildings will be single -story structures. The buildings will generally be surrounded by at grade parking lots and drives. A detention pond/water quality pond will be located at the northwest corner of the site. The provided site grading plan indicates about 2.5 to 11.5 feet of fill will be placed to reach final site grade. If the proposed construction varies significantly from that described above or depicted in this report, we should be notified to reevaluate the recommendations provided in this report. SITE CONDITIONS This approximate 6.8 acre site was generally vacant with a vacant restaurant. Approximately half of the site was surfaced with flexible pavement for parking and access drive and the Kumar & Associates, Inc. 3 remainder of the site was vegetated with native weeds and grasses. The site is bordered by Marshall Street to the east, Interstate 70 to the west and commercial properties to the north and south. The site is generally flat to gently sloping down toward the northwest; the southeast corner of the site was moderately sloping down to the northwest to flatter portion of the site. It appears the site had previously been graded by placing fill. It is not known if the fill was placed under controlled conditions and tested. SUBSURFACE CONDITIONS The subsurface conditions at the site were explored by drilling a total of twenty-three (23) exploratory borings, nineteen (19) borings across the site, generally within the footprint areas of the proposed buildings to depths ranging from about 15 to 25 feet below ground surface, two (2) borings near the proposed water quality pond to depths of about 15 feet and two (2) borings to depths of about 10 feet in the planned paved access drives. The approximate locations of the exploratory borings are shown on Fig. 1. Graphic logs of the borings are presented on Figs. 2 through 4 and a legend and notes describing the subsurface conditions encountered in the borings are presented on Fig. 5. The exploratory borings were advanced through the overburden soils and into the underlying bedrock using solid, 4 -inch -diameter, continuous flight augers. Samples of the soils and bedrock encountered in the borings were obtained with a 2 -inch diameter California -type drive sampler driven into the various strata with blows from a 140 -pound hammer falling 30 inches. This sampling procedure is similar to the standard penetration test (SPT) described by ASTM D 1586. Penetration resistance values, when properly evaluated, indicate the relative density or consistency of the soils and bedrock. Borings 3, 4, 8, 9, 11, D-2, and P-1 encountered asphalt pavement at the ground surface with thicknesses ranging from 1.5 to 4 inches, the remaining borings encountered topsoil at the ground surface. The borings generally encountered man -placed fill overlying natural coarse- grained soils underlain by bedrock. Man -placed fill was not observed in Borings 1, 2, 12, 15, and 18, where the topsoil was overlying natural coarse-grained soil underlain by bedrock. The fill was variable and consisted of sandy lean clay, sandy fat clay, sandy silt, and clayey to silty sand and was generally slightly moist to moist and tan to gray to brown to black to brown -red. The lateral extent, depth and degree of compaction of the existing fill was not determined as part of this study. The fill, where present, extended to depths ranging from about 2 to 18 feet below ground surface and to the full depth explored of about 10 feet in Boring P-1. Kumar & Associates, Inc. 4 The natural soils were generally coarse-grained and consisted of sandy lean clay to silty to clayey sand to poorly -graded sand with silt to poorly -graded gravel with sand. The natural soils contained variable gravel and were generally slightly moist to moist, brown to gray to tan. Based on sampler penetration resistance values the natural soil were loose to very dense in consistency, generally medium dense to dense. The natural soils continued to the full depths explored of about 25, 20, 20, 20, and 10 feet in Borings 12, 14, 17, 18, and P-2, respectively. Claystone bedrock was encountered at depths ranging from about 7 to 14.5 feet below existing ground surface. The claystone bedrock was sandy in areas, was generally slightly moist to moist, blue to gray to brown -gray, and based on sampler penetration values hard to very hard. Groundwater was not encountered in Borings 15, 17, 18, 19, P-1, and P-2 at the time of drilling. Groundwater was encountered in the remaining borings at depths ranging from about 5 to 24 feet at the time of drilling. Groundwater was measured 10 days after drilling in five of the borings at depths ranging from about 7.4 to 25.0 feet below ground surface. LABORATORY TESTING Samples obtained from the exploratory borings were visually classified in the laboratory by the project engineer and samples were selected for laboratory testing. Laboratory testing was performed to determine in situ soil moisture content and dry density, Atterberg Limits, swell - consolidation characteristics, gradation, and concentration of water-soluble sulfates. Results of the laboratory testing program are shown adjacent to the boring logs on Figs. 2 through 4, graphically plotted on Figs. 6 through 12, and summarized in Table I. The laboratory testing was conducted in general accordance with recognized test procedures, primarily those of the American Society of Testing of Materials (ASTM) and the Colorado Department of Transportation (CDOT). Swell -consolidation testing was conducted on samples of the on-site fill material, the on-site natural soil and claystone bedrock in order to determine their compressibility and swell characteristics under loading and when submerged in water. Each sample was prepared and placed in a confining ring between porous discs, subjected to a surcharge pressure of 1,000 psf, and allowed to consolidate before being submerged. The sample height was monitored until deformation practically ceased under each load increment. Kumar & Associates, Inc. 5 Swell -consolidation testing performed on selected samples of the fill material obtained in the borings indicated low to high swell potentials with swells ranging from approximately 0.3% to 4.3% when wetted under a constant surcharge pressure of 1,000 psf. Samples of the natural overburden soils and the claystone bedrock indicated low to moderate swell potential with swell ranging from 0.1% to 2.6% GEOTECHNICAL ENGINEERING AND GRADING CONSIDERATIONS We understand site grading for the site will consist of cuts of about 5 feet on the southeast corner and fills between 2.5 to 10 feet for the rest of the site. We understand the fill material will be borrowed from a storage yard operated by All Demolition and Excavation Company at 2400 West 60th Avenue in Denver. The proposed borrow material has previously been tested by Kumar and Associates, the results of testing were presented in a report with project number 15- 1-511 dated October 21, 2015. Overall, the site is generally underlain by man -placed fill of unknown quality, overlying natural coarse-grained overburden soils overlying claystone bedrock. The conditions of placement of the existing fills are unknown. Based on the data from the exploratory borings and the absence of information on the history of the existing fills, the fills are considered to be non -engineered and are expected to exhibit variable and unpredictable post -construction settlement and/or expansive behavior. Ideally, all existing fill should be removed and replaced with properly compacted structural fill. This approach would result in uniform support conditions for foundations, slab -on -grade floors, and flatwork and would help limit settlements to predictable levels. We understand that the above approach may overly expensive and perhaps cost prohibitive. If the owner understands and is willing to assume the risk, partial removal and recompaction of fill maybe considered as a viable alternative. This alternative will consist of removal of at least 4 feet of existing fill, observing the subgrade for unacceptable areas requiring additional excavation and proofrolling the exposed subgrage with a heavy roller compactor or loaded water truck and placing the excavated fill material as recommended in this section. The proofrolling operation should be observed by the representative of the geotechnical engineer. Excessively deflecting areas may require stabilization or additional excavation. The stabilized areas are suitable for placement of fill. The on-site soils, including the existing fill, may be reused as structural fill as long as it's placed according to the recommendations in this section. Over -excavated areas should be backfilled with compacted fill meeting the material and compaction criteria presented in this section. Kumar & Associates, Inc. M Temporary Excavations: Excavations that will not require temporary or permanent shoring can be constructed by over -excavating the side slopes to stable configurations where enough space is available. All excavations should be constructed in accordance with OSHA requirements, as well as state, local and other applicable requirements. The existing on-site soils classify as OSHA Type C soils. Static groundwater at the site was generally deep but was encountered as shallow as 5 feet in areas, and may be encountered in excavations. If groundwater is encountered, flatter side slopes or temporary shoring may be required. We believe excavations encountering groundwater can be dewatered during construction using perimeter (and lateral as necessary) trenches combined with sumps. The trenches should be sloped to sumps where water can be pumped from the excavation. Surface water runoff into the excavations can act to erode and potentially destabilize the excavation side slopes and result in soft ground conditions at the base of the excavation, and should not be allowed. Diversion berms and other measures should be used to prevent surface water runoff into the excavations from occurring. If significant runoff into the excavations does occur, further excavation to remove and replace the soft subgrade materials or stabilize the excavation side slopes may be required. Fill Material: Unless specifically modified in the preceding sections of this report, the following recommended material and compaction requirements are presented for compacted fills on the project site. A geotechnical engineer should evaluate the suitability of all proposed fill materials for the project prior to placement. 1. Beneath Soil -Supported Floor Slabs, Exterior Flatwork, and Pavements: Compacted fill should consist of moisture -conditioned on-site soils or non- to low expansive imported soil materials such as that referenced in our borrow area study referenced above. If fill materials are imported to the site, the fill should have a maximum of 70% passing the No. 200 sieve, a maximum Liquid Limit of 35, and a maximum Plasticity Index of 15. Fill source materials, including on-site soils, not meeting these criteria may be acceptable if they meet the swell criteria presented in Item 4 below. 2. Pipe Bedding Material: Pipe bedding material should be a free draining, coarse-grained sand and/or fine gravel. The on-site soils generally consist of cohesive fine-grained soils and are not considered suitable for pipe bedding. Kumar & Associates, Inc. 7 3. Utility Trench Backfill: Materials other than claystone excavated from the utility trenches may be used for trench backfill above the pipe zone fill provided they do not contain unsuitable material or particles larger than 4 inches and can be placed and compacted as recommended herein. 4. Material Suitability: Unless otherwise defined herein, all fill material should be a non - expansive soil free of vegetation, brush, sod, trash and debris, and other deleterious substances, and should not contain rocks or lumps having a diameter of more than 6 inches. A fill material should be considered non -expansive if the swell potential of the material, when remolded to 95% of the standard Proctor (ASTM D 698) maximum dry density at optimum moisture content, does not exceed 1 % when wetted under a 200 psf surcharge pressure. Based on the results of laboratory testing, the on-site soils should be suitable for reuse as site grading fill and as moisture -conditioned fill placed beneath floor slabs, exterior flatwork, and pavements. Excavated bedrock should not be used as site grading fill. Evaluation of additional fill sources, particularly those not meeting the above liquid limit and plasticity index criteria for imported fill materials, should include determination of laboratory moisture -density relationships and swell -consolidation tests on remolded samples prior to acceptance. Compaction Reauirements: We recommend the following compaction criteria be used on the project: 1. Moisture Content: Fill materials should be compacted at moisture contents within 2 percentage points of the optimum moisture content for predominantly granular materials and optimum to 3 percentage points above optimum for predominantly clay materials. The contractor should be aware that the clay materials, including on-site and imported materials, may become somewhat unstable and deform under wheel loads if placed near the upper end of the moisture range. 2. Placement and Degree of Compaction: Unless otherwise defined herein, compacted fill should be placed in maximum 12 -inch -thick loose lifts. The following compaction criteria should be followed during construction: Kumar & Associates, Inc. L -*J Percentage of Maximum Standard Proctor Density FillLocation...................................................................................... (ASTM D-698) Beneath Spread Footings................................................................................ 98% Beneath Floor Slabs Upper8 Feet............................................................................................. 95% Beneath Settlement -Sensitive Flatwork Areas and Pavements Upper8 Feet............................................................................................. 95% BelowUpper 8 Feet................................................................................ 100% Adjacent to Spread Footing.............................................................................. 95% Utility Trenches Interior........................................................................................................ 98% Exterior Less Than 15 Feet deep.............................................................. 95% Exterior More Than 15 Feet deep........................................................... 100% Landscape and Other Areas............................................................................ 95% Aggregate base course materials, if used, should be compacted to at least 95% of the modified Proctor (ASTM D 1557) maximum dry density at moisture contents recommended above. Subgrade preparation should include proofrolling with a heavily loaded pneumatic -tired vehicle or a heavy, smooth -drum roller compactor. Areas that deform excessively during proofrolling should be removed and replaced to achieve a reasonably stable subgrade prior to placement of compacted fill or slabs, flatwork or pavements. Construction Monitoring: A representative of the geotechnical engineer should observe prepared subgrades for compacted fill and slabs, flatwork, and pavements, and observe fill placement on a full time basis. FOUNDATION RECOMMENDATIONS Considering the subsurface conditions encountered in the exploratory borings, laboratory test results and the nature of the proposed construction, we recommend shallow spread footings or a mat foundation system be used. Spread Footing Foundations: The design and construction criteria presented below should be observed for a spread footing foundation system. The construction details should be considered when preparing project documents. Kumar & Associates, Inc. 1. Footings should be placed on undisturbed natural soil or properly placed structural fill extending to undisturbed natural soil. Structural fill should meet the material and placement requirements provided in the "Geotechnical Engineering and Grading Considerations" section of this report. 2. Footings supported as recommended herein should be designed for a net allowable soil bearing pressure of 2,500 psf. The allowable bearing pressure may be increased by one-third for transient (i.e. wind and/or seismic) loadings. 3. Spread footings supported as recommended should have a minimum footing width of 18 inches for continuous footings and 24 inches for isolated pads. 4. Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 36 inches below the exterior grade is typically used in this area. 5. Based on our experience, we estimate total settlement for footings designed and constructed as discussed in this section will be approximately 1 inch or less. Differential settlements across the structures are estimated to be approximately 1/2 to 3/ of the total settlement. 6. The lateral resistance of a spread footing placed on properly compacted structural fill material will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.30. Passive pressure against the sides of the footings can be calculated using an equivalent fluid unit weight of 180 pcf. These lateral resistance values are working values. 7. Compacted fill placed against the sides of the footings to resist lateral loads should meet the material and placement requirements provided in the "Geotechnical Engineering and Grading Considerations" section of this report. 8. Continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 10 feet. Kumar & Associates, Inc. 10 9. A representative of the geotechnical engineer should observe all footing excavations prior to concrete placement. SEISMIC DESIGN CRITERIA Based on data from the borings and our experience in the site vicinity, the soil profile is anticipated to consist of about 20 feet of relatively dense, predominantly granular overburden soil anticipated to be underlain at a depth of less than 100 feet by hard to very hard claystone bedrock considered to extend to depths greater than 100 feet. The overburden soil generally classifies as International Building Code (IBC) Site Class D, and the underlying bedrock generally classifies as IBC Site Class C. Based on the anticipated thickness of the overburden soils and our experience with sites with similar soil profiles, we recommend a design soil profile for the site of IBC Site Class D. Based on the subsurface profile, site seismicity, and the anticipated depth of ground water, liquefaction is not a design consideration. FLOOR SLABS At -grade floor slabs present a problem where existing fill is present beneath the floor slab, particularly where the existing fill may not have been placed under controlled conditions. Fills of poor or unknown quality can settle over time. The most positive method for limiting slab movements caused by settlement of existing fill is to completely excavate and replace the existing fill with properly compacted structured fill. An alternate method is presented in the "Geotechnical Engineering and Grading Considerations" section of this report. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. Joint spacing is dependent on slab thickness, concrete aggregate size, and slump, and should be consistent with recognized guidelines such as those of the Portland Cement Association (PCA) and American Concrete Institute (ACI). The joint spacing and slab reinforcement should be established by the designer based on experience, PCA/ACI guidelines and the intended slab use. Kumar & Associates, Inc. 11 Due to the presence of groundwater and the granular nature of subsoils, we recommend mitigation of moisture vapor penetration into the slabs by use of a vapor barrier. Special precautions will be required to prevent differential curing problems which could cause the slabs to warp. Recommendations in ACI 302.1 R should be used for design and construction of vapor barrier. All fill materials for support of floor slabs should be placed and compacted according to the criteria presented in "Geotechnical Engineering and Grading Considerations" section of this report. The suitability of the on-site soils for use as underslab fill is also discussed in the "Geotechnical Engineering and Grading Considerations" section of this report. WATER SOLUBLE SULFATES The concentration of water soluble sulfates measured in selected samples obtained from the exploratory borings ranged from 0.0% to 0.10%, for the on-site soils. These concentrations of water soluble sulfates represent a Class 0 severity of exposure to sulfate attack on concrete exposed to these materials. The degree of attack is based on a range of Class 0 to Class 3 severity of exposure as presented in ACI 201.2R. Based on the laboratory test results, we believe special sulfate resistant cement will not be required for concrete exposed to the on-site materials. BELOW -GRADE WALLS AND RETAINING STRUCTURES Below -grade walls and retaining structures should be designed for the lateral earth pressure generated by the backfill materials, which is a function of the degree of rigidity of the wall and the type of backfill material used. Below -grade walls and retaining structures that are laterally supported and can be expected to undergo only a moderate amount of deflection, such as basement walls, should be designed for a lateral earth pressure based on the following equivalent fluid pressures: CDOT Class 1 (<20% passing No. 200 Sieve) ............................................. 50 pcf On-site or imported, non -expansive, silty or clayey sand ............................. 55 pcf On-site or imported, moisture -conditioned clay backfill* .............................. 65 pcf * Swell potential less than 2% Kumar & Associates, Inc. 12 Cantilevered retaining structures that can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for the following equivalent fluid pressures: CDOT Class 1 (<20% passing No. 200 Sieve) ............................................. 40 pcf On-site or imported, non -expansive, silty or clayey sand ............................. 45 pcf On-site or imported, moisture -conditioned clay backfill* .............................. 55 pcf * Swell potential less than 2% The equivalent fluid densities recommended above assume drained conditions behind below - grade walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on the wall. All walls should also be designed for appropriate surcharge pressures such as traffic, construction materials and equipment. The zone of backfill placed behind below -grade walls to within 2 feet of the ground surface should be sloped upward from the base of the structure at an angle no steeper than 45 degrees measured from horizontal. To reduce surface water infiltration into the backfill, the upper 2 feet of the wall backfill should consist of a relatively impervious soil containing at least 30% passing the No. 200 sieve, or the backfill zone should be covered by a slab or pavement structure. Wall backfill should be placed according to the compaction criteria presented in the "Geotechnical Engineering and Grading Considerations" section of this report. Care should be taken not to over compact the backfill since this could cause excessive lateral pressure on the wall. Hand compaction procedures, if necessary, should be used to prevent lateral pressures from exceeding the design values. SURFACE DRAINAGE Proper surface drainage is very important for acceptable performance of the structure during construction and after the construction has been completed. Drainage recommendations provided by local, state and national entities should be followed based on the intended use of the structure. The following recommendations should be used as guidelines and changes should be made only after consultation with the geotechnical engineer. 1. Excessive wetting or drying of foundation and slab subgrades should be avoided during construction. Kumar & Associates, Inc. 13 2. Exterior backfill should meet the requirements of the "Geotechnical Engineering and Grading Considerations" section of this report. 3. Care should be taken when compacting around foundation walls to avoid damage to the structure. Hand compaction procedures, if necessary, should be used to prevent lateral pressures from exceeding the design values. 4. The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas. Site drainage beyond the 10 -foot zone should be designed to promote runoff and reduce infiltration. A minimum slope of 6 inches in the first 10 feet is recommended in the paved areas. These slopes may be changed as required for handicap access points in accordance with the Americans with Disabilities Act. 5. The upper 1 to 2 feet of the backfill in areas not covered by pavement or flatwork should be a relatively impervious material compacted as recommended above to limit infiltration of surface runoff. 6. Ponding of water should not be allowed in foundation backfill material or in a zone within 10 feet of the buildings. 7. Roof downspouts and drains should discharge well beyond the limits of all backfill. 8. With the exception of the rain gardens constructed with an impermeable liner, excessive landscape irrigation should be avoided within 10 feet of the foundation walls. PAVEMENT DESIGN A pavement section is a layered system designed to distribute concentrated traffic loads to the subgrade. Performance of the pavement structure is directly related to the physical properties of the subgrade soils and traffic loadings. Soils are represented for pavement design purposes by means of a resilient modulus value (MR) for flexible pavements and a modulus of subgrade reaction (k) for rigid pavements. Both values are empirically related to strength. Sub -grade Materials: Based on the results of the field exploration and laboratory test data, the pavement subgrade materials at the site generally classify as A-2-4, A-2-6, A-4, and A-7-6 soils with group indices ranging from 0 to 16, in accordance with the American Association of State Highway and Transportation Officials (AASHTO) classification system. The proposed fill material which was tested in our borrow area study dated October 21, 2015, classified as A-4 Kumar & Associates, Inc. 14 soil with a group index of 2. We believe that processed on-site materials and the proposed borrow fill material will generally classify closer to A-4 soils. For design purposes, a resilient modulus value of 4,940 psi was selected for flexible pavements. Desiqn Traffic: It appears that daily traffic at the site will be limited to automobiles, pickup trucks, delivery, moving and trash trucks on a routine basis, and fire trucks on an intermittent basis. At the time of report preparation, traffic data was not available. Therefore, we have assumed an 18 -kip equivalent single axle loading (ESAL) of 36,500 for areas restricted to automobile parking and an ESAL of 73,000 for the drive and access lanes. Pavement Sections: Flexible pavement sections were developed using the DARWinTM computer software that solves the AASHTO pavement design equations. Areas of pavement restricted to automobile parking should be paved with a minimum of 5.5 inches of full -depth asphalt, or a composite pavement section consisting of 4 inches of asphalt over 6 inches of compacted aggregate base course material. Driveways and fire lanes should be constructed with a minimum of 6 inches of full -depth asphalt or a composite pavement section consisting of 4 inches of asphalt over 7 inches of compacted aggregate base course material. In lieu of an asphalt pavement section, a 6 -inch Portland cement concrete pavement section may be used for truck loading areas, dumpster pads, and other areas where truck turning movements are concentrated. All concrete pavement areas on the site should contain sawed or formed to joints to'/ of the depth of the slab at a maximum distance of 12 to 14 feet on center. Pavement Material Recommendations: The asphalt mix should meet the latest requirements of the CDOT Standard Specifications for Road and Bridge Construction. The asphalt placed for the project should be designed in accordance with the SuperPave gyratory mix design method. The mix should meet Grading S or SX requirements. A SuperPave gyratory design revolution (NDEs) of 75 should be used in the design process. A PG 58-28 asphalt binder should be used for the asphalt mix. Concrete pavement should meet CDOT Class P specifications and requirements. Subgrade Preparation: Existing fills present a problem where present beneath pavements, particularly when the existing fill was not placed under controlled conditions. Fills of poor or unknown quality could result in potentially excessive short- and long-term settlements when subjected to traffic loads, or increases in moisture. Kumar & Associates, Inc. IN7 The most positive method for limiting pavement movements caused by settlement of existing fill of unknown quality is to completely excavate and replace the existing fill with properly compacted fill. A cost-saving alternative is to remove a portion of the existing fill beneath pavements, provided the risk of movement in excess of normally accepted settlement tolerances is acceptable to the owner. Provided that this alternative is acceptable, we recommend that the upper 2 feet of existing fill underlying pavements be excavated and replaced with properly compacted fill. The owner should be aware that subexcavation and replacement will reduce but not eliminate potential movement of pavements should moisture levels increase within existing fills beneath the replacement fill and/or pavement. Prior to placing compacted fill, the exposed subgrade soils should be scarified to a depth of 12 inches, adjusted to a moisture content within 2 percentage points of the optimum moisture content and recompacted to at least 95% of the standard Proctor (ASTM D 698) maximum dry density. Fill placed beneath the pavement should meet the material and compaction requirements presented in the "Geotechnical Engineering and Grading Considerations" section of this report. The pavement subgrade should be proofrolled with a heavily -loaded pneumatic -tired vehicle or a heavy, smooth drum roller compactor. Pavement design procedures assume a stable subgrade. Areas that deform excessively under heavy wheel loads are not stable and should be removed and replaced to achieve a stable subgrade prior to paving. DESIGN AND CONSTRUCTION SUPPORT SERVICES Kumar & Associates, Inc. should be retained to review the project plans and specifications for conformance with the recommendations provided in our report. We are also available to assist the design team in preparing specifications for geotechnical aspects of the project, and performing additional studies if necessary to accommodate possible changes in the proposed construction. We recommend that Kumar & Associates, Inc. be retained to provide construction observation and testing services to document that the intent of this report and the requirements of the plans and specifications are being followed during construction. This will allow us to identify possible variations in subsurface conditions from those encountered during this study and to allow us to re-evaluate our recommendations, if needed. We will not be responsible for implementation of the recommendations presented in this report by others, if we are not retained to provide construction observation and testing services. Kumar & Associates, Inc. 16 LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering practices in this area for exclusive use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings at the locations indicated on Fig. 1, and the proposed type of construction. This report may not reflect subsurface variations that occur between the exploratory borings, and the nature and extent of variations across the site may not become evident until site grading and excavations are performed. If during construction, fill, soil, or groundwater conditions appear to be different from those described herein, Kumar & Associates, Inc. should be advised at once so that a re-evaluation of the recommendations presented in this report can be made. Kumar & Associates, Inc. is not responsible for liability associated with interpretation of subsurface data by others. LJW/jw cc: book, file Kumar & Associates, Inc. E "`BOPoNG B, BORING 2 y -j,� R4 y,eai r r�. BORING 18 0 + ' 5 . BORING O f ✓ ���� �. T, *+n, fBORIN6 P� 1 'BORING 1 �d 4 "� iG 13} BORING � �,A�� 1v f "�� C� 4 .✓BORING 11{ t� 1 �✓`2'C" �� d t 1� �; Kl�G� BORING 9 i ��ORINIG 17, G "Boi NO BORIND 2Yn e 60 , ' � t '�. N' 0 Aw �� a BORING 14 IN BORINGS 4U!A BORING 10 .BORING P-2 .\.BOAING 7TM�,k„-'80RIN�0 X18 r . q a g kkk___ ✓.+ � lip y 4 •�.� ratio 1s I��l`��i 50 0 50 100 APPROXIMATE SCAUE-FEE1 15-1-511 Kumar $ Associates 4901 MARSHALL STREET, WHEAT RIDGE, COLORADO LOCATION OF EXPLORATORY BORINGS Fig. 1 BORING 1 80RING 2 BORING 3 BORING 4 BORING 5 BORING 6 BORING 7 BORING 8 EL. 5291.5' EL. 5291' EL 5291' EL. 5290.5' EL 5292' EL. 5296.5' EL. 529D.5' EL. 5290.5' 5305 5305 5300 ---- ____________________ O 5300 O __________________________________ O PAVEMENT _ --- 5295 36/12__- 5295 19/12 WC=10.4 50/11 DD=101.7 -200=68 41/12 WC=3.3 DD=109.7 (4) (2) LL =28 NP +4=15 5290 i 22/12 _ 19/12 14/12 W55=0.10 A-4 (0) NIDD=29 (1.5) NP 5290 WC=1.5 19/12 WSS=0.09 12/12 % DD=111.1 A -2-a (0) 38/12 / 50/11 40/12 BOUNCE 10/12 WC=23.9 24/12 29/12 50/6 1 5285 +4=13 -200=17 - _ „Q 5285 W 50/4 _ 50/5 '- 30/12 50/8 0 WC=14.9 5D/5 50/4 50/7 WC=14.1 j OD= 114 WC=15.6 50/3 DD= 115.8 4=8 "J 5280 -200=62 LL= DD= 112.4 -20D=74 528D P1=10 -200=93 LL=35 LL=38 PI=11 50/3 P1=7 50/5 50/3 50/3 50/3 50/3 5275 5275 50/2 ] 50/d 50/2 5270 5270 so/z 50/2 5265 IEGENQ 5265 LEGEND, OPROPOSED FINISHED GRADE WITH BUILDING NUMBERS 5260 52fi0 15-1-517 1 Ku..,&Associates 4901 MARSHALL STREET, WHEAT RIDGE, COLORADO LOGS OF EXPLORATORY BORINGS Fig. 2 BORING 9 BORING 10 BORING 11 BORING 12 BORING 13 BORING 14 BORING 15 BORING 16 EL. 5290' EL. 5289.5' EL. 5290' EL. 5302' EL. 5290' EL. 5292' EL. 5306.5' EL. 5294.5' 5310 5310 44/12 WC=7.2 DD=119.9 5305 +4=15 29/1 WC=i. O - --- --- 5305 DD _115.j O ( J +4=35 -200=33 O 30/12 Ll=34 O 5300 .___________________ O PI=15 A-2-6 (1) O 5300 14/12 32/12 47/12 5295 WC=2.6 DD=125.8 5295 +4=29 -200=17 24/12 NV 50/6 NP A 2-4 (0) WC=- 1 3.2 23/12 5290 t3) D0=107.3(2) +4=17 20f12 5290 u 8/12 -200=62 7/12 50/10 23/12 io LL=50 38/12 WC=9.6 - PI=23 OD=113.2 SD/2 _ A-7-6 (13) 4/12 WC=75.1 S. +4=11 22/12 Do /17 -200=46 5285 WC=5.1 18/12 +4=36 LL=45 25/12 5285 0 -200=4 -20= -200=7 NV PI=2d - �_ NP 21/12 X 25/12 50/5 50/9 50/3 5280 42/12 WC=15.5 x 50/5 5280 Do= 110.6 -200=61 28/12 LL --37 2 4/72 - PI=10 50/4 50/11 5275 50/4 5275 42/12 50/4 50/4 50/3 5270 50/5 5270 LEGEND: OPROPOSED FINISHED GRADE WITH BUILDING NUMBERS 5265 5265 15-1-511 Kumar & Associates 4901 MARSHALL STREET, WHEAT RIDGE, COLORADO LOGS OF EXPLORATORY BORINGS Fig. 3 BORING 17 BORING 18 BORING 19 BORING D-1 BORING D-2 BORING P-1 EL. 5303' EL. 5308' EL. 5309.5' EL. 5292' EL. 5291.5' EL. 5295.5' O 23/12 5310 30/12 +C=8.2 WC=15.8 4=6 DD=109.3 -200=61 +4=4 POND LL=44 Oj -200=79 FINISHED P1=27 NV LL=42 OD=12b.0 A-7-6 (14) PI=20 5300 x 1 5305 A-7-6 (16) 22/12 5280 5275 �� 50/6 O36/12 O 18/12 WC=8.0 531C WC=2.6 +4=19 26/12 --- _______ POND LL=32 Oj WC=3.2 FINISHED NV _ OD=12b.0 5305 5300 x 1 39/12 14/12 5300 10/12 WC=9.2 50/11 50/11 DDI 15.3 +4=10 -200=44 LL=32 PI=16 5295 x WSS=0.00 23/12 50/11 5290 50/11 13/12 5285 SD/5 5280 5275 �� 50/6 EL. 5307.5' 22/12 18/12 WC=8.0 531C WC=2.6 +4=19 DD=87.8 -2DO=31 POND LL=32 -200=28 FINISHED NV 50/10__-- 5305 PAVEMENT 1 39/12 50/4 5300 10/12 50/11 O __ - PAVEMENT (3) KI 50/10 (2) 35/12 28/12 50/11 WC=1.2 35 12 4=54 / -200=3 50/2 50/3 BORING P-2 - EL. 5307.5' 22/12 WC=8.0 531C DD=106.6 +4=19 -2DO=31 LL=32 PI=10 A-2-4 (0) 5305 PAVEMENT 1 5300 10/12 LEGEND: OPROPOSED FINISHED GRADE WITH _______ BUILDING NUMBERS 5295 5285 5275 15-1-517 Kumar B Associates 4901 MARSHALL STREET, WHEAT RIDGE, COLORADO LOGS OF EXPLORATORY BORINGS Fig. 4 LEGEND ® TOPSOIL. (4) 'ASPHALT, THICKNESS IN INCHES SHOWN IN PARENTHESES TO LEFT OF THE LOG. ®FILL: SANDY LEAN CLAY (CL), SANDY FAT CLAY (CH), SANDY SILT (ML), CLAYEY TO SILTY SAND (SP-SC), FINE TO COARSE GRAINED WITH VARIABLE GRAVEL, SLIGHTLY MOIST TO MOIST. TAN TO GRAY TO BROWN TO BLACK TO BROWN-RED. a,� SILTY SAND (SM) TO CLAYEY SAND (SC) TO POORLY-GRADED GRAVEL WITH SAND (GP), MEDIUM DENSE TO VERY DENSE, SLIGHTLY MOIST TO MOIST, TAN TO BROWN. SILTY SAND (SM) TO POORLY-GRADED SAND WITH SILT AND GRAVEL (SP-SM), LOOSE TO DENSE, SLIGHTLY MOIST TO MOIST, BROWN TO GRAY TO TAN. SANDY LEAN CLAY (CL) TO CLAYEY SAND (SC) WITH VARIABLE GRAVEL, MEDIUM DENSE TO VERY DENSE, SLIGHTLY MOIST TO MOIST, BROWN TO TAN. ©SANDY LEAN CLAY (CL), FINE TO COARSE GRAINED SAND, STIFF TO HARD, SLIGHTLY MOIST TO MOIST, BROWN. CLAYSTONE BEDROCK, FINE TO COARSE GRAINED SAND, HARD TO VERY HARD, SLIGHTLY MOIST TO MOIST, BLUE TO GRAY. DRIVE SAMPLE, 2-INCH I.D. CALIFORNIA LINER SAMPLE. 22/12 DRIVE SAMPLE BLOW COUNT. INDICATES THAT 22 BLOWS OF A 140-POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE THE SAMPLER 12 INCHES. �- DEPTH TO WATER LEVEL AND NUMBER OF DAYS AFTER DRILLING MEASUREMENT WAS MADE. y DEPTH AT WHICH BORING CAVED, NOTES 1. THE EXPLORATORY BORINGS WERE DRILLED ON SEPTEMBER 11, 14, AND 15, 2015 WITH A 4 -INCH DIAMETER CONTINUOUS FLIGHT POWER AUGER. 2. THE LOCATIONS OF THE EXPLORATORY BORINGS WERE MEASURED APPROXIMATELY BY PACING FROM FEATURES SHOWN ON THE SITE PLAN PROVIDED. 3. THE ELEVATIONS OF THE EXPLORATORY BORINGS WERE OBTAINED BY INTERPOLATION BETWEEN CONTOURS ON THE SITE PLAN PROVIDED. 4. THE EXPLORATORY BORING LOCATIONS AND ELEVATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. S. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 6. GROUND WATER LEVELS SHOWN ON THE LOGS WERE MEASURED AT THE TIME AND UNDER CONDITIONS INDICATED. FLUCTUATIONS IN THE WATER LEVEL MAY OCCUR WITH TIME. 7. LABORATORY TEST RESULTS: WC = WATER CONTENT (X) (ASTM 0 2216); DO = DRY DENSITY (Pcf) (ASTM D 2216); +4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D 422); -200= PERCENTAGE PASSING NO. 200 SIEVE (ASTM 0 1140); LL = LIQUID UMIT (ASTM D 4318); PI= PLASTICITY INDEX (ASTM D 4318); NP = NON -PLASTIC (ASTM D 4318); NV = NO LIQUID LIMIT VALUE (ASTM D 4318); WSS = WATER SOLUBLE SULFATES (%) (CP -L 2103); A-2-6 (0) = AASHTO CLASSIFICATION (GROUP INDEX) (AASHTO M 145). 15-1-511 I Kumar&Associates I 4901 MARSHALL STREET, WHEAT RIDGE, -1-511 I Kumar&Associates 4901 MARSHALL STREET, WHEAT RIDGE, COLORADO I LEGEND AND NOTES I Pg. 5 I J N 0 1 z O —1 a 0 J 0 Ln Z —2 O U —3 1 J J w V) 0 1 z o —1 0 J O o —2 U —3 I SAMPLE OF: Claystone Bedrock FROM: Boring 1 ® 9' WC = 14.9%, DD = 114.3 pcf —200 = 62%, LL = 34, PI = 10 EXPANSION PRESSURE UNDER CONSTANT UPON WETTING 1.0 APPLIED PRESSURE — KSF 10 SAMPLE OF: Claystone Bedrock FROM: Boring 4 @ 9' WC = 15.6%, DD = 112.4 pcf —200 = 93%, LL = 35, PI = 7 EXPANSION UNDER CONSTANT PRESSURE UPON WETTING 1 i 1A APPLIED PRESSURE — KSF 10 100 15-1-511 Kumar & Associates SWELL—CONSOLIDATION TEST RESULTS Fig. 6 0 z z —2 0 SAMPLE OF. Fill: Silty Sand (SM) FROM: Boring 7 @ V WC = 3.3%, DD = 109.7 pcf —200 29%, NV, NP EXPANSION UNDER CONSTANT PRESSURE UPON WETTING z < 0 v) —2 z —3 ID APPLIED PRESSURE KSF 10 100 2 SAMPLE OF: Claystone Bedrock FROM: Boring 8 @ 9' I WC = 14.4%, DD = 115.8 pcf —200 74%, LL = 38, P1 11 --------- I L EXPANSION UNDER CONSTANT PRESSURE UPON WETTING V) 7 "T, IT 0 i 1 i i ----------- --- .Pgly, W 'h tp.ly h.11 -k b. ,p.d.-d, — *p full. without ft -K1.. opp f i —ple. Ke..., ..d A...W.., Inc. Swell T nWid�b­ t­U�g p0—ed in _-dance ASTM D-45,46. 15-1-511 to APPLIED PRESSURE KSF 10 100 Kumar & Associates _F WELL—CONSOLIDATION TEST RESULTS Fig. 7 — i I � � ( j II i (_I I ! i j I I 0 z z —2 0 SAMPLE OF. Fill: Silty Sand (SM) FROM: Boring 7 @ V WC = 3.3%, DD = 109.7 pcf —200 29%, NV, NP EXPANSION UNDER CONSTANT PRESSURE UPON WETTING z < 0 v) —2 z —3 ID APPLIED PRESSURE KSF 10 100 2 SAMPLE OF: Claystone Bedrock FROM: Boring 8 @ 9' I WC = 14.4%, DD = 115.8 pcf —200 74%, LL = 38, P1 11 --------- I L EXPANSION UNDER CONSTANT PRESSURE UPON WETTING V) 7 "T, IT 0 i 1 i i ----------- --- .Pgly, W 'h tp.ly h.11 -k b. ,p.d.-d, — *p full. without ft -K1.. opp f i —ple. Ke..., ..d A...W.., Inc. Swell T nWid�b­ t­U�g p0—ed in _-dance ASTM D-45,46. 15-1-511 to APPLIED PRESSURE KSF 10 100 Kumar & Associates _F WELL—CONSOLIDATION TEST RESULTS Fig. 7 j II tested. Th with 3 2 J 0 I z a 0 J O N —2 z a c� —3 —4 SAMPLE OF: Clayey Gravel with Sand (GC) FROM: Boring 12 @ 1' WC = 6.4%, DO = 115.7 pcf —200 = 33%, LL = 34, PI = 15 I I I I EXPANSION UNDER CONSTANT jI PRESSURE UPON WETTING I j I i i I, I I i ID APPLIED PRESSURE — KSF 10 SAMPLE OF: Claystone Bedrock FROM: Boring 13 0 9' WC = 15.5%, DD = 110.6 pcf —200 = 61 %, LL = 37, PI = 10 3 i I 2 i I EXPANSION UNDER CONSTANT 3 -F- PRESSURE UPON WETTING N 1 I i z 0 0 a e o J O z I —2 These teat result' apply only to the ample' tested. The testing report 'holt not . repraduced, except in " full. rithout the Brittenappra'+ol o! _ Kumar and Associates, mc. Srell - Conaofidolian lasting performed in cordonce %nth ASTM D-4546 1 t 1A APPLIED PRESSURE — KSF 10 100 15-1-51 1 Kumar &Associates SWELL—CONSOLIDATION TEST RESULTS Fig. 8 4 3 ~• 2 -2 -3 �• 1 J V) 0 z 0 —1 a 0 z —2 0 U —3 SAMPLE OF: Fill: Clayey Sand (SC) FROM: Boring 14 @ 4' WC = 9.6%, DD = 113.2 pcf 1 —200 = 46%, LL = 45, PI = 24 EXPANSION UNDER CONSTANT PRESSURE UPON WETTING I T _ 1 i 1A APPLIED PRESSURE — KSF 10 1 i � i i I I I I Tneee tax ted. T opply only p the 'PiesNO !bated. The testing report eholl not be reproduced, except io full, without the written approval of C -or and Mettintee, Inc Swell i .e.,d Batten teel'nq p D-45 5, 'n ocrnNanc< with ASiA/ D-548 '. .1 15-1-511 SAMPLE OF: Clayey Sand (SC) FROM: Boring 18 CSD 9' WC = 9.2%, DD = 115.3 pcf —200 = 44%, LL = 32, PI = 16 1—J, EXPANSION UNDER CONSTANT PRESSURE UPON WETTING l 1.0 APPLIED PRESSURE — KSF 10 Kumar & Associates SWELL—CONSOLIDATION TEST RESULTS 100 Fig. 9 1 0 � -1 W 3 -2 z 0 w a -3 0 V) z 0 U -4 1A APPLIED PRESSURE - KSF 10 100 15-1-511 Kumar & Associates SWELL—CONSOLIDATION TEST RESULTS Fig. 10 100 90 80 70 U 60 v 50 4p � 30 20 10 0 .0 100 90 BO 70 Z 60 to 50 U 40 30 20 10 0 HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS 24 HRS 7 MR5 � MIN , MIN 1OW11 19.1M SHIN IMIN #210 U.S. STANDARD SERIES 0100 N50 '40 #30 AF15 V1098 CLEAR SOUARE OPENINGS 3/118" 3/4" 1 1 2 3" " 8 i �... t F=I — I + tr I t I f I t i I j .___ .___ ._.., ..,... ..,. .. .. _„ ._,....425..,.., ...,. DIAMETER OF PARTICLES CLAY TO SILT SAND FINE MEDIUM GRAVEL 13 % SAND 7D % LIQUID LIMIT PLASTICITY INDEX SAMPLE OF: Clayey Sand (SC) 0 10 zo 30 0 40 z fi 50 U 60 70 a 80 90 100 in V.." 19 BJ 76.2 121 SZ to JILLIMETERS GRAVEL _ ARSE FINE COARSE �uBBLEs SILT AND CLAY 17 FROM: Boring 3 @ 4 HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS 24111157 HRS G MIN 7 MIN 60MIN 19MIN 4MIN IMIN P200 U.S. STANDARD SERIES At 0 a W 6"6 "1 9. CLEAR SOUARE OPENINGS d / ^ •' 8 i �... t F=I — I t I f I t i I j 0 10 20 3D 0 40 z ZE 50 z U 60 � a 70 80 90 100 .001 02 05 .009 .019 .03 .0 .150 ' .300d1 .600 1.18 25 2.0.36 4. 9. 19 38.1 76.2 1271 200 152 DIAMETER OF PARTICLES IN MILL MET ER 15-1-511 I S RAVEL CLAY TO SILT SAND GCOBBLES FINE I MEDIUM 1COARSEI FINE COARSE GRAVEL 52 % SAND 44 % SILT AND CLAY 4 % LIQUID LIMIT PLASTICITY INDEX These teslre'ulfs apply cniy to the —Graded Gravel with Sand (/GP FROM: Boring 9 @ 4' seomples wnicn SAMPLE OF: Poorly—Graded were tasted. The y 1 ) g 1 siina re pori sholl net 6e re predated, except in full, without the w iiten opprcvol of Ku mor L[ Assoc hies. Inc. Sieve onolysis lesiino is performed i accordance wiih ASTM D422, ASTM C136 and/or ASTIM D1140. Kumar & Associates GRADATION TEST RESULTS Fig. 11 100 90 80 70 z 60 N L1 4 50 Z U 40 30 20 10 0 .t 100 90 80 70 0'0 a 50 w 40 30 20 10 HYDROMETER ANALYSIS SIEVE A TIME READINGS 24 HRS � NRS 45 IAIN 15 MIN 6D MIN 19 MIN 4MIN IMIN 200 U.S. STA14DARD SERIES # 100 #50 #40930 #10 '10118 - 3/. /.: 8 i 2102.36 f , DIAMETER L . IN MILLIMETERS Y� 1 SANG 1 t .._ 1 —{ I I 1 I I { I { I 1 t FINE i I i I COARSE l GRAVEL 15 % SAND 37 % SILT AND CLAY l I f LIQUID LIMIT I PLASTICITY INDEX _1 These test resuus apply only Io the _ I Clayey Sand with Gravel (SC) FROM: Boring 15 @ 1' samoles which were tested. The testing report shall not be reproduced. CLAY TO SILT 70 80 90 100 .1 0 .3 D 1.18 4.7 i9 9.1 76. 127! 200 .425 2.0 152 DIAMETER OF PARTICLES IN MILLIMETERS SAND I GRAVEL FINE MEDIUM COARSE FINE COARSE COBBLES GRAVEL 54 % SAND 43 LIQUID LIMIT PLASTICITY INDEX SAMPLE OF: Poorly—Graded Gravel with Send (GP) SILT AND CLAY 3 % FROM: Boring D-2 @ 4' HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS 24 HR5 ] HR5 d MIN 1 MI 90tfiN 19MIN 4MIN I 9200 U.S. STANDARD SERIES 100 CLEAR SQUARE OPENINGS 2102.36 757. , DIAMETER L . IN MILLIMETERS Y� 1 SANG 1 t 1COBBLES CLAY TO —{ I I 1 I I { I { 1 t FINE i I i I COARSE 15-1-511 0 10 20 30 0 40 i 50 w V 60 70 so 90 100 D 9 .019 .037 75 .150 .30,425600 1.16 4. 9.5 19 8.1 6. 00 2102.36 757. DIAMETER OF PARTICLES IN MILLIMETERS SANG I GRAVEL 1COBBLES CLAY TO SILT FINE MEDIUM COARSE FINE I COARSE GRAVEL 15 % SAND 37 % SILT AND CLAY 48 LIQUID LIMIT PLASTICITY INDEX These test resuus apply only Io the SAMPLE Of: Clayey Sand with Gravel (SC) FROM: Boring 15 @ 1' samoles which were tested. The testing report shall not be reproduced. except in full, without the written approval of Kumar & Associates. Inc. Sieve analysis testina is performed in accordance with ASTM D422, ASTM C136 and/or ASTM D1140. Kumar & Associates GRADATION TEST RESULTS Fig. 12 TABLE SUMMARY OF LABORATORY TEST RESULTS PROJECT NO.: 15-1-511 PROJECT NAME: Self -Storage Facility DATE SAMPLED: 9-11-15, 9-14-15, 9-15-15 DATE RECEIVED: 9-18-15 SAMPLE LOCATION DEPTH BORING (feet) DATE TESTED NATURAL MOISTURE CONTENT (%) NATURAL DRY DENSITY (pcf) GRADATION GRAVEL SAND (%) (%) PERCENT PASSING /1 SIEEVEVE ATTERBERG LIMITS LIQUID PLASTICITY LIMIT INDEX WATER SOLUBLE SULFATES AASHTO CLASSIFICATION (group index) SOIL OR BEDROCK TYPE 1 9 9/18/15 14.9 114.3 62 34 10 Claystone Bedrock 2 1 9/18/15 1.5 111.1 Clayey Sand (SC) 3 4 9/18/15 23.9 13 70 17 Fill: Clayey Sand (SC) 4 9 9/18/15 15.6 112.4 93 35 7 Claystone Bedrock 5 1 9/18/15 10.4 101.7 68 28 NP 0.10 A-4 (0) Fill: Sandy Slit (ML) 7 1 9/18/15 3.3 109.7 15 56 29 NV NP 0.09 A-2-4 (0) Fill: Silty Sand (SM) 8 9 9/18/15 14.4 115.8 8 18 74 38 11 Claystone Bedrock 9 4 9/18/15 5.1 52 44 4 Poorly -Graded Gravel with Sand GP 10 1 9/18115 13.2 107.3 17 21 62 50 23 A-7-6 (13) Fill: Sandy Fat Clay with Gravel (CH) 4 9/18115 15.1 102.3 36 57 7 NV NP Sand with Sift and Poorly-GradedGravel SP -SM 12 1 9/18/15 6.4 115.7 35 32 33 34 15 A-2-6 (1) Clayey Gravel with Sand (GC) 13 9 9/18/15 15.5 110.6 61 37 10 Claystone Bedrock 14 4 9/18/15 9.6 113.2 11 43 46 45 24 Fill: Clayey Sand (SC) 15 1 9/18/15 7.2 119.9 15 37 48 Clayey Sand with Gravel (SC) 16 1 9/18/15 2.6 125.8 29 54 17 NV NP A-2-4 (0) Fill: Silty Sand with Gravel (SC) 17 4 9/18/15 3.2 126.0 Fill: Silty Sand with Gravel (SC) 18 1 9/18/15 15.8 109.3 4 17 79 42 20 A-7.6 (16) Lean Clay with Sand (CL) 18 9 9/18/15 9.2 115.3 10 46 44 32 16 0.00 Clayey Sand (SC) 19 1 9/18115 8.2 NA 6 33 61 44 1 27 A-7-6 (14) Fill: Sandy Lean Clay (CL) D-1 1 9/18115 2.6 87.8 26 NV NP Fill: Silty Sand (SM) D-2 4 9/18115 1.2 54 43 3 Poorty-Graded Gravel with Sand GP P-2 1 9/18/15 8.0 106.6 19 50 31 32 10 A-2-4 (0) Fill: Clayey Sand with Gravel (SC} i CITY OF WHEAT RIDGE Building Inspection Division �(303) (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: O� 6`�c2 1�1CL GJi . Permit Number: K ❑ No one available for inspection: Tirne� �. 5L, >AM/PM Re -Inspection required: Yes No When corrections have been m. Date: i U 1 ii l?-- Ins i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 12-0 1 _1:� Lf -CT /oi fit✓ kow D Job Address: 4q01 fAn2SKnc L ST Permit Number: U(2c) ❑ No one available for inspection: Time `�7 `t AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date: Inspect i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Vn Oar iod 3d 9 R�� Job Address: Permit Number: C_ ❑ No one available for inspection: Time 10 AM/PM Re -Inspection required: Yes o When corrections have been made, call for re -inspection at 303-234-5933 Date: 14))7 Inspector: f/ DO NOT REMOVE THIS NOTICE }4 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 90c)6-11 Jqb Address: III-ILS//157-6 L T Permit Number: 2,C) When corrections have been made, call for re -ins 3-234-5933 l� Date// //' / //' Inspector: z% DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE 1 Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: L '' f� �� "l C( --ac C� Job Address: Permit Number: FC, ! `v d' vfCy� G✓ova 0 KKJAY7 —TL)201+ Rvi,ai-a o4ie-m _ ❑ No one available for inspection: Time O0U &/PM Re -Inspection required: Yes 4N When corrections have been made, call for re -inspection at 303-234-5933 Date: 71J011'2 inspector: 64 C DO NOT REMOVE THIS NOTICE � � 4 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: E V& 0 O V Job Address: qo) Alo2S kA u- 57 - Permit Number: zo l (m�, (D 1 2Z) 1 (6L-126. 14 ❑ No one available for inspection: Time 6T A M Re -Inspection required: Yes KIN When corrections have been made, call for re -inspection at 303-234- Date:- 6 IZ711-7 Inspector: 6A DO NOT REMOVE THIS NOTICE f : i CITY OF WHEAT RIDGE V _��9rBuilding Inspections Division (303)1234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax 1` ; f INSPECTION NOTICE Inspection Type: 0 7--r A_ Job Address: c 't ��/ZS/� S Permit Number: z 0 one available for inspection: Time AM/PM Re -Inspection required./Yes No When corrections have been made, call for re -inspection- 8a3-234-5933 Date:.�f� Inspector: Lti l ' ✓ 1 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 9(-)J Ut1 w,0/,-0ji0Ur7 Job Address: c q0 1 Permit Number: �-D / U / 2-0 ❑ No one available for inspectio�Time / AM/PM �,-. Re -Inspection required: Yes ;iN y When corrections have been made, car! for re -inspection at 303-234-5933 Date: )() `7 -7—inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (3 03) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: fi 0y ( -I/ Job Address: 4/ XC; / Dermi4 AI■ r„her• l n •C ( l / � G?� ❑ No one available for inspection: Timms' !�- '=J AM/PM Re -Inspection required: Yes No When corrections have been made, call for re-inspec n Date:- % /f Inspector: DO NOT REMOVE THIS NOTICE i f i CITY OF WHEAT RIDGEi� Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTIO NOTICE/ Inspection Type: ��tc:c'=�Z- Job Address:/��� As/Alm//If C C S T ❑ No one available for inspection: Time t�(�' AM/PM Re -Inspection required: Yes ,No When corrections have been made, call for re-inspecfio!1 'at 303-234-5933 Date:/U- Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _:�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 'r 0 LA-, Job Address: y 90 t M4�(Zs A 0 I1 S T Permit Number: At,/(Do l *) -0 / � WITA r 7 ❑ No one available for inspection: Time - Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234- Date:- a �'�7 Inspector: DO NOT REMOVE .- NOTICE -7 3 i A CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 0 Job Address: 4 Q 0/ /y) AM s A.411 Permit Number: Dol G 0 / )� D / T- ❑ No one available for inspection: Time/d �/U AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date:-'?- /2 / 7 Inspector: DO NOT REMOVE' THIS NOTICE i CITY OF WHEAT RIDGE _1�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Uf Job Address: Z/ 1o. Permit Number: Z O/( 0) 2 G 0 71-U J , 't r) / .!' ,a ❑ No one available for inspection: Time/ "'' AM/PM Re -Inspection required: Yes s No When corrections have been made, call for re-inspectlDn 03-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial Electric PERMIT - 201701925 PERMIT NO: 201701925 ISSUED: 06/13/2017 JOB ADDRESS: 4901 Marshall ST EXPIRES: 06/13/2018 JOB DESCRIPTION: Temporary electric service - 150 amps *** CONTACTS *** OWNER 303-457-2966 MARSHALL 76, LLC SUB (303)420-7256 Roy Jackson 018341 Roy Jackson Electric, Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: UA / Unassigned BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 1,250.00 FEES Total Valuation 0.00 Use Tax 26.25 Permit Fee 53.70 ** TOTAL ** 79.95 *** COMMENTS *** *** CONDITIONS *** Work must comply with the 2014 NEC, 2012 IBC and other applicable codes and ordinances. Work is ubject to field inspection. I, by in signature, do hereby attest that the work to be performed shall comply with all accompanyingg approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am t11e legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include alI entities named within this document as parties to the work to be per ormed and that all work tgbaertormed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER bi(­C ONTRACTOR ,(Circle one) Date 1. This permit was issued b4sed-o�nforriation provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This, permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made -be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees andprocedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Budding Official and is not guaranteed. 4, No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5, The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspeions and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting.0f4Xermit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable code or any otd e or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspection time requests will be accepted by email only. Please email requests to insptimerequest@ci.wheatridge.co.us between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line. City of �K Wheat 1id MUNITY DEVELOPMENTge Building & Inspection Services Division 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: perm its(a-)ci.wheatridge.co.us j FOR OFFICE USE ONLY Date: Plan/Permit #� Plan Review Fee: Building Permit Applications *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 4��/ �& J11'?Z:y_14 Property Owner (please print):/d/IIffV7r?%/ %G, (4f1(41le 4,, 7/�)17.,v/'jitl Phone: 93M/ 4,� Property Owner Email: Mailing Address: (if different than property address) Address: �//22 � G�/?�U F.'C- - UO6�Z% City, State, Zip: L,gy_1�4 SQ IZI Arch itect/Enaineer: /�!' 2 Architect/Engineer E-mail: Phone: Contractor: zvx & Contractors City License #: 16a /6!� Phone: 1W71- '/773 Contractor E-mail Address Contractor E-mail Address:;rr��� !'• �!'• Sub Contractors: Electrical: 1 tij'YU 'd�57e Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # Complete all information on BOTH sides of this form 4COMMERCIAL ❑ RESIDENTIAL Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ElOTHER (Describe) :n5-�p _ (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) Sq. Ft./LF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided e application. CIRCLE ONE: (OWNER (CONTRALTO) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Electronic Signature (first and last name):y�!��l L IV.zCf�?`� DATE: W/// l ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: Building Division Valuation: $ jk, i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 6,C ) /Foo Job Address: 9001 "►25NALL ST Permit Number: 20 1 (Z� UI 1 &06 ❑ No one available for inspection: Time 0/5 &PM Re -Inspection required: Yes I When corrections have been made, call for re -inspection at 303-234-5933 Date: %// 1//T% Inspector: 6A to DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE J Inspection Type:. 1�o�I sfe� w ll�1� Job Address: -- Permit Number: ❑ No one available for inspection: -M 60M Re -Inspection required: Yes � NO When corrections have been made, cor-re-inspection at 3a3723 ,4- 9 Date:Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge ESTIMATED Commercial New Struc PERMIT - 201601201 PERMIT NO: 201601201 ISSUED: 04/19/2017 JOB ADDRESS: 4901 Marshall ST EXPIRES: 04/19/2018 JOB DESCRIPTION: New self storage (mini warehouse) facility consisting of 10 buildings, 99,396.67 25, 006.35 total sf 79,638. Leasing office and residence fire area will have sprinkler system and office suites. 1,920.00 *** CONTACTS *** ** TOTAL ** OWNER (303)424-0545 MARSHALL 76, LLC SUB (303)420-7256 Roy Jackson 018341 Roy Jackson Electric, Inc. SUB (970)330-2216 George W. Corman III 021020 Corman Mechanical Contractors SUB (303)806-8000 Denver Heating & A/C. 017942 Denver Heating & A/C, Corp. GC (303)287-5525 John R. Barna, Jr. 160164 DCB Construction Company Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: / SUBDIVISION CODE: UA / Unassigned BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT 0 2,037.00 FEES Total Valuation Plan Review Fee 0.00 16, 254.13 Use Tax Permit Fee 99,396.67 25, 006.35 twi Plan Review Addtiona 1,920.00 ** TOTAL ** 142, 577.15 *** COMMENTS *** *** CONDITIONS *** Approval from presiding fire department required prior to final building inspection sign -off. All roughs to be done at Framing Inspection. Letter of Credit must be received prior to the issuance of a building permit City of Wheat Ridge Commercial New Struc PERMIT - 201601201 PERMIT NO: 201601201 ISSUED: 04/19/2017 JOB ADDRESS: 4901 Marshall ST EXPIRES: 04/19/2018 JOB DESCRIPTION: New self storage (mini warehouse) facility consisting of 10 buildings, total sf 79,638. Leasing office and residence fire area will have sprinkler system and office suites. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this_permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and that all work be perfor me d is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or fONTRACTO (Circle one) Date 1. This permit was issued base on a information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 1 This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4, No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be coristru#d to be a permit for or an approval of, any violation of any provision of any applicable code or any ordinance or regulation of this jurj;•"sdiction. Approval of work is subject to field inspection. Signature of Chief Building Official DtE REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY' °] Inspection time requests will be accepted by email only. Fl between 7:30am and 8:00am, the morning of the inspection ��..,,_. INSPECTION THE FOLLOWING BUSINESS DAY. ase email requests to insptimerequest@ci.wheatridge.co.us Please put the address of the inspection in the subject line. City of 4K W heat Ngo COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits .ci.wheatridge.co.us FOR OFFICE USE ONLY;''7`r Date: LW i Plan/Permit # Plan Review Fee: Building Permit Application PAID *** Please complete all highlighted areas on both sides of this form. Incomplete applicationsy not be -processed. *"* Property Address: 4901 Marshall Street Property Owner (please print): Marshall 76, LLC (Attn: Cory Thornton) Phone: 303-457-2966 Property Owner Email: clay@carlsonland.net Mailing Address: (if different than property address) Address: 12460 1 st Street City, State, Zip: Eastlake, CO 80614 Architect/Engineer: dcb construction company, inc. (Architect of record: Michael Bray) Contact: Jason Jacobowski Architect/Engineer E-mail:jjacobowski andcb1.com Phone: 303-287-5525 Contractor: dcb construction company, inc. (909 East 62nd Ave., Denver, CO 80215) (application pending) Contractors City License #: # Phone: 303-287-5525 Contractor E-mail Address: brenz(aD-dcbl .com (Contact: Bill Renz) Sub Contractors: Electrical: Roy Jackson Electric, Inc. W.R. City License # 018-341 Other city Licensed sub: to be determined City License # Plumbing: Corman Mechanical Mechanical: Denver Heating &Air Conditioning W.R. City License # 02-1020 W.R. City License # 017-942 Other city Licensed sub: to be determined City License # Complete all information on BOTH.sides of this form 2 COMMERCIAL ❑ RESIDENTIAL Description of work: (Check all that apply) [NEW COMMERCIAL STRUCTURE [► ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.)New self storage (mini warehouse) facility consisting of 10 buildings: Buildings'A' through T. Total area is 79,638 square feet. Refer to Sheet GO.1 for area breakdown. Building 'A' is a mixed use, mixed occupancy building with: the self storage leasing office, on-site self storage manager's residence, interior corridor climate controlled self storage unit area, exterior drive -up self storage units, and six office suite tenant spaces. Building 'A' is divided into two fire areas by a fire wall: 1.) Leasing office and residence fire area: fire sprinkler, Type VB Construction, and 2.) Office suites, interior climate controlled storage and exterior drive -up storage unit, non-sprinklered,Type IIB Construction. Building 'B' through 'I' are all unconditioned, non-sprinklered Type IIB Construction with exterior drive -up self storage units. Buildings 'B' and 'D' are divided into smaller fire areas with 3 -hour fire barriers so the non-sprinklered S-1 occupancy does not exceed 12,000 square feet. Sq. Ft./LF 79,638 SF total footprint Btu's 390,000 heating & water htg. Gallons 67.5 total (water heaters) Amps 800 electrical service size Squares n.a. Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that 1 have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CONTRACTOR) o AUTHORIZED REPRESENTATIVE of OWNER) (CONTRACTOR) Electronic Signature (first and last name): DATE: 8-15-2016 DEPARTMENT USE ONLY ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: OCCUPANCY CLASSIFICATION: /Oz 7-0 =-T_vvA-A.) 6is 0/I=- CART 0/� D D ,2,47 l3 �/ �-S - vi .9,� sr-t� r`'t sA4-Act_ 13 4R 6E7 .0 � P_e- eeZ171_ -�� .303.236'. 2.S'Zl I.v/"=-D Building Division Valuation: $ KIWI II CONSTRUCTION 28177I ELLERROAD MURRI.ETA, CA92563 (877) 465-4942 (951) 301-8975 (951) 301-4096 FAX ATTN: ART LEON STRUCTURAL CALCULATIONS FOR CARLSON MARSHALL ST SELF STORAGE 4910 MARSHALL ST. WHEAT RIDGE, CO 80033 DESIGN LOADS (PER "2012" iBC): GROUND SNOW LOAD... GL := 30• PSF ROOF LIVE LOAD............ LL := 30• PSF ROOF DEAD LOAD......... D L := 4• P S F WIND LOADING a 135 MPH, EXPOSURE C FROM (ASCE7-10) 7/13/16 F� P�O 1. C O Oma' �R T 1dy''• S 44015 �0. 441 z .......... �* ONAL H:= 15 -FT X:= .6 0.6 FACTOR FOR ASD HORIZONTAL (TRANSVERSE), TABLE 27.6-1 HT := 43.3 • PSF,X HT = 25.98- PSF VERTICAL (ROOF UPLIFT), TABLE 27.6-2 VO := —14.66-PSF•X V6 = —8.796-PSF SEISMIC LOADING 1:= 1.0 SS := .19 MAX. GROUND MOTION S 1 := .06 MAX. GROUND MOTION Fa := 1.6 SITE COEFFICIENT Fv := 2.4 SITE COEFFICIENT SMS := F, -SS SMS = 0.304 SM1 := FV •S1 SM1 = 0.144 SDS 3 2 SMS SDS = 0.203 SDI 2 3 'SMI SDI = 0.096 R:= 6.5 RESPONSE MODIFICATION COEFF. (ASCE7-10 TABLE 12.2-I) SHEARWALLS SEISMIC DESIGN CATEGORYB SEISMIC FACTOR FOR BUILDING SDS Cs := R Cs = 0.031 (ASCE7-10 12.8-2) Csmin := .044•SDS•1 Csmin = 0.009 (ASCE7-10 12.8-5) 1 SOILS............................FOUNDATION DESIGN BY OTHERS. u KIWI II CONSTRUCTION Project Title: 28177 KELLER ROAD Engineer: Project ID: MURRIETA, CA 92563 Project Descr: 951-301-8975 fax 951-301-4096 10:15AM --None-- Rlsk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure : "Il" : All Buildings and otherstructures except those listed as Category I, III, and IV ASCE 7.10, Page 2, Table 1.5-1 Seismic Importanoe Factor = 1 Gridded Ss & S1 values ASCE-7-10 Standard Max. Ground Motions, 5% Damping: SS = 0.1903 g, 0.2 sec response S 1 = 0.0599 g, 1.0 sec response Site Class, Site Coeff.'and Design Cateqor Latitude = 39.774 deg North Longitude = 105.100 deg West Location: Wheat Ridge, CO 80033 ASCE 7.10, Page 5, Table 1.5-2 ASCE 7-10 11.4.1 Site Classification 'D": Shear Wave Velocity 600 to 1,200 ftlsec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.60 ASCE 7-10 Table 11.4-1 & 11,4-2 (using straight-f+ne interpolation from table values) Fv, = 2,40 Maximum Considered Earthquake Acceleration S MS = Fa' Ss = 0.304 ASCE 7-10 Eq. 11.4-1 S M1 = Fv' S1 = 0.144 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration Weral.Force.Procedure S DS S 5213 = 0.203 ASCE 7-10 Eq. 11.4-3 S D1 S*213 = 0,096 ASCE 7.10 Eq. 11.4.4 Seismic Design Category = B ASCE 7-10 Table 11.6-1 & -2 Resisting System ASCE?-10 Table 12.2-1 Basic Seismic Force Resisting System ... Bearing Wall Systems Light -framed walls sheathed w/wood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient " R " = 6.50 Building height Limits: System Overstrength Factor " Wo' - 3.00 Category "A & B" Limit: No Limit Deflection Amplification Factor " Cd " = 4 00 Category "C" Limit: Category "D" Limit: No Limit Limit = 65 NOTE! See ASCE 7-10 for all applicable footnotes. Category "E" Limit: Limit = 65 Category "F" Limit Limit = 65 ASCE 7-10 section 12.x.2 Equivalent Lateral Force Procedure The 'Equivalent Lateral Force Procedure' is being used according to the provisions of ASCE 7-1012.8 .Determine Building Period ± use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems " Ct "value = 0.020 " hn " : Height from base to highest level = 30.0 ft "x"value - 0.75 " Ta " Approximate fundemental period using Eq. 12.8-7 : Ta = Ct' (hn A x) = 0,256 sec .TL": Long -period transition period per ASCE 7-10 Maps 22-12 -> 22-16 8.000 sec Building Period' Ta 'Calculated from Approximate Method selected - 0.256 sec Cs ". Response Coefficient S DS: Short Period Design Spectral Response R ' : Response Modification Factor = ' I ' : Seismic Importance Factor = Seismic Base Shear Cs = 0.0312 from 12.8.1.1 0.203 From Eq. 12.8-2, Preliminary Cs 6,50 From Eq. 12.8-3 & 12.8A , Cs need not exceed 1 From Eq. 12,8-5 & 12,8.6, Cs not be less than Cs: Seismic Response Coefficient = W ( see Sum Wi below) = 0.00 k Seismic Base Shear V = Cs' W = 0.00 k 2 ASCE 7-10 Section 12.8.1.1 = 0.031 0.058 0.010 0.0312 ASCE 7-10 Section 12.8.1 ASCE 7-10 MAIN WIND FORCE RESISTING SYS'T'EM V 135 MPH h:= 15 -FT ENCLOSED CNrEGORYII EXPOSURE C WALLS Kd := .85 TABLE 26.6-1 Kzl = 1.0 SECTION 26.8.2 Kh := .85 TABLE 27.3-1 Kz := Kh GCpi := -.18 PER FIGURE 26.11-1 G:= .85 SECTION 26.9.4 Cpw := .8 WINDWARD Cp FIGURE 27.4-1 WALLS Cpl := -.5 LEEWARD Cp FIGURE 27.4-1 WALLS Cp := Cpw - Cpl qz := .00256 • Kz • Kzf • Kd •V2 qz = 33.709 EQ. 27.3 -1 p:= gz.PSF•(G•Cp--GCpi) p=43,316•PSF EQ 27.4-1 ROOF FIGURE 27.4-1 ROOF Cpl :=.9 ATEDGE Cp2 := . 5 NEXT AREA IN Cp3:= .3 AT INTERIOR AREA pl := gz.PSF•(G•Cp1 -- GCpi) pl = 31.855.PSF p2:=gz•PSF-(G•Cp2-GCpi) p2 = 20.394. PSF p3:= qz-PSF•(G•Cp3 - GCpi) p3 = 14.663•PSF PARAPETS SECTION 27.4.5 Pp:= 1.5-p Pp = 64.974-PSF Pp -.6 = 38.984-PSF OVERHANGS: SECTION 27.4.4 Cpoh := .8 pOH := pl + qz-PSF•(G-Cpoh) pOH = 54.777-PSF 3 COMPONENTS AND CLADDING: CHAPTER 30 PART 1, SECTION 30.4 WALLS FIGURE 30.4-1 TEN SQUARE FEET NOTE VALUES MAY BE REDUCED 10% WHEN SLOPE IS LESS THAN 10 DEGREES LEEWARD ADJ := .9 GCpc= -1.4-ADJ GCpc=-1.26 ATCORNERS GCpint := —1.1 •ADJ GCpint = -0.99 AT INTERIOR REGIONS pc := qz. PSF . (GCpc + GCpi) pc = —48.541 • PSF EQ 30.4-1 pint := qz .PSF-(GCpint + GCpi) pint= —39.439-PSF WINDWARD GCpw := 1.0•ADJ GCpw = 0.9 pcw:= gz•PSF•(GCpw — GCpi) pcw = 36.406-PSF ROOF FIGURE 30.4-2A 10 SF GCper= -2.8 ATCORNERS GCper := -1.8 ATEAVES GCpintr:= --1.0 AT INTERIOR per := qz • PSF • (GCper + GCpi) per = -100.453 • PSF r per := gz•PSF•(GCper + GCpi) per =—66.744•PSF pintr:= gz•PSF -(GCpintr+ GCpi) pintr = —39,777 - PS F ROOF FIGURE 30.4-2A50 SF GCper:= -1.6 ATCORNERS GCper = -1.3 ATEAVES GCpintr := -.95 AnNTFRIOR per5:= gz•PSF•(GCper+GCpi) per5=-60.002-PSF per5:= gz.PSF-(GCper+GCpi) per5=-49.889•PSF pintr5 := gz•PSF•(GCpintr + GCpi;pintr5 = —38.091 -PSF ROOF FIGURE 30.4-2A 100 SF GCper:= --1.1 ATCORNERS GCper := -1.1 ATEAVES GCpintr := -.9 ATINTERIOR per:- gz.PSF-(GCper+ GCpi) per=-43.147•PSF per :=qz- PSF •(GCper+GCpi) per =-43.147•PSF pintr:= gz•PSF•(GCpintr+GCpi) pintr=-36.4P6•PSF PARAPETS: SECTION 30.9 TEAR AWAY FROM ROOF, LOAD CASE B VALUES FOR 10 SF pB := pint — pcw PB = -75.845 •PSF PUSH INTO ROOF, LOAD CASE A pA := pcw — per pA = 79.553 • PS F DESIGN LOADS: LL := 30•PSF STRUCTURAL CALCULATIONS FOR 5 FT X 10 FT GRID DL:= 4•PSF WIND LOADING @ 135 MPH, EXPOSURE C FROM (ASCE7-10) VERTICAL (ROOF UPLIFT) Vu:=-43.9•.6•PSF VU=-26.34•PSF Pu := —Vu MATERIAL SPECIFICATIONS: STEEL - Fy = 50 KSI BOLTS -A-307 QUALITY SCREWS - #12 TEK (UNLESS NOTED OTHERWISE) ROOF DECK DESIGN: USE 24 GAGE ULTRA-DEK SEEATTACHED PURLIN DESIGN: L:= 10 -FT ROOF DECK TO SPAN 5' BETWEEN PURLINS THEREFORE... W:- 5-FT•(DL+ LL) + 2-PLF W = 172•PLF 2 M:= W . (—) M = 1720 -FT -LB 10 Wu := 5-FT•(Pu - 2•PSF) - 2•PLF Wu = 119.7-PLF L2 MU:- Wu• (� Mu = 1197 -FT -LB 10 USE'Z' 4" X 2 112" X 16 GA. PURLINS Sx := .708•Cl fb := M fb 29152.542- PSI < Fb=30000PSI OK Sx d:= 4 -IN ly := 1.08-IN4 2 Cb := 1.0 K:- .65 CbTr.7.E.d, ly 2 Fe := Lz•Sx.2•K 2.78•Fy = 139000 -PSI THEREFORE Fbup := Fe Fe = 47450.021 -PSI 56-Fy=28000•PSI C3.1.2.1-15 Fy:= 50•KSI Fbup = 47450.021 -PSI C3.1.2.1-4 PER AISI DESIGN MANUAL Fbu := if(Fbup < Fy, Fbup•.6, Fy-.6) Mu fbu := — fbu = 20288.136•PSI < Fbu = 28470.013,PS1 Sx DESIGN CONTINUITY SPLICE: M = 1720 -FT -LB USE 3#12 TEKS 18" APART Ma := 579•LB•3.1.5•FT Ma = 2605.5 -FT -LB M = 0.66 OK Ma POST DESIGN: P := W • L P = 1720 -LB UsE 'C' POSTS PERATTACHED FOR HEIGHTS POST TO PURLIN CONNECTION DESIGN: P = 1720 -LB USE 3#12 TEKS Pa := 619.3•LB Pa = 1857 -LB P = 0.926 OK Pa POST TO BASE AT CONCRETE SLAB Pup := Wu,L Pup = 1197 -LB UsE (3)#12 TEKS AT BASE PLATE TO POST AND (2) 112" � KB-TZAT BASE PLATE TO SLAB Pupa := 1560..6 -2 . LB WITH SPECIAL INSPECTION Pupa = 1872 -LB PER ICC 1917 ATTACHED OK 7 DESIGN LOADS: LL := 30•PSF STRUCTURAL CALCULAI'IONS FOR 5 FT X 12 FT GRID DL:= 4•PSF WIND LOADING @ 135 MPH, EXPOSURE C FROM (ASCE?-10) VERTICAL (ROOF UPLIFT) VO := -43.9•.6 •PSF V6 = -26.34• PSF Pu .= -Vu MATERIAL SPECIFICATIONS: STEEL - Fy = 50 KSI BOLTS -A-307 QUALITY SCREWS - # 12 TEK (UNLESS NOTED OTHERWISE) ROOF DECK DESIGN: usE 24 GAGE ULTRA-DEK SEEATTACHED PURLIN DESIGN: L:= 12 -FT ROOF DECK TO SPAN 5' BETWEEN PURLINS THEREFORE... W:= 5•FT-(DL + LL) + 2•PLF W = 172•PLF 2 M:= W• (1) M = 2476.8•FT-LB 10 Wu := 5 -FT (Pu - 2-PSF) - 2-PLF Wu = 119.7-PLF 2 MLI:- Wu.- Mu = 1723.68•FT•LB 10 USE'Z' 6" X 2 1/2" X 16 GA, PURLINS Sx = 1.213 -CI fb M fb = 24502.556 -PSI < Fb=30000PSI OK Sx d:= 6•IN ly:= 1.08•IN4 s Cb 1.0 K:= .65 Cbw.-iv-E•d- ly 2 Fe := (L-1)2-Sx-2•K 2.78-Fy = 139000 -PSI THEREFORE Fbup:= Fe Fe = 28849.456 -PSI 56. Fy = 28000 • PSI C3.1.2.1-15 Fy:= 50•KSI Fbup = 28849A56 -PSI C3.1.2.1-4 PERAISIDESIGNMANUAL Fbu := if(Fbup < Fy, Fbup•.6, Fy..6) Mu fbu := — fbu = 17052.069•PSI < Fbu = 17309.674•PSI Sx THEREFORE BRACE AT MIDSPAN DESIGN CONTINUITY SPLICE: M = 2476.8•FT•LB USE 3#12 TEKS 18" APART M Ma := 619 -LB 3 -1.5 -FT Ma = 2785.5 -FT -LB — = 0.889 OK Ma POST DESIGN: P:= W.L P = 2064 -LB USE V POSTS PERATTACHED FOR HEIGHTS POST TO PURLIN CONNECTION DESIGN: P = 2064 • LB usE4#12 TEKS P Pa 619.4 -LB Pa = 2476 • LB -- -0.834 OK Pa POST TO BASE AT CONCRETE SLAB Pup := Wu•L Pup = 1436.4113 USE (3)#12 TEKS AT BASE PLATE TO POST AND (2) 1/2" � KB -TZ AT BASE PLATE TO SLAB Pupa := 1560..6 -2 -LB WITH SPECIAL INSPECTION Pupa = 1872 -LB PER ICC 1917 ATTACHED OK 9 DESIGN LOADS: LL := 30• PSF STRUCTURAL CALCULAITONS FOR 5 FT X 4FT GRID DL:= 4•PSF WIND LOADING cr 135 MPH, EXPOSURE C FROM (ASCE?-10) VERTICAL (ROOF UPLIFT) VU :=—36.4•.6•PSF VU =—21.84•PSF Pu := -Vu MATERIAL SPECIFICATIONS: STEEL - Fy = 50 KSI BOLTS -A-307 QUALITY SCREWS - # 12 TEK (UNLESS NOTED OTHERWISE) ROOF DECK DESIGN: USE 24 GAGE ULTRA-DEK SEEATTACHED PURLINDESIGN: L:= 12.2•FT ROOF DECK TO SPAN 5' BETWEEN PURLINS THEREFORE... W:= 5•FT•(DL+ LL) + 2•PLF W = 172•PLF 2 M:= W.— M = 9907.2•FT•LB 10 Wu := 5•FT•(Pu - 2•PSF) - 2-PLF Wu = 97.2•PLF 2 Mu := Wu.- Mu = 5598.72 -FT -LB 10 USE W 10" X 2 112" X 12 GA. PURLINS Sx := 4.434 -Cl fb := M fb = 26812.449•PSI < Fb=30000PSi OK Sx d:= 10 -IN ly := 1.968•IN4 w Cb:= 1,0 K:= .65 I Cbfr•w•E•d y Fe := (L•.33)2•Sx-2-K 2.78•Fy = 139000•PSI THEREFORE Fbup:= Fe 56-Fy = 28000 -PSI C3.1.2.1-15 Fy:= 50 -KSI Fbu p = 55025.622. PSI C3.1.2.1-4 PER AISI DESIGN MANUAL Fbu :- if(Fbup < Fy, Fbup•.6, Fy•.6) Mu fbu := fbu = 15152.152•PSI < Fbu = 30000 -PSI Sx THEREFORE BRACE AT MIDSPAN DESIGN CONTINUITY SPLICE: M = 9907.2 -FT -LB USE 7#12 TEKS 30" APART Ma:- 619-LB•7.2.5-FT M Ma = 10832.5•FT-LB -0.915 0.915 OK Ma POST DESIGN: P:= W • L P = 4128 -LB USE `C` POSTS PER ATTACHED FOR HEIGHTS POST TO PURLIN CONNECTION DESIGN: P = 4128 -LB USE 7#12 TEKS Pa := 619.7 -LB Pa = 4333 • LB P = 0.953 OK Pa POST TO BASE AT CONCRETE SLAB Pup := Wu•L Pup = 2332.8•1B USE (3)#12 TEKS AT BASE PLATE TO POST AND (3)1/2" � KB -TZ AT BASE PLATE TO SLAB Pupa := 1560-.6-3. LB WITH SPECIAL INSPECTION Pupa -2808-LB PER ICC 1917 ATTACHED OK ill ftp SECTIONAL PROPERTY DETERMINATION FOR SECTIONAL PROPERTY DETERMINATION FOR Ap =4•IN Ap =4 -IN Bp = 2.5. IN Bp = 2.5 -IN Cp = 0.773 • IN Cp = 0.773 • IN t = 0.059-I1\1 t = 0.059- IN R = 0.188•IN R = 0.188 -IN A = 0.586•SI Ad := A•2 Ad = 1,173IN2 Ix = 1.559-IN4 lxd := Ix -2 Ixd = 3.119IN4 Sx = 0.78 -CI Sxd := Sx.2 Sxd = 1.559IN3 rx= 1.631 -IN rx= 1.631 -IN ly = 0.532•IN4 lyd :_ (Iy + A.xb2).2 lyd = 2.055IN4 Sy = 0.337 -CI Syd := Syd = 0.822IN3 Bp P ry = 0.953 -IN m = 1.383 -IN ryd := Ad ryd = 1.3241N xb = 0.919•IN J = 0.001 -IN 4 Jd = 0.001 IN Cw= 2.244•IN6 Cwd = 8.067IN6 j = 2.936. IN rOd := Ixd2 + lyd2 rOd = 3.735IN4 x0 = —2.302 -IN r0 = 2.978 -IN Ma:= Sx•Fy•.6 Ma = 1949.313 -FT -LB Mas:= Sx•Fy..6.1.33 Mas = 2592.587 -FT -LB Mad := Sxd.Fy-.6 Mad = 3898.627 -FT -LB Mads := Sxd-Fy-.6.1.33 Mads = 5185.174 -FT -LB 12 SINGLE POST DESIGN FIND ALLOWABLE AXIAL LOAD FOR "C" 'C' Ap = 4 • IN X Bp = 2.5 • I N X 16 GA. 2001 AISI MANUAL Fy = 50000•PSI D:= Ap B:= Bp d:= Cp Rx := rx Ry := ry RO:= rO XO := x0 ly:= 12 -FT Ix:= 12. FT G:= 11300•KSI K:= 1.0 FIND ALLOWABLE STRESS FOR SECTION 2 E Fel.- 7r Fell = 12744.957•PSI 2Rv CK 1 �2•E a -ex := aex = 37345.769• PSI Ix K)2 Rx 1 E Cw 6t := rr2 • G J + 6t = 7537.808 • PSI A•R02 (K ly)2 X02 R=0.402 R02 Fe2 := 1 •C(a•ex + at) - (crex + (Tt)2 - 4•R•6ex•Qt] 2•p Fe2 = 6670.72•PSI Fel = 12744.957•PSI SECTION C4 Fe := Fe2 Fn := Fe2 Xc :=Fy Xc = 2.738 Fn <1.5 .877 Fn := • Fy 2 2 Fn :_ Xc �c .658 • Fy Fn = 2170.164•PSI FIND EFFECTIVE AREA (Ae) Fn := if�Xc 2 < 1.5, .658 X0 .Fy, •877 F y FLANGES: dL :_ (d - R - t) d = 0.773•IN Xc2 is := dL3• t Is = 0.001-IN4 Fn = 5850.222•PSI 12 wf:= B -2•R --2•t wf=2.007•IN d — = 0.385 < 0.8 wf E S:= 128• — Fn B4.2 wf S = 90.894 > — -34.017 > S .328 = 29.813 t 13 THEREFORE � � 3 1 1 la ;= if wf S < 115 • t + 5 4 t , 399 • t - .328 4 t n:= if �S <, t 3 ' 2 j S S d = 0.7731N d Is k9 :_ [4.82 - 5•I I� +,43 k1 = 112.535Wf la) TABLE 84.2 k2 ;= 3.57 + .43 k2 = 4 k:= if (k2 <k1,k2,k1) 2 2 F Fcr:= k- � � Fcr=92165,502•PSI 12-6-.3 2 } Fcr <.673X = 0.252 .22 1- pf = pf = 0.503 THEREFORE FLANGES ARE FULLY EFFECTIVE Wf :_ (wf •Pg WEB ww:= D-2•R-2•t 2 E 2 Fcr := k • IJ Fcr = 30185.03• PSI 2ww 12•{1 - .3 ) l Fn X:=X = 0.44 Fcr <.673 X = 0.44 <.673 THEREFORE WEB FULLY EFFECTIVE .22 1 -- pw := pw = 1.136 Ww:= (ww•pw) LIPS: dL= 0.526-IN 2 2 E t) k:= .43 Fcr := 1, � Fcr = 143970.944•PSI 12.1 -.3 2 } Fn := a = 0.202 Fcr <.673 X = 0.202 <.673 THEREFORE LIPS ARE FULLY EFFECTIVE Ae := A Ae = 0,586•SI A = 0.5861N2 ly = 144 IN DETERMINATION OF Pa pn :- Ae•Fn Qc := 1.8 p n t Pa:- Qc Pa = 1906 LB BRACED IN WEAKAXIS AT ly= 1441N 14 6p SECTIONAL PROPERTY DETERMINATION FOR SECTIONAL PROPERTYDETERMINATION FOR Ap = 4 -IN Ap = 4 -IN Bp = 2.5 -IN Bp = 2.5 -IN Cp = 0.773 -IN Cp = 0.773• IN t = 0.059 -IN t = 0.059 -IN R = 0,188 -IN R = 0.188•IN A = 0.586 -SI Ad := A•2 Ad = 1.1731N2 Ix = 1.559•IN4 Ixd := Ix•2 Ixd = 3.119IN4 Sx = 0.78 -CI Sxd := Sx.2 Sxd = 1.559IN3 rx = 1.631.1 N rx = 1.631 • I N ly = 0.532•IN4 lyd := (ly + A•xb2).2 lyd = 2.055IN4 Sy = 0.337 -Cl Syd := lyd Syd = 0.822IN3 p ry = 0.953, IN m = 1.383 -IN ryd := FLly'd ryd = 1.3241N xb = 0.919 -IN J = 0.001 •IN4 Jd = 0.001 IN Cw= 2.244•IN6 Cwd = 8.067IN6 j = 2.936. IN rOd := Flxd2 + lyd2 rOd = 3.735 IN xO = —2.302. IN rO = 2.978 -IN Ma:= Sx.Fy..6 Ma = 1949.313 -FT -LB Mas:= Sx.Fy•.6.1.33 Mas = 2592.587 • FT • LB Mad := Sxd-Fy•.6 Mad = 3898.627 -FT -LB Mads:= Sxd•Fy..6.1.33 Mads =5185.174•FT.LB 15 SINGLE POST DESIGN FIND ALLOWABLE AXIAL LOAD FOR "C" 'C' Ap = 4•INX Bp =2.5- IN X 16 GA. 2001 AISI MANUAL Fy = 50000•PSI D:= Ap B:= Bp d:= Cp Rx:- rx Ry := ry RO := rO XO := x0 ly:= 11 -FT lx:= 11 -FT G:= 11300•KSI K:= 1.0 FIND ALLOWABLE STRESS FOR SECTION 2 E Fel := n Fel = 15167.553•PSI ly \2 CK.- RV . B �2 ffex = 44444.551 • PSI Ix K•—)2 C Rx l 2 E Cw o f := G J+ vt = 8689.578 PSI A R02 (K•ly)2 X02 0.402 R02 Fe2 := 1 •[((Tex Fe2:- + 6t) - ((rex + (rt)2 - 4.0.6ex•6t] 2•(3 Fe2 = 7719.653•PSI Fel = 15167.553•PSI SECTION C4 Fe := Fe2 Fn := Fe2 ryFn Xc :-Xc = 2.545 <1.5 .877 Fn:= • Fy 2 2 Fn :_ Xc �c .658 •Fy Fn = 3323.714•PSI FIND EFFECTIVE AREA (Ae) 2 877 FLANGES: dL :_ (d - R - t) d = 0.773- IN Fn := if Xc < 1.5, .658Xc Fy, FY) Xc2 t Fn = 6770.136. PSI Is := dL3• Is = 0.001 !N4 12 wf:=B-2•R-2-t wf=2.007•IN d — = 0.385 < 0.8 Wf S:= 1.28• Fn B4.2 Wf S = 84.493 > — = 34.017 > S •.328 = 27.714 t 16 THEREFORE w' � 3 la ;= if S < 115.t + 5]. t4 , 399 t - .328 t4 n:= ifI S < , 1 `l t 3 2J t S S d=0.773IN 11 k1 :_ 4.82 - 5'Ila)n ('s +.43 k1 = 55.154TgBLE J B4.2 k2:= 3.57 + .43 k2 =4 k := if (k2 < k1 , k2, k1) 2 2 Fcr := k. E • � ) Fcr = 92165,502 • PSI 2 12.1 - .3 Fn< X:= a = 0.271 .673 22 Fcr 1 - = x pf :_ pf = 0.695 THEREFORE FLANGES ARE FULLY EFFECTIVE � Wf := (wf•pf) WEB ww:= D -2•R -2•t 2 E 2 Fcr:= k• (WW) Fcr =30185.03•PSI 2 121(1 - .3 J_Fnr 4 <.673 X= 0.474 <.673 THEREFORE WEB FULLY. EFFECTIVE .22 1 -- pw := pw = 1.131 Ww := (ww•pw) LIPS: dL = 0.526 -IN 22 k:= 7r E t) .43 Fcr := k ( Fcr = 143970.944• PSI 2 12.(1 - .3 Fn X:- X=0.217 Fcr <.673 X = 0.217 <,673 THEREFORE LIPS ARE FULLY EFFECTIVE Ae := A Ae = 0.586•SI A = 0.586IN2 DETERMINATION OF Pa ly = 132 IN pn:= Ae•Fn Qc := 1.8 pn Pa:_ Qc Pa = 2205 LB BRACED IN WEAK AXIS AT ly= 132 IN 17 KIWI II CONSTRUCTION STK IJCTURAL CALCULATIONS FOR 29 GA METAL SHEAR WALLS DESIGN LOADS: LL := 20-PSF WIND LOADING HORIZONTAL (TRANSVERSE) HORIZONTAL --> Vs •— 031. 7 Vs — 0 022 DL:= 2•PSF X:= .6 HT:= 43.3•PSF•X HT = 25.98•PSF Pw := HT Pw = 25.98•PSF — — W:= 49 -FT DESIGN FOR W = 49 • FT WIDE BUILDING W/SHEAR WALLS AT S = 10 • FT O/C Ww := Pw•(2) Ww = 168.87 • PLF S:= 10•FT MAX. H:= 13 -FT r H Ws := 4-PSF•W + 15•P5F• H 2 + 15•PSF• 2 -Vs Ws = 8.485-PLF NOTE WIND GOVERNS V:= Ww-S V = 1688.7 - LB AT EACH V SHEARWALL V:= v = 43.3-PLF W-10•FT USE 29 GA. METAL PARTITION ATTACHED TO POSTS WITH (7)FASTENERS PER PANEL AT EACH POST Pall= 105 PLF OK CHECK BASE SHEAR RESISTED BY 1 /2" � KB -TZ AT 5'-0" O/C Vb:= v -5 -FT Vb=216.5•LB Vail:— 1650-.6-1-13 Vail = 990. LB PER ICC 1917 ATTACHED CORNER TRACK-----> USE CENTER STUD OF PIER, ATTACH WITH 9 12 TEKS AT 6" O/C A:=.147 -SI F:= V H F = 562.9 -LB fa := F fa = 3829.252•PSI LOW OK W — 10•FT A CHECK OVERTURNING Pup := F Pup = 562.9.1-6 Pdn := 1560-.6•LB Pdn = 936 -LB HOLD DOWN IS TRACK AND POSTS EXPANSION ANCHORED TO FOUNDATION Pup < Pdn = 1 OK I =TRUE, O=FALSE DESIGN HEADER TO CARRY LATERAL LOADTO SHEARWALLS: Ww= 168.87•PLF Ww'S2 M:= M - 2110.875 • FT • LB 8 USE'C' 4.125"X 3" X 16 GAGE HEADER ATOP ALL WALLS, MIN. Sx :_ .85• IN3 fb := M fb = 29800.588 -PSI < Fb := 30 -KSI OIC Sx Fb = 30000 • PSI 18 KIWI II CONSTRUCTION STRUCTURAL CALCULATIONS FOR 29 GAMETAL SHEAR WALLS DESIGN LOADS: LL := 20- PSF WIND LOADING HORIZONTAL (TRANSVERSE) HORIZONTAL --> Vs031. 7 Vs = 0 022 DL:= 2-PSF X :_ .6 HT := 43.3•PSF-X HT = 25.98•PSF Pw := HT Pw = 25.98-PSF - W:= 49 -FT S:= 10•FT MAX. DESIGN FOR W = 49-FT(WIDE BUILDING W/SHEAR WALLSAT S = 10 -FT O/C H:= 15 -FT Ww:= Pw-j I Ww= 194.85•PLF Ws := (4. PSF-W + 15•PSF-2 + 15-PSF. 2) •Vs Ws = 9.136•PLF NOTE WIND GOVERNS V:= Ww•S V = 1948.5•LB ATEACH V SHEARWALL V:= v = 81.187•PLF W - 25 -FT USE 29 GA. METAL PARTITION ATTACHED TO POSTS WITH (7)FASTENERS PER PANEL AT EACH POST Pa1I= 105 PLF OK CHECK BASE SHEAR RESISTED BY 1/2" � KB-TZAT 5'-0" O/C Vb := v•5 -FT Vb = 405.937, LB Vail := 1650•.6•LB Vall = 990•LB PER ICC 1917 ATTACHED CORNER TRACK-----> USE CENTER STUD OF PIER, ATTACH WPFH # 12 TEKS AT 6" O/C A:=.147 -SI F:= V H F = 1217.812 -LB fa := F fa = 8284.439 • PSI LOW OK W - 25 -FT A CHECK OVERTURNING Pup:=F Pup=1217.812•LB Pdn:=1560..6.2•LB Pdn=1872•LB HOLD DOWN IS TRACK AND POSTS EXPANSION ANCHORED TO FOUNDATION Pup < Pdn = 1 OK I TRUE, O=FALSE DESIGN HEADER TO CARRY LATERAL LOAD TO SHEARWALLS: Ww = 194,85 - PLF Ww-S2 M:= M = 2435.625 -FT -LB 8 USE'C' 4.125"X 3" X 16 GAGE HEADER ATOP ALL WALLS, MIN. Sx .85. IN3 M fb :_ — fb = 34385.294•PSI < Fb := 30,KS1 OK Sx THEREFORE ADD LEDGER Fb = 30000•PSI 19 KIWI II CONSTRUCTION STRUCTURAL CALCULATIONS FOR 29 GA METAL SHE, WALLS] I �7 DESIGN LOADS: LL:= 20•PSF WIND LOADING HORIZONTAL (TRANSVERSE) HORIZONTAL --> V 031 7 Vs= 0 022 DL:= 2•PSF X:= .6 HT:= 43.3•PSF•X HT = 25.98•PSF Pw := HT Pw = 25.98•PSF s W:= 49 -FT DESIGN FOR W = 49 -FT WID11E BUILDING W/SHEAR WALLS AT S = 10 • FT O/C Ww:= Pw•(2J Ww=194.85•PLF S:= 10 -FT MAX. H:= 15 -FT Ws := (4-PSF-W + 15•PSF•2 + 15•PSF• 2) •Vs Ws = 9.136-PLF NOTE WIND GOVERNS V:= Ww•S V = 1948.5•LB ATEACH V SHEARWALL V := v = 81.187 • PLF W — 25 -FT USE 29 GA. METAL PARTITION ATTACHED TO POSTS WITH (?)FASTENERS PER PANEL AT EACH POST Pall= 105 PLF OK CHECK BASE SHEAR RESISTED BY 1/2"6 KB -TZ AT 5'-0" OIC Vb := v•5,FT Vb = 405.937•LB Vali := 1650..6 -LB Vall = 990 • LB PER TCC 1917 ATTACHED CORNER TRACK-----> USE CENTER STUD OF PIER, ATTACH WITH #12 TEKS AT 6" O/C A:= .147 -SI F:= V H F = 1217.812. 13 fa := F fa = 8284.439 -PSI LOW OK W — 25• FT A CHECK OVERTURNING Pup := F Pup = 1217.812•LB Pdn := 1560..6-2. LB Pdn = 1872. LB HOLD DOWN IS TRACK AND POSTS EXPANSION ANCHORED TO FOUNDATION Pup < Pdn = 1 OK 1=TRUE, O=FALSE DESIGN HEADER TO CARRY LATERAL LOAD TO SHEARWALLS: Ww = 194.85-PLF Ww•S2 M := M = 2435.625•FT•LB 8 USE'C' 4.125"X 3" X 16 GAGE HEADER ATOP ALL WALLS, MIN. SX := .85 -IN 3 fb := M fb = 34385.294•PSI < Fb := 30 -KSI OK Sx THEREFORE ADD I..EDGER Fb = 30000 • PSI 20 I KIWI II CONSTRUCTION STRUCTURAL CALCULATIONS FOR 29 GAMETAL SHEAR WALLS, BLDG B DESIGN LOADS: LL := 20•PSF WIND LOADING HORIZONTAL (TRANSVERSE) HORIZONTAL --> Vs := 031.7 Vs = 0 022 DL := 2-PSF X:= .6 HT := 43.3,PSF•X HT = 25.98•PSF Pw := HT Pw = 25.98-PSF W:= 34 -FT S:= 10•FT MAX. DESIGN FOR W = 34• FT WIDE BUILDING W/SHEAR WALLS AT S = 10 - FT O/C H:= 12 -FT H Ww := Pw. 2 Ww = 155.88 •PLF Ws := 4•PSF•W + 15•PSF• H 2 + 15•PSF. H z .Vs Ws = 6.857•PLF NOTE WIND GOVERNS H) V := Ww•S V = 1558.8 LB AT EACH V SHEARWALL V:= — v = 45.847•PLF W USE 29 GA. METAL PARTITION ATTACHED TO POSTS WITH (7)FASTENERS PER PANEL AT EACH POST Pall= 105 PLF OK CHECK BASE SHEAR RESISTED BY 1/2"� KB -TZ AT 5'-0" O/C Vb := V -5 -FT Vb = 229.235•LB Vail := 1650..6 -LB Vail = 990 - LB PER ICC 1917 ATTACHED CORNER TRACK-----> USE CENTER STUD OF PIER, ATTACH WITH # 12 TEKS AT 6" O/C A :_ A47•SI V•H F F:= F = 550.165.1-13 fa:- — fa = 3742.617•PSI LOW OK W A CHECK OVERTURNING Pup := F Pup = 550.165.1-13 Pdn := 1560..6. LB Pdn = 936. LB HOLD DOWN IS TRACKAND POSTS EXPANSIONANCHORED TO FOUNDATION Pup < Pdn = 1 OK I=TRUE, O=FALSE DESIGN HEADER TO CARRY LATERAL LOAD TO SHEARWALLS: Ww= 155.88-PLF Ww • S2 M:= M = 1948.5 • FT • LB 8 USE'C' 4.125 "X 3" X 16 GAGE HEADER ATOP ALL WALLS, MIN. Sx :_ .85 -IN 3 M fb :_ — fb = 27508.235 -PSI < Fb := 30•KSI Sx Fb = 30000. PSI ml OK KIWI it CONSTRUCTION STRUCTURAL CALC ULATIONS FOR BLDG A 29 GAMETAL SHEAR WALLS, LONG. DESIGN LOADS: LL := 20-PSF DL := 2•PSF WIND LOADING X:= 1.0 HORIZONTAL (TRANSVERSE) HT := 25.98•PSF•a HT = 25.98• PSF HORIZONTAL --> Pw := HT Pw = 25.98•PSF Vs :_ .031 •.7 Vs = 0.022 W:= 214 -FT S:= 25 -FT MAX. DESIGN FOR W= 214 -FT WIDE BUILDING W/SHEAR WALLS AT S = 25 - FT O/C H:= 13 -FT Ww:= Pw•(H) Ww = 168.87-PLF Ws := (4-PSF-W + 15•PSF• H + 15•PSF y) •Vs Ws = 22.807-PLF 2 2 NOTE WIND GOVERNS V:= Ww'S V = 4221.75 • LB AT EACH V SHEARWALL V:= v = 22.944•PLF W- 5 -FT -6 USE 29 GA. METAL PARTITION ATTACHED TO POSTS WITH (7)FASTENERS PER PANEL AT EACH POST Pail= 105 PLF OK CHECK BASE SHEAR RESISTED BY 1/2" � KB -TZ AT 5'-0" O/C Vb := v•5•FT Vb = 114.721 -LB Vail := 1650-.6-1-13 Vail = 990 -LB PER ICC 1917 ATTACHED CORNER TRACK-----> USE CENTER STUD OF PIER, ATTACH WITH # 12 TEKS AT 6" O/C A:_.1147 -Sl F:= V • H F = 298.276 • LB fa := F fa = 2029.087 -PSI LOW OK W — 5 -FT -6 A CHE CK OVERTURNING Pup := F Pup = 298.276•LB Pdn := 1560•.6•LB Pdn = 936•LB r HOLD DOWN IS TRACK AND POSTS EXPANSION ANCHORED TO FOUNDATION Pup < Pdn = 1 OK I =TRUE, O=FALSE 22 CHECK PIERS AT BACK: W:= 214 -FT S:= 12.5 -FT MAX. DESIGN FOR W = 214 • FT WIDE BUILDING W/SHEAR WALLS AT S = 12.5- FT O/C H:= 13 -FT Ww:= Pw•(2� Ww = 168.87-PLF NOTE WIND GOVERNS V:= Ww•S V = 2110.875 -LB AI'EAC.H V SHEARWALL V:= v = 47.974-PLF 4 -FT -11 USE 24 GA. METAL SKIN ATTACHED TO POSTS WITH FASTENERS AT 6" 0/C AT EDGES, 12" O/C IN FIELD Pall= 156 PLF OK CORNER TRACK-----> USE CENTER STUD OF PIER, ATTACH WITH # 12 TEKS AT 6" O/C A:= .147•SI F:= V H F = 623.668. LB fa := F fa = 4242.637 - PSI LOW OK 4 -FT -11 A CHECK OVERTURNING Pup := F Pup = 623.668•LB Pdn := 1560..6•LB Pdn = 936•LB HOLD DOWN IS TRACK AND POSTS EXPANSION ANCHORED TO FOUNDATION Pup < Pdn = 1 OIC 1=TRUE,O=FALSE CHECK FRONT SHEAR: W:= 214 • FT S:= 12.5. FT MAX. DESIGN FOR W = 214 • FT WIDE BUILDING W/SHEAR WALLS AT S = 12.5 -FT O/C H:= 13 -FT Ww := Pw-1 Z ) Ww = 168.87-PLF NOTE WIND GOVERNS V:= Ww•S V = 2110.875 -LB ATEACH V SHEARWALL V:= v = 68.093 • PLF (16+7+8) -FT USE 24 GA. METAL SKIN ATTACHED TO POSTS WITH FASTENERS AT 6" OIC AT EDGES, 12" OIC IN FIELD Pall= 156 PLF OIC CORNER TRACK ----> USE CENTER STUD OF PIER, ATTACH WITH # 12 TEKS AT 6" O/C A :_ .147-S1 V•H F F:= F=885,206 -LB fa :_ — fa = 6021.807 -PSI LOW OK (16+7+8) -FT A CHECK OVERTURNING Pup := F Pup = 885.206 • LB Pdn := 1560..6 -LB Pdn = 936 -LB HOLD DOWN IS TRACKAND POSTS EXPANSION ANCHORED TO FOUNDATION Pup < Pdn = 1 OK 1=TRUE,O FALSE 23 DESIGN LOADS: KIWI II CONSTRUCTION STRUCTURAL CALCULATIONS FOR 29 GA METAL SHEAR WALLS, BLDG B DL:= 2•PSF WIND LOADING X:= .6 HORIZONTAL (TRANSVERSE) HT := 43.3•PSF.X HT = 25.98•PSF HORIZONTAL --> Pw := HT Pw = 25.98•PSF Vs := .031-.7 Vs = 0.022 W:= 34 -FT S:= 10 -FT MAX. DESIGN FOR W= 34 -FT rWID1E BUILDING W/SHEAR WALLS AT S = 10 • FT O/C H 12 -FT Ww:= Pw•) 2J Ww= 155.88•PLF Ws := C4•PSF•W + 15•PSF•2 + 15•PSF. 2) •Vs Ws = 6.857•PLF NOTE WIND GOVERNS V := Ww-S V = 1558.8 - LB AT EACH V SHEARWALL V:= — v = 45.847 •PLF W USE 29 GA. METAL PARTITION ATTACHED TO POSTS WITH (7)FASTENERS PER PANEL AT EACH POST Pall= 105 PLF OK CHECK BASE SHEAR RESISTED BY 1/2"�KB-TZAT 5'-0" O/C Vb := V -5 -FT Vb = 229.235•LB Vall := 1650-.6-1-13 Vall = 990 • LB PER ICC 1917 ATTACHED CORNER TRACK-----> USE CENTER STUD OF PIER, ATTACH WITH 912 TEKS AT 6" O/C A := .147,Sl F:= V^H F = 550.165 • LB fa := F fa = 3742.617 • PSI LOW OK W A CHECK OVERTURNING Pup := F Pup = 550,165 -LB Pdn := 1660..6 -LB Pdn = 936 ,LB HOLD DOWN IS TRACK AND POSTS EXPANSION ANCHORED TO FOUNDATION Pup < Pdn = 1 OK 1 TRUE, O=FALSE DESIGN HEADER TO CARRY LATERAL LOADTO SHEARWALLS: Ww= 155.88•PLF Ww-Sz M:= M = 1948.5 -FT -LB 8 USE 'C' 4.125 "X 3" X 16 GAGE HEADER ATOP ALL WALLS, MIN. Sx := .85 • I N3 fb := M f = 27508.235•PSI < Fb := 30 -KSI OIC Sx Fb = 30000 -PSI 24 KIWI 11 CONSTRUCTION STRUCTURAL CALCULATIONS FOR BLDG B 29 GAMETAL SHEAR WALLS, LONG. DESIGN LOADS: LL:= 20•PSF DL:= 2•PSF WIND LOADING X:= 1,4 HORIZONTAL (TRANSVERSE) HT:— 25.98• PSF A HT = 25.98•PSF HORIZONTAL --> Pw := HT Pw = 25.98• PSF Vs := .031-.7 Vs = 0.022 W:= 473 -FT S:= 35 -FT MAX. DESIGN FOR W = 473 • FT WIDE BUILDING W/SHEAR WALLS AT S = 35 • FT O/C H:= 16 • FT Ww:= Pw-(�) Ww=207.84•PLF Ws := 4•PSF.W+ 15-PSF- + 15•PSF•H)-Vs Ws=46.264•PLF 2 2 NOTE WIND GOVERNS V:=Ww•S V=7274.4•LB ATEACH V SHEARWALL V:= v = 17.961 PLF W — 68 -FT USE 29 GA. METAL PARTITION ATTACHED TO POSTS WITH (7)FASTENERS PER PANEL AT EACH POST Pall= 105 PLF OK CHECK BASE SHEAR RESISTED BY 1/2"� KB -TZ AT 5'-0" O/C Vb := v•5 -FT Vb = 89.807 -LB Vail := 1650 -.6 -LB Vail = 990 -LB PER ICC 1917A'I"['ACHED CORNER TRACK-----> USE CENTER STUD OF PIER, ATTACH WITH #12 TEKS AT 6" OIC A:= .147•S1 V -H F F:= F = 287.384 • LB fa := -- fa = 1954.991 • PSI LOW OK W — 68 -FT A CHECK OVERTURNING Pup := F Pup = 287.384•LB Pdn := 1560,.6 -LB Pdn = 936 - LB HOLD DOWN IS TRACKAND POSTS EXPANSION ANCHORED TO FOUNDATION Pup <Pdn=1 OK 1 TRUE, 0=FALSE 25 DESIGN LOADS: SEISMIC LOADING KIWI If CONSTRUCTION LATERAL DESIGN AT SIDEWALLS BLDG B WIND:= 25.98•PSF HORIZONTAL (MAXIMUM) WIND = 25.98•PSF V:= .031 V = 0.031 BUILDING DIMENSIONS: HEIGHT:= 16 -FT H:= HEIGHT WIDTH 25 -FT W:= WIDTH DISTRIBUTION OF LOADS HEIGHT Ww:=—.WIND Ww=207.84•PLF 2 Ws := Ww USE HORIZONTAL TRUSS TO CARRY LATERAL LOADS TO SHEARWALLS FIND MEMBER FORCES L:= W N:= 4 NUMBER OF TRUSSES RESISTING LOAD L2 L — 5 -FT Mtr := Ws- Fcm := Ws 2•N N Mtr = 16237.5 • FT. LB Fcm = 1039.2 -LB Fch:= • Mtr 1 102 + 102 — — Fdiag := Fcm 10 FT 10 Fch = 1623.75•LB Fdiag = 1469.651 •LB CHECK "C" 16 GA. IN COMPRESSION A:= .059 -7.25 -SI Fch — = 3796.026• PSI BRACED BY PARTITION OK A CHECK "Z"4"X2"XI6 GA. PURLININ COMPRESSION: Fcm = 1039.2 113 fa := Fcmfa = 2025.731 -PSI VERY LOW OK .513•IN2 26 SIZE DIAGONALS Fdiag = 1469.651 - LB USE 4"XI6 GA. FLAT STRAP A:= .059.4•Sl Fall:= 50000 -.6 -PSI -A Fall = 7080 -LB OK DESIGN DIAGONAL CONNECTIONS USE (3)#12 TEK SCREWS AT ENDS 619.3 • LB = 1857. LB Fdiag = 1469.651 • LB OK 27 KIWI 11 CONSTRUCTION STRUCTURAL CALCULATIONS FOR 29 GAMETAL SHEAR WALLS, BLDG C DESIGN LOADS: LL:= 20•PSF WIND LOADING HORIZONTAL (TRANSVERSE) HORIZONTAL --> Vs •= 031. 7 Vs = 0 022 DL:= 2•PSF X:= .6 HT:= 43.3•PSF.A HT=25.98•PSF Pw := HT Pw = 25.98•PSF W:= 19 -FT S:= 10 -FT MAX. DESIGN FOR W = 19 • FT WIDE BUILDING W/SHEAR WALLS AT S = 10 • FT O/C H:= 11.5 -FT Ww:= Pw•(2J Ww= 149.385-PLF Ws := (4-PSF-W + 15-PSF• H + 15-PSF-HI-Vs Ws = 5.392-PLF 2 2 NOTE WIND GOVERNS V:= Ww•S V = 1493.85•LB AT EACH V SHEARWALL V:= — v = 78.624•PLF W USE 29 GA. METAL PARTITION ATTACHED TO POSTS WITH (7)FASTENERS PER PANEL AT EACH POST Pall= 105 PLF OK CHECK BASE SHEAR RESISTED BY 1/2"� KB -TZ AT 5'-0" O/C Vb := v -5 -FT Vb = 393.118•LB Vall := 1650 -.6 -LB Vall = 990 -LB PER ICC 1917 ATTACHED CORNER TRACK----> USE CENTER STUD OF PIER, ATTACH WITH # 12 TEKS AT 6" O/C A :_ A 47•SI F:= V—H F = 904.172 -LB fa := F fa = 6150.832 -PSI LOW OK W A CHECK OVERTURNING Pup := F Pup = 904.172•LB Pdn := 1560•.6•LB Pdn = 936 -LB HOLD DOWN IS TRACK AND POSTS EXPANSION ANCHORED TO FOUNDATION Pup < Pdn = 1 OK 1=TRUE, O=FALSE DESIGN HEADER TO CARRY LATERAL LOAD TO SI-TEARWALLS: Ww= 149.385•PLF Ww•S2 M:= M = 1867.312 -FT -LB 8 USE 'C' 4.125 "X 3" X 16 GAGE HEADER ATOP ALL WALLS, MIN. Sx :_ .85 . I N3 fb := M fb = 26362.059•PSI < Fb := 30•KSI OK Sx Fb = 30000 -PSI e� 28 r r J IG �`. L3 La Ni s V )L V3'1 C bM eAKlS and KIWI II CONSTRUCTION 7113116 28177 KELLER ROAD MURRIETA, CA92563 (877) 465-4942 (951) 301-8975 `. (951) 301-4096 FAX ATTN: ART LEON STRUCTURAL CALCULATIONS FOR CARLSON MARSHALL ST SELF STORAGE, OFFICE 4910 MARSHALL ST. WHEAT RIDGE, CO 80033 DESIGN LOADS (PER "2012" IBC): GROUND SNOW LOAD... GL:= 30•PSF 1-1:= 30 -FT ROOF LIVE LOAD ............ LL:= 30•PSF ROOF DEAD LOAD......... DL := 4- PSF WIND LOADING a 135 MPH, EXPOSURE C FROM (ASCE7-10) X:= ,6 0.6 FACTOR FOR ASD HORIZONTAL (TRANSVERSE), TABLE 27.6-1 HT := 49.9-PSF•X HT = 29.94• PSF VERTICAL (ROOF UPLIFT), TABLE 27.6-2 VU :=--16.9•PSF•X VD =—10.14•PSF SEISMIC LOADING 1:= 1.0 SS := .19 MAX. GROUND MOTION S1 := .06 MAX. GROUND MOTION F,:= 1.6 SITE COEFFICIENT Fv := 2.4 SITE COEFFICIENT SMS := F, -SS SMS = 0.304 SM1 := F, -Sl SMI = 0.144 2 2 SDS:= -'SMS SDS = 0.203 SDI 3'SM1 SDI = 0.096 R:= 6.5 RESPONSE MODIFICATION COEFF. (ASCE7-10 TABLE 12.2-1)SHEARWALLS SEISMIC DESIGN CATEGORY SEISMIC FACTOR FOR BUILDING Cs := S1DS Cs = 0.031 (ASCE7-10 12.8-2) Csmin := .044-SpS•I Csmin = 0.009 (ASCE7-10 12.8-5) I SOILS............................FOUNDAI'ION DESIGN BY OTHERS. 29 ASCE 7-10 ATEDGE MAIN WIND FORCE RESISTING SYSTEM: ENCLOSED CATEGORY II EXPOSURE C V:= 135 MPH h:= 30 -FT Cpl WALLS Kd := .85 TABLE 26.6-1 Kzt := 1.0 SECTION 26.8.2 Kh := .98 TABLE 27.3-I Kz := Kh GCpi := —.18 PER FIGURE 26.1 1-1 G:= .85 SECTION 26.9.4 Cpw := .8 WINDWARD Cp FIGURE 27.4-1 WALLS Cpl •_ — 5 LEEWARD Cp FIGURE 27.4-1 WALLS Cp :— Cpw — CPI qz := .00256-Kz,Kzt�Kd•V2 qz = 38.864 EQ. 27.3-1 p:= qz- PSF-(G -Cp - GCpi) p = 49.941 •PSF EQ 27.4-1 ROOF FIGURE 27.4-1 ROOF Cpl :=.9 ATEDGE Cpl = .5 NEXT AREA IN Cp3 := .3 AT INTERIOR AREA pl := gz•PSF.(G•Cpl — GCpi) pl = 36,727-PSF p2:= gz•PSF.(G•Cp2 - GCpi) p2 = 23.513-PSF p3 := gz•PSF•(G•Cp3 - GCpi) p3 = 16.906•PSF PARAPETS SECTION 27.4.5 Pp := 1.5•p Pp = 74.911 •PSF Pp -.6 = 44.947•PSF OVERHANGS: SECTION 27.4.4 Cpoh := .8 pOH := pl + gz.PSF•(G-Cpoh) pOH = 63.155-PSF 30 COMPONENTS AND CLADDING: CHAPTER 30 PART 1, SECTION 30.4 WALLS FIGURE 30.4-1 TEN SQUARE FEET NOTE VALUES MAY BE REDUCED 10% WHEN SLOPE IS LESS THAN ] 0 DEGREES LEEWARD ADJ := .9 GCpc := -1.4-ADJ GCpc = -1.26 AT CORNERS GCpint := -1.1 •ADJ GCpint = -0.99 AT INTERIOR REGIONS pc := gz•PSF -(GCpc + GCpi) pc = -55.965 •PSF EQ 30.4-1 pint := gz.PSF, (GCpint + GCpi) pint =-45.471 -PSF WINDWARD GCpw := 1.0-ADJ GCpw = 0.9 pcw:=gz•PSF-(GCpw-GCpi) pcw=41.974-PSF ROOF FIGURE 30.4-2A 10 SF GCper:= -2.8 ATCORNERS GCper:= -1.8 ATEAVES GCpintr := -1.0 ATINTERIOR per:= gz.PSF•(GCper+ GCpi) per =-115.816•PSF per := gz.PSF•(GCper+ GCpi) per =-76.952-PSF pintr:= qz- PSF •(GCpintr+ GCpi) pintr = -45.86-PSF ROOF FIGURE 30.4-2A 50 SF GCper:= -1.6 ATCORNERS GCper := -1.3 ATEAVES GCpintr := -.95 A1'INTERIOR per5:= gz•PSF•(GCper+GCpi) per5--69.179. PSF per5 := qz-PSF•(GCper+ GCpi) per5 = -57.519-PSF pintr5 := qz • PSF- (GCpintr + GCpi; pintr5 = -43.917 • PSF ROOF FIGURE 30.4-2A 100 SF GCper:= -1.1 ATCORNERS GCper := -1.1 ATEAVES GCpintr = --.9 ATINTERIOR I per := qz-PSF • (GCper + GCpi) per = -49.746 - PSF per := gz•PSF•(GCper + GCpi) per = -49.746. PSF pintr:= gz•PSF •(GCpintr+GCpi) pintr=-41.9V4-PSF PARAPETS: SECTION 30.9 TEAR AWAY FROM ROOF, LOAD CASE B VALUES FOR 10 SF pB := pint - pcw pB = -87.445 • PSF PUSH INTO ROOF, LOAD CASE A pA := pcw - per pA = 91.72•PSF 32 KIWI 11 CONSTRUCTION 28177 KF,LI..ER ROAD MURRIETA, CA 925 63 (877) 465-4942 (951) 301-8975 (951) 301-4096 FAX AT'IN: AWI'LEON,ARToa KIWICONSTRUCI'ION.COM JOB NAME: SIMPLE PURLIN SPAN, 16' DESIGN LOADS: ROOF LIVE LOAD RLL := 30 - PSF ROOF DEAD LOAD RDL := 6. PSF MATERIAL SPECIFICATIONS: STEEL - Fy = 50 KSI BOLTS -A-307 QUALI'T'Y SCREWS - # 12 'T'EKS MOMENT. L:= 16 -FT w = (RLL + RDL) • 5• FT + 5- PLF w = 185, PLF w•L2 M:= M = 5920 -FT -LB 8 SECTION MODULUS REQUIRED: Sxreq :- M Sxreq = 2.368 IN 30•KSf USE'Z' 8"X2.5"X92 GAGE BEAN( Sx := 3.347 -IN 3 DESIGN CONNECTIONS: L R:= w•-- R = 2960 LB 1 USE MINIMUM (5)#12 TEKSATEACH END Rall := 619 -LB -5 Rall = 3095 LB 33 Pu := 45,8..6 - PSF d:= 8 IN ly:- 1.967-IN4 Wu := 5•FT•(Pu - RDL•.6) - 5•.6•PLF Wu = 116.4�PLF L2 mu.- Wu — Mu = 3724.8 -FT -LB 8 Cb := 1.0 K:= .65 I Cb,ir•7T.E•d y Fe := 2 Fe = 57127.416 • PSI C3.1.2.1-15 Fy := 50 • KSI (L•.5)2•K, Sx•2 2.78•Fy= 139000 -PSI .56•Fy=28000•PSI THEREFORE Fbup := Fe Fbup = 57127.416 -PSI C3,1.2.1-4 PER AISI DESIGN MANUAL Fbu if(Fbup <Fy, Fbup•.6, Fy•.6) fbu:= Mu fbu= 13354.526•PSI < Fbu = 30000. PSI Sx THEREFORE BRACE AT MIDSPAN 34 KIWI 11 CONSTRUCTION 28177 KELLER ROAD MURRIETA, CA92563 (877) 465-4942 (951) 301-8975 (951) 301-4096 FAX ATTM ART LEON, ART@KIWICONSTRUCTION.COM 10 FT SIMPLE BEAM SPAN, 15 FT TRIBUTARY DESIGN LOADS: ROOF LIVE LOAD RLL := 30-PSF ROOF DEAD LOAD R D L:= 6• P S F MATERIAL SPECIFICATIONS: STEEL - Fy = 50 KSI BOLTS -A-307 QUALITY SCREWS - # I2 TEKS MOMENT: L:= 10 -FT w:= (RLL+ RDL)•15•FT + 6•PLF w = 545 PLF w,L2 M:= M=6812.5•FT. LB 8 SECTION MODULUS REQUIRED: Sxreq :_ M Sxreq = 2.725IN3 30•KSI MOMENT OF INERTIA REQUIRED: Ixreq := 5-w•L4 L Ixreq = 6.235IN4 384 -E. - 180 84•E• ----- 180 USE DBL'C' 8"X2.5"X16 GAGE BEAM Sx := 1.694.2•IN3 Sx = 3.388IN3 DESIGN CONNECTIONS: L R:= w•— R=2725 LB 2 USE MINIMUM. (3)##12 TEKSAT EACH END, EACH BEAM Rall := 619 -LB -6 Rall = 3714 LB 35 MANAGER'S OFFICE/APT. LATERAL DESIGN Art := L• W (AREA OF ROOF) L = 49 ft W= 30 ft L. W = 14701+2 Wr := 12•psf (DEAD LOAD ROOF + CEILING + WALLS) Vr := (Arl)•Wr•.031•.7 Vr = 382.79• lb Hr := h2 Hr = 30 ft Afl= L• W (AREA OF FLOOR) Wf := 50•psf (DEAD LOAD FLOOR + CEILING + WALLS) Vf := (Afl)•Wf•.031•.7 Vf = 1594.95•lb I -If := hl Hf = 12ft VERTICAL DISTRIBUTION OF FORCE iIi ROOF Fr r = (Vr+ Vf) Vr' (Vr•Hr) + (Vf•Hf) Fr = 741.65 Lb (ROOF) Ff :_ (Vr+ Vf) — Fr Ff = 1236.09•lb (FLOOR) Fr + Ff = 1977.74 Ib WIND LOADS Wwr:= 29•psf (HORIZONTAL WIND FORCE AT ROOF) Wwf := 29•psf ( " 11 11" FLOOR) ARI := (L•H2•.5) (AREA OF LARGEST ROOF/WALLTRIBUTARY TO ROOF) AR2 := (WH2•.5) (AREA OF SMALLEST ROOFIWALL TRIBUTARY TO ROOF) AF3 := [L•(H1 + H2)•.51 (AREA OF LARGEST WALL TRIBUTARY TO FLOOR) AF4:= [W(HI + H2)•.51 (AREAOF SMALLEST WALLTRIBUTARYTO FLOOR) Frwt = ARI•Wwr Frwt = 12789 -lb (WIND TO ROOF TRANSVERSE) Frwl := AR2•Wwr Frwl = 7830 -lb (WIND TO ROOF LONGITUDINAL) Ffwt:=AF3•Wwf Ffwt=21315•lb (WIND TO FLOOR TRANSVERSE) Ffwl := AF4• Wwf Ffwl = 13050-1b (WIND TO FLOOR LONGITUDINAL) REFERING TO THE FOLLOWING FLOOR PLANS THE LOADS TO SHEARWALLS AT THE SECOND FLOOR ARE .............. GRID LINE Al LINE1 := Fr -.25 LINE1 = 185.41•lb SW = (9.5) -ft WINDt WINDI := Frwt•.25 WIND1 = 3197.25 lb t):= v = 336.55•plf SW USE TYPE "B" SHEARWALLS vallb = 400•PLF CHECK WALL FOR HOLDOWN REQUIREMENT Mo := SW•vH2 Mo = 57550.5•ft•lb Wdl 50•plf 2 Mr:= SW •(Wdl) Mr=2256.25•ft. lb 2 Mo — Mr. 6 Ffwl + Frwl = 20880 lb (LENGTH OF WALL) Hdl := Hdl = 5915.45•lb USE SIMPSON CMST12 (9080#) 40 410, SW 20 EACH END 36 GRID LINE A2 LINE2 := Fr - .5 LINE2 = 370.83 -lb S W := (8 + lo) -ft WIND2 WIND2 := Frwt•.5 WIND2 = 6394.5 Ib V:= v = 355.25•pl£ SW USE TYPE "B" SHEARWALLS vallb = 400•PLF CHECK WALL FOR HOLDOWN REQUIREMENT Mo:= SW•v-1-12 Mo= 115101 -ft -lb 2 Mr:= S� •(Wdl) Mr=8100•ft•lb Mo- Mr. 6 (LENGTH OF WALL) FId2:= Hd2 = 6124.5•]b USE SIMPSON CMST12 (9080#) 40 410, SW 20 EACH END BELOW USE SIMPSON S/HDU6 (6125#) WITH DBL STUD AND (12)#14 SCREWS AND THRU DECK WITH 5/8" THRUBOLT SIMILARLY FOR THE OTHER SHEARWALLS GRID LINE A3 LINE4 := Fr -.25 LINE4 = 185.41•lb WIND4:= WIND] WIND4 v:= v = 355.25•plf USE TYPE "B" SHEARWALL SW CHECK WALL FOR HOLDOWN REQUfREMENT Mo:= SWvH2 Mo = 57550.5 -ft -lb s Mr:= •(Wdl) Mr=2025•ft•lb 2 Mo - Mr. 6 SW := (9) -ft WIND4 = 3197.25 Ib vallb = 400•pl£ Hd4 Hd4 = 6259.5•lb USE SIMPSON CMST12 (9080#) 40 410, SW 20 EACH END LONGITUDINALAT SECOND FLOOR LINE AL Fr LINEA := — 2 WINDA v := SW v = 217.5 • plf Mo:= vSW•H2 SW 2 Mr:= (Wdl) 2 HdA :_ Mo - Mr - .6 SW LINEA = 370.83•lb Frwl W WINDA :_ •— W 2 USE TYPE "B" SHEARWALL Mo = 70470 ft. ]b Mr= 8100 ft• Ib SW:=(11+7)•ft W1NDA = 3915 lb vallb = 400•plf HdA= 3645. lb USE SIMPSON CMST12 (9080#) 40 -#10, 20 EACH END 37 Fr LINEB := — 2 LINE AM Frwl WINDB := — 2 LINEB= 370.83•lb SW := (6 + 7).ft WINDB = 3915 lb WINDB v:= v = 301.15•plf USE TYPE "B" SHEARWALL vallb = 4U0•plf SW Mo:= vSW.H2 2 Mr:= SW .Wdl 2 Mo -- Mr -.6 HdB := SW Mo = 70470 ft. lb Mr = 4225 ft- lb HdB = 5225.77•lb USE SIMPSON CMST12 (9080#) 40 410, 20 EACH END FIRST FLOOR SHEARWALLS GRIDAI Ff L1NEA1 := (49 + LINE1 LINEAL = 494.43•lb SW:= (11 + 3)•ft Ffwt WINDAI WINDAI := + WIND WINDAI = 852616 V:= v = 609•plf 4 SW USE DBL TYPE "B" SHEARWALL vallb•2 = 800•plf Mo:= vSW•H1 Mo = 102312ft- lb 2 Mr:= SW •(Wdl) Mr=4900ft. lb 2 Hd := Mo – Mr -.6 + Hdl SW LINEA2 := (7)+ LiNE2 WINDA2 v:= v= 710.5•plf SW Mo:= vSW•Hl 2 Mr:= SW 2 •(Wdl) Mo – Mr..6 Hd := SW I-ld = 13013.45- lb USE SIMPSON S/HD15S (13500#) WITH DBL STUD AND (30)#14 SCREWS GRI D A2 LINEA2 = 988.87•lb SW := (8 + 16)•ft WINDA2 := 1•fwt + W1ND2 WINDA2 = 17052 ib 2 USE DBL TYPE "B" SHEARWALL vallb•2 = 800•pif Mo = 204624 ft. lb Mr = 14400 ft- lb Hd= 8166- lb USE SIMPSON S/HDU9 (9990#) WITH DBL STUD AND (18)#14 SCREWS 38 CFf L� LINEA4 :_ L 4 WINDA4 V:= :- v = 710.5-plf SW Mo := v-SWHI S 2 Mr := 2 • (Wdl) Hd Mo - Mr,.6 + Hd4 SW GRIDA3 LTNEA4 = 309.02•lb SW := (9 + 3) ft WINDA4:_ Ffivt • L L + W1ND4 WINDA4 = 8526 Ib L 4 USE DBL TYPE "B" SHEARWALL vallb•2 = 800•plf Mo = 102312 ft. lb Mr = 3600 ft- lb Hd = 14605.5.1b USE SIMPSON SIHD15B (16020#) WITH DBL STUD AND (4)314" BOLTS LONGITUDINALAT FIRST FLOOR LINEAA :=I Ff W + LINEA W 2 WINDAA V:= = v = 348-p1f SW Mo := v-SW•H1 2 Mr := SW .(Wdl) 2 Mo - Mr -.6 Hd:= SW GRIDAM LINEAR = 988.87 -Ib SW :_ (30)•ft GRID AL Ffwl W WINDAA:= — .— + WINDA WINDAA = 10440 lb W 2 USE TYPE "B" SHEARWALL oallb = 400•plf Mo = 125280 ft. Ib Mr - 22500 ft•lb Hd = 3726 Ib USE SIMPSON S/HDU6 (6125#) WITH (12)#14 SCREWS W LTNEAA :_ (Lf -.E) LINER LTNEAA = 988.87•lb SW := (2l) -ft W 2 Ffwl W WINDAA WINDAA:= .— + WINDB WINDAA = 10440 lb V:= v = 497.14,plf W 2 SW USE DBL TYPE "B" SHEARWALL vallb = 400-plf Mo := vSWHI Mo = 125280 ft• Ib 2 SW Mr:= •(Wdl) Mr= 11025ft. lb 2 Hd:= Mo -- Mr -.6 + Hd4 1Id = 11910.21•lb USE SIMPSON S/HD15S (13500#) SW WITH DBL 2X AND (30)#14 SCREWS W I DESIGN LOADS: SEISMIC LOADING KIWI II CONSTRUCTION LATERAL DESIGN AI' SIDEWALLS WIND AT 70 MPH WIND := 29•PSF HORIZONTAL (MAXIMUM) WIND = 29PSF V:= .031 V = 0.031 WIND WILL GOVERN DESIGN BUILDING DIMENSIONS: HEIGHT := 18 -FT WIDTH := 30 -FT DISTRIBUTION OF LOADS HEIGHT Ww:-- 'WIND Ww = 261 PLF 2 Ws := Ww USE HORIZONTAL TRUSS TO CARRY LATERAL LOADS TO SHEARWALLS FIND MEMBER FORCES L:= 25 - FT N:= 2 NUMBER OF TRUSSES RESISTING LOAD L2 L — 10 -FT Mtr := Ws Fcm:= -Ws 8.N 2•N Mtr = 10195,312FT. LB Mtr 1 Fch :_ ---- •-- 10 FT Fch = 1019.531 LB Fcm = 978.75 LB 102 + 102 Fdiag := Fcm 10 Fdiag = 1384.162 LB CHECK "J" 18 GA. IN COMPRESSION A:=,048 -4 -SI Fch = 5310.059 PSI BRACED BYPARTITION OK A CHECK "Z"4"X2"X16 GA. PURLIN IN COMPRESSION: Fcm = 978.75 LB fa := Fcm fa = 1907.895 PSI VERY LOW OK .513.IN2 BIGGER PWRI.IN OK BY COMPARISON SIZE DIAGONALS Fdiag = 1384.162 LB USE 4 "XI 6 GA. FLAT STRAP A:= .059.4•SI Fall := 30000 -PSI -A Fall = 7080 LB OK DESIGN DIAGONAL CONNECTIONS USE {3)#12 TEK SCREWS AT ENDS 619 -3 -LB = 1857 LB > Fdiag = 1384.162 LB OK 41 Aletal Rag/and Mall Systems Ultra-Dek® PANEL 24" Coverage — 24.. L 31, SECTION PROPERTIES NEGATIVE BENDING POSITIVE BENDt" PANEL GAUGE Fy (KSI) WEIGHT (PSF) Ixe (IN.41FT.) Sxe (IN.3/FT.) Maxo (KIP -IN.) Ixe ,r'' (INAIFT.) Sxe N.3 F=1 9`IVlaxo (KIP -IN.) 26 50 1.02 0.1158 0.0835 2.4997 0.220 iD 2.6987 24 50 1.23 0.1350 0.0951 2.84,%7 5 F 3.4524 22 50 1.56 0.1837 0.1332 3.987.. 4 4.5020 NOTES: 1. All calculations for the properties of Ultra -Delo panels are cafe ed i c. _�dance with the 2001 edition of the North American Specification For Design Of Cold- - - Ste 2. Ixe is for deflection determination. 3. Sxe is for Bendinga 4. Maxo ' - o ableM.A. di 9KA e � . 5. All va forth o e foo �ci �P�nel wld MM The Engineering data contained herein is for the expressed use of customers and design professionals. Along with this data, it is recommended that the design professional have a copy of the most current version of the North American Specification for the Design of Cold -Formed Steel Structural Members published by the American Iron and Steel Institute to facilitate design. This Specification contains the design criteria for cold -formed steel components. Along with the Specification, the designer should ref- erence the most current building code applicable to the project jobsite in order to determine environmental loads. If further infor- mation or guidance regarding cold -formed design practices is desired, please contact the manufacturer. SUBJECT TO CHANGE WITHOUT NOTICE AUGUST 31, 2005 visit www.mbci.corn for current information 42 Metal Roof and Wall Systems Ultra-Dek® PANEL 24" Coverage 24" 3" ALLOWABLE UNIFORM LOADS IN POUNDS PER SQUARE FOOT 26 Gauge (Fy = 50 }CSI) SPAN TYPE LOAD TYPE SPAN IN FEET 2.5 3.0 3.5 4.0 4.5 5.0 5,5 SINGLE LIVE LOAD 146.9 122.4 104.9 91.8 81.fi ' I] 59.5 2 -SPAN LIVE LOAD 146,9 122,4 104.9 91.8 81.6 55.1 3 -SPAN LIVE LOAD 146.9 122.4 104.9 `<&9,1,8X73' _ 66.8 4 -SPAN LIVE LOAD 146.9 122.4 104.9 1 8. J 4 r X 64.3 24 Gauge (Fy = 50 KSI) r - SPAN TYPE LOAD TYPE 2.5 _3Q. SPMFEE' 4 4.5 5.0 5.5 SINGLE LIVE LOAD 204.0 177 127.5 113.3 92.1 76.1 2 -SPAN IJV.E LOAM 2,?,fMW 0 0 145.7 118.7 93.8 75.9 62.8 3 -SPAN t - L0At7= 20'_0 145.7 127.5 113-3 94.9 78.4 4 -SPAN OA 20 0- 170.0 145.7 127.5 109.4 88.6 73-2 22 tau � Y = 50 �S) NOW N E L^ -T]" SPAN IN FEET TY{' 2.5 3.0 3.5 4.0 4.5 5.0 5.5 51 4 LIVE LOAD 296.9 247.5 212.1 185.6 148.2 120.1 99.2 2 -SPAN LIVE LOAD 296.9 247.5 212,1 166.2 131.3 106.3 87.9 3 -SPAN LIVE LOAD 296.9 247.5 212A 185.6 164.1 132.9 109.9 4 -SPAN LIVE LOAD 296.9 247.5 212,1 185.6 152,3 124.1 102.6 NOTES: 1. Allowable loads are based on uniform span lengths and Fy = 50 ksi. 2. LIVE LOAD is limited by bending, shear, combined shear & bending - 3. Above loads consider a maximum deflection ratio of 1-1180. 4. The weight of the panel has not been deducted from the allowable loads. 5, THE ABOVE LOADS ARE NOT FOR USE WHEN DESIGNING PANELS TO RESIST WIND UPLIFT, 6. Please contact manufacturer or manufacturer's website for most current allowable wind uplift loads. 7. The use of any accessories including but not limited to clips, fasteners, and support plates (eave, backup, rake, etc.) other than those provided by the manufacturer may damage panels, void all warranties and will void all engineering data. 8. This material is subject to change without notice. Please contact the manufacturer for most current data, The engineering data contained herein is for the expressed use ofcustomers and design professionals. Along with this data, it is recommended that the design professional have a copy o€ the most current version of the North American Specification for the Oesign of Cold -Formed Sleet Structural Members published by the American Iron and Steel Institute to facilitate design. This Specification contains the design criteria for cold -formed steel components. Along with the Specffrcation, the designer should reference the most current building code applicable to the project jobsite in order to determine environmental loads. If fur- ther information or guidance regarding cold -formed design practices is desired. Please contact the manufacturer. AUGUST 31, 2005 SUBJECT TO CHANGE WITHOUT NOTICE visit www.mbci.com for current information 43 44 O m� rn n m v rn ao rn v q� N to Mq Im�7 IO m(r) m tD r� n m Y,u- t, to ry cl) M% m (Y) 4 qj - 0 V v -I- m QO O O O O to O O O O O O a O O O itOo, O ay} O In N O O hh M 00 l0 In V; 1q 1�0, 00 tOp l!1 O 1�` l0 n t�� O N C' N t at O O O N M M v r N N�q M (Op N M M w too (nD w W IOD, ae m (q t09 V (`v') Cq i to 7 to O W o N to W tn0 m hp O to �` G pp 7 1n t ink a1 i� s- n V rN- ah0 P M Xz 0 0 0 0 0 0 �- r 0 a r r 0 +^ (n ` C W �f fD 00 L0 In O 1� V7OI M M �Y' T fD n O V' O �D (p 01 CO O 0 O M u) Cl r. 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C O M N ICC -ES Evaluation Report ESR -2196 Reissued October 2013 This report is subject to renewal October 2015. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 05 00 00—METALS Section: 05 05 23—Metal Fastenings DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings DIVISION: 09 00 00—FINISHES Section: 09 22 16.23— Fasteners REPORT HOLDER: HILT], INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com HNATechnica[Services(@_hilti.com EVALUATION SUBJECT: HILTI SELF -DRILLING AND SELF -PIERCING SCREWS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009 and 2006 Intemational Building Code® (IBC) ■ 2012 and 2009 International Residential Code® (IRC) Property evaluated: Structural 2.0 USES The Hilti Self -drilling and Self -piercing Screws are used to connect cold -formed steel members together and to connect gypsum wall board, wood or other building materials to cold -formed steel. The screws are used in engineered connections of cold -formed steel and connections prescribed by the code for cold -formed steel framing and for sheathing to steel connections. 3.0 DESCRIPTION 3.1 General: The Hilti Self -drilling and Self -piercing Screws are tapping screws, case-hardened from carbon steel conforming to ASTM A510, Grade 1018 to 1022. Table 1 provides screw designations, sizes and descriptions of head styles, point styles, drilling/piercing ranges, length of load bearing area and coatings. Screws are supplied in boxes of individual screws, or in collated plastic strips. See Figures 1 through 11 for depictions of the screws described in Sections 3.2 through 3.12, respectively. 3.2 HWH and HHWH Self -drilling Screws: The #8, #10, #12 and 1/4 -inch HWH and HHWH self -drilling screws comply with ASTM C1513 and SAE J78 and have Hex Washer or High Hex Washer head styles. The'/4-inch HWH screws have a larger diameter than #14 screws complying with ASME 818.6.4, and may be used where #14 self -drilling tapping screws are specified. The screws have an electroplated zinc coating or a proprietary coating, as indicated in Table 1A. 3.3 HWH Self -piercing Screws: The #8 and #10 HWH self -piercing screws comply with ASTM C1513 and have a Hex Washer head style. The screws have an electroplated zinc coating or a proprietary coating, as indicated in Table 1A. 3.4 PPH Self -drilling Screws: The #8 and #10 PPH self -drilling screws comply with ASTM C1513 and SAE J78 and have a Phillips Pan head style. The screws have an electroplated zinc coating as indicated in Table 1A. 3.5 PPFH SD Framer Self -drilling Screws: The #7 PPFH SD Framer self -drilling screws comply with the material and performance requirements of ASTM C1513. The dimensions of the screws comply with the manufacturer's quality documentation. The screws have a Phillips Pan Framing head style and have an electroplated zinc coating or a proprietary phosphated coating, as indicated in Table 1A. 3.6 PBH SD Self -drilling Drywall Screws: The #6 PBH SD and 48 PBH SD self -drilling screws comply with ASTM C954. The screws have a Phillips Bugle head style and have an electroplated zinc coating, a proprietary duplex coating or a proprietary phosphated coating, as indicated in Table 1 B. 3.7 PBH S Self -piercing Drywall Screws: The #6 PBH S self -piercing screws comply with ASTM C1002, Type S. The screws have a Phillips Bugle head style and have an electroplated zinc coating or a proprietary phosphated coating, as indicated in Table 1 B. 3.8 PWH SD CMT BD Self -drilling Drywall Screws: The #8 PWH SD CMT BD self -drilling screws comply with ASTM C954. The screws have a Phillips Wafer head style and have a proprietary coating as indicated in Table 1 B. "Revised December 2014 ICC -F.5 Evaluation Reports are not to be construed as representing aesthetics or any other atU'ibutes not spect/ieally addresses, na'm'e they to be consinwd �r as an elydorsernenl of the subject ofthe repot or a recwunrendalior for its arse. Mere is no svm runty by ICC L•vnhralimr Service, I,LC, express or inrpTied os to any finding or other uratter in this report, at- as to tray pr `c t el covered by the repos. 5 [Q'(f1U+i;IC It00� Copyright 02014 Page 7 of 9 ESR -2196 I Most Widely Accepted and Trusted Page 2 of 10 3.9 PTH SD Framer Self -drilling Screws: The #10 PTH self -drilling screws have a Phillips Truss head style and, except for the number of threads per inch, comply with ASTM C1513. The screws have an electroplated zinc coating as indicated in Table 1A. 3.10 PPCH SD Framer Self -drilling Screws: The #10 PPCH SD Framer self -drilling screws comply with ASTM C1513. The screws have a Phillips Pancake head style and an electroplated zinc coating as indicated in Table 1A. 3.11 TPCH SD Framer Self -drilling Screws: The #12 TPCH SD Framer self -drilling screws comply with ASTM 01513. The screws have a Torx Pancake head style and an electroplated zinc coating as indicated in Table 1A. 3.12 PFTH SD Framer Self -drilling Screws: The #10 PFTH SD Framer self -drilling screws comply with ASTM C1513. The screws have a Phillips Flat Truss head style and an electroplated zinc coating as indicated in Table 1A. 3.13 Cold -formed Steel: Cold -formed steel material must comply with Section A2 of AISI S100. 4.0 DESIGN AND INSTALLATION 4.1 Design: 4.1.1 General: Screw thread length and point style must be selected on the basis of thickness of the fastened material and thickness of the supporting steel, respectively, based on the length of load bearing area (see Figure 12) and drilling/piercing capacity given in Table 1. When tested for corrosion resistance in accordance with ASTM B117, screws with coatings described in Table 1 met the minimum requirement listed in ASTM F1941, as required by ASTM C1513, with no white corrosion after three hours and no red rust after 12 hours. 4.1,2 Prescriptive Design: 4.1.2.1 Hilti HWH & HHWH, PPH, PTH SD Framer, PPCH SD Framer, TPCH SD Framer and PFTH SD Framer Screws (Sections 3.2, 3.3, 3.4, 3.9, 3.10, 3.11 and 3.12 respectively): These screws are recognized for use where ASTM 01513 screws of the same size and type (self -drilling and/or self -piercing) are prescribed in the IRC and in the AISI Standards referenced in 2012 IBC Section 2211 (2009 and 2006 IBC Section 2210). 4.1.2.2 Hilti PBH SD and PWH SD CMT BD Screws (Sections 3.6 and 3.8, respectively): These screws are recognized for use in fastening gypsum board to cold - formed steel framing 0.033 inch to 0.112 inch (0.8 to 2.8 mm) thick, in accordance with IBC Section 2506 and IRC Section R702.3.6. They are also recognized for use in attaching gypsum board sheathing to cold -formed steel framing as prescribed in Section C2.2.3 of AISI S213, which is referenced in 2012 IBC Section 2211.6 (2009 IBC Section 2210.6; Section C2.2.3 of AISI-Lateral, referenced in 2006 IBC Section 2210.5). 4.1.2.3 Hilti PBH S Screws (Section 3.7): These screws are recognized for use in fastening gypsum board to cold - formed steel framing less than 0.033 inch (0.8 mm) thick, in accordance with IBC Section 2506 and IRC Section R702.3.6. 4.1.3 Engineered Design: The Hilti HWH, HHWH, PPH, PPFH SD Framer, PTH SD Framer, PPCH SD Framer, 52 TPCH SD Framer and PFTH SD Framer self -drilling screws described in Sections 3.2, 3.4, 3.5, 3.9, 3.10, 3.11 and 3.12, respectively, and the HWH self -piercing screws described in Section 3.3, are recognized for use in engineered connections of cold -formed steel light -framed construction. For the self -drilling screws, design of the connections must comply with Section E4 of AISI S100 (AISI - NAS under the 2006 IBC), using the nominal and allowable fastener tension and shear strengths for the screws, shown in Table 5. Allowable connection strengths for use in Allowable Strength Design (ASD) for pull-out, pull -over, and shear (bearing) capacity for common sheet steel thicknesses are provided in Tables 2, 3 and 4, respectively, based upon calculations in accordance with AISI 8100 (AISI - NAS under the 2006 IBC). For the self -piercing screws, design of connections must comply with Section E4 of AISI S100 (AISI - NAS under the 2006 IBC), using the nominal and allowable fastener tension and shear strengths for the screws, shown in Table 5. Allowable connection strengths for use in Allowable Strength Design (ASD) for pull -over capacity for common sheet steel thicknesses are provided in Table 3, based upon calculations in accordance with AISI S100 (AISI - NAS under the 2006 IBC). Allowable connection strengths for use in Allowable Strength Design (ASD) for pull-out and shear (bearing) capacity for common sheet steel thicknesses are provided in Tables 2 and 4, respectively, based upon results of testing in accordance with AISI S905. Instructions on how to calculate connection design strengths for use in Load and Resistance Factor Design (LRFD) are found in the footnotes of Tables 2, 3 and 4. For connections subject to tension, the least of the allowable pull-out, pullover, and tension fastener strength of screws found in Tables 2, 3, and 5, respectively, must be used for design. For connections subject to shear, the lesser of the allowable shear (bearing) and fastener strength found in Tables 4 and 5, respectively, must be used for design. Connections subject to combined tension and shear loading must be designed in accordance with Section E4.5 of AfSI S100. The values in Tables 2, 3 and 4 are based on a minimum spacing between the centers of fasteners of three times the diameter of the screw, and a minimum distance from the center of a fastener to the edge of any connected part of 1.5 times the diameter of the screw. Minimum edge distance when connecting cold -formed framing members must be three times the diameter of the screw, in accordance with Section D1.5 of AISI 5200 (AISI-General for 2006 IBC). Under the 2009 and 2006 IBC, when the distance to the end of the connected part is parallel to the line of the applied force, the allowable connection shear strength determined in accordance with Section E4.3.2 of Appendix A of AISI 5100 (AISI - NAS under the 2006 IBC) must be considered. Connected members must be checked for rupture in accordance with Section E5 of AISI S100. 4.2 Installation: Installation of the Hilti Self -drilling and Self -piercing Screws must be in accordance with the manufacturer's published installation instructions and this report. The manufacturers published installation instructions must be available at the jobsite at all times during installation. The screws must be installed perpendicular to the work surface using a variable speed screw driving tool set to not exceed 2,500 rpm. The screw must penetrate through the supporting steel with a minimum of three threads protruding past the back side of the supporting steel. ESR -2196 I Most Widely Accepted and Trusted Page 3 of 10 5.0 CONDITIONS OF USE The Hilti Self -drilling and Self -piercing Screws described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Fasteners must be installed in accordance with the manufacturer's published installation instructions and this report. If there is a conflict between the manufacturer's published installation instructions and this report, this report governs. 5.2 The allowable loads specified in Section 4.1 are not to be increased when the fasteners are used to resist wind or seismic forces. 5.3 The utilization of the nominal strength values contained in this evaluation report, for the design of cold -formed steel diaphragms, is outside the scope of this report. Diaphragms constructed using the Hilti self -drilling or self -piercing screws must be recognized in a current ICC -ES evaluation report based upon the ICC -ES Acceptance Criteria for Steel Deck Roof and Floor Systems (AC43). 5.4 Drawings and calculations verifying compliance with this report and the applicable code must be submitted to the code official for approval. The drawings and calculations are to be prepared by a registered design professional when required by the statutes of the jurisdiction in which the project is to be constructed. 5.5 The rust -inhibitive (corrosion -resistant) coating on the screws must be suitable for the intended use, as determined by the registered design professional. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Tapping Screw Fasteners (AC118), dated June 2012. 7.0 IDENTIFICATION Hilti Self -drilling and Self -piercing Screws are marked with an "H" on the top of the heads, as shown in Figures 1 through 11. Packages of Hilti Self -drilling and Self -piercing Screws are labeled with the report holder's name (Hilti, Inc.), the fastener type and size, and the evaluation report number (ESR -21%). TABLE'IA-HILTI SELF -DRILLING AND SELF -PIERCING STEEL -TO -STEEL SCREWS (ASTM C1513) DESIGNATION NOMINAL NOMINAL SCREW HEAD DESCRIPTION DIAMETER LENGTH STYLE (Size - TPI) (inch) (inch) NOMINAL DRILL HEAD PONT DIAMETER (Number) DRILLING/ LENGTH PIERCING OF LOAD CAPACITY BEARING COATING' (inch) AREA' Min. Max. (inch) S -MD 10-16 X% HWH #3 #10-16 0.190 5/8 HWH 0.399 3 0.110 0.175 0.187 Zinc -2 S -MD 10-16 X'/4 HWH #3 #10-16 0.190 '/4 HWH 0.399 3 0.110 0.175 0.375 Zinc -2 S -MD 10-16 X 3/4 HHWH #3 #10-16 0.190 3/4 HHWH 0.399 3 0.110 0.175 0.375 Zinc -2 S -MD 10-16X 1 HWH#3 #10-16 0.190 1 HWH 0.399 3 0,110 0,175 0.625 Zinc -2 S -MD 10-16 X 1'14 HWH #3 #10-16 0.190 1114 HWH 0.399 3 0.110 0.175 0.875 Zinc -2 S -MD 10-16 X 02 HWH #3 410-16 0.190 1112 HWH 0,399 3 0.110 0.175 1.125 Zinc -2 S -MD 12-14 X 314 HWH #3 912-14 0.216 314 HWH 0,415 3 0.110 0.210 0.313 Zinc -2 S -MD 12-14 X 1 HWH #3 #12-14 0.218 1 HWH 0.415 3 0.110 0.210 0.562 Zinc -2 S -MD 12-14 X 02 HWH #3 #12-14 0,216 1112 HWH 0.415 3 0.110 0.210 1.062 Zinc -2 5 -MD 12-14 X 2 HWH #3 #12-14 0.216 2 HWH 0.415 3 0.110 0.210 1.562 Zinc -2 S-MD'/4-14 X 3/4 HHWH #3 '/4-14 0.250 '/4 HHWH 0.500 3 0,110 0.220 0.313 Zinc -2 S-MD'/4-14 X 1 HHWH #3 '/4-14 0.250 1 HHWH 0.500 3 0.110 0.220 0.562 Zinc -2 S-MD'/4-14 X 1'/2 HHWH #3 '/4-14 0.250 1'/2 HHWH 0.500 3 10.110 0.220 1.062 Zinc -2 S-MD'/4-14 X 2 HHWH #3 '14-14 0,250 2 HHWH 0.500 3 0.110 0.220 1.562 Zino -2 S -MD 10-16 X 5/3 PPH #3 #10-16 0.190 518 PPH 0-364 3 0,110 0.175 0.313 Zinc -2 S -MD 10-16 X 314 PPH #3 #10-16 0.190 314 PPH 0-364 3 0.110 0,175 0.375 ZInc-2 S -MD 10-16 X 1 PPH #3 #10-16 0.190 1 PPH 0.364 3 0.110 0.175 0.500 Zinc -2 S -MD 12-24 X'/s HWH #4 #12-24 0.216 718 HWH 0.415 4 0.175 0.250 0.375 Zinc -2 S -MD 12-24 X 04 HWH #4 #12-24 0.216 1'/4 HWH 0.415 4 0.175 0.250 0.625 Zinc -2 S -MD 12-24 X 1'/4 HWH #5 #12-24 0,216 1'/4 HWH 0.415 5 0.250 0.500 0.437 Zinc -2 S -MD 10-16 X% HWH #3 Kwik -Cote #10-16 0.190 5/8 HWH 0.399 3 0.110 0,175 0,187 Kwik -Cote S -MD 10-16 X 314 HWH #3 Kwik -Cote #10-16 0.190 3/4 HWH 1 0.399 3 0.110 0.1751 0,375 Kwik -Cote S -MD 10-16 X 314 HHWH #3 Kwik -Cote #10-16 0.190 314 HHWH 0.399 3 0.110 0.175 0,375 Kwik -Cote S -MD 10-16 X 1 HWH #3 Kwik -Cote #10-16 0.190 1 HWH 0.399 3 0.110 0.175 0.625 Kwik -Cote S -MD 12-14 X%HWH #3 Kwik -Cote #12-14 0.216 314 HWH 0.415 3 0,110 0.210 0-313 Kwik -Cote S -MD 12-14 X 1 HWH #3 Kwlk-Cote #12-14 0,216 1 HWH 0,415 3 1 0.110 0.210 0-562 Kwik -Cote S -MD 12-14 X 1'14 HWH #3 Kwik -Cole #12-14 0.216 11/4 HWH 0.415 3 10.110 0.210 0.813 Kwik -Cote S -MD 12-14 X 1'/2 HWH #3 Kwik -Cote #12-14 0.216 1'/2 HWH 1 0.415 3 10.110 0.2101 1.062 Kwik -Cote S -MD 12-14 X 2 HWH #3 Kwik -Cote #12-14 0.216 2 HWH 0.415 3 0.110 0.210 1.562 Kwik -Cote S -MD 12-24 X 1'/4 HWH #5 Kwik Cote #12-24 0.216 1114 HWH 0-415 5 0.250 0.500 0.437 Kwik -Cote S -MD 12-24 X 1'14 HWH #5 Kwik Cote with Bonded Washer #12-24 0.216 ,314 51 HWH 0.415 5 0.250 0.500 0.313 Kwik -Cote ESR -2196 j Most Widely Accepted and Trusted Page 4 of 10 TABLE 1A-HILTI SELF -DRILLING AND SELF -PIERCING STEEL -TO -STEEL SCREWS (ASTM C1513) (Continued) DESIGNATION NOMINAL NOMINAL DESCRIPTION (Size - TPI) DIAMETER SCREW HEAD LENGTH' STYLE' (inch) (inch) NOMINAL DRILL HEAD POINT DIAMETER (Number) DRILLING/ LENGTH PIERCING OF LOAD CAPACITY ' (Inch) BEARING COATING' AREA' Min. Max. (inch) S -MD 12-24 X 2 HWH #5 Kwik Cote #12-24 0.216 2 HWH 0.415 5 0.250 0.500 1.187 Kwik -Cote S -MD 12-24 X 3 HWH #5 Kwik Cote #12-24 0.216 3 HWH 0.415 5 0.250 0.500 2.187 Kwik -Cote S -MD 10-16 X 3/, M HHWH3 Collated #10-16 0.190 314 HHWH 0.399 3 0.110 0.175 0.375 Zinc -2 S -MD 10-16 X 3/, HHWH 3 KC M Collated #10-16 0.190 3/4 HHWH 0.399 3 0.110 0.175 0.375 Kwik -Cote S -MD 12-24 X % M HWH4 Collated #12-24 0.216 % HWH 0.399 4 0.175 0.250 0.375 Zinc -2 S -MD 10-16 X% HHWH Pilot Point #10-16 0.190 118 HHWH 0.399 1 0.028 0.120 0.188 Zinc -2 S -MD 12-14 X 1 HHWH Pilot Point #12-14 0.216 1 HHWH 0.415 1 10.028 0.120 0.375 Zinc -2 S -SLC 02 M HWH #12-14 0.216 1 HWH 0.415 1 0.028 0.120 0.375 Zinc -2 S -MD'/, -14 X % HWH Pilot Point Kwik Seal '/4-14 0,250 7/6 HWH 0.415 1 0.028 0.140 0.313 Kwik -Cote S -MD a-18 X% HWH #2 #8-18 0.164 1/2 HWH 0.335 2 0.035 0.100 0.125 Zinc -2 S -MD 8-18 X 31, HWH #2 #8-18 0.164 3/4 HWH 0.335 2 0.035 0.100 0.375 1 Zinc -2 S -MD 8-18 X'12 PPH #2 #8-18 0.164 112 PPH 0.311 2 0.035 0.100 0.125 Zinc -2 S -MD 8-18 X 314 PPH 92 #8-18 0.164 314 PPH 0.311 2 0.035 0.100 0.375 Zinc -2 S -MD 10-16X'/Z HWH #2 #10-16 0.190 1/2 HWH 0.399 2 0.035 0.110 0.188 Zinc -2 S -MD 10-16 X 3/, HWH #2 #10-16 0.190 3/4 HWH 0.399 2 0.035 0.110 0.313 Zinc -2 S -MD 10-16 X 1 HWH #2 #10-16 0.190 1 HWH 0.399 2 0.035 0,11010.500 Zinc -2 S -MD 12-14 x 3/, HWH #3 Kwik Seal #12-14 0.216 314 HWH 0.415 3 0.110 0.210 0.125 Kwik -Cote S -MD 12-14 x 1 HWH #3 Kwik Seal #12-14 0.216 1 HWH 0.415 3 0.110 0.210 0.375 Kwlk-Cote S -MD 12-14 X 1'4 HWH #3 Kwik Seal #12-14 0.216 1'/, HWH 0.415 3 0.110 0.210 0.625 Kwik -Cote S -MD 12-14 X 02 HWH #3 Kwik Seal #12-14 0.216 11/2 HWH 0.415 3 0.110 0.210 0.875 Kwik -Cote S -MD 12-14 X 2 HWH #3 Kwik Seal #12-14 0.216 2 HWH 0.415 3 0.110 0.210 1.375 Kwik -Cote S -MD'/, -14 X 3/, HWH #3 Kwik Seal 1/4-14 0.250 314 HWH 0,500 3 0.110 0.220 0.125 Kwik -Cote S-MD'/4-14 x 1 HWH #3 Kwik Seal '/,-14 0.250 1 HWH 0.500 3 0.110 0.220 0.375 Kwik -Cote S-MD'/4-14 X 02 HWH #3 Kwik Seal 'l4-14 0.250 1112 HWH 0.500 3 0.110 0.220 0.875 Kwik -Cote 7 X 7118 PPFH SD Framer #7-18 0.151 7/16 PPFH 0.303 2 0.035 0.100 0.063 BP 7 X 7/18 PPFH SO Framer Zinc #7-18 0.151 7116 PPFH 0.303 2 0.035 0.100 0.063 Zinc -2 S -DD 10-18 X 3/, PTH #3 #10-18 0.190 3/4 PTH 0.433 3 0.110 0.175 0.375 Zinc -2 S -DD 10-16 X'18 PPCH #3 #10-16 0.190 % PPCH 0.409 3 0,110 0.175 0.313 Zinc -2 S -DD 10-12 X 3/, PFTH #3 #10-12 0.190 3/, PFTH 0.364 3 0.110 0.175 0.375 Zinc -2 S -DD 12-14 X 1 TPCH #3 #12-14 0,216 1 TPCH 0.409 3 0.110 0,210 0.500 Zinc -2 S -MS 8-18 X'/2 HWH #8_1 ss 0.164 /2 HWH 0.315 pierol g O.D15 0.072 0.072 Zinc -2 S -MS 10-12 X 3/4 HWH #10-12S 0.190 3/, HWH 0.399 p Self - 0.018 0.096 0.100 Zinc -2 54 ESR -2196 I Most Widely Accepted and Trusted Page 5 of 10 TABLE 1B-HILTI SELF -DRILLING (ASTM C954) AND SELF -PIERCING (ASTM C1002) DRYWALL SCREWS DESIGNATION DESCRIPTION (Size -TP!) NOMINAL DIAMETER (inch) NOMINAL SCREWHEAD LE(inch) LENGTH LENGTH STYLE NOMINAL HEAD DIAMETER DRILL POINT (Number) DRILLING f PIERCING CAPACITY (inch) LENGTH OF LOAD BEARING AREA' (inch) COATING' Min. Max. 6 X 1 PBH SD #6-19 0.138 1 PBH 0.322 1 0.033 0.112 0.625 DGP 6 X 1 PBH SD #6-20 0.138 1 PBH 0.322 1 0.033 0.112 0.625 DGP 6 X 1 PBH SD Zinc #6-19 0.138 1 PBH 0.322 1 0.033 0.112 0.625 Zinc -2 6 X 1 PBH SD Zinc #6-20 0.138 1 PBH 0.322 1 0.033 0.112 0.625 Zinc -2 6 X 1'/e PBH S #6-9S 0.138 1% PBH 0.322 piSel - 0.023 0.033 0.750 DGP 6 X 1'18 PBH S Collated #6-9S 0.138 1'/8 PBH 0.322 pSellf- 0.023 0.033 0.750 DGP 6 X 1'18 PBH SD #6-19 0.138 1% PSH 0.322 1 0.033 0.112 0,750 DGP 6 X 1% PBH SD #6-20 0.138 1% PBH 0.322 1 0.033 0.112 0.750 DGP 6 X 1'18 PBH SD Zinc #6-19 0.138 11/8 PBH 0.322 1 0.033 0.112 0.750 Zinc -2 6 X 1'18 PBH SD Zinc #6-20 0.138 1'/e PBH 0.322 1 0.033 0.112 0.750 Zinc -2 6 X 1'10 PBH SD Zinc Collated 0-20 0-138 1'10 PBH 0-322 1 0.033 0.088 0.750 Zinc -3 6 X 1'/4 PBH S #6-9S 0.138 11/4 PBH 0.322 p$elf- cin6 0.023 0.033 0.875 DGP X 1'/4 PBH S Collated #6-95 0.138 1'/4 PBH 0.322 Perth- erc6 0,023 0.033 0,875 DGP X 11/4 PBH SD #6-19 0.138 1'14 PBH 0,322 1 0.033 0,112 0,875 DGP 6 X 04 PBH SD #6-20 0.138 1'!4 PBH 0.322 1 0,1333 0.112 0,875 DGP 6 X 1'/4 PBH SD Collated #6-20 0.138 11/4 PBH 0.322 1 0.033 0.088 0.875 DGP 6 X 1'14 PBH SD Zinc #6-19 0.138 1114 PBH 0.322 1 0.033 0.112 0.875 Zinc -2 6 X 04 PBH SD Zinc #6-20 0.138 1'14 PBH 0.322 1 0.033 0,112 0.875 Zinc -2 6 X 1114 PBH SD Zinc Collated #6-20 0.138 1'/4 PBH 0.322 1 0.033 0.088 0.875 Zinc -3 6 X 04 PBH SD CRC 46-20 0.138 1'/4 PBH 0.322 1 0.033 0.112 0.875 CRC 6 X 04 PBH SD CRC Collated #6-20 0.138 1'14 PBH 0.322 1 0.033 0.112 0.875 CRC 6 X 1518 PBH S #6-95 0.138 15/8 PBH 0.322 p ercSeel ng 0.023 0.033 1.250 DGP 6 X 1518 PBH S Collated #6-95 0,138 1510 PBH 0.322 piSel - 0.023 0.033 1,250 DGP 6 X 1% PBH SD #6-19 0.138 15/e PBH 0.322 1 0.033 0.112 1.250 DGP 6 X 15/8 PBH SD #6-20 0.138 15/8 PBH 0.322 1 0.033 0.112 1.250 DGP 6 X 1510 PBH SD Collated #6-20 0.138 15/8 PBH 0-322 1 0.033 0.088 1.250 DGP 6 X 1510 PBH SD Zinc #6-19 0.138 15/8 PBH 0.322 1 0.033 0.112 1.250 Zinc -2 6 X 1510 PBH SD Zinc #6-20 0.138 1518 PBH 0.322 1 0.033 0.112 1.250 Zinc -2 6 X 1518 PBH SD Zinc Collated #6-20 0,138 15/8 PBH 0.322 1 0.033 0.088 1.250 Zinc -3 6 X I% PBH SO #6-19 0.138 1'18 PBH 0.322 1 0.033 0.112 1.500 DGP 6 X 1% PBH SD #6-20 0.138 1'!e PBH 0.322 1 0.033 0.112 1.500 DGP 6 X 1'10 PBH SO Zinc #6-19 0,138 1'/e PBH 0,322 1 0.033 0.112 1.500 Zinc -2 6 X 17/8 PBH SD Zinc #6-20 0,138 17/e PSH 0,322 1 0.033 0.112 1.500 Zinc -2 6 X 1'18 PBH SD CRC 46-20 0.138 1'/e PSH 0.322 1 0.033 0.112 1.500 CRC 6 X 2 PBH S #6-9S 0.138 2 PBH 0.322 Self piercing 0.023 0.033 1.625 DGP 6 X 2 PBH S Collated #6-9S 0.138 2 PBH 0.322 Self piercing 0.023 0.033 1.625 DGP 8 X 2 PBH SD Collated #6-20 0.138 2 5?BH 0.322 1 0.033 0.088 1.625 DGP ESR -2196 I Most Widely Accepted arid Trusted Page 6 of 10 DESIGNATION DESCRIPTION (Size - TPI) s NOMINAL DIAMETER (Inch) NOMINAL SCREW LENGTHa (inch) HEAL) STYLE' NOMINAL HEAD DIAMETER DRILL POINT (Number) DRILLING 1 PIERCING CAPACITY (inch) LENGTH OF LOAD BEARING AREA° (inch ) COATING ' Min. Max. 6 X 2 PBH SD Zinc #6-20 0.138 2 PBH 0.322 1 0.033 0.088 1.625 Zinc -3 6 X 2 PBH SD Zinc Collated #6-20 0.138 2 PBH 0.322 1 0.033 0.088 1.625 Zinc -3 8 X 2% PBH SD #8-18 0.164 2% PBH 0.330 1 0.033 0J12 2000. BP 8 X 23/a PBH SD Zinc #8-18 0.164 2% PBH 0.330 1 0.033 0.112 2.000 Zinc -2 8 X 2% PBH SD #8-18 0.164 2% PBH 0.330 1 0.033 0.112 2.250 BP 8 X 2'/6 PBH SD Zinc #8-18 0.164 2% PBH 0.330 1 0.033 0.112 2.250 Zinc -2 8 X 3 PBH SD 48-18 0.164 3 PBH 0.330 1 0.033 0.112 2.625 BP 8 X 3 PSH SD Zinc #8-18 0.164 3 PBH 0.330 1 0.033 0.112 2.625 Zinc -2 8 X 04 PWH SD CMT BD #8-18 0.164 11/4 PWH 0.421 1 0.033 0.112 0.875 Tufcoat 8 X 1% PWH SD CMT BD #8-18 0.164 15/a PWH 0.421 1 0.330 1 0.112 1 1.250 Tufcoat For SI: 1 inch= 25.4 mm. 'Refer to Section 3.0 and Figures 1 through 11 for head configuration abbreviations. 2For coating abbreviations, BP = Black phosphated per EN ISO 3892; DGP = Dark Grey phosphate per EN ISO 3892; Zinc -2 = EN/ISO 4042 A3F; Zinc -3 = electroplated zinc coating, Cr3+ passivated; Kwik -Cote = Proprietary organic zinc coating; CRC = Proprietary Duplex Coating; Tufcoat = Tufcoat forest green similar to ISO 10683. 3 A 'S' in the thread designation indicates a double thread. Listed thread pitch is for one thread only. "Refer to Figure 12 for nominal screw length (L) and load bearing area (LBA) description. TABLE 2 -ALLOWABLE TENSILE PULL-OUT LOADS (PNo71Q), pounds -force' .1'1.4 Steel F. = 45 ksi Applied Factor of Safety, r.] - 3.0 Nominal Design thickness of member not in contact with the screw head (in.) Screw Diameter Description (in) 0.015 0.018 0.024 0.030 0.036 0.048 D.060 0.075 0.090 0.105 0.135 Self -drilling Screws for Steel -to -Steel Connections5 #7-18 0.151 - - 69 92 116 144 173 202 260 #8-18 0.164 - 75 100 125 157 188 220 282 #10-12 #1D-16 0.190 - 87 116 145 182 218 254 327 #i D-16 #12-14 0.216 - 99 132 165 207 248 289 373 #12-24 '/4-14 0,250 115 153 191 239 287 333 430 Self -piercing Screws for Steel -to -Steel Connections' #8-18S 0,164 37 49 68 86 109 - - - - #10-12S 0.190 44 53 77 102 117 1 150 1 - - - - For SI: 1 inch = 25-4 mm, 1 Ibf = 4.4 N. 1 ksi = 6.89 MPa. 'For tension connections, the lower of the allowable pull-out, pullover, and tension fastener strength of screw found in Tables 2, 3, and 5, respectively must be used for design. 2Unless otherwise noted, load values are based upon calculations in accordance with Section E4 of AISI S100. ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables. 3The allowable pull-out capacity for intermediate member thicknesses can be determined by interpolating within the table. 4 T calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD 0 factor of 0.5. 5For F. >_ 65 ksi steel, multiply values by 1.44. 'Load values are based on testing in accordance with AISI S905. 56 ESR -2196 [ Most WidefyAccepted and Tiusted Page 7 of 10 TABLE 3—ALLOWABLE TENSILE PULL -OVER LOADS (PNov/0), FOR HILTI ASTM C1513 SCREWS, pounds -force' 2,3,4,5 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 ksi = 6.89 MPa. 'For tension connections, the lower of the allowable pull-out, pullover, and tension fastener strength of screw found in Tables 2, 3, and 5, respectively must be used for design. 2Load values are based upon calculations in accordance with Section E4 of AISI S100, ANSI/ASME standard screw head diameters were used in the calculations and are listed in the tables. 3The allowable pull -over capacity for intermediate member thicknesses can be determined by interpolating within the table. 4 T calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD (D factor of 0.5. SFor F� �: 65 ksi steel, multiply values by 1.44. 57 Steel F. = 45 ksi Applied Factor of Safety, f1 = 3.0 Screw Washer or Head Design thickness of member in contact with the screw head (in.) Description Diameter (in.) 0.015 0.018 0.024 0.030 0.036 0.048 0.060 0.075 0.090 0.105 0.135 Hex Washer Head (HWH) or High Hex Washer Head (HHWH) #8-18S 0.315 106 128 170 #8-18 0.335 113 136 181 225 271 363 453 567 680 790 1020 #10-16 #10-12S 0.399 135 162 215 268 323 430 540 673 807 943 1210 #12-14 #12-24 0.415 140 168 224 279 337 447 560 700 840 980 11 1260 '/4-14 0.500 169 203 270 336 1 407 1 540 677 843 1010 1180 1520 Phillips Pan Head (PPH) #8-18 0.311 105 126 168 210 252 336 420 525 630735 945 #10-16 0.364 123 147 197 246 295 393 491 614 737 860 1106 Phillips Truss Head (PTH) #10-18 0.433 146 175 234 292 1 351 1 468 585 731 877 1023 1315 Phillips Pan Framing Head (PPFH) #7-18 0.303 102 123 164 1 205 1 245 1 327 409 511 614 716 920 Phillips Pancake Head (PPCH) #10-16 0.409 138 166 221 276 1 331 1 442 552 690 828 966 1242 Torx Pancake Head (rPCH) #12-14 .0409 138 166 221 276 1 331 1 442 552 690 828 966 1242 Phillips Flat Truss Head (PFTH) #10-12 0.364 123 147 197 1 246 1 295 1 393 491 614 737 860 1106 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 ksi = 6.89 MPa. 'For tension connections, the lower of the allowable pull-out, pullover, and tension fastener strength of screw found in Tables 2, 3, and 5, respectively must be used for design. 2Load values are based upon calculations in accordance with Section E4 of AISI S100, ANSI/ASME standard screw head diameters were used in the calculations and are listed in the tables. 3The allowable pull -over capacity for intermediate member thicknesses can be determined by interpolating within the table. 4 T calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD (D factor of 0.5. SFor F� �: 65 ksi steel, multiply values by 1.44. 57 ESR -2196 I Most Widely Accepted and Trusted Page 8 of 10 TABLE 4A -ALLOWABLE SHEAR (BEARING) CAPACITY OF STEEL -TO -STEEL CONNECTIONS USING HILTI ASTM C1513 SELF -DRILLING SCREWS, pounds -force 1,2,3,4,5 Steel F„ = 45 ksi Applied Factor of Safety, fQ = 3.0 Design thickness of Design thickness of member not in contact with the screw head (in.) Screw Nominal member in Dfameter Description contact with (In) screw head, 0.036 0.048 0.060 0.075 0.090 0.105 0.135 (in.) 0.036 167 220 220 220 220 220 220 0.048 167 257 294 294 294 294 294 0.060 167 257 360 367 367 367 367 #7-18 0.151 0.075 167 257 360 459 459 459 459 0.090 167 257 360 459 550 550 550 0.105 167 257 360 459 550 642 642 0.135 167 257 360 459 550 642 826 0.036 174 239 239 239 239 239 239 0.048 174 268 319 319 319 319 319 0.060 174 268 373 400 400 400 400 #B-18 0.164 0.075 174 268 373 497 497 497 497 0.090 174 268 373 497 597 597 597 0.105 174 268 373 497 597 697 697 0.135 174 268 373 497 597 697 897 0.036 186 277 277 277 277 277 277 0.048 188 289 370 370 370 370 370 #10-12 0.060 188 289 403 463 463 463 463 #10-16 0.190 0.075 188 289 403 563 577 577 577 #10-18 0.090 188 289 403 563 693 693 693 0.105 188 289 403 563 693 807 807 0.135 188 289 403 563 693 807 1040 0.036 200 309 315 315 315 315 315 0.048 200 308 420 420 420 420 420 0.060 200 308 430 523 523 523 523 #12-14 0.216 0.075 200 308 430 600 657 657 657 #12-24 0.090 200 308 430 600 787 787 787 0.105 200 308 430 600 787 920 920 0.135 200 308 430 600 787 920 1180 0.036 215 340 363 363 363 363 363 0.048 215 331 467 487 487 487 487 0.060 215 331 463 607 607 607 607 X14-14 0.250 0.075 215 331 463 647 760 760 760 0.090 215 331 463 647 850 910 910 0.105 215 331 463 647 850 1060 1060 0.135 215 331 463 647 850 1060 1370 58 ESR -2196 I Most Widely Accepted and Trusted Page 9 of 10 TABLE 413—ALLOWABLE SHEAR (BEARING) CAPACITY OF STEEL -TO -STEEL CONNECTIONS USING HILTI ASTM C1513 SELF -PIERCING SCREWS, pounds-force''•4,6 Steel F. = 45 ksi Applied Factor of Safety, 0 = 3.0 NOMINAL FASTENER STRENGTH DETERMINED BY TESTING ALLOWABLE FASTENER STRENGTH" Design Tension (Pt.10)1 (Ibf) Shear (p_/0)2,3 (Ibf) #7-18 PPFH thickness of Design thickness of member not In contact with the screw head (in.) Screw Nominal member In #8-18 HWH, PPH Description Diameter contact with 335 390 #8-18S HWH 0.164 1915 1570 640 (In j screw head, 0.015 0.018 0.024 0.030 0.036 0.048 0.190 1915 (in.) 640 635 #10-16 HWH, HHWH, PPH, PPCH 0.190 1370 1215 455 405 0.015 73 87 105 107 107 - 0.216 2325 0.018 79 90 113 113 113 2285 48-18S 0.164 0.024 81 90 149 158 158 0.030 82 117 149 186 186 0.036 106 114 184 236 287 - 0.018 - 77 125 152 173 173 0.024 77 137 191 220 253 #10-12S 0.190 0.030 109 167 228 255 309 0.036 121 167 228 298 373 0.048 121 191 241 298 444 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 ksi = 6.89 MPa. 'The lower of the allowable shear (bearing) and the allowable fastener shear strength found in Tables 4 and 5, respectively must be used for design. Load values in Table 4A are based upon calculations in accordance with Section E4 of AISI S100. ANSIlASME standard screw diameters were used in the calculations and are listed in the tables 3The allowable bearing capacity for other member thicknesses can be determined by interpolating within the table. 4 T calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD 0 factor of 0.5. 5For F. a 65 ksi steel, multiply values by 1.44. 6Load values in Table 4B are based on testing in accordance with AISI 8905. TABLE 5—FASTENER STRENGTH OF SCREW SCREW DESCRIPTION DIAMETER (in.) NOMINAL FASTENER STRENGTH DETERMINED BY TESTING ALLOWABLE FASTENER STRENGTH" Tension, Pis Shear, P55 (Ibf) (Ibf) Tension (Pt.10)1 (Ibf) Shear (p_/0)2,3 (Ibf) #7-18 PPFH 0.151 1000 890 335 295 #8-18 HWH, PPH 0.164 1000 1170 335 390 #8-18S HWH 0.164 1915 1570 640 525 #10-12 PFTH 0.190 2170 1645 720 550 #10-12S HWH 0.190 1915 1905 640 635 #10-16 HWH, HHWH, PPH, PPCH 0.190 1370 1215 455 405 #10-18 PTH 0,190 1390 1845 465 615 #12-14 HWH, TPCH 0.216 2325 1880 775 625 #12-24 HWH 0.216 3900 2285 1300 760 114-14 HWH 0.250 4580 2440 1525 815 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 ksi = 6.89 MPa. 'For tension connections, the lower of the allowable pull-out, pullover, and tension fastener strength of screw found in Tables 2, 3, and 5, respectively must be used for design. 2For shear connections, the lower of the allowable shear (bearing) and the allowable fastener shear strength found in Tables 4 and 5, respectively must be used for design. aSee Section 4.1.3 for fastener spacing and end distance requirements. 4 T calculate LRFD values, multiply the nominal fastener strengths by the LRFD 0 factor of 0.5. 59 ESR -2196 I Most Widely Accepted and Trusted Page 10 of 10 �- ► � � �I li't1,��1�1�,11;'l�iEll �h FIGURE 1—HEX WASHER HEAD (HWH) AND HIGH HEX WASHER HEAD (HHWH) SELF -DRILLING SCREW FIGURE 3—PHILLIPS PAN HEAD (PPH) SELF -DRILLING SCREW FIGURE 5—PHILLIPS BUGLE HEAD (PBH) SELF -DRILLING SCREW FIGURE 7—PHILLIPS WAFER HEAD (PWH) SELF -DRILLING SCREW FIGURE 9—PHILLIPS PANCAKE HEAD (PPCH) SELF -DRILLING SCREW f iffira 1"IIiliI�iim FIGURE 11 -PHILLIPS FLAT TRUSS HEAD (PFTH) SELF -DRILLING SCREW 111,1111ti`I1111`t i1 FIGURE 2 ---HEX WASHER HEAD (HWH) SELF -PIERCING SCREW FIGURE 4—PHILLIPS PAN FRAMING HEAD (PPFH) SELF -DRILLING SCREW FIGURE 6—PHILLIPS BUGLE HEAD (PBH) SELF -PIERCING SCREW FIGURE 8 -PHILLIPS TRUSS HEAD (PTH) SELF -DRILLING SCREW -% NISI IIIII►ill��llil FIGURE 10-TORX PANCAKE HEAD (TPCH) SELF -DRILLING SCREW LBA — LBA FIGURE 12 --DESCRIPTION OF NOMINAL SCREW LENGTH (L) AND LOAD BEARING AREA (LBA) •1 ICC -ES Evaluation Report ESR -1917* Reissued May 2095 This report is subject to renewal May 2097. www.icc-es.org j (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00—CONCRETE Section: 03 16 00 --Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: HILTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti,com HiltiTechEn us.hilti.com EVALUATION SUBJECT: HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009 and 2006 lntemational Building Code® (IBC) ■ 2012, 2009 and 2006 International Residential Code® (I RG) R 2013 Abu Dhabi International Building Code (AD]BC)l 'The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES The Hilti Kwik Bolt TZ anchor (KB -TZ) is used to resist static, wind, and seismic tension and shear loads in cracked and uncracked normal -weight concrete and sand - lightweight concrete having a specified compressive strength, fa, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. The 318 -inch- and '/2 -inch -diameter (9.5 mm and 12.7 mm) carbon steel KB -TZ anchors may be installed in the topside of cracked and uncracked normal -weight or sand -lightweight concrete -filled steel deck having a minimum member thickness, hmia,deck, as noted in Table 6 of this report and a specified compressive strength, fa, of 3,000 psi to 8,500 psi (20.7 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. `Corrected The 318 -inch-, 1/2 -inch-, 5/8 -inch- and %-inch diameter (9.5 mm, 12.7 mm and 15.9 mm) carbon steel KB -TZ anchors may be installed in the soffit of cracked and uncracked normal -weight or sand -lightweight concrete over metal deck having a minimum specified compressive strength, fe, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. The anchoring system complies with anchors as described in Section 1909 of the 2012 IBC and Section 1912 of the 2009 and 2006 IBC. The anchoring system is an alternative to cast -in-place anchors described in Section 1908 of the 2012 IBC and Section 1911 of the 2009 and 2006 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 KB -TZ: KB -TZ anchors are torque -controlled, mechanical expansion anchors. KB -TZ anchors consist of a stud (anchor body), wedge (expansion elements), nut, and washer. The anchor (carbon steel version) is illustrated in Figure 1. The stud is manufactured from carbon steel or AISI Type 304 or Type 316 stainless steel materials. Carbon steel KB -TZ anchors have a minimum 5 pm (0.0002 inch) zinc plating. The expansion elements for the carbon and stainless steel KB -TZ anchors are fabricated from Type 316 stainless steel. The hex nut for carbon steel conforms to ASTM A563-04, Grade A, and the hex nut for stainless steel conforms to ASTM F594. The anchor body is comprised of a high-strength rod threaded at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a three -section expansion element which freely moves around the mandrel. The expansion element movement is restrained by the mandrel taper and by a collar. The anchor is installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor, the mandrel is drawn into the expansion element, which is in turn expanded against the wall of the drilled hole. 3.2 Concrete: Normal -weight and sand -lightweight concrete must conform to Sections 1903 and 1905 of the IBC. 3.3 Steel Deck Panels: Steel deck panels must be in accordance with the configuration in Figures 5A, 5B, 5C and 5D and have a minimum base steel thickness of 0.035 inch (0.899 mm). Steel must comply with ASTM A653/A653M SS Grade 33 2016 ICC-FSrivahuaion Reports are not to be cornsfnied as repiesenlingaeslhetiu oi•any other aurlbuiesnul spectfically addressed, nor are they to be construed } as on endorsement ojthe.subject of the report at• a recouutiendation for its nse. !here is no cvmaanly by ICC Lbnhsatiou Service, LLC, express or implied, as m to any finding or other macer in this report, or as to any product covered by the report. iii2-19 Copyright © 2015 61 Page t of 13 ESR -1917 I Most Widely Accepted and Trusted Page 2 of 13 and have a minimum yield strength of 33,000 psi (228 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2012 IBC as well as Section R301.1.3 of the 2012 1 RC, must be determined in accordance with ACI 318-11 Appendix D and this report. Design strength of anchors complying with the 2009 IBC and Section R301.1.3 of the 2009 IRC must be determined in accordance with ACI 318-08 Appendix D and this report. Design strength of anchors complying with the 2006 IBC and Section R301.1.3 of the 2006 IRC must be in accordance with ACI 318-05 Appendix D and this report. Design parameters provided in Tables 3, 4, 5 and 6 of this report are based on the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12.The strength design of anchors must comply with ACI 318 D.4.1, except as required in ACI 318 D.3.3. Strength reduction factors, 0, as given in ACI 318-11 D.4.3 and noted in Tables 3 and 4 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and Section 92 of ACI 318. Strength reduction factors, 0, as given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with ACI 318 Appendix C. An example calculation in accordance with the 2012 IBC is provided in Figure 7. The value of fc used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318-11 D.3.7. 4.1.2 Requirements for Static Steel Strength in Tension: The nominal static steel strength, Nsa, of a single anchor in tension must be calculated in accordance with ACI 318 D.5.1.2. The resulting Nsa values are provided in Tables 3 and 4 of this report. Strength reduction factors 0 corresponding to ductile steel elements may be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength of a single anchor or group of anchors in tension, Ncb or Ncbg, respectively, must be calculated in accordance with ACI 318 D.5.2, with modifications as described in this section. The basic concrete breakout strength in tension, Nb, must be calculated in accordance with AGI 318 D.5.2.2, using the values of hef and kc,, as given in Tables 3, 4 and 6. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318 D.5.2.6 must be calculated with k,,,,, as given in Tables 3 and 4 and with qJc,N = 1.0. For carbon steel KB -TZ anchors installed in the soffit of sand -lightweight or normal -weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 513 and 5C, calculation of the concrete breakout strength is not required. 4.1.4 Requirements for Static Pullout Strength in Tension: The nominal pullout strength of a single anchor in accordance with ACI 318 D.5.3.1 and D.5.3.2 in cracked and uncracked concrete, Np,cr and Np,unm respectively, is given in Tables 3 and 4. For all design cases tP�P = 1.0. In accordance with ACI 318 D.5.3, the nominal pullout strength in cracked concrete may be calculated in accordance with the following equation: Np,fc' — Np,er zz` (Ib, psi) (Eq -1) 62 Np.f,' = Np,cr f` (N, MPa) 17.2 In regions where analysis indicates no cracking in accordance with ACI 318 D.5.3.6, the nominal pullout strength in tension may be calculated in accordance with the following equation: Nn.f' u Np,uncr z,jc (lb, psi) (Eq -2) r� Np,f' `-' Np,uncr 17.2 (N, MPa) Where values for Np,c, or Np,uncr are not provided in Table 3 or Table 4, the pullout strength in tension need not be evaluated. The nominal pullout strength in cracked concrete of the carbon steel KB -TZ installed in the soffit of sand - lightweight or normal -weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A and 5B, is given in Table 5. In accordance with ACI 318 D.5.3.2, the nominal pullout strength in cracked concrete must be calculated in accordance with Eq -1, whereby the value of Np,deck,cr must be substituted for Np,cr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. In regions where analysis indicates no cracking in accordance with ACI 318 5.3.6, the nominal strength in uncracked concrete must be calculated according to Eq -2, whereby the value of Np,deck,Urtcr must be substituted for Np,,,,,c, and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. The use of stainless steel KB -TZ anchors installed in the soffit of concrete on steel deck assemblies is beyond the scope of this report. 4.1.5 Requirements for Static Steel Strength in Shear: The nominal steel strength in shear, Vse, of a single anchor in accordance with ACI 318 D.6.1.2 is given in Table 3 and Table 4 of this report and must be used in lieu of the values derived by calculation from ACI 318-11, Eq. D-29. The shear strength Vse,deck of the carbon -steel KB -TZ as governed by steel failure of the KB -TZ installed in the soffit of sand -lightweight or normal -weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and 5C, is given in Table 5. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcb or Vcbg, respectively, must be calculated in accordance with ACI 318 D.6.2, with modifications as described in this section. The basic concrete breakout strength, Vb, must be calculated in accordance with ACI 318 D.6.2.2 based on the values provided in Tables 3 and 4. The value of to used in ACI 318 Eq. D-24 must be taken as no greater than the lesser of het or 8do. For carbon steel KB -TZ anchors installed in the soffit of sand -lightweight or normal -weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 513 and 5C, calculation of the concrete breakout strength in shear is not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear: The nominal concrete pryout strength of a single anchor or group of anchors, Vcp or Vcpg, respectively, must be calculated in accordance with ACI 318 D.6.3, modified by using the value of kcp provided in Tables 3 and 4 of this report and the value of Nb or Ncbg as calculated in Section 4.1.3 of this report. ESR -1917 j Most Widely Accepted and Trusted Page 3 of 13 For carbon steel KB -TZ anchors installed in the soffit of sand -lightweight or normal -weight concrete over profile steel deck floor and roof assemblies, as shown in Figures 5A, 5B, and 5C, calculation of the concrete pry -out strength in accordance with AC[ 318 D.6.3 is not required. 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic, the design must be performed in accordance with ACI 318 D.3.3. For the 2012 IBC, Section 1905. 1.9 shall be omitted. Modifications to ACI 318 D.3.3 shall be applied under Section 1908.1.9 of the 2009 IBC, or Section 1908.1.16 of the 2006 IBC. The nominal steel strength and the nominal concrete breakout strength for anchors in tension, and the nominal concrete breakout strength and pryout strength for anchors in shear, must be calculated in accordance with ACI 318 D.5 and D.6, respectively, taking into account the corresponding values given in Tables 3, 4 and 5 of this report. The anchors may be installed in Seismic Design Categories A through F of the IBC. The anchors comply with ACI 318 D.1 as ductile steel elements and must be designed in accordance with ACI 318-11 D.3.3.4, D.3.3.5, D.3.3.6 or D.3.3.7, ACI 318-08 D.3.3.4, D,3,3.5 or D.3.3.6, or ACI 318-05 D.3.3.4 or D.3.3.5, as applicable. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318 D.5.1 and ACI 318 D.5.2, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318 D.5.3.2, the appropriate pullout strength in tension for seismic loads, Np,eq, described in Table 4 or Np,daok,, described in Table 5 must be used in lieu of Np, as applicable. The value of Np;aq or Np,deol,cr may be adjusted by calculation for concrete strength in accordance with Eq -1 and Section 4.1.4 whereby the value of Np,deakr, must be substituted for Np,,, and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. If no values for Np,aq are given in Table 3 or Table 4, the static design strength values govern. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength in shear must be calculated in accordance with ACI 318 D.6.2 and D.6.3, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318 D.6.1.2, the appropriate value for nominal steel strength for seismic loads, Vaa,eq described in Table 3 and Table 4 or Vsa,dack described in Table 5 must be used in lieu of Vsa, as applicable. 4.1.9 Requirements for Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tension and shear forces, the design must be performed in accordance with ACI 318 D.7. 4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318 D.8.1 and D.8.3, values of s,,,;,, and c,,;,, as given in Tables 3 and 4 of this report must be used. In lieu of ACI 318 D.8.5, minimum member thicknesses h,,,;,, as given in Tables 3 and 4 of this report must be used. Additional combinations for minimum edge distance, c i,,, and spacing, Smin, may be derived by linear interpolation between the given boundary values as described in Figure 4. For carbon steel KB -TZ anchors installed on the top of normal -weight or sand -lightweight concrete over profile steel deck floor and roof assemblies, the anchor must be installed in accordance with Table 6 and Figure 5D. 63 For carbon steel KB -TZ anchors installed in the soffit of sand -lightweight or normal -weight concrete over profile steel deck floor and roof assemblies, the anchors must be installed in accordance with Figure 5A, 5B and 5C and shall have an axial spacing along the flute equal to the greater of 3heror 1.5 times the flute width. 4.1.11 Requirements for Critical Edge Distance: In applications where c < caa and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated in accordance with ACI 318 D.5.2, must be further multiplied by the factor qjopN as given by Eq -1: qjcp'N _ qac (Eq -3) whereby the factor qjep,N need not be taken as less than 1.5h,, For all other cases, tP p,N = 1.0. In lieu of 0 - using ACI 318 D.8.6, values of cao must comply with Table 3 or Table 4 and values of cac,deck must comply with Table 6. 4.1.12 Sand -lightweight Concrete: For ACI 318-11 and 318-08, when anchors are used in sand -lightweight concrete, the modification factor as or A, respectively, for concrete breakout strength must be taken as 0.6 in lieu of ACI 318-11 D.3.6 (2012 IBC) or AC[ 318-08 D.3.4 (2009 IBC). In addition the pullout strength N,,,,,. Np,,,,,cr and N,,,,, must be multiplied by 0.6, as applicable. For ACI 318-05, the values Nb, Np,,, Np,,,,,, Np,aq and Vb determined in accordance with this report must be multiplied by 0.6, in lieu of ACI 318 D.3.4. For carbon steel KB -TZ anchors installed in the soffit of sand -lightweight concrete -filled steel deck and floor and roof assemblies, this reduction is not required. Values are presented in Table 5 and installation details are show in Figures 5A, 5B and 5C. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design (working stress design) load combinations calculated in accordance with Section 1605.3 of the IBC, must be established as follows: Tallowable,ASO — N,, a Vallowable,ASD = 0V" LY where: Taflowable,ASD = Allowable tension load (Ibf or kN). Va11owable,ASD = Allowable shear load (Ibf or kN). ON„ - Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 D.4.1, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (Ibf or N). OV„ - Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 D.4.1, and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (Ibf or N). ESR -1917 ( Most Widely Accepted and Trusted Page 4 of 13 Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, u must include all applicable factors to account for nonductile failure modes and required over - strength. The requirements for member thickness, edge distance and spacing, described in this report, must apply. An example of allowable stress design values for illustrative purposes in shown in Table 7. 4.2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI 318 D.7 as follows: For shear loads Vappfied < 0.2Va11owab/e,ASD, the full allowable load in tension must be permitted. For tension loads Tappered < 0.2T,11..b1e,ASD, the full allowable load in shear must be permitted. For all other cases: Tapplied + Vapplied < 1.2 (Eq -4) ralloivable,ASD Vallowable,ASD 4.3 Installation: Installation parameters are provided in Tables 1 and 6 and Figures 2, 5A, 513, 5C and 5D. Anchor locations must comply with this report and plans and specifications approved by the code official. The Hilti KB -TZ must be installed in accordance with manufacturer's published instructions and this report. In case of conflict, this report governs. Anchors must be installed in holes drilled into the concrete using carbide -tipped masonry drill bits complying with ANSI 8212.15-1994. The minimum drilled hole depth is given in Table 1. Prior to installation, dust and debris must be removed from the drilled hole to enable installation to the stated embedment depth. The anchor must be hammered into the predrilled hole until hnom is achieved. The nut must be tightened against the washer until the torque values specified in Table 1 are achieved. For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck not exceed the diameter of the hole in the concrete by more than 1i8 inch (3.2 mm). For member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies, see Figures 5A, 5B and 5C. 4.4 Special Inspection: Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 2012 IBC, or Section 1704.15 of the 2009 IBC and Table 1704.4 or Section 1704.13 of the 2006 IBC, as applicable. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, anchor spacing, edge distances, concrete member thickness, tightening torque, hole dimensions, anchor embedment and adherence to the manufacturer's printed installation instructions. The special inspector must be present as often as required in accordance with the "statement of special inspection." Under the IBC, additional requirements as set forth in Sections 1705, 1706 and 1707 must be observed, where applicable. 5,0 CONDITIONS OF USE The Hilt! KB -TZ anchors described in this report comply with the codes listed in Section 1.0 of this report, subject to the following conditions: 64 5.1 Anchor sizes, dimensions, minimum embedment depths and other installation parameters are as set forth in this report. 5.2 The anchors must be installed in accordance with the manufacturer's published instructions and this report. In case of conflict, this report governs. 5.3 Anchors must be limited to use in cracked and uncracked normal -weight concrete and sand - lightweight concrete having a specified compressive strength, P0, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1], and cracked and uncracked normal -weight or sand -lightweight concrete over metal deck having a minimum specified compressive strength, fM�, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 5.4 The values of fc used for calculation purposes must not exceed 8,000 psi (55.1 MPa). 5.5 Strength design values must be established in accordance with Section 4.1 of this report. 5.6 Allowable design values are established in accordance with Section 4.2. 5.7 Anchor spacing and edge distance as well as minimum member thickness must comply with Tables 3, 4, and 6, and Figures 4, 5A, 5B, 5C and 5D. 5.8 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.9 Since an ICC -ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.10 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (fl > Q, subject to the conditions of this report. 5.11 Anchors may be used to resist short-term loading due to wind or seismic forces in locations designated as Seismic Design Categories A through F of the IBC, subject to the conditions of this report. 5.12 Where not otherwise prohibited in the code, KB -TZ anchors are permitted for use with fire -resistance - rated construction provided that at least one of the following conditions is fulfilled: • Anchors are used to resist wind or seismic forces only. • Anchors that support a fire -resistance -rated envelope or a fire- resistance -rated membrane are protected by approved fire -resistance- rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. • Anchors are used to support nonstructural elements. 5.13 Use of zinc -coated carbon steel anchors is limited to dry, interior locations. ESR -1917 f Most Widely Accepted and Trusted Page 5 of 13 5.14 Use of anchors made of stainless steel as specified in this report are permitted for exterior exposure and damp environments. 5.15 Use of anchors made of stainless steel as specified in this report are permitted for contact with preservative - treated and fire -retardant -treated wood. 5.16 Anchors are manufactured by Hilti AG under an approved quality -control program with inspections by ]CC -ES, 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC -ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated March 2012 (ACI 355.2-07). 6.2 Quality -control documentation. 7.0 IDENTIFICATION The anchors are identified by packaging labeled with the manufacturer's name (Hiiti, Inc.) and contact information, anchor name, anchor size, and evaluation report number (ESR -1917). The anchors have the letters KB -TZ embossed on the anchor stud and four notches embossed into the anchor head, and.these are visible after installation for verification. TABLE 1—SETTING INFORMATION (CARBON STEEL AND STAINLESS STEEL ANCHORS) SETTING Nominal anchor diameter (in.) INFORMATION Symbol Units 318 �/2 5/a 314 da In. 0.375 0.5 0.625 0,75 Anchor O.D. (da)2 (mm) (9.5) (12.7) Nominal bit dhz In. 3/8 112 diameter Effective min. In. 2 2 3'/4 3'/e 4 33/4 4314 embedment her (mm) (51) (51) (83) (79) (102) (95) (121) Nominal in. 25/+s 23/6 3% 39/,e 4'/,e 451,8 591+8 embedment hnom (mm) (59) (60) (91) (91) (113) (110) (142) In. 25/0 2510 4 3314 43/4 4'/2 53/4 Min. hole depth ho (mm) 1 (67) (67) 1 (102) (95) 1 (121) (114) (146) Min. thickness of In. 114 3/4 114 3/e 314 1/8 15/8 fastened part' tm°' (mm) (6) (19) (6) (9) (19) (3) (41) Required ft -lb 25 40 60 110 Installation torque Tbsf Nm { } (34) (54) (81) (149) Min. dia. of hole d° In. 7/18 9/10 "1,8 131,8 in fastened part (mm) (11.1) (14.3) (17.5) (20.6 Standard anchor In. 3 3314 5 1 3314 4'12 5'12 1 7 43/4 6 81/2 10 1 5'/Z 8 1 10 lengths 9 ✓'anch (mm) (76) (95) (127) (95) (114) (140) (178) (121) (152) (216) (254) (140) (203) (254) Threaded length In. '18 1% 2'/e 1% 2310 3318 4'/0 1'l2 2314 5114 6314 1'/2 4 6 (incl. dog point) I""C3U mm ( ) 22 ( ) 41 ( } (73 ) 41 {60) (86) ( ) (124) (38) (70 (133 ) ) (171 ) (38) (102) (152) Unthreaded In. 2'/8 2'/8 3114 4 length funu" (mm) (54) (54) (83) (102) 1The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a thinner fastening thickness is required, increase the anchor embedment to suit. 2The notation in parenthesis is for the 2006 IBC. 65 ESR -1917 1 Most Widely Accepted and Trusted Page 6 of 13 mandrel UNC thread tai FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ (KB -TZ) FIGURE 2—KB-TZ INSTALLED h� dog point raw, TABLE 2—LENGTH IDENTIFICATION SYSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS) Length ID marking A B C D E F G HI J K L M N O P Q R S T U V W on bolt head Length of From 1 '/2 2 2 '/2 3 3 '/2 4 41/2 5 5 '/2 6 6 '/2 7 7 '/2 8 8 '/2 9 9 '/2 10 11 12 13 14 15 anchor, Up to but not 2 2'/2 3 3'/2 4 4'/2 5 5'/2 6 6 %2 7 7'/2 8 8'/2 9 9'/2 10 11 12 13 14 15 16 (inches) including FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB -TZ HEAD NOTCH EMBOSSMENT 66 ESR -1917 I Most Widely Accepted and Trusted Page 7 of 13 TABLE 3 -DESIGN INFORMATION, CARBON STEEL_ KB -TZ DESIGN INFORMATION Symbol Units Nominal anchor diameter , /g s s s Anchor O.D. da(d } In. 0.375 0.5 0.625 0.75 (mm) (9,5) (12.7) (15-9) (19.1) Effective min. embedment' hpr in. 2 2 31/4 3'/g 4 3314 4314 (mm) (51) (51) (83) (79) (102) (95) (121) Min. memberthickness2 hmj,, in. 4 5 4 6 6 8 5 6 8 6 a 8 (mm) (102) (127) (102) (152) (152) (203) (127) (152) (203) (152) (203) (203) in. 4% 4 51/2 41/2 71/2 6 61/2 8314 6% 0 8 9 Critical edge distance c,� :(:254): (mm) (111) (142) (140) (114) (191) (152) (165) (222) (171) (203) (229) In. 2'12 2314 2% 35/g 31/4 43/4 411g cm's (mm) (64) (70) (60) (92) (83) (121) (105) Min. edge distance in. 5 511, , 5 /4 i 6 !g 57/" t 101/2 7 87/g for s z (mm) (127) (146) (146) (156) (149) (267) (225) In. 2'12 2314 23/g 3112 3 5 4 s- (mm) (64) (70} (6Q ) (89) (76) (127) (102) Min. anchor spacing In. 35/6 t 4 /g 31/2 4% 4 /4 91/2 7314 for c a (mm) (92) (105) (89) (121) (108) (241) (197) In. 251" 251" 4 33/4 43/4 4112 53/4 Min. hole depth in concrete h, (mm) (67) (67) (102) (98) (121) (117) (146) Ibin2 100,000 84,800 84,800 84,800 Min. specified yield strength f r (N/MM2) (690) (585) (585) (585) Min. specified uIL strength �° lblin2 125,000 106,000 106,000 106,000 (NImm) 1 (862) (731) (731) (731) Effective tensile stress area Asa,H Int 0.052 0.101 0,162 0.237 (mm2) (33.6) (65.0) (104.6) (152.8) Steel strength in tension S Nra Ib 6,500 10,705 17,170 25,120 (kN) (28.9) (47.6) (76.4) (111.8) Ib 3,595 5,495 8,090 13,675 Stool strength in shear V:a (W) (16.0) (24.4) (36.0) (60.8) Steel strength in shear, seismic3 Ib 2,255 5,495 7,600 11,745 (kN) (10.0) (24,4) (33,8) (52,2) Pullout strength uncracked NP°"� Ib 2,515 NA 5,515 NA 9,145 8,280 10,680 concrete4 (kN) (11.2) (24.5) (40.7) (36.8) (47.5) Pullout strength cracked concrete' Ns�, Ib 2,270 NA 4,915 NA NA NA NA (kN) (10.1) (21.9) Anchor categorys 1 Effectiveness factor k,,,� uncracked concrete 24 Effectiveness factor kr cracked concrete6 17 wc,r= konAcr r 1.0 Coefficient for pryout strength, k,p 1.0 2.0 Strength reduction factor 0 for tension, steel failure 0.75 modes Strength reduction factor 0 for shear, steel failure modes" 0.65 Strength reduction 0 factor for tension, concrete failure 0.65 modes or pullout, Condition 89 Strength reduction ¢factor for shear, concrete failure 0.70 modes, Condition B° Axial stiffness in service load A IbAn. 700,000 range" � lb/in. 500,000 For SI: 1 inch = 25.4 mm, 1 Lbf = 4.45 N, 1 psi = 0.006895 MPa. For pound -inch units: 1 mm = 0.03937 inches. 'See Fig. 2. 2For sand-fightwetght or normal -weight concrete over metal deck, see Figures 5A, 5B, 5C and 5D and Tables 5 and 6. 3See Section 4.1.8 of this report. 4For all design cases V e,r=1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. 6See ACI 318-11 13.4.3. 68ee ACI 318 D.5.2.2. 7For all design cases wc,u =1.0. The appropriate effectiveness factor for cracked concrete (kj or uncracked concrete (k,,,,a) must be used. "The KB -TZ is a ductile steel element as defined by ACI 318 D.I. 9For use with the load combinations of ACI 318 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-11 D.4.3 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. tDMean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. 67 ESR -1917 E Most Widely Accepted and Trusted Page 8 of 13 TABLE 4 -DESIGN INFORMATION, STAINLESS STEEL KB -TZ For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006695 MPa For pound -inch units: 1 mm = 0.03937 inches. 'See Fig. 2. 2See Section 4.1.6 of this report. NA (not applicable) denotes that this value does not control for design. 3For all design cases 44.P=1.0, NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. 'See ACI 318-11 D.4.3. 5See ACI 318 D.5.2.2, 6For all design cases 4 c.N =1.0. The appropriate effectiveness factor for cracked concrete (kn) or uncracked concrete (k„°u) must be used. 'The KB -TZ is a ductile steel element as defined by ACI 318 D.I. 'For use with the load combinations of ACI 318 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-11 D.4.3 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 'Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. 68 Nominal anchor diameter DESIGN INFORMATION Symbol Units le 1 /p 5 /e s 14 in. 0.375 0.5 0.625 0.75 Anchor O.D. d,(dj (mm) (9.5) (12.7) (15.9) (19.1) in. 2 2 3'/4 3'/e 4 33/a 4314 Effective min. embedment h°r (mm) (51) (51) (83) (79) (102) (95) (121) in. 4 5 4 6 6 8 5 6 8 6 8 8 Min. member thickness h� (mm) (102) (127) (102) (152) (152) (203) (127) (152) (203) (152) (203) (203) in. 43/B 3'/e 5'/2 4'!z 7'!z 6 7 ele 6 10 7 9 Critical edge distance c,� (mm) (111) (98) (140) (114) (191) (152) (178) (225) (152) (254) (178) (229) in. 2112 2'/e 2'/e 3'/y 2-318 4114 4 cmw (mm) (64) (73) (54) (83) (60) (108) (102) Min. edge distance in. 5 5314 5'!4 51/2 51/2 10 81/2 fors >_ (mm) (127) (146) (133) (140) (140) (254) (216) in. 21/4 2'/e 2 2314 23/e 5 4 S"h` (mm) (57) (73) (51) (70) (60) (127) (102) Min. anchor spacing, in. 3 /2 41/2 , 3114 , 411e 41/4 i 9 !2 7 for c� (mm) (89) (114) (83) (105) (108) (241) (178) in. 25/8 2% 4 33/4 43/4 4'/2 53/4 Min. hole depth in concrete M ho (mm) (67) (67) (102) (98) (121) (117) (146) Ib/in2 92,000 92,000 92,000 76,125 Min. specified yield strength fy ffmrn) (634) (634) (634) (525) ib/in' 115,000 115,000 115,000 101,500 Min. specified ult. Strength f�a (N/mm') (793) (793) (793) (700) in' 0.052 0.101 0.162 0.237 Effective tensile stress area A°°,N (mmz) (33.6) (65.0) (104.6) (152.8) Ib 5,968 11,554 17,880 24,055 Steel strength in tension N,° (kN) (26.6) (51.7) (82.9) (107.0) Ib 4,720 6,880 9,870 15,711 Steel strength in shear V ° (kN) (21.0) (30.6) (43.9) (69.9) Pullout strength in tension, NA°9 Ib NA 2,735 NA NA NA seismicz (kN) (122) Ib 2,825 6,880 9,350 12,890 Steel strength in shear, seismic' V°a,°q (kN) (12.6) (30.6) (41.6) (57.3) Pullout strength untracked NPO Ib 2,630 NA 5,760 NA NA 12'040 concrete' (kN) (111.7) (25.6) (53.6) Pullout strength cracked NP'" Ib 2,340 3,180 NA NA 5,840 8,110 NA concrete' (kN) (10.4) (14.1) (26.0) (36.1) Anchor category' 1 2 1 Effectiveness factor k_ uncracked concrete 24 Effectiveness factor k, cracked concrete$ 17 24 17 17 17 24 17 (P.,N = ku-*% ,e 1.0 Strength reduction factor 0 for tension, steel failure 0.75 modes' Strength reduction factor ¢for shear, steel failure modes' 0.65 Strength reduction 0 factor for tension, concrete failure 0.65 0.55 0.65 modes, Condition 88 Coefficient for pryout strength, k, 1.0 2.0 Strength reduction 0 factor for shear, concrete failure 0.70 modes, Condition Be Axial stiffness in service load °u Ib/in. 120,000 range' Win. 90,000 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006695 MPa For pound -inch units: 1 mm = 0.03937 inches. 'See Fig. 2. 2See Section 4.1.6 of this report. NA (not applicable) denotes that this value does not control for design. 3For all design cases 44.P=1.0, NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. 'See ACI 318-11 D.4.3. 5See ACI 318 D.5.2.2, 6For all design cases 4 c.N =1.0. The appropriate effectiveness factor for cracked concrete (kn) or uncracked concrete (k„°u) must be used. 'The KB -TZ is a ductile steel element as defined by ACI 318 D.I. 'For use with the load combinations of ACI 318 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318-11 D.4.3 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 'Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. 68 ESR -1917 I Most Widely Accepted and Trusted Page 9 of 13 Sdesgn Cdeslgu Cil C �U N Sdes[-9n Cdesign FIGURE 4 -INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING edge distance c TABLE 5-HILTI KWIK BOLT TZ (KB -TZ) CARBON STEEL ANCHORS TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE SOFFIT OF CONCRETE -FILLED PROFILE STEEL DECK ASSEMBLIES"'" DESIGN INFORMATION Symbol UnitsAnchor /8 Diameter /2 5/8 /4 Effective Embedment Depth her in. 2 2 3'/4 3118 4 33/4 Minimum Hole Depth ho in. 25/a 25/8 4 33/4 43/4 4112 Loads Ac ording to Figure 5A Pullout Resistance, untracked Np,decic,unu Ib 2,060 2,060 3,695 1 2,825 6,555 4,255 concrete Pullout Resistance, cracked concrete" Np,deck,cr lb 1,460 1,460 2,620 2,000 4,645 3,170 Steel Strength in Shear? Vse,deck Ib 2,130 3,000 4,945 4,600 6,040 6,190 Steel Strength in Shear, Seismica Vsa,deck,eq lb 1,340 3,000 4,945 4,320 5,675 5,315 Loads Ac ording to Figure 5B Pullout Resistance, untracked 5 Np,deck.uncr Ib 2,010 2,010 3,695 2,825 5,210 4,255 concrete Pullout Resistance, cracked concrete 5 Np,deck,cr Ib 1,425 1,425 2,620 2,000 3,875 3170 Steel Strength in Shear? Vsa,deck Ib 2,060 2,060 4,065 4,600 5,615 6,190 Steel Strength in Shear, Seismica Vsa,deck.eq Ib 1,340 1,460 4,065 4,320 5,275 5,315 Loads According to Figure 5C Pullout Resistance, untracked Np,deek,uncr Ib 1,845 1,865 3,375 4,065 concrete Pullout Resistance, cracked concrete a Np,decku Ib 1,660 1,325 3,005 2,885 Steel Strength in Shear? Vsa,deck Ib 2,845 2,585 3,945 4,705 Steel Strength in Shear, Seismic V5a,dock,eci Ib 1,790 2,585 3,945 4,420 Installations must comply with Sections 4.1.10 and 4.3 and Figures 5A, 5B and 5C of this report. 2 The values for Op in tension and �sa in shear can be found in Table 3 of this report. 3 The characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (f' e13000)1fz for psi or (f 'el 20.7)'/2 for MPa [minimum of 24 MPa is required under ADI BC Appendix L, Section 5.1.1 ]. 4 Evaluation of concrete breakout capacity in accordance with ACI 31813.5.2, D.6.2, and D.6.3 is not required for anchors installed in the deck soffit. 6The values listed must be used in accordance with Section 4.1.4 of this report. aThe values listed must be used in accordance with Sections 4.1.4 and 4.1.8.2 of this report. 7The values listed must be used in accordance with Section 4.1.5 of this report. "The values listed must be used in accordance with Section 4.1.8.3 of this report. Values are applicable to both static and seismic load combinations. 69 ESR -1917 I Most Widely Accepted and Trusted Page 10 of 13 TABLE 6—HILTI KWIK BOLT TZ (KB -TZ) CARBON STEEL ANCHORS SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE -FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5D''2'''4 DESIGN INFORMATION Symbol Units Nominal anchor diameter , 1/2 IZ Effective Embedment Depth het in. 2 2 Nominal Embedment Depth hnom in. 251�s 2'/e Minimum Hole Depth ho in. 2518 25/8 Minimum concrete thickness5 hmm,docx in. 3114 31/4 Critical edge distance C de k,top in. 4'/2 6 Minimum edge distance Cnin,dnktop in. 3 41/2 Minimum spacing smin,dnk.(.P in. 4 6'/2 Required Installation Torque T,w ft -Ib 25 40 'Installation must comply with Sections 4.1.10 and 4.3 and Figure 5D of this report. 2For all other anchor diameters and embedment depths refer to Table 3 and 4 for applicable values of hm , cmin, and SmIn• 'Design capacity shall be based on calculations according to values in Table 3 and 4 of this report. 4Applicable for 3'/4 -in <_ h,k dear < 4 -in. For hmm,deek i 4 -inch use setting information in Table 3 of this report. 5Minimum concrete thickness refers to concrete thickness above upper flute. See Figure 5D_ 0 ,_ E� rrr�yyy MIN 3.Q00 PSI IIORMAL URSAIIU UGHTWE1GHTC011CRETE N 1 1 M€N. 2D GAUGE • 9-........-., .. 1, � STEEL W -DECK MIN A-1Y2'I � I MIN -4-12' j 11 1 I; MIH.72 TYP. _tjl LOWER --« MAX r ( fliiacal OFFSET ,typ- FIGURE 5A—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Minimum 5/8" Typical Min. 2-1/2" for 3A 1/2 and 5/8x31/8 Min. 3,000 psi Normal -weight or Ughtweight Con orete Min. 3-1/4" for5/8x4 and 3/4x3-3/4 Max. 3 ! Upper " 1 Flute Minimum (Dalley) 20 Gauge Min, J Min.Steel W -Deck 3-7/8" i ( 3-7/9' I Lower Min. 12" Typical r I LL Flute f Min. 1" (Ridge) �.+ — FIGURE 513—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOK ASSEMBLIES' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. 70 ESR -1917 i Most Widely Accepted and Trusted Page 11 of 13 t v I MIN. 3,000 PSI NORMAL OR $AND- � I LIGHTWEIGHTCONCRETE �T MIN. 20 GUAGE STEEL W -DECK LOWER FLUTE (RIDGE) FIGURE 5C—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES – B DECK''' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Anchors in the lower flute may be installed with a maximum'/a-inch offset in either direction from the center of the Flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. 2Anchors may be placed in the upper flute of the steel deck profiles in accordance with Figure 5B provided the concrete thickness above the upper flute is minimum 3114 -inch and the minimum hole clearance of 518 -inch is satisfied. UPPER LUTE IL 1_..... _ .. i (VALLEY} f', = 2,500 psi Carbon Steel Stainless Steel t 2 1-314* MIN 3-112' 2 ;MIN. 2-11121i 314* MIN.- MIN6'TYP MIN. 20 GUAGE STEEL W -DECK LOWER FLUTE (RIDGE) FIGURE 5C—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES – B DECK''' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Anchors in the lower flute may be installed with a maximum'/a-inch offset in either direction from the center of the Flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. 2Anchors may be placed in the upper flute of the steel deck profiles in accordance with Figure 5B provided the concrete thickness above the upper flute is minimum 3114 -inch and the minimum hole clearance of 518 -inch is satisfied. FIGURE 5D --INSTALLATION ON THE TOP OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES" 'Refer to Table 6 for setting information for anchors in to the top of concrete over metal deck. 2Applicable for 3114-in15 hnau < 4 -in. For hm;a 2:4 -inch use setting information in Table 3 of this report. TABLE 7 --EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES Allowable tension (Ibf) Nominal Anchor diameter (in.) Embedment depth (in.) Carlson Steel I Stainless Steel f', = 2,500 psi Carbon Steel Stainless Steel t 2 1,105 1,155 2 1,490 1,260 MIN. 3,000 PSI NORMAL OR SAND- 31/4 2,420 2,530 „[ .. LIGHTWEIGHT CONCRETE 2,910 2,910 4 4,015 4,215 UPPER 33/4 C i I, 43/4 1 FLUTE For SI: 1 Ibf = 4.45 N. 1 osi = 0.00689 MPa 1 Iasi = 0.00689 MPa. 1 inch = 25.4 mm. -i ! Z' -- (VALLEY) 1 i MIN 70GUAGE yMIN PAIN 3-11i `.. STEEL W -DECK !MIN. zirzi MIN 8' TYP LOWER FLUTE (RIDGE) FIGURE 5D --INSTALLATION ON THE TOP OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES" 'Refer to Table 6 for setting information for anchors in to the top of concrete over metal deck. 2Applicable for 3114-in15 hnau < 4 -in. For hm;a 2:4 -inch use setting information in Table 3 of this report. TABLE 7 --EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES 'Single anchors with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 31-oad combinations from ACI 318 Section 9.2 (no seismic loading). 430% dead load and 70% live load, controlling load combination 1.2D + 1.6 L. "Calculation of the weighted average for a = 0.3*1.2 + 0.7*1.6 = 1.48. 6f'. = 2,500 psi (normal weight concrete). 7Cai = Ca2 Z C.. % 2 h.i. 9Values are for Condition B where supplementary reinforcement in accordance with ACI 318-11 DA.3 is not provided 71 Allowable tension (Ibf) Nominal Anchor diameter (in.) Embedment depth (in.) Carlson Steel I Stainless Steel f', = 2,500 psi Carbon Steel Stainless Steel 31a 2 1,105 1,155 2 1,490 1,260 12 31/4 2,420 2,530 "ls 3'/8 2,910 2,910 4 4,015 4,215 314 33/4 3,635 3,825 43/4 4,690 1 5,290 For SI: 1 Ibf = 4.45 N. 1 osi = 0.00689 MPa 1 Iasi = 0.00689 MPa. 1 inch = 25.4 mm. 'Single anchors with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 31-oad combinations from ACI 318 Section 9.2 (no seismic loading). 430% dead load and 70% live load, controlling load combination 1.2D + 1.6 L. "Calculation of the weighted average for a = 0.3*1.2 + 0.7*1.6 = 1.48. 6f'. = 2,500 psi (normal weight concrete). 7Cai = Ca2 Z C.. % 2 h.i. 9Values are for Condition B where supplementary reinforcement in accordance with ACI 318-11 DA.3 is not provided 71 ESR -1917 I Most Widely Accepted at7d Trusted Page 12 of 13 1. Hammer drill a hole to the same nominal 2. Clean hole. diameter as the Kwik Bolt TZ. The hole depth must equal the anchor embedment listed in Table 1. The fixture may be used as a drilling template to ensure proper anchor location. 3. Drive the Kwik Bolt TZ into the hole using 4. Tighten the nut to the required a hammer. The anchor must be driven installation torque. until the nominal embedment is achieved, FIGURE 6—INSTALLATION INSTRUCTIONS 72 t � i 1. Hammer drill a hole to the same nominal 2. Clean hole. diameter as the Kwik Bolt TZ. The hole depth must equal the anchor embedment listed in Table 1. The fixture may be used as a drilling template to ensure proper anchor location. 3. Drive the Kwik Bolt TZ into the hole using 4. Tighten the nut to the required a hammer. The anchor must be driven installation torque. until the nominal embedment is achieved, FIGURE 6—INSTALLATION INSTRUCTIONS 72 ESR -1917 ( Most Widely Accepted and Trusted Page 13 of 13 FIGURE 7 -EXAMPLE CALCULATION 73 A Tom„-� A Given: Two'/2-inch carbon steel KB -TZ anchors under static tension An , load as shown. - .. 1,5 h, hef= 3.25 in. } Normal weight concrete, f. = 3,000 psi No supplementary reinforcement (Condition B per ACI 318-11 D.4.3 c) v s = 8" Assume cracked concrete since no other information is available, r- 1.5 hd Needed: Using Allowable Stress Design (ASD) calculate the 1.5 her a=d" pip allowable tension load for this configuration. A -A Calculation per ACI 318-11 Appendix D and this report. Code Ref. Report Ref. Step 1. Calculate steel capacity: OA = OnA f� = 0.75 x 2 x 0.101 x 106,000 =16,0591b D.5.1.2 §4.1.2 Check whether %. is not greater than 1.9fy, and 125,000 psi. D.4.3 a Table 3 Step 2. Calculate concrete breakout strength of anchor in tension: ANo��ec,N�ed,N�c,N��ep,NNb _ Naas D.52.1 § 4.1.3 ANco Step 2a. Verify minimum member thickness, spacing and edge distance: hmfn = 6 in. <_ 6 in..'. 0 Smm 2.375, 5.75 2.375-5.75 D.8 Table 3 slope = _ -3.0 Fig. 4 3.5-2.375 For an,=4inzz> 2.375 controls 3.5, 2.375 Smfn "5.75-[(2.375-4.0)(-3.0)]=0.875<2.375in<6in:.ok 0.875 4 Cmin Step 2b. For AN check 1.5h, =1.5(3.25) = 4.88 in > c 3.0h, =3(3.25) = 9.75 in > S D.5.2.1 Table 3 Step 2c. Calculate AN. and AN, for the anchorage: ANco = 9hef = 9 x (3.25)2 = 95.1i,1 2 D,5.2.1 Table 3 ANS _ (1.5he f + c) (3h, f + s) _ [1.5 x (3.25) + 4] [3 x (3.25) + 6] = 139.8in.2 < 2AN,o :• ok Step 2d. Determine ylec,N : e = 0 • Ufec,N = i.0 D.5.2.4 - Step 2e. Calculate Nb:Nb = k,J,, fc'hef = 17 x 1.0 x 3,000 x 3.25'•5 = 5,4561b D.522 Table 3 Step 2f. Calculate modification factor for edge distance: yfed Ar = 0.7+0.3 4 = 0.95 D.5.2.5 Table 3 I.5(3.25) Step 2g. Calculate modification factor for cracked concrete: Vrc,N =1.00 (cracked concrete) D.5.2.6 Table 3 Step 2h. Calculate modification factor for splitting: =1.00 (cracked concrete) `p'N § 4.1.10 Table 3 Step 2i. Calculate 0 N�bg 139.8 : ¢ Nig =0,65 x x 1.00 x 0.95 x 1.00 x 5,456 = 4,952 lb D.5.2.1 § 4.1,3 951 D.4.3 c) Table 3 a000 Step 3. Check pullout strength: Table 3, 0 nNmr, = 0.65 x 2 x 5,515 Ib x z.soo = 7,852 lb >4,952 .'. OK D.5.3.2 D.4.3 § 4.1.4 Table c) 3 Step 4. Controlling strength: 0 Nb, = 4,952 Ib < ¢nN, < ON, :. ON,,b9 controls D.4.1.2 Table 3 Step 5. To convert to ASD, assume U = 121) + 1.6L: T v,,= 41952 = 3,346 Ib. § 4.2 1.48 FIGURE 7 -EXAMPLE CALCULATION 73 vwwv.hitti.us Profis Anchor 2.5.2 Company: KIWI II CONSTRUCTION Page: 1 Specifier: ART LEON Project: TYPICAL 1/2"X2"TW Address: 28177 KELLER ROAD MURRIETA, CA 92563 Sub -Project I Pos. No.: 1/2"X2" EMBED Phone I Fax: 951-301-8975 951-301-4096 Date: 4/21/2015 E -Mail: art@kiwiconstruction-com Specifier's comments: MAX. TENSION 1 Input data a , Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (2) Effective embedment depth: hef= 2.000 in., hnom = 2.375 in. Material: Carbon Steel Evaluation Service Report: ESR -1917 Issued I Valid: 5/11201315/112015 Proof: Design method ACI 318 / AC193 Stand-off installation: eb = 0.000 in. (no stand -oft); t = 0.060 in. Anchor plate: Ix x ly x t = 3.000 in. x 3.000 in. x 0.060 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 3000, %'= 3000 psi; h = 4.000 in. Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D. E, or F) no Geometry [in.] & Loading [lb, in.lb] Z w4 0 Input data and results must be checked for agreement with the existing conditions and for plausibil' I PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan HIM is a registered Trademark of Hilti (, Schaan www.hiltims _ 1=2SM Profis Anchor 2.5.2 Company: KIWI 11 CONSTRUCTION Page: 2 Specifier: ART LEON Project: TYPICAL 112"X2"TW Address: 28177 KELLER ROAD MURRIETA, CA 92563 Sub-Project I Pos. No.: 1/2"X2" EMBED Phone I Fax: 951-301-89751951-301-4096 Date: 4/21/2015 E-Mail: art@kiwiconstruction.com 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity ON 1 Rv [%] Status Tension Concrete Breakout Strength 1710 1712 1001- OK Shear - - I Loading ON jiv Utilization pN,v [%] Status Combined tension and shear loads - 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility, The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. if you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. HIM will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausbilityk PROFIS Anchor( c) 2003-2009 Hilti AG, FL -9494 Schaan HIM is a registered Trademark of Hilli AG, Schaan www.hilti.us Profis Anchor 2.5.2 Company: KIWI 11 CONSTRUCTION Page: 1 Specifier: ART LEON Project: TYPICAL 1/2"X2"VVV Address: 28177 KELLER ROAD MURRIETA, CA 92563 Sub -Project I Pos, No.: 112"X2" EMBED Phone I Fax: 951-301-8975 1951-301-4096 Date: 4/21/2015 E -Mail: art@kiwiconstruction.com Specifier's comments: MAX. SHEAR 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 112 (2) Effective embedment depth: hef = 2.000 in., hnem = 2.375 In. Material: Carbon Steel Evaluation Service Report: ESR -1917 Issued I Valid: 511/201315/1/2015 Proof: Design method ACI 3181 AC193 Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.060 in. Anchor plate: Ix x ly x t = 3.000 in. x 3.000 in. x 0.060 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 3000, fe' = 3000 psi; h = 4.000 in. Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [lb, in.lb] Z; It I �a 00rra .y- K Input data and results must be checked for agreement with the existing conditions and for plausibil'�j't PROFIS Anchor ( c ) 2003-2009 Hilli AG, FL -9494 Schean Hilti is a registered Trademark of Hilli Schaan www.hilti.us 1-11:5ji Profis Anchor 2.5.2 Company: KIWI 11 CONSTRUCTION Page: 2 Specifier: ART LEON Project: TYPICAL 1 /2"X2"VW Address: 28177 KELLER ROAD MURRIETA, CA 92563 Sub -Project I Pos. No.: 1/2"X2" EMBED Phone I Fax: 951-301-8975 1951-301-4096 Date: 4121/2015 E -Mail: art@kiwiconstruction.com 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity PN / [iv [%] Status Tension - - - - ! - Shear Pryout Strength 1800 1844 _/98 OK Loading j3v Utilization Srl,v [%] Status Combined tension and shear loads - - 3 Warnings • Please consider all details and hints/warnings given in the detailed reportl Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hiiti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilt] on a regular basis. if you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilt! Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibi PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti ' t is a registered Trademark of Hilli , Schaan ESR -2408 I Most Widely Accepted and Trusted Page 39 of 41 TABLE 15—LEGACY 2W-36 AND LEGACY 2WF-36 DECK WITH CONCRETE FILL ALLOWABLE SUPERIMPOSED LOAD (psf) AND DIAPHRAGM SHEAR (PIO 1-3 (continued) 78 No. of SPAN Gage Spans 6'-0" 6'-6" T-0" T-6" 8'-0" 8'-6" 9'•0" 9'-6" 10'-0" i0'-6" 11'-0" 11'•6" 12'•0" 4" 1 243 210 183 130. 112 _ 97 84 73 63 55 48 42 36 SLAB DEPTH 22 2 3 243 243 210 210 183 183 160 160 143 143 127115 127 84 73 _ 73 _ 63 _ 63 55 55 48 48 42 42 36 36 3613 1673 1852 1634 1619 1605 1594 1583 1574 1565 1557 1550 1544 1538 36/4 1818 1780 1748 1721 1696 1675 1656 1639 1624 1610 1597 1586 1575 1 259 223 195 172 153 106 92 80 70 62 54 47 41 2 259 223 195 1 172 153 137 123 111 70 62 54 47-- 41 CON- 21 3 259 223 195 172 153 137 123 111 70 62_ 54 47 41 CRETE 36/3 1682 1658 1638 1621 1605 1592 1580 1569 1559 1551 1535 1529 TYPE. 36/4 1861 1819 1782 1751 1723 1699 1677 1658 1640 1624 1597 1585 1 267 231 202 178 158 -.110 96 84 74 65 50 44 2 267 231 202 178 158 142 128 116 74 65 r161 50 44 20 3 267 231 202 178 158 142 128 116 105 65. 50 443613 1688 1663 1642 1623 1607 1593 1580 1569 1558 1549 1533 1526 NW 36/4 1884 1839 1801 1767 1738 1712 1689 1669 1650 1633 1604 1592 145 1 299 259 227 200 178 160 145 131 88' 78 69 62 55 PCF 2 299 259 227 200 178 160 145 131 120 110 69 62 55 19 3 299 259 227 200 178 160 145 131 120 110 101 93 55 36/3 1718 1688 1662 1640 1620 1603 1588 1574 1562 1551 1541 1531 1523 3614 1972 1918 1871 1831 1796 1765 1737 1713 1690 1670 1652 1635 1520 SLAB 1 323 280 246 218 194 175 158 143 131 120 79 71 63 WT 2 323 280 246 218 194 175 158 143 131 120 111 71 63 18 3 323 280 246 218 194 175 158 143 131 120 111 102 95 36.4. 3613 1744 1710 1681 1656 1635 1615 1598 1563 1569 1557 1545 1535 1526 PSF 36/4 2038 1978 1926 1881 1842 1807 1776 1748 1724 1701 1681 1662 1645 1 392 342 301 268 240 216 196 179 164 151 139 97 88 2 392 342 301 268 240 216 196 179 164 151 139 129 120 16 3 392 342 301 268 240 216 196 179 164 151 139 129 120 3613 1817 1775 1739 1708 1680 1656 1635 1616 1598 1583 1568 1555 1543 2207 2131 1 2066 1 2010 1960 1917 1878 1843 1812 1784 1758 1735 1714 No. of SPAN Gage Spans 6'-0" 6'-6" 7'-0" T-6" 8'-0" 9'•0" 9'•6" 10'-0" 10'-6" 11'-0" 11'•6" 12'•0" 4'/z" 1 273 236 170 145 125 93 81" 70 61 53 46 40 SLAB 2 273 236 205 181 160 93 81 70 61 53 46 40 DEPTH 22 3 273 236 205 181 160 )143 93 81 70 61 53 46 40 3613 1912 1891 1873 1858 1845 1822 1813 1804 1797 1790 1783 1777 36/4 2057 2020 1988 1960 1936 1895 1878 1863 1849 1$36 1825 1814 1 291 251 219 193 136 102 89 78 68 60 52 46 2 291 251 219 193 172 153 138 89 78 68 60 52 46 CON- 21 3 291 251 219 193 172 153 138 125 78 68 60 52 46 CRETE 3613 1921 1897 1877 1860 1844 1831 1819 1808 1798 1790 1782 1774 1768 TYPE. 3614 2100 2058 2021 1990 1962 1938 1916 1897 1879 1864 1849 1836 1824 1 300 259 226 200 177 123 107 94 82 72 63 56 49 2 300 259 226 200 177 159 143 94" 82 72 63 56 49 20 3 300 259 226 200 177 159 143 130 118 72 63 56• 49 3613 1927 1902 1881 1862 1846 1832 1819 1808 1797 1788 1780 1772 1765 NW 36/4 2123 2078 2040 2006 1977 1951 1928 1908 1889 1872 1857 1843 1831 145 1 335 290 254 224 200 179 162 111 98 87 77 68 60 PCF 2 335 290 254 224 200 179 162 147 134 87 77 68 +`60 19 3 335 290 254 224 200 179 162 147 134 123 113 68 60 3613 1957 1927 1901 1879 1859 1842 1827 1813 1801 1790 1780 1770 1762 3614 2211 2157 2110 2070 2035 2004 1976 1952 1930 1910 1891 1875 1859 SLAB 1 361 314 275 244 217 195 177 161 147 98 87 78 70 WT. 2 361 314 275 244 217 195 177 161 147 135 87 78 70 -,70 42.3 18 3 361 314 275 244 217 195 177 161 147 135 124 i15 PSF 3613 1983 1949 1920 1896 1874 1854 1837 1822 1808 1796 1785 1774 1765 3614 2277 2217 2165 2120 2081 2046 2015 1988 1963 1940 1920 1901 1884 1 437 381 336 299 267 241 219 200 183 168 118 107 97 2 43781 336 299 2 241 219 200 183 166 155 144 134 16 3 437 1 299 267 241 219 200 183 168 155 144 134 3613 2056 4 7 1947 1919 1895 1874 1855 1837 1822 1807 1794 1783 3614 2446 2370 2305 2249 2199 2156 2117 2083 20 2023 1998 1974 1953 (continued) 78 ESR -2409 I Most Widely Accepted and Trusted Page 9 of 14 TABLE 6—U -PANEL SECTION PROPERTIES''2'3 DECK TYPE Gauge Weight (psf) Base Metal Thickness (in) Positive S (in) Positive I (in") Negative S (in) Negative I (in 4) 29 0.68 0.0139 0.0294 0.0170 0.0260 0.0117 U -PANEL 26 0.89 0.0183 0.0436 0.0243 0.0382 0.0163 24 1.13 0.0232 0.0592 1 0.0323 0.0539 0.0220 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 psi = 6894 Pa, 1 psf = 47.88 Pa. Table Notes: Tabulated values are based on a 1 -foot -wide section. 2Properties are based on 75 percent of 80,000 psi yield strength. (Tensile strength = 82,000psi) 3AII section properties are net values. 1'r__6-rl 32' . 22 36" FIGURE 3--U-PANEL PROFILE SCREW FASTENER PATTERNS TO SUPPORT BEAMS 4 FASTENER PATTERN 7 FASTENER PATTERN SIDE LAP DETAIL SIDE LAP FASTENERS BETWEEN SUPPORTS SIDE LAP FASTENERS BETWEEN SUPPORTS FIGURE 4—INVERTED U -PANEL ATTACHMENT DETAILS 79 ESR -2409 I Most Widely Accepted and Trusted Page 10 of 14 TABLE 7—ALLOWABLE DIAPHRAGM SHEAR CAPACITY (q) AND FLEXIBILITY FACTOR (6F) FOR INVERTED U -PANEL WITH SELF DRILLING FASTENERS (2 -SPAN CONDITION GAUGE SIDELAP ATTACHMENT FASTENER PATTERN SPAN 2' - 0" 3'- 0" 4' - 0" 5' - 0" 6' - 0" 7' - 0" 8' - 0" None 4 q 187 142 112 89 73 54 41 F 541 368 284 235 204 183 168 @ 24"o.c 4 q 213 180 158 105 73 54 41 F 538 364 278 226 192 168 149 @ 18"a.c 4 q 220 191 165 1 105 73 54 41 F 538 364 276 225 190 166 147 @ 12"o.c 4 q 231 208 165 105 73 54 41 F 538 362 275 223 188 164 145 29None 7 q 294 212 162 105 73 54 41 F 80 60 51 47 45 44 44 @ 24"a.c 7 q 334 263 165 105 73 54 41 F 79 58 47 42 38 35 33 @ 18"o.c 7 q 346 278 165 105 73 54 41 F 79 57 47 41 37 34 32 @ 12"o.c 7 q .369 293 165 105 73 54 41 F 79 57 46 39 35 32 30 None 4 q 246 186 148 .- 118 97 81 62 F 276 191 150 127 113 103 97 @ 24"o.c 4 q 280 . 237 209 158 110 81 62 F 274 187 144 119 102 90 81 @ 18"o.c 4 q 289. 251 225 158 110 81 62 F 273 187 143 118 100 88 79 @ 12"o,c 4 q 304 274 247 158 110 81 62 F 273 186 142 116 99 86 77 26 None 7 q 386 . 279" 215 158 110 81 62 F 44 35 31 30 30 30 31 @ 24"o.c 7 g 440 346 247 158 110 81 62 F 43 33 28 25 24 23 22 q 456 367 247 158 110 81 62 F 43 32 27 25 23 22 21 @ 12"o.c 7 q 485 405 247 158 110 81 62 F 42 32 27 24 22 20 19 80 ESR -2409 E Most Widely Accepted and Trusted Page 11 of 14 TABLE 7 --ALLOWABLE DIAPHRAGM SHEAR CAPACITY (q) AND FLEXIBILITY FACTOR (F) FOR INVERTED U -PANEL WITH SELF DRILLING FASTENERS (3 -SPAN CONDITION)""' .4,5,6,7.8 (Continued) GAUGE SIDELAP ATTACHMENT FASTENER PATTERN SPAN 2'-0" 3'-0" 4'-0" 5'-Q" 6'-0" T-0" 8'-Q" None 4 q 174 129 101 81 66 54 41 F 330 229 181 154 137 126 119 @ 24"o.c 4 q 203 17.1 150 105 73 54 41 F 328 224 173 142 122 108 97 @ 18"o.c 4 q 211 182,._ 164 105 73 54 41 F 327 224 172 141 120 106 95 @ 12"o.c 4 q 224: 202: 165 105 73 54 41 F 327 222 170 139 118 104 93 29 None 7 q 269 191.. 146 1 105 73 1 54 41 F 54 43 39 37 37 38 39 @ 24"o.c 7 q 312. 244 165 105 73 54 41 F 52 40 34 31 29 28 27 @ 18"0.0 7 q 326: 261 165 105 73 54 41 F 52 39 33 1 30 28 1 26 25 @ 12"o.c 7 q 291 165 105 73 54 41 F 51 39 32 29 26 25 23 None 4 q 229 174 .` _133 108 88 75 1 62 F 171 122 99 87 80 76 74 @ 24"o.c 4 q 268. 225 198 158 110 81 62 F 169 117 92 77 67 60 55 @ 18"o.c 4 q 27$ 240 216 158 110 81 62 F 168 117 91 76 66 58 53 @ 12"o.c 4 q 295 265 , 246 158 110 81 62 F 168 115 90 74 64 56 51 26 None 7 q 354 251 193 153 110 81 62 F 31 26 25 26 27 28 30 @ 24"o -c 7 q 411 322 247 158 110 81 62 F 30 24 22 20 20 19 19 @ 18"o.c 7 q 429 343 247 158 110 81 62 F 29 24 21 19 19 18 18 @ 12"o.c 7 q 461 384 247 158 110 81 62 F 29 23 20 18 17 16 16 ESR -2409 I Most Widely Accepted and Trusted Page 12 of 14 TABLE 7—ALLOWABLE DIAPHRAGM SHEAR CAPACITY (q) AND FLEXIBILITY FACTOR (F) FOR INVERTED U -PANEL WITH SELF DRILLING FASTENERS (4 -SPAN CONDITION)"" 3,4,5,6j,8 (Continued) GAUGE SIDELAP ATTACHMENT FASTENER PATTERN SPAN 2'- 0" 3' - 0" 4' - D" 5'- 0" 6' - 0" 7'- 0" 8'- 0" None 4 q i 7 123- 96 77 64 54 41 F 226 160 130 113 104 98 95 @ 24"o.c 4 q 1.98 166- 146 105 73 54 41 F 223 155 121 101 87 78 71 q 207 178 16D 105 73 54 41 F 222 154 119 99 86 76 69 @ 12"o.c 4 q 221 198 165 105 73 54 41 F 222 152 118 97 84 74 66 29 None 7 q 255 180 138 105 73 54 41 F 40 34 32 33 34 35 37 @ 24"o.c 7 q _301 1 235 165 105 73 54 41 F 39 31 28 26 25 24 24 @ 18"o.c 7 q 31.4 - 252 165 105 73 54 41 F 38 31 27 25 24 23 22 @ 12"o.c 7 q 340 283 165 105 73 54 41 F 38 30 26 23 22 21 20 None 4 q 219 162 126 102- 84 72 62 F 119 87 74 67 64 62 63 @ 24"o.c 4 q 261 219 192 158 110 81 62 F 116 82 66 56 50 45 42 @ 18"o.0 4 q 272 _ 234 210 1 158 110 81 62 F 116 81 65 55 48 43 40 @ 12"0. c 4 q 291 261 242 158 110 81 62 F 115 80 63 53 46 41 38 26 None 7 q 336 237, 182. 145 110 81 62 F 24 22 22 24 25 27 29 @ 24"o.c 7 q 396 309._, 247 158 110 81 62 F 23 20 18 18 18 17 17 @ 18"o.c 7 q .414331 247 158 110 81 62 F 23 19 18 17 16 16 16 @ 12"o.c 7 q 448 373 247 158 110 81 62 F 22 18 17 16 15 15 14 For Si: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 plf = 14.594 N/m, 1 psf = 47.88 Pa. Table Notes: 'q = Allowable diaphragm shear in pounds per lineal foot. 2F = Flexibility Factor: The average micro -inches a diaphragm web will deflect in a span of 1 foot under a shear of 1 'Panels per foot. Panels are attached with #12 self -drilling TEKS Screws manufactured by ITW Buildex with a minimum 0.211 inch diameter to intermediate and end supports as shown in Figure 5. "#12 self -drilling TEKS Screws manufactured by ITW Buildex with a minimum 0.211 inch diameter to be used for Vanel sidelap attachments. The spacing of screws, a., in feet, fastening to diaphragm perimeter members parallel to the panel must be: a. = 17,500 t / q where: t = thickness of deck in inch q = required diaphragm shear (Allowable Stress Design) at shear transfer, in pff 'For wind loading, values may be multiplied by a factor of 1.25. 'Panels must be attached to structural framing with a minimum thickness of 3/is inch. 'Fasteners have a minimum 1/;!" diameter washer with a minimum 0.06 inch thickness. 82 u 142 Lateral Connectors, Ties and Straps • •Straps ' CMSTC provides countersunk fastener slots that provide a lower screw head profile. CS, CMST and CMSTC are continuous utility straps which can be cut to length on the job site. Packaged in lightweight cartons (about 40 pounds). Finish: Galvanized. Some products available in ZMAXie coating; see Corrosion Information, pages 17-20. Installation: • Use all specified fasteners. See General Notes. • Refer to the applicable code for minimum edge and end distances. • The table shows the maximum allowable loads and the screws required to obtain them. See footnote #1. Fewer screws may be used; reduce the allowable bad by the code lateral load for each fastener subtracted from each and. Codes: See page 1 i for Code Report Reference Key Chart. im CS16 Hole Pattern (all other CS straps similar) a,6TN iSGyfGEW-4 , e CMST14 Hole Pattern (CMST12 similar) ° l CWTCte ]a GAUGE 16 3' ° ° ° -4 a' rye. CMSTCI6 Hole Pattern Gauge stamped on part for easy identification Fasteners to be symmetrically placed Screws not required in clear span Provide minimum 3x screw diameter end distance per code for CS and CMST Equal number of specified screws in each end Typical CS Installation as a Floor -to -Floor Tie Connector Fastenersa {Total) Allowable Tension Loads Madel Total Material Width Coda Ifafter(StudfJoist Titickness 33 and (20 ga.) No Length Thlakness (in) 43 mil (18 ga.) Ref. `. Mil (ga) 33 mil.(20 ga.) '43 mitim ga) . 54 and (16 ga.) . 54 mil.(16,ga.) CMST122 40'-3" 97(12ga) 3 104-#fo 70-010 1 40-#10 9080 CMST14z 52'-6" 68 (14 ga) 3 72-1110 50- #10 28410 6365 CMSTCI6' 54' 54 (16 ga) 3 54410 36- #10 30- #10 4600 1..... CS14 . 100 68 (i4.ga} ` 1.'/.4+... 28 1110 18..#10 12 #10 2305 CS16 150' 54 (16 ga) 11/4 18-#10 12- #10 8-910 1550 L2 F4 CS18S . 100 43 (18 ga) 1?h . 14 #10 .10 111¢ 6 #10 .' 1235.''`. CS18 200 1'/4 147#110 107.#10 8 #10 1235..::: CS20 250' 33 (20 ga) 11/4 12- #10 8- #10 6- #10 1 945 CS 22: 300' 27 (22ga) :. 1?/+.: loatl0 67#10 67410 775 . These products are available with additional corrosion protection. Additional products on this page may also be available with this option. Check with Simpson Strong Tie for details. 1. Use half of the fasteners in each member being connected to achieve the Hated loads. 2. For CMST straps: End Length (inches) = 1h total fasteners x 7/V + 1' when all holes filled. Double length it only round holes filled. 3. For CMSTCI6 straps: End Length (inches) =1h total fasteners x 1/4' + 1' when all holes filled. Double length if only round holes filled. 4. For CS straps: End Length (inches) =1h total fasteners + 1". 5. Total Cut Length = End Length + Clear Span + End Length. No. of Screws Used 6. Calculate the connector value for a reduced number of screws as follows: Allowable Load = x Table Load 24 Screws (Used) No. of Screws in Table Example: CMSTCI6 on 54 mil with 24 screws: x 46001bs. = 3680 lbs. 30 Screws (Table) 7. Loads are based on lesser of steel strap capacity and AISI S100 fastener calculation. 8. See pages 65 through 81 for more information on Simpson Strong-Tle fasteners. 83 • iJ 116 S/HDS and S/HDB Hofdowns The S/HD series of holdowns is designed for installation with either screws or bolts into the studs or column. The S/HDS series Installs with #14 screws and has been designed to utilize fewer fasteners to reduce installation time. The S/HDB series is ideal for bolt -on applications where the cold -formed stud manufacturer can pre -punch the bolt holes. Material: See table Finish: Simpson Strong -Tie® gray paint. Hot -dip galvanized is available; see Corrosion -Information, pages 17-20. Installation: • Use all specified fasteners; some models have extra fastener holes. See General Notes. • Anchor bolt washer is not required. • Standard washers are required on stud bolt nuts for model S/HDB. • Thin wall socket (OD=2" maximum) is required for S/HD15 to tighten the 1" anchor bolt. • Stud bolts — use A307. • Boundary members (back-to-back studs) design shall be by Designer. • S/HDS and S/HDB holdowns can be welded per Designer's recommendation and specification, e To tie back-to-back stud members together, the 2-914 screws reqquired only for sbtied studs. m Slatted stud design by Designer. Designer must determine the fasteners required Mil Typical to bind members to act as one unit. Welders q (tn.}. S/HD10S and welding procedures shall be qualified as r Back specified in AWS D1.3. Welded connections S/HD8S t S Back Stud used for cold -formed steel structural members 25/ts installation in which the thickness of the thinnest 17 -11147 2-33 (2-20ga) 7,335 0.12 11,715 0.204 13,720 connected part is 0.18 inch or less shall 2-43 2-18ga) 8,750 0.086 13,975 0.146 21,435 2-54 (2-16ga) 8,855 0.106 14,145 0.162 21,700 comply to AISI 5100 Specification S/HD10$ 118 Section E2. P Z_. 1'h • See SB, SSTB and FAB Anchor Bolts on r pages 108-113 for anchorage options. • See SET-XFa and AT-XF11 adhesive products for anchor bolt retrofit options, Codes: See page 11 for Code Report Reference Key Chart. not a bolt hole S/HD158 SIMPSON ''Stxong-Tie Typical S/HD10B FAGO Column Installation See Code Report HD15S HD8S and -ID IOS similar) 1 h• SMD75S 2%•smoIos 21/;S/Hoes Typical S/HD10S Clark Dietrich Stud Application See Code Report Model No...(Ga.} Mil H (m.} W {in.} q (tn.}. Fasteners ASD (lbs.) LRFD.(ibs.} Nominal Stud Member . Tension Thickness Tension. Deflection at Tension Deflection at Load mil {ga.) .. Load ... ASD Load': Load ... LR.FD Load+. Code R0. Anchor Raft Dia: in. Stud Fasteners' S/HD8S 118 (10) 11 25/ts 11h 7/a 17 -11147 2-33 (2-20ga) 7,335 0.12 11,715 0.204 13,720 of concrete. Holdowns may be installed raised, up to 18' above top of 2-43 2-18ga) 8,750 0.086 13,975 0.146 21,435 2-54 (2-16ga) 8,855 0.106 14,145 0.162 21,700 Steel Facture 10,840 0.053 17,335 0.072 32,525 S/HD10$ 118 13th 2�is 1'h 7/a 22. ft147 (2 20ga} 7,400 0.122 11,815. `r ::.0.192 .` 13,835 {2 18ga) 11,120 0.112 17,755 ::. 0.124 :: :20,795 (2-16ga) 12,220 0.096 :19,520. .0.145. 29,940 Fixture 12,375 " 0.043 19,820 0.061 33,535 S/HD15S 171 (7) 17 24ie 1 �s 1 30 - #141(2-16ga) 2-18 a 12,110 0.096 19,340 0.164 22,645 IPt, L2, 13,500 0.11 21,565 0.13 33,075 Fixture 15,810 0.043 25,320 0,065 42,845 M(2-18ga)� S/HD88 171(7) 11- 2 s .11h. 7%.' 28, Dia {2-20ga) 3,895 0.081 5,620 ,: 0.144 '. 8,645 "' F4 (2-18ga) ` 5,345 0.098 7710 ." `0.146':`. 11,865 (2-16ga) 8,950 .. 0.082 14,280 :. 0.141 20,310 Fixture : " 9,080 ' 0.06914,545 ' 0.104 22,975 S/HD10B 118 (10) 13'h 2�a 1 'h 7/a 3-a/a Dia. (2-20ga) 5,840 0.070 8,430 0.124 12,970 2-43 (2-18ga) 8,015 0.087 11,565 0.12 17,795 2-54 (2-16ga) 12,090 0.125 19,720 0.23 28,050 Steel Fixture 15,635 0.102 24,955 0.123 35,495 /H 15D 171 (7) 17.. 2YIe 11/16 7 ..' A 3/4. ie 2-43 2-18ga) 16,020 :::..0.118 :. 15,425 0.179 22,165 .. 2-54 2-1Gga 16,020 .0.090 ':25,565 0.121 36,360: ' Steel Fixture 18,690 29,825 0.139 42,425 ' - These products are available with additional corrosion protection. Additional products on this page may also be available with this option. Check with Simpson Strong -Tie for details. 1. The Designer shall specify the foundation anchor material type, embedment concrete, with no load reduction provided that additional elongation of the and configuration. Some of the tabulated holdown tension loads exceed anchor rod is accounted for See bottom of page -114 for installation detail. the tension strength of typical ASTM A 36 or A 307 anchor bolts. 5. The Nominal Tension Load is based on the tested average ultimate (peak) 2. Stud design by Specifier. Tabulated loads are based on a minimum stud load and is provided for design in accordance with section C5 of AISI 5213 thickness for fastener connection. that requires a holdown to have a nominal strength to resist the lesser of 3. A inch self -drilling screws may be substituted for #14 self -tapping screws. the amplified seismic load or the maximum force the system can deliver. 4. Deflection at ASD or LRFD includes fastener slip, holdown deformation 6. Not all fastener holes for S/HDS holdowns need to he tilled, as additional and anchor rod elongation for holdowns installed up to 4" above top fastener holes provided. Install fasteners symmetrically. of concrete. Holdowns may be installed raised, up to 18' above top of 7. See pages 65 through 81 for more information on Simpson Strong-Tio fasteners. 84 LL U 6 114 19 Holdowns and Tension Ties S/HDU Holdowns The S/HDU series of holdowns combines performance with ease of installation. The pre -deflected geometry virtually eliminates material stretch, resulting in low deflection under load. Installation using self -drilling tapping screws into the studs reduces installation time and saves labor cost. Material: 118 mil (10 ga) Finish: Galvanized Installation: • Use all specified fasteners. See General Notes. • Use standard #14 self -drilling screws to fasten to studs. • Anchor bolt washer is not required. • See SB, SSTB and PAB Anchor Bolts on pages 108-113 for cast -in-place anchorage options. • See SEF -XP° and AT -XP -1 adhesive products for anchor bolt retrofit options. Codes: See page 11 for Code Report Reference Key Chart. 0 ■ Pilot t manor pur (Fa not if S/HDU Typical S/HDU Installation L, S/HDU6..: 101A s/e 12414.: S/110119 1 12'/a I '/e 1 18414 W 27-#14 S/HDUII A 13% 7 with Heavy . : 27414 Hex Nut 2-33 (2- ga) 243 2718ga) 6125' :Fasteners ASD (lbs.) i LRFD (lbs) 2-54.(2-16 a) :`:..6125 '' H Code Anchor Bolt ' 5995 Stud Member Nominal :. Model ' (In.) Diameter' Stud Thickness' Tension Deflection at Tension Deflection at Tension Load" Ref. 9255 0.125 15485 Fos#eners7. mil (ga.) Load ASD Load' Load LRFD Loads . ..:. (tbs.). 0.106 15960 Steel Fixture 12715 0.125 .' 2733 .(2-20ga) ` "' 6965 : ` 0.103 11125 2-43(2-18 2-33 (2-20ga) 2320 0.093 3705 0.149 5685 5. Deflection at ASD or LRFD includes fastener slip, 18° Max p 2-54.(2-16ga) ""9675 0.110 2-43 (2-18ga) 3825 0.115 6105 0.190 9365 2-43 (218ga)6 SHi0U4 77/a s/e 6414 :12175 2-54 (2-16ga) 3970 0.093 6345 0.156 9730 Steel Fixture 4470 0.063 7165 0.103 12120 20 :.: 4895 ' " `":0125 8495 ,.:n nKn �ne7n Steel Fixture' 12945.:':: '`' 0.111 "`'20680 S/HDU6..: 101A s/e 12414.: S/110119 1 12'/a I '/e 1 18414 W 27-#14 S/HDUII A 13% 7 with Heavy . : 27414 Hex Nut 2-33 (2- ga) 243 2718ga) 6125' 0.119 9690 2-54.(2-16 a) :`:..6125 '' 0.108 9785. ` Steel Fixture '' ' 5995 :0.060... ` 9580 2-33 (2-20ga) 6965 0.103 11125 2-43 (2-18ga) 9255 0.125 15485 2-54 (2-16ga) 9990 0.106 15960 Steel Fixture 12715 0.125 20510 2733 .(2-20ga) ` "' 6965 : ` 0.103 11125 2-43(2-18 9595: 5. Deflection at ASD or LRFD includes fastener slip, 18° Max p 2-54.(2-16ga) ""9675 0.110 15460 i 2-43 (218ga)6 11100 0.125 -...:.17500 .: 2-54. (2-16ga)s :12175 0.125 ::.19445 Steel Fixture' 12945.:':: '`' 0.111 "`'20680 - -These products are available with additional corrosion protection. Additional products on this page may also be available with this option. Check with Simpson Strong -Tie for details. 5° Slope Max. 112 LI) 1 1. The Designer shall specify the foundation anchor 0.250 21810 material type, embedment and configuration. Some of Holdowns may be installed raised, up to 18" above Shearwall the tabulated holdown tension loads exceed the tension Coupler Si p Chord Studs strength of typical ASTM A36 or A307 anchor bolts. 0.189 . -` 13165 2. Stud design by Specifier. Tabulated loads are based Holdown ...'..,23515 on a minimum stud thickness for fastener connection. Bearing q° Holdown 3. /4 -inch self -drilling screws may be substituted for Plate H14 self -tapping screws. average ultimate (peak) load and is provided for 4. A heavy hex nut for the anchor boil is required to design in accordance with section C5 of AISI S213 achieve the table loads for S/HDU11. I --Rod 5. Deflection at ASD or LRFD includes fastener slip, 18° Max p • ° a e holdown deformation and anchor rod elongation for 0.189 5° Slope Max. 112 LI) 1 holdowns installed up to 4' above top of concrete. 0.250 21810 l J Holdowns may be installed raised, up to 18" above 24480 Coupler Si p top of concrete, with no load reduction provided that 0.189 . -` 13165 additional elongation of the anchor rod is accounted for. Top ...'..,23515 ` ��'" 'r �'-' Bottom 6. The Nominal Tension Load is based on the tested of�"`""'r'```� Concrete Track average ultimate (peak) load and is provided for a ' design in accordance with section C5 of AISI S213 d that requires a holdown to have a nominal strength • ° a e to resist the lesser of the amplified seismic load or the maximum force the system can deliver. Holdown Raised Off 7. See pages 65 through 81 for more information on CF�Pottom Track Simpson Strong Tie fasteners. 0.136 14695 0.189 13165 IPI, 0.250 21810 L2, F4 0.225 24480 0.177 31455 0.189 . -` 13165 0.162 ...'..,23515 0.158 `.':23710 50 24955 43 29825 ' 63 1 ':31715 SHEAMALL SCHEDULE TABLE C2J-3 QE AIS! LATERAL WALLS GAGE/THICKNESS SCREWS AT EDGES FIELD SPACING BOTTOM TRACK ATTACHMENT SHEAR ® 2610,018 6" 12" 1/2"0 EXPANSION ANCHORS AT 5'-0" 0/C 156 PLI © 23 / 0.027 4" 12" 1/2"0 EXPANSION ANCHORS AT 2'-O" 0/0 400 Pb © 2,310.027 3" 12" 1/2"o EXPANSION ANCHORS AT 2'-O" 0/0 434 Pb �D 23 / 0.027 2" 12" 1/2'0 EXPANSION ANCHORS AT 2'-0" O/C 468 PL' WHERE WALLS ARE DOUBLE SIDED, ANCHOR SPACING IS 12" 0/C #8 SCREWS, MINIMUM Li THOMPSON ENGINEERING November 14, 2016 Lisa Ritchie Wheat Ridge Building Department 7500 W. 2911 Ave. 2,d Floor Wheat Ridge, Colorado 80033 P: 303.235.2852 RE: New Self Storage Facility — Carlson Marshall Street 4901 Marshall Street Wheat Ridge, CO 80033 Comment: P18 — A pan will be required under the water heater and piped to the outside. Response: Please refer to attached revised water heater detail. Let me know if there is anything fu Sincerely, Richard A. Saba, PE President Thompson Engineering, Inc )0 LI 1... • . D A. 46574 ONA� NOV2016 1615 California St., Suite 3oi Denver, Colorado 80202 T 303.991.ogg1 F 303.991.0992 thompson-eng.com 120 MBH GAS INPUT 3" PVC ADJUSTABLE CP SEE PLANS FOR INTAKE AQUASTAT 1 SIZE AND LAYOUT SET TO 130° 3 GPM 'fT 3/4" HWC 1" HW OUT J 11 11 11 1 1 1 1 1„ 1" CW ASME P&T RELIEF PIPED � � BALL VALVE TO 1" ABOVE FD CHECK VALVE �� THERMAL EXPANSION 138 GPH TANK THERM -0 -FLEX ETC -7 VACUUM RELIEF WATTS #N36 (ABV. TOP OF HEATER) 3" CPVC VENT UP THROUGH ROOF OR SIDEWALL TO APPROVED TERMINATION COMBUSTION CONDENSATE PAN DRAIN DRAIN PIPED TO 1" ABOVE FD PLUG PIPED TO FD GALVANIZED PAN SOLDERED WATER TIGHT. 4" DEEP. (OR EQ. PER CODE) ® ° GAGE AS APPROVED BY STRUCTURAL FLOOR FD �— DRAIN VALVE NOTES: CONTRACTOR TO VERIFY COMBUSTION TEMPERATURE PROBE AIR INTAKE AND VENT ARE PROVIDED CLEANOUT PER MANUFACTURERS SPECIFICATIONS. 1 WATER HEATER SCALE N.T.S. F q, s'Ls�O 1 1 PLUMBING SCHEDULES .� P0.1 SCALE: N.T.S. Project: New Self Storage Facility - Carlson Marshall Street Address 1 4901 Marshall Street Address 2 Wheat Ridge, Colorado 80033 Date: November 14, 2016 Drawn: SH Revision: BDR #1 Checked: RS Project Number: 2016-058 ;�. THOMPSON �Fss/pNAG� ENGINEERING NOV 1615 CALIFORNIA STREET SUITE 301 DENVER, COLORADO 80202 TELE: 303.991.0991 FAX: 303.991.0992 120 MBH GAS INPUT 3" PVC ADJUSTABLE CP SEE PLANS FOR INTAKE AQUASTAT SIZE AND LAYOUT SET TO 130° 3 GPM 3/4" HWC 1" HW OUT Lii 1" CW ASME P&T RELIEF PIPED E3 71 BALL VALVE TO 1" ABOVE FD o CHECK VALVE WH 4 138 GPH THERMAL EXPANSION TANK THERM -0 -FLEX ETC -7 PAN DRAIN PLUG PIPED TO FD VACUUM RELIEF WATTS #N36 (ABV. TOP OF HEATER) 3" CPVC VENT UP THROUGH ROOF OR SIDEWALL TO APPROVED TERMINATION COMBUSTION CONDENSATE DRAIN PIPED TO 1" ABOVE FD GALVANIZED PAN SOLDERED WATER TIGHT. 4" DEEP. (OR EQ. PER CODE) GAGE AS APPROVED BY STRUCTURAL FD V`- DRAIN VALVE TEMPERATURE PROBE CLEANOUT FLOOR NOTES: CONTRACTOR TO VERIFY COMBUSTION AIR INTAKE AND VENT ARE PROVIDED PER MANUFACTURERS SPECIFICATIONS. O• - • - • i� ;vim \ �,Al A, 1 PLUMBING SCHEDULES P0.1 SCALE: N.T.S. �'�49 ••• s.... Project: New Self Storage Facility - Carlson Marshall Street "DAIAL Address 1 4901 Marshall Street Address 2 Wheat Ridge, Colorado 80033 Date: November 14, 2016 Drawn: SH Revision: BDR #1 Checked: RS Project Number: 2016-058 Al THOMPSON ENGINEERING 1615 CALIFORNIA STREET SUITE 301 DENVER, COLORADO 80202 TELE: 303.991.0991 FAX: 303.991.0992 KIWI II CONSTRUCTION 7/13/16 28177 ICELLERROAD MURR.LETA, CA92563 (877) 465-4942 PQO L / C (951) 301-8975 F O 2 (951) 301-4096 FAX cow . R T Lel i• o ATTN: ART LEON 44015 STRUCTURAL CALCULATIONS FOR a CARLSON MARSHALL ST SELF STORAGE �'o� ' •. ��L`' 4910 MARSHALL ST. Fs G� WHEAT RIDGE, CO 80033 s/orvaL �� DESIGN LOADS (PER "2012" IBC): GROUND SNOW LOAD... GL := 30• PSF H:= 15 -FT ROOF LIVE LOAD ............ LL := 30•PSF ROOF DEAD LOAD......... D L := 4• P S F WIND LOADING @ 135 MPH, EXPOSURE C FROM (ASCE7-10) X:= .6 0.6 FACTOR FOR ASD HORIZONTAL (TRANSVERSE), TABLE 27.6-1 HT := 43.3• PSF•a HT = 25.98• PSF VERTICAL (ROOF UPLIFT), TABLE 27.6-2 VD := —14.66 PSF A VD = —8.796-PSF SEISMIC LOADING 1:= 1.0 SS := .19 MAX. GROUND MOTION S I := .06 MAX. GROUND MOTION F,:= 1.6 SITE COEFFICIENT F,:= 2.4 SITE COEFFICIENT SMS := Fa -SS SMS = 0.304 SMI := FV -Sl SM1 = 0.144 2 SDS 3 'SMS SDS = 0.203 SD1 2 3 -SMI SDI = 0.096 R:= 6.5 RESPONSE MODIFICATION COEFR (ASCE7-10 TABLE 12.2-1) SHEARWALLS SEISMIC DESIGN CATEGORYB SEISMIC FACTOR FOR BUILDING Cs := SDSR Cs = 0.031 (ASCE7-10 12.8-2) Csmin := .044•SDS•1 Csmin = 0.009 (ASCE7-10 12.8-5) i SOILS............................FOUNDATION DESIGN BY OTHERS. I KIWI II CONSTRUCTION Project Title: 28177 KELLER ROAD Engineer: Project ID: MURRIETA, CA 92563 Protect Descr: 951-301-8975 fax 951-301-4096 Prinlnd: 13 JUL 2016. 10:15M None -- Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure : "II" : All Buildings and other structures except those listed as Category I, III, and IV ASCE 7-10, Page 2, Table 1.5-1 Seismic Importance Factor = 1 ASCE 7.10, Page 5, Table 1.5-2 Gridded Ss & S1 values ASCE-7-10 Standard . `. ASCE 7-10 11.4.1 Max. Ground Motions, 5% Damping: Latitude = 39.774 deg North SS = 0.1903 g, 0.2 sec response Longitude = 105.100 deg west S1 = 0.0599 g, 1.0 sec response Location: Wheat Rldge, CO 80033 Site Class, Site`Coeff.`and Design Category> Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7.10 Table 20.3-1 Site Coefficients Fa & FY Fa = 1,60 ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight -tine interpolation from table values) Fv = 2,40 Maximum Considered Earthquake Acceleration S MS = Fa ' Ss = 0.304 ASCE 7-10 Eq. 11.4-1 S M1 = FvS1 = 0.144 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S Ds S MW13 = 0.203 ASCE 7-10 Eq. 11.4-3 S D1 S Mj213 = 0.096 ASCE 7.10 Eq. 11.4-4 Seismic Design Category - B ASCE 7-10 Table 11.6-1 & -2 Resisting System ASCE 7.70 Table 12-2-1 Basic Seismic Force Resisting System ... Bearing Wall Systems Light -framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient " R " - 6.50 Building height Limits: System Overstrength Factor " Wo' = 3.00 Category "A & B" Limit: No Limit Deflection Amplification Factor " Cd " = 4 00 Category "C" Limit: No Limit Category "D" Limit: Limes = 65 NO TE! See ASCE 7-10 for all applicable footnotes. Category "E" Limit: Limft = 65 Category "F" Limit Limit = 65 Lateral Force. Procedure AscE7-10 Section 12.8.2 Equivalent Lateral Force Procedure The 'Equivalent Lateral Force Procedure' is being used according to the provisions of ASCE 7-1012.8 Determine Building Period use ASCE 72.8a Structure Type for Building Period Calculation : All Other Structural Systems "Ct' value = 0.020 " hn ':Height from base to highest level = 30.0 ft "x"value = 0.75 " Ta "Approximate fundemental period using Eq. 1123-7 : Ta = Ct' (hn ^ x) = 0.256 sec .TL": Long -period transition period per ASCE 7-10 Maps 22-12 -> 22-16 8.000 sec Building Period " Ta' Calculated from Approximate Method selected - 0.256 sec CS"Response Coefficient _ ASCE 7-10 Section 12.8.1.1 S DS: Short Period Design Spectral Response = 0.203 From Eq. 12.8-2, PreliminaryCs = 0.031 R " : Response Modification Factor - 6.50 From Eq. 12.8-3 & 12.8A , Cs need not exceed = 0.058 ' I " : Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be fess than = 0.010 Cs :Seismic Response Coefficient = = 0.0312 s Seismic Base Shear ^, ASCE 7-10 Section 12.8.1 Cs = 0.0312 from 12.8.1.1 W ( see Sum Wi below) = 0.00 k Seismic Base Shear V = Cs . W = 0,00 k 2 T -! ASCE 7-10 MAIN WIND FORCE RESISTING SYS'T'EM: ENCLOSED CATEGORY 11 EXPOSURE C V:= 135 MPH h:= 15 -FT WALLS Kd := .85 TABLE 26.6-1 Kzt := 1.0 SECTION 26.8.2 Kh := .85 TABLE 27.3-1 Kz := Kh GCpi := —.18 PER FIGURE 26.11-1 G:= .85 SECTION 26.9.4 Cpw := .8 WINDWARD Cp FIGURE 27.4-1 WALLS Cpl := —.5 LEEWARD Cp FIGURE 27.4-1 WALLS Cp := Cpw - Cpl qz := .00256 . Kz • Kzt • Kd •V2 qz = 33.709 EQ. 27.3-1 p:= gz.PSF•(G•Cp-GCpi) p=43.316•PSF EQ 27.4-1 ROOF FIGURE 27.4-1 ROOF Cpl := ,9 ATEDGE Cpl := .5 NEXT AREA IN Cp3:= .3 AT INTERIOR AREA pl := gz•PSF•(G-Cpl - GCpi) p1 = 31.855•PSF p2 := gz•PSF•(GCp2 - GCpi) p2 = 20,394•PSF p3 := gz•PSF•(G•Cp3 -- GCpi) p3 = 14.663-PSF PARAPETS SECTION 27.4.5 Pp := 1.5-p Pp = 64.974•PSF Pp -.6 = 38.984•PSF OVERHANGS: SECTION 27.4.4 Cpoh := .8 pOH := pl + gz•PSF.(G•Cpoh) pOH = 54.777•PSF 3 COMPONENTS AND CLADDING: CITAPTLiR 30 PART 1, SECTION 30.4 WALLS FIGURE 30A-1 TEN SQUARE FEET NOTE VALUES MAY BE REDUCED 10% WHEN SLOPE IS LESS THAN 10 DEGREES LEEWARD ADJ := .9 GCpc:=-1.4•ADJ GCpc=-1.26 ATCORNERS GCpint := -1.1 •ADJ GCpint = -0.99 AT INTERIOR REGIONS pc := gz.PSF•(GCpc + GCpi) pc = -48.541 •PSF EQ 30.4-1 pint:=gz•PSF•(GCpint+GCpi) pint =-39.439-PSF WINDWARD GCpw:= 1.0•ADJ GCpw = 0.9 pcw .= qz-PSF•(GCpw - GCpi) pcw = 36.406-PSF ROOF FIGURE 30.4-2A 10 SF GCper:= -2.8 ATCORNERS GCper := -1.8 ATEAVES GCpintr :_ -1.0 ATINTERIOR per:=gz•PSF•(GCper+GCpi) per=-100.453-PSF per := gz.PSF.(GCper+ GCpi) per =-66.744•PSF pintr:= gz•PSF•(GCpintr+ GCpi) pintr=-39.777-PSF ROOF FIGURE 30.4-2A50 SF GCper:= -1.6 ATCORNERS GCper:= -1.3 ATEAVES GCpintr:= -.95 ATINTERIOR per5:= qz-PSF•(GCper+ GCpi) per5 =-60.002-PSF per5:= gz•PSF•(GCper+GCpi) per5=-49.889•PSF pintr5 := gz•PSF-(GCpintr + GCpi; pintr5 = -38.091 -PSF ROOF FIGURE 30.4-2A 100 SF GCper:= -1.1 ATCORNERS GCper :_ -1.1 ATEAVES GCpintr:= -.9 ATINTERIOR per:= gz-PSF.(GCper+ GCpi) per=-43.147•PSF per:=gz•PSF•(GCper+GCpi) per = -43.147 - PS F pintr:= qz-PSF•(GCpintr+ GCpi) pintr=-36.4Q6-PSF PARAPETS: SECTION 30.9 TEAR AWAY FROM ROOF, LOAD CASE B VALUES FOR 10 SF pB := pint - pcw pB =-75.845•PSF PUSH INTO ROOF, LOAD CASE A pA := pcw - per pA = 79.553 •PSF DESIGN LOADS: LL:= 30•PSF STRUCTURAL CALCULATIONS FOR 5 FT X 10 FT GRID DL:= 4•PSF WIND LOADING @ 135 MPH, EXPOSURE C FROM (ASCE7-10) VERTICAL (ROOF UPLIFT) VU := -43.9 .6 • PSF VU = -26.34 - PSF Pu:= -VLj MATERIAL SPECIFICATIONS: STEEL - Fy = 50 KSI BOLTS -A-307 QUALITY SCREWS - #12 TEK (UNLESS NOTED OTHERWISE) ROOF DECK DESIGN: USE 24 GAGE ULTRA-DEK SEEATTACHED PURLIN DESIGN: L:= 10 -FT ROOF DECK TO SPAN Y BETWEEN PURLINS THEREFORE... W:= 5-FT.(DL+ LL) + 2-PLF W = 172•PLF 2 M:= W O M = 1720 -FT -LB 10 Wu := 5-FT.(Pu - 2-PSF) - 2-PLF Wu = 119.7-PLF 2 Mu := Wu (L) Mu = 1197 -FT -LB 10 TJsr 'Z' 4" X 2 112" X 16 GA. PURLINS Sx := .708 -Cl fb := M fb = 29152.542- PSI < Fb-30000PSI OK Sx d:= 4 -IN Iy := 1.08•IN4 0 r I Cb := 1.0 K:- .65 Cbn �r E d ly 2 Fe := Lz•Sx•2•K 2.78•Fy = 139000 -PSI THEREFORE Fbup := Fe Fe = 47450.021 -PSI C3.1.2.1-15 Fy:= 50. KSI 56 •Fy = 28000 • PSI Fbup = 47450.021 •PSI C3.1.2.1-4 PER AISI DESIGN MANUAL Fbu := if(Fbup < Fy, Fbup•.6, Fy•.6) Mu fbu := — fbu = 20288.136•PSI < Fbu = 28470.013,PSI Sx DESIGN CONTINUITY SPLICE: M = 1720 -FT -LB UsE 3#12 TEKS 18" APART Ma := 579•LB•3.1.5•FT Ma = 2605.5•FT•LB M = 0.66 OK Ma POST DESIGN: P:= W • L P = 1720 -LB USE 'C' POSTS PERATTACHED FOR HEIGHTS POST TO PURLIN CONNECTION DESIGN: P = 1720 -LB USE 3#12 TEKS P Pa := 619.3•LB Pa = 1857 -LB — = 0.926 OK Pa POST TO BASE AT CONCRETE SLAB Pup := Wu•L Pup = 1197 -LB USE (3)#12 TEKS AT BASE PLATE TO POST AND (2) 1/2" � KB -TZ AT BASE PLATE TO SLAB Pupa:- 1560•.6.2•LB WITH SPECIAL INSPECTION Pupa= 1872 -LB PER ICC 1917 ATTACHED 01,.'- I IC 7 DESIGN LOADS: LL:= 30•PSF STRUCTURAL CALCULATIONS FOR 5FTX12FTGRID DL:= 4•PSF WIND LOADING @ 135 MPH, EXPOSURE C FROM (ASCE?-10) VERTICAL (ROOF UPLIFT) VU:- -43.9 •.6 •PSF VO - -26.34• PSF Pu := -Vu MATERIAL SPECIFICATIONS: STEEL - Fy = 50 KSI BOLTS -A-307 QUALITY SCREWS - # 12 TEK (UNLESS NOTED OTHERWISE) ROOF DECK DESIGN: UsE 24 GAGE ULTRA-DEK SEEATTACHED PURLIN DESIGN: L:= 12 • FT ROOF DECK TO SPAN 5' BETWEEN PURLINS THEREFORE... W:= 5•FT•(DL + LL) + 2•PLF W = 172•PLF 2 M:= W • (L) M = 2476.8 • FT • LB 10 Wu := 5•FT•(Pu - 2•PSF) - 2•PLF Wu = 119.7•PLF 2 MLI:- Wu--() Mu = 1723.68 -FT -LB 10 USE'Z' 6" X 2 112" X 16 GA. PURLINS Sx:= 1.213 -Cl fb := M fb = 24502.556 -PSI < Fb=30000PSI OK Sx d:= 6 -IN ly := 1.08•IN4 8 Cb := 1.0 K .65 Cb-a-w-E•d• ly Fe := 2 (L•1)2-Sx-2•K 2.78•Fy= 139000•PSI THEREFORE Fbup := Fe Fe = 28849.456 -PSI 56 - Fy = 28000 • PSI C3.1.2.1-15 Fy := 50 -KSI Fbup = 28849.456•PSI C3.1.2.1-4 PERAISI DESIGN MANUAL Fbu := if(Fbup < Fy, Fbup..6, Fy-.6) Mu fbu := --- fbu = 17052.069•PSI < Fbu = 17309.674•PSI Sx THEREFORE BRACE AT MIDSPAN DESIGN CONTINUITY SPLICE: M = 2476.8 -FT -LB usF 3#12 TEKS 18" APART Ma:=619-LB•3-1.5FT Ma=2785.5•FT•LB M =0.889 OK Ma POST DESIGN: P:= W. L P = 2064 -LB USE V POSTS PERATTACHED FOR HEIGHTS POST TO PURLIN CONNECTION DESIGN: P = 2064 -LB us1J 4#12 TEKS P Pa := 619.4 -LB Pa = 2476•LB -- = 0.834 OK Pa POST TO BASE AT CONCRETE SLAB Pup := Wu.L Pup = 1436.4.1-6 USE (3)#12 TEKS AT BASE PLATE TO POST AND (2)1/2" 0 KB -TZ AT BASE PLATE TO SLAB Pupa:= 1560•.6.2 -LB WITH SPECIAL INSPECTION Pupa =1872•LB PER ICC 1917 ATTACHED OK 9 DESIGN LOADS: Ll-:= 30•PSF STRUCTURAL CALCULATIONS FOR 5 FT V), 4 FT GRID DL:= 4•PSF WIND LOADING tr 135 MPH, EXPOSURE C FROM (ASCE?-10) VERTICAL (ROOF UPLIFT) VU:=-36.4•.6•PSF VU=-21.84•PSF Pu := -Vu MATERIAL SPECIFICATIONS: STEEL - Fy = 50 KSI BOLTS -A-307 QUALITY SCREWS - # 12 TEK (UNLESS NOTED OTHERWISE) ROOF DECK DESIGN: USE 24 GAGE ULTRA -D E K SEE ATTACHED PURLIN DESIGN: L:= 12 -2 -FT ROOF DECK TO SPAN 5'B ETWEEN PURLINS THEREFORE... W:= 5-FT•(DL + LL) + 2•PLF W = 172-PLF 2 M:= W.— M = 9907.2•FT•LB 10 Wu := 5•FT•(Pu - 2•PSF) - 2•PLF Wu = 97.2•PLF 2 Mu := Wu• (—) Mu = 5598.72 -FT -LB 10 USE'Z' 10" X 2 1/2" X 12 GA. PURLINS Sx := 4.434 -Cl fb := M fb = 26812.449, PSI < Fb=30000PSI OK Sx d:= 10 -IN ly:= 1.968•IN4 10 I f Cb := 1.0 K:= .65 Cbz zr E•d Py 2 Fe .= (L•.33)2•Sx•2•K 2,78-Fy = 139000 -PSI THEREI'ORE Fbup := Fe Fe = 55025.622. PSI 03.1.2.1-15 Fy 50 -KSI 56 - Fy = 28000 • PSI Fbup = 55025.622•PSI C3.1.2.1-4 PER AISI DESIGN MANUAL Fbu := if(Fbup < Fy, Fbup•.6, Fy-.6) Mu fbu := — fbu = 15152.152 -PSI < Fbu = 30000 -PSI Sx THEREFORE BRACE AT MIDSPAN DESIGN CONTINUITY SPLICE: M = 9907.2•FT•LB USE 7#12 TEKS 30" APART M Ma:- 619.LB.7.2.5.FT Ma = 10832.5•FT-LB —0.915 OK Ma POST DESIGN: P:= W • L P = 4128 -LB USE 'C' POSTS PER ATTACHED FOR HEIGHTS POST TO PURLIN CONNECTION DESIGN: P=4128 -LB USE 7#12 TE KS Pa := 619.7 -LB Pa = 4333 • LS P = 0.953 OK Pa POST TO BASE AT CONCRETE SLAB Pup := Wu•L Pup = 2332.8•LB USE (3)#12 TEKS AT BASE PLATE TO POST AND (3) 1/2" � KB -TZ AT BASE PLATE TO SLAB Pupa:- 1560•.6.3•LB WITH SPECIAL INSPECTION Pupa =2808•LB PER ICC 1917 A17ACHED OK IE QL 4 4P SECTIONAL PROPERTY DETERMINATION FOR SECTIONAL PROPERTY DETERMINATION FOR Ap - 4 -IN Ap =4•IN Bp = 2.5. IN Bp = 2.5 -IN Cp = 0.773 • IN Cp = 0.773• IN t = 0.059 -IN t = 0.059 -IN R = 0.188 -IN R = 0.188 -IN A = 0.586-S1 Ad := A-2 Ad = 1,173IN2 Ix = 1.559•IN4 Ixd := Ix -2 Ixd = 3.119IN4 Sx = 0.78•CI Sxd := Sx•2 Sxd = 1.559IN3 rx= 1.631 -IN rx= 1.631 -IN ly — 0.532•IN4 lyd :_ {ly + A.xb2}-2 Iyd = 2.055 IN' Sy = 0.337•CI Syd := Syd = 0.822IN3 Bp p ry = 0.953.IN l ryd m= 1.383. I N ryd := d = 1.324 IN xb = 0.919 -IN J = 0.001 -IN 4 Jd = 0.001 IN Cw = 2.244.IN6 Cwd = 8.067IN6 j = 2.936. IN rod :=Ixd2 + lyd2 rOd = 3.735IN4 x0 = —2.302 -IN r0 = 2.978 -IN Ma:= Sx.Fy-.6 Mad:= Sxd•Fy-.6 Ma = 1949.313•FT•LB Mad = 3898.627 -FT -LB f Mas:= Sx•Fy,.6.1.33 Mads:= Sxd•Fy..6.1.33 Mas = 2592.587- FT • LB Mads = 5185.174 • FT • LB SINGLE POST DESIGN FIND ALLOWABLE AXIAL LOAD FOR "C" 'C' Ap = 4 • IN X Bp = 2.5 • I N X 16 GA. 2001 AISI MANUAL Fy = 50000 • PSI D:= Ap B:= Bp d:= Cp Rx:- rx Ry := ry RO := rO XO := x0 ly:= 12 -FT Ix:= 12. FT G:= 11300•KSI K:= 1.0 FIND ALLOWABLE STRESS FOR SECTION 2 F — = 0.385 < 0.8 Fel = Fell = 12744.957•PSI Iy ET CK. ly �2 S:= 128 • Rv 2 E S = 90.894 > vex.- hex = 37345.769• PSI ix, 2 CK Rx� 1 E•Cw vt := [A �2 G J + 6t = 7537.808 • PSI R02 (K -1y)2 X02 (i=0.402 R02 Fe2 := 1 •[(vex + (Tt) - (a•ex + vt)2 - 4•{3•vex•vt, 2.0 Fe2 = 6670.72•PSI Fell = 12744.957•PSI Fe := Fe2 Fn:= Fe2 I FIND EFFECTIVE AREA (Ae) FLANGES: dL:= (d - R - t) d = 0.773•IN Is:= dL3• t Is=0.001•IN4 12 wf:= B -2•R -2•t wf=2.007•IN d — = 0.385 < 0.8 wf ET S:= 128 • B4.2 wf S = 90.894 > = 34.017 t SECTION C4 Xc:= Fn Fy Xc = 2.738 <1.5 .877 Fn := • Fy 2 t �c Fn :_ .658 ac • Fy Fn = 2170.164•PSI 2 Fn := if Xc < 1.5, .658 Fy, 872 Fy Xc Fn = 5850.222•PSI > S •.328 = 29.813 13 THEREFORE W'� 3 if S < , 115 • T + 5]. , 399 • t — .328 •t4 n:if�S<wf,1,1 t 3 2) S d = 0.7731N 1 k1 :_[4.82 - 5.(-d �a�n + .43 k1 = 112.535 J] l j TABLE B4.2 k2 := 3.57 + .43 k2 = 4 k:= if (k2 < k1 , k2, k1) 2 2 Fcr := k(� Fcr = 92165.502. PSI 12.1 -.3 2 ) Fn a = 0.252 < .673 .22 Fcr � p# = pf = 0.503 THEREFORE FLANGES ARE FULLY EFFECTIVE Wf := (wf.Pfl WEB ww:= D -2•R -2•t 2 ( 12 Fcr := k-2 IJ 12.1 -.3 1 Fcr = 30185.03 • PSI X:=FF X= 0.44 <.673 r X = 0.44 <.673 THEREFORE WEB FULLY EFFECTIVE .22 1 -- pw := pw = 1.136 x Ww := (ww• pw) LIPS: dL= 0,526. IN 2 2 E k:= .43 Fcr := k• dL) Fcr = 143970.944•PSI 2 12•(1 - .3 Fn X:= a = 0.202 Fcr <.673 X = 0.202 <.673 THE, REFORE LIPS ARE FULLY EFFECTIVE Ae := A Ae = 0.586 -SI A = 0.5861N2 DETERMINATION OF Pa ly = 144 IN pn := Ae•Fn Qc := 1.8 n Pa: - p Qc Pa = 1906 LB BRACED IN WEAK AXIS AT ly= 1441N 14 a f SECTIONAL PROPERTY DETERMINATION FOR SECTIONAL PROPE RTY DETERMINATION FOR Ap = 4 -IN Bp = 2.5 -IN Cp = 0.773 -IN t = 0,059 -IN R = 0,188 -IN A = 0.586 -SI Ix = 1.559•IN4 Sx = 0.78 - Cl rx= 1.631 -IN ly = 0.532•IN4 Sy = 0.337 -Cl ry = 0.953,IN m = 1.383 1N xb = 0.919 -IN J = 0.001 •IN4 Cw = 2.244•IN6 j = 2.936, IN xO = —2.302 -IN rO = 2.978 -IN Ma:= Sx•Fy•.6 Ma = 1949,313 -FT -LB Mas:= Sx•Fy•.6.1.33 Mas = 2592.587• FT • LB Ap = 4 -IN Bp = 2.5 -IN Cp = 0.773• IN t = 0.059 -IN R = 0.188•IN Ad := A-2 Ixd := Ix -2 Sxd := Sx•2 rx = 1.631 IN lyd := (ly + A xb2) •2 Syd :_ lydBp FAdlydryd Jd = 0.001 IN Cwd = 8.067IN6 rOd := 112 + lyd2 Mad := Sxd•Fy•.6 Mad = 3898.627•FT, LB Ad = 1.173IN2 lxd = 3.119IN4 Sxd = 1.559IN3 lyd = 2.055IN4 Syd = 0,8221N3 ryd = 1.3241N rOd = 3.735 IN Mads := Sxd•Fy•.6.1.33 Mads = 5185.174 -FT -LB 15 SINGLE POST DESIGN FIND ALLOWABLE AXIAL LOAD FOR "C" 'C' Ap = 4•INX Bp = 2.5•IN X16 GA. 2001 AISI MANUAL Fy = 50000•PSI D:= Ap B:= Bp d:= Cp Rx := rx Ry := ry RO:= rO XO := x0 ly := 11 -FT Ix := 11 -FT G:= 11300 -KSI K:= 1.0 FIND ALLOWABLE STRESS FOR SECTION �r2•E Fel := Fel = 15167.553•PSI I l2 CK Rv J E �r2 vex = 44444.551, PSI Ix 2 CK Rx) 1 vt :_ 72•E•Cw G •J + vt = 8689.578 • PSI A•R02 (K•Iy)2 X02 0.402 R02 Fel := 3 •[(6ex + at) - (vex + vt)2 - 4•(3•vex•vt] 2•p Fel = 7719.653 • PSI Fel = 15167.553•PSI SECTION C4 Fe := Fe2 Fn := Fe2 >,c:=LXc = 2.545 Fn <1,5 .877 Fn := • Fy 2 2 Fn :_ Xc �c .658 •Fy Fn = 3323.714•PSI FIND EFFECTIVE AREA (Ae) 2 877 FLANGES: dL :_ (d - R - t) d = 0.773• IN Fn := if Xc < 1.5 , .658Xc Fy, , Xc2 FY) Is:= dL3• t Is-O.00l IN Fn=6770.136•PSI 12 wt:=B-2•R-2•t wf=2.007•IN d — = 0.385 < 0.8 wf E S:= 1.28• Fn B4.2 wf S = 84.493 > — = 34.017 > S •.328 = 27.714 t 16 ' I THEREFORE wf � t 4 tiflS<-,-,11la:= ]3.t4wf if S < 115 • + 5 t 399 • .328 1 t 3 2J # S S— d = 0.7731N k1 :_ [4.$2 — 5 - I In + .43 k1 = 55.954 �JJ la l 1 xABI,E B4.2 k2:= 3.57 + .43 k2 = 4 k:= if (k2 <k1,k2,k1) 2 2 Fcr:= k•E •I j 12.(1—.3 2 ) \wf1J Fcr = 92165.502•PSI —FFnr <.673 � :— �. = 0.271 22 1 — pf :_ pf = 0.695 THEREFORE FLANGES ARE FULLY EFFECTIVE - Wf:= (wf•pf) WEB ww := D -- 2-R — 2-t 2l E 2 Fcr:= k• •�/ Fcr =30185.03•PSI 12.1 —.3 2 r�Fn = 0.474cr <,673a:_X X = 0.474 <.673 { THEREFORE WEB FULLY EFFECTIVE .22 1 -- pw :_ pw = 1.131 Ww :_ (ww•pw) LIPS: dL = 0.526 -IN 2 2 E t k:= ,43 Fcr:= k• Fcr = 143970.944• PSI 2)' 12.1 —.3 Fn = X 0.217 Fcr <.673 X=0.217 <.673 THEREFORE LIPS ARE FULLY EFFECTIVE Ae := A Ae = 0.586•SI A = 0.586IN2 DETERMINATION OF Pa ly = 132 IN pn:= Ae•Fn Qc := 1.8 pn Pa ,= Qc Pa = 2205 LB BRACED IN WEAKAXIS AT ly= 132 IN 17 KIWI 11 CONSTRUCTION STRUCTURAL CALCULATIONS FOR 29 GA METAL SHEAR WALLS DESIGN LOADS: LL:= 20-PSF WIND LOADING HORIZONTAL (TRANSVERSE) HORIZONTAL --> Vs031. 7 Vs = 0 022 DL:= 2,PSF X:_ .6 HT:= 43.3•PSF.a HT - 25.98,PSF Pw := HT Pw - 25.98 •PSF - W:= 49 -FT DESIGN FOR W = 49 - FT WIDE BUILDING W/SHEAR WALLS AT S = 10 • FT O/C Ww := Pw-(H) ) Ww = 168.87 • PLF S:= 10 -FT MAX. H:= 13 -FT Ws := (4-PSF-W + 15-PSF• 2 + 15•PSF 2) -Vs Ws = 8.485-PLF NOTE WIND GOVERNS V:= Ww-S V = 1688.7 - LB AT EACH V SHEARWALL v:= v=43.3•PLF W - 10 -FT USE 29 GA. METAL. PARTITION ATTACHED TO POSTS WITH (7)FASTENERS PER PANEL AT EACH POST Pall= 105 PLF OK CHECK BASE SHEAR RESISTED BY 1 /2"� KB -TZ AT 5'-0" O/C Vb:= v -5 -FT Vb=216.5•LB Vail := 11650-.6-1-13 Val[ = 990 -LB PER ICC 1917 ATTACHED CORNER TRACK-----> USE CENTER STUD OF PIER, ATTACH WITH # 12 TEKS AT6" O/C A:= .147•SI F:= F = 562.9-1-13 V H fa := - fa = 3829.252•PSI W- 10 -FT A CHECK OVERTURNING LOW OIC Pup:= F Pup = 562.9. LB Pdn := 1560-.6.1-13 Pdn = 936 -LB HOLD DOWN IS TRACT{ AND POSTS EXPANSION ANCHORED TO FOUNDATION Pup < Pdn = 1 OK I =TRUE, O=FALSE DESIGN HEADER TO CARRY LATERAL LOADTO SHEARWALLS: Ww= 168.87•PLF Ww•S2 M := M = 2110.875•FT-LB 8 USE'C' 4.125"X 3" X 16 GAGE HEADER ATOP ALI, WALLS, MIN. Sx := .85- IN3 fb := M fb = 29800.588•PSI < Fb := 30,KS1 Sx Fb = 30000 -PSI 18 ,5H KIWI II CONSTRUCTION STRUCTURAL CALCULATIONS FOR 29 GAMETAL SHEAR WALLS DESIGN LOADS: Ll-:= 20- PSF WIND LOADING HORIZONTAL (TRANSVERSE) HORIZONTAL --> Vs = 031. 7 Vs = 0 022 DL:= 2-PSF X:= .6 HT:= 43.3•PSF.X HT=25.98-PSF Pw := HT Pw = 25.98-PSF W:= 49 -FT S:= 10•FT MAX. DESIGN FOR W = 49 • FT WIDE BUILDING W/SHEAR WALLS AT S = 10 • FT O/C H:= 15 • FT Ww:= Pw•2� Ww= 194.85•PLF Ws := (4-PSF-W + 15-PSF-2 + 15•PSF 2) -Vs Ws = 9.136•PLF NOTE WIND GOVERNS V:= Ww•S V = 1948.5 -LB ATEACH k/ SHEARWALL V:= V = bl.IbI •F'Lf W — 25 -FT USE 29 GA. METAL PARTITION ATTACHED TO POSTS WITH (7)FASTENERS PER PANEL AT EACH POST Pall= 105 PLF OK CHECK BASE SHEAR RESISTED BY 1/2"� KB-TZAT 5'-0" O/C Vb := v -5 -FT Vb = 405.937•LB Vail := 1650•.6•LB Vail = 990 -LB PER ICC 1917 ATTACHED CORNER TRACK-----> USE CENTER STUD OF PIER, ATTACH W FH # 12 TEKS AT 6" O/C A:= .147 -SI F:= V•H F = 1217.812 -LB fa := F fa = 8284.439 -PSI LOW OIC W — 25 -FT A CHECK OVERTURNING Pup := F Pup= 1217.812.1-13 Pdn := 1560 -.6.2 -LB Pdn = 1872 -LB HOLD DOWN IS TRACK AND POSTS EXPANSION ANCHORED TO FOUNDATION Pup < Pdn = 1 OIC I TRUE, O=FALSE DESIGN HEADER TO CARRY LATERAL LOAD TO SHEARWALLS: WW = 194,85•PLF Ww-S2 M := M = 2435.625 -FT -LB 8 USE'C' 4.125"X 3" X 16 GAGE HEADERATOPAL.L WALLS, MIN. Sx :_ .854N3 fb := M fb = 34385.294- PSI < Fb := 30 -KSI OK Sx THEREFORE ADD LEDGER Fb = 30000 -PSI 19 KIWI II CONSTRUCTION STRUCTURAL CALCULATIONS FOR 29 GA M ETAL SHE, WALLS DESIGN LOADS: LL:= 20•PSF WIND LOADING HORIZONTAL (TRANSVERSE) HORIZONTAL --> V 031 7 Vs — 0 022 DL:= 2•PSF X:= .6 HT:= 43.3•PSF•X HT=25.98•PSF Pw := HT Pw = 25.98•PSF s'— . — W:= 49 -FT S:= 10 -FT DESIGN FOR W = 49• FT WIDE BUILDING W/SHEAR WALLS AT S = 10 • FT O/C Ww:= Pw•(2) Ww= 194.85•PLF Ws := (4-PSF-W + 15•PSF•2 + 15•PSF• 2) Vs Ws = 9.136•PLF NOTE WIND GOVERNS V:= Ww•S V = 1948.5•LB ATEACH V SHEARWALL V:= := v = 81.187 •PLF W — 25 -FT USE 29 GA. METAL PARTITION ATTACHED TO POSTS WITH (7)FASTENERS PER PANEL AT EACH POST Pall= 105 PLF OK CHECK BASE SHEAR RESISTED BY 1 /2" � KB -TZ AT 5'-0" O/C Vb := V -5 -FT Vb = 405.937 • LB Vall := 1650•.6•LB Vall = 990 -LB PER ICC 1917 ATTACHED MAX. H:= 15 -FT CORNER TRACK-----> USE CENTER STUD OF PIER, ATTACH WITH #12 TEKS AT 6" O/C A:= .147•SI F:= V H F = 1217.812 • LB fa := F fa = 8284.439 • PSI LOW OIC W — 25 -FT A CHECK OVERTURNING Pup := F Pup = 1217.812•LB Pdn := 1560•.6.2•LB Pdn = 1872 -LB HOLD DOWN IS TRACK AND POSTS EXPANSION ANCHORED TO FOUNDATION Pup <Pdn=1 OK 1=TRUE, O=FALSE DESIGN HEADER TO CARRY LATERAL LOAD TO SHEARWALLS: Ww = 194.85•PLF Ww•S2 M := M = 2435.625 -FT -LB 8 USE'C' 4.125 "X 3" X 16 GAGE HEADER ATOP ALL WALLS, MIN. Sx := .85 • I N3 fb := M fb = 34385.294 -PS] < Fb := 30 • KSI OK Sx THEREFORE ADD LEDGER Fb = 30000 • PSI 20 KIWI li CONSTRUCTION STRUCTURAL CALCULATIONS FOR 29 GAMETAL SHEAR WALLS, BLDG B DESIGN LOADS: LL := 20-PSF WIND LOADING HORIZONTAL (TRANSVERSE) HORIZONTAL –> Vs •= 031.7 Vs — 0 022 DL:= 22PSF X:= 6 HT:= 43.3•PSF•X HT = 25.98-PSF Pw := HT Pw = 25.98 • PSF W := 34 -FT S:= 10 • FT MAX. DESIGN FOR W = 34• FT WIDE BUILDING W/SHEAR WALLS AT S = 10 , FT O/ C H:= 12 -FT H Ww := Pw-2 Ww = 155.88 • PLF Ws := 14•PSF•W + 15•PSF•H + 15-PSF. 2) •Vs Ws = 6.857-PLF NOTE WIND GOVERNS V:= Ww•S V= 1558.8•LB ATEACH V SHEARWALL V:= — v = 45.847 • PLF W USE 29 GA. METAL PARTITION ATTACHED TO POSTS WITH (7)FASTENERS PER PANEL AT EACH POST Pall= 105 PLF OK CHECK BASE SHEARRESISTED BY 1/2'� KB -TZ AT 5'-0" O/C Vb := V -5 -FT Vb = 229.235 • LB Val] := 1650-.6.1-13 Vail = 990 -LB PER ICC 1917 ATTACHED CORNER TRACK-----> USE CENTER STUD OF PIER, ATTACH WITH # 12 TEKS AT 6" O/C A:=.147 -SI V•H F F:= F = 550.165•LB fa = -- fa = 3742.617•PSI LOW OK W A CHECK OVERTURNING Pup:= F Pup = 550.165•LB Pdn := 1560•.6-1-13 Pdn = 936 -LB HOLD DOWN IS TRACKAND POSTS EXPANSIONANCHORED TO FOUNDATION Pup < Pdn = 1 OIC I=TRUE, 0=FALSE DESIGN HEADER TO CARRY LATERAL LOAD TO SHEARWALLS: Ww= 155.88•PLF Ww • S2 M:= M = 1948.5•FT•1-13 8 USE'C' 4.125 "X 3" X 16 GAGE HEADER ATOP ALL WALLS, MIN. Sx := .85 -IN 3 M fb := — fb = 27508,235 -PSI < Fb := 30 -KSI OK Sx Fb = 30000 -PSI ff KIWI 11 CONSTRUCTION STRUCTURAL CALCULATIONS FOR BLDGA 29 GAMETAL SHEAR WALLS, LONG. DESIGN LOADS: LL:= 20•PSF DL:= 2•PSF WIND LOADING X:= 1.0 HORIZONTAL (TRANSVERSE) HT := 25.98•PSF.X HT = 25.98• PSF HORIZONTAL --> Pw := HT Pw = 25.98•PSF Vs := .031 •.7 Vs = 0.022 W:= 214 -FT S:= 25 -FT MAX. DESIGN FOR W = 214 • FT WIDE BUILDING W/SHEAR WALLS AT S = 25 • FT O/C H:= 13 -FT Ww:= Pw•(H) Ww=168.87-PLF Ws:= (4-PSF.VV + 15•PSF•2 + 15•PSF• 2)•Vs NOTE WIND GOVERNS V:= Ww•S V = 4221.75•1-13 V V:= v = 22.944-PLF W — 5•FT•6 Ws = 22,807•PLF AT EACH SHEARWALL USE 29 GA. METAL PARTITION ATTACHED TO POSTS WITH (7)FASTENERS PER PANEL AT EACH POST Pall= 105 PLF OK CHECK BASE SHEAR RESISTED BY 1/2"� KB-TZAT 5'-0" O/C Vb := v -5 -FT Vb = 114.721 -LB Vail := 1650-.6-1-13 Va[I = 990 • LB PER ICC 1917 ATTACHED CORNER TRACK-----> USE CENTER STUD OF PIER, ATTACH WITH # 12 TEKS AT 6" O/C F:= V H F = 298.276 • LB W — 5 -FT -6 CHECK OVERTURNING A:= .147•SI fa := F fa = 2029.087•PSI LOW OK A Pup := F Pup = 298.276•LB Pdn := 1560•.6 -LB Pdn = 936•LB F HOLD DOWN IS TRACT{ AND POSTS EXPANSION ANCHORED TO FOUNDATION Pup < Pdn = 1 OK 1=TRUE, 0=I+ALSE 22 CHECK PIERS AT BACK: W:= 214 -FT S:= 12.5 -FT MAX. DESIGN FOR W = 214 • FT WIDE BUILDING W/SHEAR WALLS AT S = 12.5 • FT O/C H:= 13 -FT Ww:= Pw•�2� Ww=168.87•PLF NOTE WIND GOVERNS V:= Ww•S V = 2110.875•LB AI' EACH V SHEARWALL V:= v = 47.974 - PLF 4-FT•11 USE 24 GA. METAL SKIN ATTACHED TO POSTS WITH FASTENERS AT 6" OIC AT EDGES, 12" OIC IN FIELD Pall= 156 PLF OK CORNER TRACK-----> USE CENTER STUD OF PIER, ATTACH WITH # 12 TEKS AT 6" O/C A:= .147•SI V•H F F:= F = 623.668, LB fa := — fa = 4242.637 • PSI LOW OK 4�FT.11 A CHECK OVERTURNING Pup:= F Pup =623.668•LB Pdn := 1560•.6•LB Pdn =936 -LB HOLD DOWN IS TRACK AND POSTS EXPANSION ANCHORED TO FOUNDATION Pup < Pdn = 1 OK 1=TRUE,O=FALSE CHECK FRONT SHEAR: W:=214 -FT S:= 12.5 -FT MAX. DESIGN FOR W = 214 • FT WIDE BUILDING W/SHEAR WALLS AT S = 12.5 • FT O/C H:= 13 -FT Ww := Pw-(2) Ww = 168.87 • PLF NOTE WIND GOVERNS V:= Ww•S V = 2110.875•LB ATEACH V SHEARWALL V:= v = 68.093 • PLF (16+7+8) -FT USE 24 GA. METAL SKIN ATTACHED TO POSTS WITH FASTENERS AT 6" OIC AT EDGES, 12" OIC IN FIELD Pall= 156 PLF OIC CORNER TRACK ----> USE CENTER STUD OF PIER, ATTACH WITH 912 TEKS AT 6" OIC A:=.147 -SI V•H F F:= F = 885.206•LB fa :_ — fa = 6021.807•PSI LOW OK (16+7+8)•FT A CHECK OVERTURNING Pup := F Pup = 885.206•LB Pdn := 1560,_6.LB Pdn = 936 -LB HOLD DOWN IS TRACKAND POSTS EXPANSION ANCHORED TO FOUNDATION Pup < Pdn = 1 OK 1=TRUE, 0 FALSE 23 KIWI II CONSTRUCTION STRUCTURAL CALCULATIONS FOR 29 GA METAL SHEAR WALLS, BLDG B DESIGN LOADS: DL:= 2•PSF WIND LOADING X:= .6 HORIZONTAL (TRANSVERSE) HT:= 43.3•PSFA HT=25.98•PSF HORIZONTAL --> Pw := HT Pw = 25.98•PSF Vs := .031-.7 Vs = 0.022 W:= 34 -FT S:= 10 -FT MAX. DESIGN FOR W = 34 • FT WIDE BUILDING W/SHEAR WALLS AT S = 10 • FT O/C H:= 12 -FT Ww:= Pw•(2) Ww= 155.88•PLF Ws := C4•PSF•W + 15•PSF• 2 + 15•PSF• 2) -Vs Ws = 6.857•PLF NOTE WIND GOVERNS V:= Ww•S V = 1558.8 - LB AT EACH V SHEARWALL V:= — v = 45.847 •PLF W USE 29 GA. METAL PARTITION ATTACHED TO POSTS WITH (7)FASTENERS PER PANEL AT EACH POST Pall= 105 PLF OIC CHECK BASE SHEAR RESISTED BY 1/2"+ KB-TZAT 5'-0" O/C Vb := v -6 -FT Vb = 229.235•LB Vail := 1650-.6-1-13 Vall = 990 -LB PER ICC 1917 ATTACHED CORNER TRACK-----> USE CENTER STUD OF PIER, ATTACH WITH 912 TEKS AT 6" O/C A:= .147•SI F:– VH F = 550.165•LB fa := F fa = 3742.617•PSI LOW OIC W A CHECK OVERTURNING Pup := F Pup = 550.165 • LB Pdn := 1560..6 -LB Pdn = 936 •LB HOLD DOWN IS TRACK AND POSTS EXPANSION ANCHORED TO FOUNDATION Pup < Pdn = 1 OK 1 TRUE, O=FALSE DESIGN HEADER TO CARRY LATERAL LOAD TO SHEARWALLS: Ww= 155,88•PLF Ww•S2 M:= M = 1948.5 • FT • LB 8 USE 'C' 4.125 "X 3" X 16 GAGE HEADER ATOP ALL WALLS, MIN. Sx := .85 • I N3 fb := M fb = 27508.235•PSI < Fb := 30 -KSI OIC Sx Fb = 30000 -PSI 24 KIWI II CONSTRUCTION STRUCTURAL CALCULATIONS FOR BLDG B 29 GAMETAL SHEAR WALLS, LONG. DESIGN LOADS: LL:= 20•PSF DL:= 2•PSF WIND LOADING X:= 1.0 HORIZONTAL (TRANSVERSE) HT:= 25.98•PSF.X H-1-=25.98•PSF HORIZONTAL --> Pw := HT Pw = 25.98• PS Vs := .031-.7 Vs = 0.022 W:= 473 -FT S:= 35 -FT MAX. DESIGN FOR W = 473 • FT WIDE BUILDING _W/SHEAR WALLS AT S = 35 • FT O/C H:= 16 -FT Ww := Pw .2 j Ww = 207.84 • PLF Ws := C4•PSF•W + 15•PSF-H + 15•PSF•H)-Vs Ws = 46.264•PLF 2 2 NOTE WIND GOVERNS V:= Ww • S V = 7274.4 • LB AT EACH V SHEARWALL V:= v = 17.961 •PLF W —68•FT USE 29 GA. METAL PARTITION ATTACHED TO POSTS WITH (7)FASTENERS PER PANEL AT EACH POST Pall= 105 PLF OK CHECK BASE SHEAR RESISTED BY l /2 "� KB -TZ AT 5'-0" O/C Vb := v•5 -FT Vb = 89.807 -LB Vail := 1650..6 -LB Vali = 990 -LB PER ICC 1917 ATTACHED CORNER TRACK-----> USE CENTER STUD OF PIER, ATTACH WITH #12 TEKS AT 6" O/C A := .147•SI V -H F F:= F = 287.384•LB fa := -- fa = 1954.991 -PSI LOW OK W — 68 -FT A CHECK OVERTURNING Pup:= F Pup =287.384•LB Pdn:= 1560•.6•LB Pdn=936-LB HOLD DOWN IS TRACKAND POSTS EXPANSION ANCHORED TO FOUNDATION Pup <Pdn=1 OK I = TRUE, 0=FALSE 25 DESIGN LOADS: SEISMIC LOADING KIWI 11 CONSTRUCTION LATERAL DESIGN AT SIDEWALLS BLDG B WIND := 25.98•PSF HORIZONTAL (MAXIMUM) WIND = 25.98•PSF V:= .031 V = 0.031 BUILDING DIMENSIONS: HEIGHT :-= 16 -FT H:= HEIGHT WIDTH := 25 -FT W := WIDTH DISTRIBUTION OF LOADS HEIGHT Ww:= •WIND Ww = 207.84 •PLF 2 Ws := Ww USE HORIZONTAL TRUSS TO CARRY LATERAL LOADS TO SHEARWALLS FIND MEMBER FORCES L:= W N:= 4 NUMBER OF TRUSSES RESISTING LOAD Mtr := Ws L2 Fcm L — 5 -FT :_ L Ws 2•N N Mtr = 16237.5 -FT -LB Fcm = 1039.2113 Mtr 1 102 + 102 Fch 10 FT Fdiag := Fcm 10 Fch = 1623.75113 Fdiag = 1469.651 • LB CHECK "C" 16 GA. IN COMPRESSION A:=.059 -7.25 -SI Fch —=3796.026•PSI BRACED BYPARTITION OK A CHECK 17"4"X211XI6 GA. PURLIN IN COMPRESSION: Fcm = 1039.2 -LB fa := Fcm fa = 2025.731 -PSI VERY LOW OK .513•IN2 26 SIZE DIAGONALS Fdiag = 1469.651 •LB USE 4 "XI 6 GA. FLAT STRAP A:= .059.4•Si Fall:= 50000..6-PSI•A Fall = 7080 -LB OK DESIGN DIAGONAL CONNECTIONS USE (3)#12 TEK SCREWS AT ENDS 619.3•LB = 1857•LB > Fdiag = 1469.651 •LB OK 27 KIWI II CONSTRUCTION STRUCTURAL CALCULATIONS FOR 29 GAMETAL SHEAR WALLS, BLDG C DESIGN LOADS: LL:= 20•PSF DL:= 2•PSF WIND LOADING X:= .6 HORIZONTAL (TRANSVERSE) HT:=43.3•PSF•X HT=25.98•PSF HORIZONTAL --> Pw := HT Pw = 25.98• PSF Vs := .031-.7 Vs = 0.022 W:= 19 -FT S:= 10•FT MAX. DESIGN FOR W = 19 • FT WIDE BUILDING W/SHEAR WALLS AT S = 10 • FT O/C H:= 11.5 -FT Ww:= Pw•(2J Ww= 149.385•PLF Ws := (4-PSF-W + 15•PSF• 2 + 15-PSF• 2) -Vs Ws = 5.392-PLF NOTE WIND GOVERNS V:= Ww • S V = 1493.85.1-6 AT EACH V SHEARWALL V:= — v = 78.624•PLF W USE 29 GA. METAL PARTITION ATTACHED TO POSTS WITH (7)FASTENERS PER PANEL AT EACH POST Pall= 105 PLF OK CHECK BASE SHEAR RESISTED BY 1/2"� KB -TZ AT 5'-0" O/C Vb := v -5 -FT Vb = 393.118-1-13 Vail := 1650 -.6 -LB Vall = 990 -LB PER ICC 1917 ATTACHED CORNER TRACK-----> USE CENTER STUD OF PIER, ATTACH WITH # 12 TEKS AT 6" O/C A:=.147 -Sl F:= V—H F = 904.172 -LB fa := F fa = 6150.832 -PSI LOW OK W A CHECK OVERTURNING Pup := F Pup = 904.172•LB Pdn := 1560•.6.1-13 Pdn = 936 -LB HOLD DOWN IS TRACK AND POSTS EXPANSION ANCHORED TO FOUNDATION Pup < Pdn = 1 OK 1=TRUE, O=FALSE DESIGN HEADER TO CARRY LATERAL LOAD TO SHE- ARWALLS: Ww= 149.385•PLF Ww•S2 M:= M = 1867.312 -FT -LB USE'C' 4.125"X 3" X 16 GAGE HEADER ATOP ALL WALLS, MIN. Sx :_ .85•IN3 fb := M fb = 26362.059•PSI < Fb := 30•KSI OIC Sx Fb = 30000- PSI 28 T ��'� L3 Lny S 6 )C-- 13'7 KIWI II CONSTRUCTION 7193116 28177 KELLER ROAD MURRIETA, CA 92563 (877) 465-4942 (951) 301-8975 (951) 301-4096 FAX ATTN: ART LEON STRUCTURAL CALCULATIONS FOR CARLSON MARSHALL ST SELF STORAGE, OFFICE 4910 MARSHALL ST. WHEAT RIDGE, CO 80033 DESIGN LOADS (PER "2012" IBC): GROUND SNOW LOAD... GL:= 30-PSF H:= 30 -FT ROOF LIVE LOAD ............ LL := 30-PSF ROOF DEAD LOAD......... DL := 4- PSF WIND LOADING cr 135 MPH, EXPOSURE C FROM (ASCE7-10) :_ .6 0.6 FACTOR FOR ASD HORIZONTAL (TRANSVERSE), TABLE 27.6-1 HT := 49.9•PSF•X HT = 29.94• PSF VERTICAL (ROOF UPLIFT), TABLE 27.6-2 VO :=—16.9•PSF•X VO =—10.14•PSF SEISMIC LOADING 1:= 1.0 SS := .19 MAX. GROUND MOTION Sl := .06 MAX. GROUND MOTION F,:= 1.6 SITE COEFFICIENT Fv := 2.4 SITE COEFFICIENT SMS := F, -SS SMS = 0.304 SMI := Fv•S1 SMI = 0.144 SDS := 3 'SMS SDS = 0.203 SDI := 3 'SMI SDI = 0.096 R:= 6.5 RESPONSE MODIFICATION COEFE (ASCE7-10 TABLE 12.2-1) SHEARWALLS SEISMIC DESIGN CATEGORYB SEISMIC FACTOR FOR BUILDING SDS Cs := P Cs = 0.031 (ASCE7-10 12.8-2) Csmin := .044 -SDS -1 Csmin = 0.009 (ASCE7-10 12.8-5) I SOILS ........ .................... FOUNDAI'ION DESIGN BY OTHERS. 29 ASCE 7-10 MAIN WIND FORCE RESISTING SYSTEM: ENCLOSED V:= 135 MPH h:= 30•FT CATEGORY U EXPOSURE C WALLS Kd := .85 TABLE 26.6-1 Kzt := 1.0 SECTION 26.8.2 Kh := .98 TABLE 27.3-I Kz := Kh GCpi := -.18 PER FIGURE 26.1 1-1 G:= .85 SECTION 26.9.4 Cpw := .8 WINDWARD Cp FIGURE 27.4-1 WALLS col:_ -.5 LEEWARD Cp FIGURE 27.4-1 WALLS Cp := Cpw - Cpl qz := .00256.Kz•Kzt.Kd•V2 qz = 38.864 EQ. 27.3-1 p:= gz.PSF-(G-Cp - GCpi) p = 49.941 •PSF EQ 27.4-1 ROOF FIGURE 27.4-1 ROOF Cpl :=.9 ATEDGE Cpl := .5 NEXT AREA IN Cp3 := .3 AT INTERIOR AREA pl := gz•PSF•(G•Cpl - GCpi) pl = 36,727-PSF p2:- gz•PSF•(G-Cp2 - GCpi) p2 = 23.513-PSF p3 := qz-PSF•(G-Cp3 - GCpi) p3 = 16.906•PSF PARAPETS SECTION 27.4.5 Pp := 1.5•p Pp = 74.911 •PSF Pp..6 - 44.947-PSF OVERHANGS: SECTION 27.4.4 Cpoh := .8 pOH := pl + gz•PSF•(G,Cpoh) pOH = 63.155-PSF 30 COMPONENTS AND CLADDING: CHAPTER 30 PART 1, SECTION 30.4 WALLS FIGURE 30.4-1 TEN SQUARE FEET NOTE VALUES MAY BE REDUCED I0% WHEN SLOPE IS LESS THAN 10 DEGREES LEEWARD ADJ := .9 GCpc := —1.4 •ADJ GCpc = —1.26 ATCORNERS GCpint := —1.1 •ADJ GCpint = —0.99 ATINTERIOR REGIONS pc := gz•PSF.(GCpc+ GCpi) pc ——55.965•PSF EQ30.4-1 pint=gz-PSF•(GCpint+GCpi) pint= --45.471•PSF WINDWARD GCpw := 1.0•ADJ GCpw = 0.9 pcw:= gz.PSF-(GCpw — GCpi) pcw = 41.974-PSF ROOF FIGURE 30.4-2A 10 SF GCper:= —2.8 ATCORNERS GCper:= —1.8 ATEAVES GCpintr := —1.0 ATINTERIOR per:= gz.PSF•(GCper+ GCpi) per=-115.816•PSF per:=gz-PSF•(GCper+GCpi) per =-76.952•PSF pintr:� gz•PSF•(GCpintr+ GCpi) pintr=-45.86•PSF ROOF FIGURE 30.4-2A50 SF GCper:= —1.6 ATCORNERS GCper := —1.3 ATEAVES GCpintr —.95 Ar INTERIOR per5:=gz.PSF•(GCper+GCpi) per5=-69.179.PSF per5:= qz-PSF•(GCper+ GCpi) per5=-57.519-PSF pintr5:= gz•PSF.(GCpintr+GCpi;pintr5=-43.917-PSF ROOF FIGURE 30.4-2A 100 SF GCper:= —1.1 ATCORNERS GCper :_ —1.1 ATEAVES GCpintr := --.9 AT INTERIOR i per:= gz•PSF•(GCper+GCpi) per=-49.746•PSF per:= gz•PSF•(GCper+GCpi) per =-49.746•PSF pintr := qz • PSF • (GCpintr + GCpi) pintr = —41.974 • PSF PARAPETS: SECTION 30.9 'PEAR AWAY FROM ROOF, LOAD CASE B VALUES FOR 10 SF pB = pint - pcw pB = -87.445 PSF PUSH INTO ROOF, LOAD CASE A pA := pcw - per pA - 91.72•PSF 32 KIWI 11 CONSTRUCTION 28177 KELLER ROAD MURRIETA, CA 925 63 (877) 465-4942 (95 1) 301-8975 (951) 301-4096 FAX ATT'N: ART LEON,ARTa KIWICONS`I'RUCI'ION.COM JOB NAME: SIMPLE PURLIN SPAN, 16' DESIGN LOADS: ROOF LTVE LOAD RLL := 30 - PSF ROOF DEAD LOAD RDL := 6 • PSF MATERIAL SPECIFICATIONS: STEEL - Fy = 50 KSI BOLTS -A-307 QUALITY SCREWS - # 12 TEKS MOMENT. L:= 16 -FT w:=(RLL +RDL)•5•FT+5•PLF w=185,PLF w•L2 M:= M - 5920 -FT -LB 8 SECTION MODULUS REQUIRED: Sxreq := M Sxreq = 2.368 IN 30•KSI USE'Z' 8"X2.5"X12 GAGE BEAM Sx:= 3.347-IN3 DESIGN CONNECTIONS: L R:= w — R = 2960 LB 1 USE MINIMUM (5)#12 TEKSATEACH END Rall := 619 -LB -5 Rall = 3095 LB I 33 Pu:= 45.8 .6-PSF d:= 8 IN ly:- 1.967-IN4 Wu := 5•FT•(Pu - RDL•.6) - 5•.6-PLF Wu = 116,4 PLF L2 mu.- Wu — Mu = 3724,8 -FT -LB 8 Cb := 1.0 K:- .65 Cb yr -w- E • d. ly Fe:= 2 Fe= 57127.416•PSI C3.1.2.1-15 Fy:= 50•KSI (L•.5)2•K.Sx•2 2.78•Fy= 139000 -PSI .56•Fy=28000•PSI THEREFORE Fbup := Fe Fbup = 57127.416 -PSI C3.1.2.1-4 PER AISI DESIGN MANUAL Fbu := if(Fbup < Fy, Fbup-.6, Fy•.6) fbu := Mu fbu = 13354,526 -PSI < Fbu = 30000 -PSI Sx THEREFORE BRACE AT MIDSPAN 34 KIWI II CONSTRUCTION 28177 KELLER ROAD MURRIETA, CA 92563 (877) 465-4942 (951)301-8975 (951)301-4096 FAX ATTN: ART LEON, ART@KMCONSTRUCTION.COM 10 FT SIMPLE BEAM SPAN, 15 FT TRIBUTARY DESIGN LOADS: ROOF LIVE LOAD RLL := 30•PSF ROOF DEAD LOAD RDL := 6• PSF MATERIAL SPECIFICATION& STEEL - Fy = 50 KSI BOLTS -A-307 QUALITY SCREWS - #12 TEKS MOMENT: L:= 10• FT w:= (RLL+ RDL)•15•FT+5•PLF w=545.PLF w -L2 M:= M=6812.5•FT- LB 8 SECTION MODULUS REQUIRED: Sxreq := M Sxreq = 2.725IN 3 30 -KSI MOMENT OF INERTIAREQUIRED: Ixreq := 5•w•L4L Ixreq - 6.235IN4 384•E- 180 USE DBL'C' 8"X2.5"X16 GAGE BEAM Sx:= 1.694.2•IN3 Sx = 3.388IN3 DESIGN CONNECTIONS: L R:= w.— R = 2725 LB 2 USE MINIMUM. (3)##12 TEKSAT EACH END, EACH BEAM Rall:=619-LB•6 Rall =3714 LB I 35 1 MANAGER'S OFFICE/API LATERAL DESIGN Art := L• W (AREA OF ROOF) L = 49 ft W= 3011 1,-W= 1470 ft2 Wr := 12•psf (DEAD LOAD ROOF + CEILING + WALLS) Vr := (Arl)•Wr•.031•.7 Vr = 382.79•lb Hr := h2 Hr = 30 ft Afl := L•W (AREA OF FLOOR) Wf := 50•psf (DEAD LOAD FLOOR + CEILING + WALLS) Vf := (Afl).Wf�.031•.7 Vf = 1594.95•lb I -If := hl Hf = 12ft VERTICAL DISTRIBUTION OF FORCE Fr:= (Vr+ Vf)•Vr• HrFr= 741.65•lb (ROOF) (Vr•Hr) + (Vf•Hf) Ff := (Vr+ Vf) — Fr Ff = 1236.09•lb (FLOOR) Fr + Ff = 1977.74 lb WIND LOADS Wwr:= 29•psf (HORIZONTAL WIND FORCE AT ROOF) Wwf := 29•psf ( " FLOOR) ARI := (L•H2•.5) (AREA OF LARGEST ROOF/WALL TRIBUTARY TO ROOF) AR2:= (WH2•.5) (AREA OF SMALLEST ROOF/WALL TRIBUTARY TO ROOF) AF3 := [L•(H1 + H2)•.5] (AREA OF LARGEST WALL TRIBUTARY TO FLOOR) AF4:= [W(H1 + H2)•.5] (AREA OF SMALLEST WALL TRIBUTARY TO FLOOR) Frwt = ARI•Wwr Frwt = 12789 -lb (WIND TO ROOF TRANSVERSE) Frwl:= AR2•Wwr Frwl = 7830 -lb (WIND TO ROOF LONGITUDINAL) Ffwt:=AF3•Wwf Ffwt=21315•lb (WI ND TO FLOOR TRANSVERSE) Ffwl := AF4• Wwf Ffwl = 13050-1b (WIND TO FLOOR LONGITUDINAL) Ffwl + Frwl = 20880 lb REFERING TO THE FOLLOWING FLOOR PLANS THE LOADS TO SHEARWALLS AT THE SECOND FLOOR ARE .............. GRID LINE Al LINE1 := Fr•.25 LINE1 = 185.41•lb SW := (9.5)•ft (LENGTH OF WALL) WINDI WIND1 := Frwt•.25 WIND1 = 3197.25 lb 1):= v = 336.55•plf SW USE TYPE "B" SHEARWALLS vallb = 400•PLF CHECK WALL FOR HOLDOWN REQUIREMENT Mo := SW•vH2 Mo = 57550.5•R -lb Wdl := 50•plf SW2 Mr:= •(Wdl) Mr=2256.25•ft. lb 2 Mo — Mr - .6 HdI := Hdl = 5915.45•lb USE SIMPSON CMST12 (9080#) 40 490, SW 20 EACH END 36 0 GRID LINE A2 LINE2:= Fr -.5 LINE2 = 370.83•lb SW := (8 + 10)•ft (LENGTH OF WALL) WIND2 WIND2 := Fiwt•.5 WIND2 = 6394.5 lb V:= v = 355.25•plf SW USE TYPE "B" SHEARWALLS vallb = 400•PLF CHECK WALL FOR HOLDOWN REQUIREMENT Mo := SW•v112 Mo = 115101 -ft -lb 2 Mr := SW 2 •(Wdl) Mr = 8100 -ft -lb fId2:= Mo – Mr -.6 Hd2 = 6124.5•lb USE SIMPSON CMST12 (9080#) 40 410, SW 20 EACH END BELOW USE SIMPSON S/HDU6 (6125#) WITH DBL STUDAND (12)#14 SCREWS AND THRU DECK WITH 5/8" THRUBOLT SIMILARLY FOR THE OTHER SHEARWALLS GRID LINE A3 LINE4 := Fr -.25 LINE4 = 185.41•lb SW := (9) -ft WIND4 := WIND] WIND4 = 3197.25 lb WIND4 V:= := v = 355.25•plf USE TYPE "B" SHEARWALL oallb = 400•plf SW CHECK WALL FOR HOLDOWN REQUIREMENT Mo:= SWvH2 Mo = 57550.5 -ft -lb 2 Mr:= SW •(Wdl) Mr= 2025 -ft -lb 2 Hd4 := Mo – Mr -.6 Hd4 = 6259.5•lb USE SIMPSON CMST12 (9080#) 40 410, SW 20 EACH END ---------------------- –---- ------------------------------------ ----------------------------------------- ----------------------------------- LONGITUDINALAT SECOND FLOOR LINE AL Fr LINEA := — LINEA = 370.83•lb SW := (11 + 7)•ft 2 Frwl W WINDA := WINDA = 3915 lb W 2 v.– WINDA v = 217 .5, plf USE TYPE "B" SHEARWALL vallb = 400•plf SW Mo := vSW•II2 Mo = 70470 ft -lb 2 Mr:= SW (Wdl) Mr= 8100ft•Ib 2 Mo – Mr - .6 HdA:= HdA= 3645.1b USE SIMPSON CMST12 (9080#) 40 -#10, sw 20 EACH END 37 Fr LINEB := — 2 LINE AM Fl-wl WINDB := — 2 LINEB = 370.83-1b SW:_ (6 + 7)•ft WINDB = 3915 lb V:= WINDB v = 30I.15•plf USE TYPE "B" SHEARWALL vallb = 400•plf SW Mo:= v-SW.1-I2 2 Mr:= SW .Wdl 2 HdB :_ Mo – Mr - .6 SW Mo = 70470 ft. lb Mr = 4225 ft- Ib HdB = 5225.77•lb USE SIMPSON CMST12 (9080#) 40 410, 20 EACH END FIRST FLOOR SHEARWALLS GRID Al LINEAL := I Ff II + LINE LINEAL = 494.43•lb SW := (11 + 3),ft 4j Ffwt WFNDAI WINDAI :_ + WIND] WINDAI = 85261b V:= v = 609•plf 4 SW USE DBL TYPE "B" SHEARWALL vallb•2 = 800•plf Mo := v - SW -Hl Mo = 102312 ft. lb 2 Mr:= SW •(Wdl) Mr= 4900fl. lb 2 Hd := Mo – Mr -.6 + Hdl SW LINEA2 := (�2f ) + LFNE2 WINDA2 v:= v= 710.5-plf SW Mo := uSW•Hl SW2 Mr := •(Wdl) 2 Mo – Mr..6 Hd := SW I -Id= 13013.45- lb USE SIMPSON SIHDI5S (13500#) WITH DBL STUDAND (30)#14 SCREWS GRID A2 LINEA2 = 988.8TIb SW := (8 + 16) -ft WINDA2 := I7fwt + WIND2 WINDA2 = 17052 lb 2 USE DBL TYPE "B" SHEARWALL vallb•2 = 800•plf Mo = 204624 ft. lb Mr = 14400 ft. lb Hd = 8166 -lb USE SIMPSON SIHDU9 (9990#) WITH DBL STUD AND (18)#14 SCREWS 38 CFf Ll LINEA4:= L 4J W TNDA4 V:= := v = 710.5-plf SW Mo := vSW•Hl 2 lVlt := SW (Wdl) Hd Mo – Mr -.6 + Hd4 SW GRID A3 LTNEA4 = 309.02•lb SW := (9 + 3) -ft WTNDA4 :_ Ffivt L • L + WIND4 W1NDA4 = 8526 lb L 4 USE DBL TYPE "B" SHEARWALL vallb•2 = 800•plf Mo = 102312 ft. lb Mr = 3600 ft- lb Hd = 14605.5.1b USE SIMPSON S/HD15B (16020#) WITH DBL STUD AND (4)314" BOLTS LONGITUDINAL AT FIRST FLOOR ------------------------------\-------------------- LAA := I Ff • W I + LINEA W 2J WINDAA V:= := v = 348•plf SW Mo := vSW•HI 2 Mr:= SW •(Wdl) 2 Hd:= Mo – Mr - .6 SW GRIDAM I.INEAA = 988.87•lb SW := (30).ft Ffwl W WINDAA:= —•—+ WINDA W 2 USE TYPE "B" SHEARWALL Mo – 125280 R. lb Mr – 22500 ft -lb WINDAA = 10440 lb vallb = 400•plf Hd = 3726 -lb USE SIMPSON S/HDU6 (6125#) WITH (12)#14 SCREWS LTNEAA :=Ff W + LINEB LTNEAA = 988.87•lb SW := (2l) -ft W 2 Ffwl W WTNDAA WINDAA:= •— + WINDB WINDAA = 10440 lb V:= v = 497.14•plf W 2 SW USE DBL TYPE "B" SHEARWALL vallb = 400•plf Mo:=vSW•Hl Mo= 125280ft. lb 2 Mr := SW •(Wdl) Mr = 11025 ft. lb 2 Hd := Mo – Mr -.6 + Hd4 11d = 11910.21•lb USE SIMPSON SIHDI5S (13500#) SW WITH DBL 2X AND (30)#14 SCREWS 39 DESIGN LOADS: SEISMIC LOADING KIWI II CONSTRUCTION LATERAL DESIGN AI' SIDEWALLS WIND AT 70 MPH WIND := 29•PSF HORIZONTAL (MAXIMUM) WIND = 29PSF V:= .031 V = 0.031 WIND WILL GOVERN DESIGN BUILDING DIMENSIONS: HEIGHT := 18 -FT WIDTH:= 30 -FT DISTRIBUTION OF LOADS HEIGHT Ww := WIND Ww = 261 PLF 2 Ws := Ww USE HORIZONTAL. TRUSS TO CARRY LATERAL LOADS TO SHEARWALLS FIND MEMBER FORCES L:= 25 FT N:= 2 NUMBER OF TRUSSES RESISTING LOAD LZ L — 10 -FT Mtr := Ws •— Fcm:= -Ws 8•N 2•N Mtr = 10195.312 FT•LB Mtr 1 Fch := — •- 10 FT Fch = 1019.531 LB Fcm = 978.75 LB 102 + 102 Fdiag := Fcm 10 Fdiag = 1384.162 LB CHECK"J" 18 GA. IN COMPRESSION A:= .048.4•SI Fch = 5310.059 PSI BRACED BYPARTI TION OK A CHECK "Z"4"X2"X16 GA. PURLIN IN COMPRESSION: Fcm = 978.75 LB fa := Fcm fa = 1907.895 PSI VERY LOW OK .513-IN2 BIGGER P#JRLIN OK BY COMPARISON SIZE DIAGONALS Fdiag = 1384.162 LB USE 4"X16 GA. FLAT STRAP A:= .059.4•Sl Fall := 30000 -PSI -A Fall = 7080 LB OK DESIGN DIAGONAL CONNECTIONS UsE (3)#12 TEK SCREWS AT ENDS 619.3 • LB = 1857 LB > Fdiag = 1384.162 LB OK 41 W Alelal 1?00.1'and Mall Systems Ultra-DekcR) PANEL 24" Coverage 24" f 3" 4 SECTION PROPERTIES NEGATIVE BENDING POSITIVE BEND ,09-1 PANEL GAUGE Fy (KSI) WEIGHT (PSF) Ixe (IINA/FT.) Sxe (IN.3/FT.) Maxo (KIP -IN.) Ixe (IN.4/FT.)Iq- Sxe �' LN.31ZFjY L;,l Maxo (KIP -IN.) 26 50 1.02 0.1158 0.0835 2.4997�,, 0.2202 2.6987 24 50 1.23 0,1350 0.0951 2. 8 4kM-7A �5k 3.4524 22 50 1.56 0.1837 0.1332 3.9 %eM ff4_17 L V 0, F W54 4.5020 NOTES: 1 . All calculations for the properties of Ulltra-Dek@ panels a,e- d i dance with the 2001 edition of the North American Specification For Design Of C Ste G a 2. Ixe is for deflection determination. 3. Sxe is fo B din 4. Maxo i able. 0940580 ri W_ f o Me to o F0 ' el wl' 5. All val to 3001111,11 The Engineering data contained herein is for the expressed use of customers and design professionals. Along with this data, it is recommended that the design professional have a copy of the most current version of the North American Specification for the Design of Cold -Formed Steel Structural Members published by the American Iron and Steel Institute to facilitate design. This Specification contains the design criteria for cold -formed steel components. Along with the Specification, the designer should ref- erence the most current building code applicable to the project jobsite in order to determine environmental loads. If further infor- mation or guidance regarding cold -formed design practices is desired, please contact the manufacturer. SUBJECT TO CHANGE WTHOUT NOTICE AUGUST 31, 2005 visit www.m bei. com for current informatio n 42 Metal hoof and Wall Systems Ultra-Dek,v PANEL 24" Coverage z4° 3" 4 ALLOWABLE UNIFORM LOADS IN POUNDS PER SQUARE FOOT 26 Gauge (Fy 50 KSI) SPAN TYPE LOAD TYPE 2.5 3.0 SPAN IN FEET 3.5 4.0 4.5 5.0 `` 5.5 SINGLE LIVE LOAD 146.9 122.4 104.9 91.8 81.fi ' t7 59.5 2 -SPAN LIVE LOAD 146.9 122.4 104.9 91.8 81.6 'V 66M 55.1 3 -SPAN LIVE LOAD146.9 122.4 104.9 66.8 4 -SPAN LIVE LOAD 146.9 122.4 104.9 �• 11` 8- ; t. sa x 64.3 24 Gauge (Fy = 50 KSI)' SPAN TYPE LOAD TYPE 2.5 " 4 4.5 5.0 5.5 SINGLE LIVE LOAD 204.0 170. �0.O.. 7 127.5 113.3 92.1 76.1 2 -SPAN ILVE LOA 2 145.7 118.7 93.8 75.9 62.8 3 -SPAN 1 LOA01 20'> 19, 145.7 127.5 113.3 94.9 78.4 4 -SPAN O 20 :p = 5170.0 145.7 127.5 109.4 88.6 73.2 222aud MA so US L 100 v N L ° DV TY -15 2.5 3.0 SPAN IN FEET 3.5 4.0 4.5 5.0 5.5 NEW, LIVE LOAD 296.9 247.5 212.1 185.6 148.2 120.1 99.2 2 -SPAN LIVE LOAD 296.9 247.5 212.1 166.2 131.3 106.3 87.9 3 -SPAN LIVE LOAD 296,9 247.5 212.1 185.6 164,1 132.9 109.9 4 -SPAN LIVE LOAD 296.9 247.5 212.1 185.6 1 152.3 124.1 102.6 NOTES: 1. Allowable loads are based on uniform span lengths and Fy = 50 ksi. 2. LIVE LOAD is limited by bending, shear, combined shear & bending. 3. Above loads consider a maximum deflection ratio of 11180. 4. The weight of the panel has not been deducted from the allowable loads. 5. THE ABOVE LOADS ARE NOT FOR USE WHEN DESIGNING PANELS TO RESIST WIND UPLIFT, 6. Please contact manufacturer or manufacturer's website for most current allowable wind uplift loads. 7. The use of any accessories including but not limited to clips, fasteners, and support plates (eave, backup, rake, etc.) other than those provided by the manufacturer may damage panels, void all warranties and will void all engineering data. 8. This material is subject to change without notice. Please contact the manufacturer for most current data. The engineering data contained herein is for the expressed use of customers and design professionals. Along with this data, it is recommended thatthe design professional have a copy of the most current version of the North American Specification for the Design of Cold -Formed Steel Structural Members published by the American Iron and Steel Institute to facilitate design. This Specification contains the design criteria for cold -formed steel components. Along with the Specification, the designer should reference the most current building code applicable to the project jobsite in order to determine environmental loads. If fur- ther information or guidance regarding cold -formed design practices is desired. Please contact the manufacturer. AUGUST 31, 2005 SUBJECT TO CHANGE WITHOUT NOTICE visitwww.mbel.com for current Information 43 44 O 7 h hh [9 00 �T rn m rn rn R q 01 Io (O 1100 �o m M M M 0 0 0 0 r *0 "' 'ni Vj G N Ci M •t l00 N 'rC V ID 01 V '7 IA 1m0. QQ CJ O O O O O O O O p p o t00 O O o O D) N oOp 0 . ^h '(.V� �. IYI 3 u P lMll 1�0 M 10 O n l0 i� O In p N U 0�1. 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O O O O O O O O O O o O o O O O _0 ~ ZCo 'cr m M N 0 V' M N 0 M N n 0 0 0 0 (n U� to to 0 0 0 0 to (n Iq (n X X X X X X X X X X X X X X X X X O O O n O O O O O Q O O a 0 0 n T O O O O O r n r O r O O O Y O O O O O O co a (>7 U(iUUUUVUUUU Z O O O O tf w p C5 O o p 0 b tt7 Co Co to O X X X X (�) X (to7 )( ((0 � (y X X (� X X X X '.�-, O O O O O O X O X a O O X O X n n n O O x y o a o 0 0 0 C-11 0 0 0 0 0 0 0 o ci N -r r r r 50 0 0 (f) O C) N a N N E vJ ICC -ES Evaluation Report ESR -2196' Reissued October 2013 This report is subject to renewal October 2015. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 05 00 00—METALS Section: 05 05 23—Metal Fastenings DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings DIVISION: 09 00 00—FINISHES Section: 09 22 16.23— Fasteners REPORT HOLDER: HILTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com H NATechnicalServices(&hilti.com EVALUATION SUBJECT: HILT] SELF -DRILLING AND SELF -PIERCING SCREWS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009 and 2006 International Building Code (IBC) ■ 2012 and 2009 International Residential Code® (IRC) Property evaluated: Structural 2.0 USES The Hilti Self -drilling and Self -piercing Screws are used to connect cold -formed steel members together and to connect gypsum wall board, wood or other building materials to cold -formed steel. The screws are used in engineered connections of cold -formed steel and connections prescribed by the code for cold -formed steel framing and for sheathing to steel connections. 3.0 DESCRIPTION 3.1 General: The Hilti Self -drilling and Self -piercing Screws are tapping screws, case-hardened from carbon steel conforming to ASTM A510, Grade 1018 to 1022. Table 1 provides screw designations, sizes and descriptions of head styles, point styles, drilling/piercing ranges, length of load bearing area and coatings. Screws are supplied in boxes of individual screws, or in collated plastic strips. See Figures 1 through 11 for depictions of the screws described in Sections 3.2 through 3.12, respectively. 3.2 HWH and HHWH Self -drilling Screws: The #8, #10, #12 and 1/4 -inch HWH and HHWH self -drilling screws comply with ASTM C1513 and SAE J78 and have Hex Washer or High Hex Washer head styles. The 1/4 -inch HWH screws have a larger diameter than #14 screws complying with ASME B18.6.4, and may be used where #14 self -drilling tapping screws are specified. The screws have an electroplated zinc coating or a proprietary coating, as indicated in Table 1A. 3.3 HWH Self -piercing Screws: The #8 and #10 HWH self -piercing screws comply with ASTM C1513 and have a Hex Washer head style. The screws have an electroplated zinc coating or a proprietary coating, as indicated in Table 1A. 3.4 PPH Self -drilling Screws: The #8 and #10 PPH self -drilling screws comply with ASTM C1513 and SAE J78 and have a Phillips Pan head style. The screws have an electroplated zinc coating as indicated in Table 1A. 3.5 PPFH SD Framer Self -drilling Screws: The #7 PPFH SD Framer self -drilling screws comply with the material and performance requirements of ASTM C1513. The dimensions of the screws comply with the manufacturer's quality documentation. The screws have a Phillips Pan Framing head style and have an electroplated zinc coating or a proprietary phosphated coating, as indicated in Table 1A. 3.6 PBH SD Self -drilling Drywall Screws: The #6 PBH SD and #8 PBH SD self -drilling screws comply with ASTM C954. The screws have a Phillips Bugle head style and have an electroplated zinc coating, a proprietary duplex coating or a proprietary phosphated coating, as indicated in Table 1 B. 3.7 PBH S Self -piercing Drywall Screws: The #6 PBH S self -piercing screws comply with ASTM C1002, Type S. The screws have a Phillips Bugle head style and have an electroplated zinc coating or a proprietary phosphated coating, as indicated in Table 1 B. 3.8 PWH SD CMT BD Self -drilling Drywall Screws: The #8 PWH SD CMT BD self -drilling screws comply with ASTM C954. The screws have a Phillips Wafer head style and have a proprietary coating as indicated in Table 1 B. "Revised December 2014 !CC -ES Hvohration Reports are not to he construed as repre,seming aesthetics or any other atinbates not specifically addressed, nor are they to be construed as an endorsement of the subjecl of the report or a recommendation for its use. there is no warranty by ICC Evaluation Service, LLC, express or i nplled, as to any frnding or other matter in this report, oras to anyproduct covered by the report. 51 Copyright 0 2014 N - wxu+r;u� Page 1 of 9 ESR -2196 I Most Widely Accepted and Trusted Page 2 of 10 3.9 PTH SD Framer Self -drilling Screws: The #10 PTH self -drilling screws have a Phillips Truss head style and, except for the number of threads per inch, comply with ASTM C1513. The screws have an electroplated zinc coating as indicated in Table 1A. 3.10 PPCH SD Framer Self -drilling Screws: The #10 PPCH SD Framer self -drilling screws comply with ASTM C1513. The screws have a Phillips Pancake head style and an electroplated zinc coating as indicated in Table 1A. 3.11 TPCH SD Framer Self -drilling Screws: The #12 TPCH SD Framer self -drilling screws comply with ASTM C1513. The screws have a Torx Pancake head style and an electroplated zinc coating as indicated in Table 1A. 3.12 PFTH SD Framer Self -drilling Screws: The #10 PFTH SD Framer self -drilling screws comply with ASTM C1513. The screws have a Phillips Flat Truss head style and an electroplated zinc coating as indicated in Table 1A. 3.13 Cold -formed Steel: Cold -formed steel material must comply with Section A2 of AISI 5100. 4.0 DESIGN AND INSTALLATION 4.1 Design: 4.1.1 General: Screw thread length and point style must be selected on the basis of thickness of the fastened material and thickness of the supporting steel, respectively, based on the length of load bearing area (see Figure 12) and drillingipiercing capacity given in Table 1. When tested for corrosion resistance in accordance with ASTM B117, screws with coatings described in Table 1 met the minimum requirement listed in ASTM F1941, as required by ASTM C1513, with no white corrosion after three hours and no red rust after 12 hours. 4.1.2 Prescriptive Design: 4.1.2.1 Hilti HWH & HHWH, PPH, PTH SD Framer, PPCH SD Framer, TPCH SD Framer and PFTH SD Framer Screws (Sections 3.2, 3.3, 3.4, 3.9, 3.10, 3.11 and 3.12 respectively): These screws are recognized for use where ASTM C1513 screws of the same size and type (self -drilling and/or self -piercing) are prescribed in the IRC and in the AISI Standards referenced in 2012 IBC Section 2211 (2009 and 2006 IBC Section 2210). 4.1.2.2 Hilti PBH SD and PWH SD CMT BD Screws (Sections 3.6 and 3.8, respectively): These screws are recognized for use in fastening gypsum board to cold - formed steel framing 0.033 inch to 0.112 inch (0.8 to 2.8 mm) thick, in accordance with IBC Section 2506 and IRC Section R702.3.6. They are also recognized for use in attaching gypsum board sheathing to cold -formed steel framing as prescribed in Section C2.2.3 of AISI S213, which is referenced in 2012 IBC Section 2211.6 (2009 IBC Section 2210.6; Section C2.2.3 of AISI-Lateral, referenced in 2006 IBC Section 2210.5). 4.1.2.3 Hilti PBH S Screws (Section 3.7): These screws are recognized for use in fastening gypsum board to cold - formed steel framing less than 0.033 inch (0.8 mm) thick, in accordance with IBC Section 2506 and IRC Section R702.3.6. 4.1.3 Engineered Design: The Hilti HWH, HHWH, PPH, PPFH SD Framer, PTH SD Framer, PPCH SD Framer, 52 TPCH SD Framer and PFTH SD Framer self -drilling screws described in Sections 3.2, 3.4, 3.5, 3.9, 3.10, 3.11 and 3.12, respectively, and the HWH self -piercing screws described in Section 3.3, are recognized for use in engineered connections of cold -formed steel light -framed construction. For the self -drilling screws, design of the connections must comply with Section E4 of AISI S100 (AISI - NAS under the 2006 IBC), using the nominal and allowable fastener tension and shear strengths for the screws, shown in Table 5. Allowable connection strengths for use in Allowable Strength Design (ASD) for pull-out, pull -over, and shear (bearing) capacity for common sheet steel thicknesses are provided in Tables 2, 3 and 4, respectively, based upon calculations in accordance with AISI S100 (AISI - NAS under the 2006 IBC). For the self -piercing screws, design of connections must comply with Section E4 of AISI S100 (AISI - NAS under the 2006 IBC), using the nominal and allowable fastener tension and shear strengths for the screws, shown in Table 5. Allowable connection strengths for use in Allowable Strength Design (ASD) for pull -over capacity for common sheet steel thicknesses are provided in Table 3, based upon calculations in accordance with AISI S100 (AISI - NAS under the 2006 IBC). Allowable connection strengths for use in Allowable Strength Design (ASD) for pull-out and shear (bearing) capacity for common sheet steel thicknesses are provided in Tables 2 and 4, respectively, based upon results of testing in accordance with AISI S905. Instructions on how to calculate connection design strengths for use in Load and Resistance Factor Design (LRFD) are found in the footnotes of Tables 2, 3 and 4. For connections subject to tension, the least of the allowable pull-out, pullover, and tension fastener strength of screws found in Tables 2, 3, and 5, respectively, must be used for design. For connections subject to shear, the lesser of the allowable shear (bearing) and fastener strength found in Tables 4 and 5, respectively, must be used for design. Connections subject to combined tension and shear loading must be designed in accordance with Section E4.5 of AISI S100. The values in Tables 2, 3 and 4 are based on a minimum spacing between the centers of fasteners of three times the diameter of the screw, and a minimum distance from the center of a fastener to the edge of any connected part of 1.5 times the diameter of the screw. Minimum edge distance when connecting cold -formed framing members must be three times the diameter of the screw, in accordance with Section D1.5 of AISI S200 (AISI-General for 2006 IBC). Under the 2009 and 2006 IBC, when the distance to the end of the connected part is parallel to the line of the applied force, the allowable connection shear strength determined in accordance with Section E4.3.2 of Appendix A of AISI S100 (AISI - NAS under the 2006 IBC) must be considered. Connected members must be checked for rupture in accordance with Section E5 of AISI S100. 4.2 Installation: Installation of the Hilti Self -drilling and Self -piercing Screws must be in accordance with the manufacturer's published installation instructions and this report. The manufacturers published installation instructions must be available at the jobsite at al[ times during installation. The screws must be installed perpendicular to the work surface using a variable speed screw driving tool set to not exceed 2,500 rpm. The screw must penetrate through the supporting steel with a minimum of three threads protruding past the back side of the supporting steel. ESR -2196 I Most Widely Accepted and Trusted 5.0 CONDITIONS OF USE The Hilti Self -drilling and Self -piercing Screws described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Fasteners must be installed in accordance with the manufacturer's published installation instructions and this report. If there is a conflict between the manufacturer's published installation instructions and this report, this report governs. 5.2 The allowable loads specified in Section 4.1 are not to be increased when the fasteners are used to resist wind or seismic forces. 5.3 The utilization of the nominal strength values contained in this evaluation report, for the design of cold -formed steel diaphragms, is outside the scope of this report. Diaphragms constructed using the Hilti self -drilling or self -piercing screws must be recognized in a current ICC -ES evaluation report based upon the ICC -ES Acceptance Criteria for Steel Deck Roof and Floor Systems (AC43). 3of10 5.4 Drawings and calculations verifying compliance with this report and the applicable code must be submitted to the code official for approval. The drawings and calculations are to be prepared by a registered design professional when required by the statutes of the jurisdiction in which the project is to be constructed. 5.5 The rust -inhibitive (corrasion -resistant) coating on the screws must be suitable for the intended use, as determined by the registered design professional. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Tapping Screw Fasteners (ACI 18), dated June 2012. 7.0 IDENTIFICATION Hilti Self -drilling and Self -piercing Screws are marked with an "H" on the top of the heads, as shown in Figures 1 through 11. Packages of Hilti Self -drilling and Self -piercing Screws are labeled with the report holder's name (Hilti, Inc.), the fastener type and size, and the evaluation report number (ESR. -2196). TABLE 1A-HILTI SELF -DRILLING AND SELF -PIERCING STEEL -TO -STEEL SCREWS (ASTM C1513) DESIGNATION NOMINAL NOMINAL SCREW HEAD DESCRIPTION DIAMETER STYLE LENGTH (Size -TPO (inch) (inch) NOMINAL DRILL HEAD POINT DIAMETER (Number) DRILLING/ LENGTH PIERCING OF LOAD CAPACITY BEARING COATING2 (inch) AREA' Min. Max. (inch) S -MD 10-16 X 5/b HWH #3 #10-16 0.190 513 HWH 0.399 3 0.110 0.175 0.187 Zinc -2 S -MD 10-16 X% HWH #3 #10-16 0.190 3/4 HWH 0.399 3 0.110 0.175 0.375 Zinc -2 S -MD 10-16 X% HHWH #3 #10-16 0.190 314 HHWH 0.399 3 0,110 0.175 0.375 Zinc -2 S -MD 10-16 X 1 HWH #3 #10-16 0.190 1 HWH 0.399 3 0.110 0,175 0.625 Zino -2 S -MD 10-16 X 04 HWH #3 #10-16 0.190 1114 HWH 0.399 3 0,110 0.175 0.875 Zino -2 S -MD 10-16 X 1112 HWH #3 #10-16 0.190 1112 HWH 0.399 3 0.110 0.175 1.125 Zinc -2 S -MD 12-14 X 314 HWH #3 #12-14 0.216 314 HWH 0.415 3 0.110 0.2101 0.313 Zinc -2 S -MD 12-14 X 1 HWH #3 #12-14 0.216 1 HWH 1 0.415 3 0.110 0.210 0.562 Zinc -2 S -MD 12-14 X 11/2 HWH #3 #12-14 0.216 1112 HWH 0.415 3 0.110 0.210 1.062 Zinc -2 S -MD 12-14 X 2 HWH #3 #12-14 0.216 2 HWH 0.415 3 0.110 0.210 1.562 Zinc -2 S-MD'l4-14 X 314 HHWH #3 114-14 0.250 '/4 HHWH 0.500 3 0.110 0.220 0,313 Zinc -2 S-MD114-14 X 1 HHWH #3 '14-14 0.250 1 HHWH 0.500 3 0.110 0.220 0.562 Zinc -2 S-MD'14-14 X 02 HHWH #3 '14-14 0.250 11/2 HHWH 0.500 3 10.110 0.2201 1.062 Zinc -2 S-MD'/4-14 X 2 HHWH #3 '/4-14 0,250 2 HHWH 0.500 3 0.110 0.220 1.562 Zino -2 S -MD 10-16 X % PPH #3 #10-16 0.190 % PPH 0.364 3 0.110 0,175 0.313 Zinc -2 S -MD 10-16 X 3/4 PPH #3 #10-16 0.190 3/4 PPH 0.364 3 0,110 0.175 0.375 Zlnc-2 S -MD 10-16 X 1 PPH #3 #10-16 0.190 1 PPH 0,364 3 0.110 0.175 0.500 Zinc -2 S -MD 12-24 X% HWH 44 #12-24 0.216 718 HWH 0.415 4 0.175 0.250 0.375 Zinc -2 S -MD 12-24 X 1114 HWH #4 #12-24 0.216 1'14 HWH 0.415 4 10.175 0.250 0.625 Zinc -2 S -MD 12-24 X 1114 HWH #5 #12-24 0.216 11/4 HWH 0.415 5 0.250 0.500 0.437 Zinc -2 S -MD 10-16 X% HWH #3 Kwik -Cote #10-16 0.190 % HWH 0.399 3 0.110 0,175 0,187 Kwik -Cote S -MD 10-16 X'1, HWH #3 Kwik -Cote #10-16 0.190 314 HWH 0.399 3 0.110 0.175 0,375 Kwik -Cote S -MD 10-16 X 3/4 HHWH #3 Kwik -Cote #10-16 0.190 3/4 HHWH 0.399 3 0,110 0.175 0,375 Kwik -Cote S -MD 10-16 X 1 HWH #3 Kwik -Cote #10-16 0.190 1 HWH 0.399 3 0.110 0.1751 0.625 Kwik -Cote S -MD 12-14 X'1,HWH #3 Kwik -Cote #12-14 0.216 314 HWH 0.415 3 0.110 0.210 0.313 Kwik -Cote S -MD 12-14 X 1 HWH #3 Kwlk-Cote #12-14 0,216 1 HWH 0.415 3 0.110 0.210 0.562 Kwik -Cote S -MD 12-14 X 1'14 HWH #3 Kwik -Cote #12-14 0.216 1114 HWH 0.415 3 0.110 0.210 0.813 Kwik -Cote S -MD 12-14 X 1'/2 HWH #3 Kwik -Cote #12-14 0.216 11/2 HWH 0.415 3 0.110 0.210 1.062 Kwik -Cote S-NID 12-14 X 2 HWH #3 Kwik -Cote #12-14 0.216 2 HWH 0.415 3 0.110 0.210 1.562 Kwik -Cote S -MD 12-24 X 11/4 HWH #5 Kwik Cote #12-24 0.216 1114 HWH 0-415 5 0.250 I 0.50D1 0.437 Kwik -Cote S -MD 12-24 X 1'/4 HWH #5 Kwik Cote with Bonded Washer #12-24 0.216 14 53 HWH 0.415 5 0.250 0.500 0.313 Kwik -Cole E 0 E 0 U) w .O d H 4- O L a L 3 cn E L O -W A 0 f0 M t17 sn CD 0 N M 0 OD M LL) 0 m LO 0 OCD M «') $ (p N O O W - _ O co 3n0 08'O4B9'13 'AUI HIM '13 'Fujo L :ul • "$F'9L+0138 0 m � U co N - O J N it ui O J UI 9L'6612 *19 'AW OL'OOCO '13 'PLUD uN3n0 - 00'00+a 13s o 0 0 0 0 0 Cl)N co M V OM O w O N un V) n N W Culvert Report Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc. Monday, Feb 1 2016 STM - S END Invert Elev Dn (ft) = 5298.58 Calculations Pipe Length (ft) = 75.40 Qmin (cfs) = 1.24 Slope (%) = 3.16 Qmax (cfs) = 1.24 Invert Elev Up (ft) = 5300.96 Tailwater Elev (ft) = Critical Rise (in) = 15.0 Shape = Circular Highlighted Span (in) = 15.0 Qtotal (cfs) = 1.24 No. Barrels = 1 Qpipe (cfs) = 1.24 n -Value = 0.013 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 6.05 Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 3.23 Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 HGL Dn (ft) = 5298.86 HGL Up (ft) = 5301.40 Embankment Hw Elev (ft) = 5301.55 Top Elevation (ft) = 5302.46 Hw/D (ft) = 0.47 Top Width (ft) = 25.00 Flow Regime = Inlet Control Crest Width (ft) = 12.00 Elev (fl) 5303.00 5302.00 5301.00 5300.00 529900 5298.00 5297.00 STM - S END H. Depth (ft) 2 04 1 04 004 _0.90 -3.90 Reach (fit Circular Culvert HGL Embank E E 0 N cam. 'o CL W AAL - CL CL L d 3 V♦ E O -W Y/ 0 0 0 0 0 0 0 0 0 0 0 �i rn Uto 0 0000 N 0 o CD _ _ ln0 vc,sea9'13 'Aul 000 !i'1fl�4 '13 'PWO C :ul - C99ALt0 alb i 1 � _ o o C) t f0 i w I O I' UI fl0'NE9 '13 'nui ln0 00, lflL9 '13 'nub 4C'OeZ9'13 Wla Vul - Lees L+o ale " 0 i W i - � J 2 u1 LE Lei9'13'AW 9L'CeN 113 'RWO 111400 - 00'00+0 alb 0co 0 0 0 0cli 0 m m M N N N LO LO LOw tU) 0 0 U) 0 N 0 LO 0 � 0 N LO N }n0 00'L9t9 "IS 'Aul eZ' �6Z9 '13 'pu�t7 —TIF 0 LO N W) N - O N _ n f 1 Yr L U m N - N N O I N n UI 98'VQZ9 '13 'AUI 3n0 99'69Z9'13 'Aul 91148Z9 A Wit! b ,u1- 00'09+0 me J c� o W LO i J N N � = UI 91'B9t9'13 'Aul 6£'$9L9 '13 'pu�D IINIMO - 00'00+0119 0 0 0 0 0 0 0 o N 0 rn �i LO aoo LO � a U) W N N 3 m E o DESIGN PEAK FLOW FOR ONE-HALF OF STREET l OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD Project: Marshall Street Self Storage Inlet ID: Tributary to Inlet ROADWAY CENTERLINE Show Details (local peak Dow for 12 of skeet OR grass -fined channel): `Qgnown= 0.54 1.05 cfs 11"FILL. IN T1fib SE: TION as in Row /4, skin the rest of this sheet and oroceed to sheet O -Al low or Area Inlet. O" Subcatchmeof Area = Acres You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = She Type. Flows Developed For. NRCS Soil Type = A, B, C: or D tette Is Urban ��trte[ Inlets Slope (ft/ft) Length (ft) Owe Is Non -Urban Qvea Inlets In a Median Overland Ftow = Gutter Flow = Rainfall information: n ensi y me r = C, s , Minor Storm Major Storm Design Storm Return Period, T,= years Retum Period One -Hour Precipitation. P, = inches C,= C2= C'= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined Syr. Runoff Coefficient (leave this blank to accept a calculated value), Cs = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q =1 0.54 1 1.05 cfs Denver Combination Inlet_1.113-Inlet_0.14, O -Peak 2/1/2016, 8:52 AM INLET IN A SUMP OR SAG LOCATION Project = Marshall Street Self Storage Inlet ID = Tributary to Inlet H -Curb WP W -" Lo (G) of Inlet I Depression (additional to continuous gutter depression'a' from'Q-Allow') bar of Unit Inlets (Grate or Curb Opening) :r Depth at Flowline (outside of local depression) e Information nth of a Unit Grate h of a Unit Grate Opening Rafio for a Grate (typical values 0.15-0.90) ging Factor for a Single Grate (typical value 0.50 - 0.70) Weir Coefficient (typical value 2.15 - 3.60) Orifice Coefficient (typical value 0.60 - 0.80) i Opening Information th of a Unit Curb Opening ht of Vertical Curb Opening in Inches ht of Curb Orifice Throat in Inches a of Throat (see USDCM Figure ST -5) Width for Depression Pan (typically the gutter width of 2 feet) Sing Factor for a Single Curb Opening (typical value 0.10) Opening Weir Coefficient (typical value 2.3-3.7) Opening Orifice Coefficient (typical value 0.60 - 0.70) Inlet Interception Capacity (assumes clogged condition) rpacity IS GOOD for Minor and Major 5torms (>Q PEAK) MINOR MAJOR Inlet Type = CDOT/Denver 13 Combination aiw = 2.00 inches No= 1 Ponding Depth = 6.0 6.0 inch", Denver Combination Inlet–UD-inlet–v3.14, Inlet In Sump 2/1/2016, 9:23 AM MINOR MAJOR erode ft IL.(G)= 3.00 feet Wc= 1.73 feet A— = 0.43 Cf (G) = 0.50 0.50 C„ (G) = 3.30 Co(G)= 0.60 MINOR MAJOR Lo (C) = 3.00 feet H_ = 6.50 inches H—= 5.25 - inches Theta = 0.00 degrees Wo= 2.00 feet Cr (C) = 0.10 0.10 C,,. (C) = 3.70 Ce (C) = 0.66 MINOR MAJOR Q. = 3.6 3.6 Cf5 Denver Combination Inlet–UD-inlet–v3.14, Inlet In Sump 2/1/2016, 9:23 AM }\ ( « 0 «a §§ S.0 /} \§ k� LU a2co } ƒ }\�{ !k {� DRAINAGE CRITERIA MANUAL (V. 2) 30 25 20 CD E 15 0 n C 10 w a HYDRAULIC STRUCTURES *Grouted BIB Boulders I I -- - - - - - - - - -- -- - - - ---- '----'----- - -------------- , -- - -- -, ,- 1 2 3 4 5 6 7 8 Storm Sewer Diameter, D, or Height, H, in ft. Figure HS-20c—Low Tailwater Riprap Basins for Storm Sewer Pipe Outlets— Riprap Selection Chart for Low Tailwater Basin at Pipe Outlet (Stevens and Urbonas 1996) Rev. 2008-04 HS -83 Urban Drainage & Flood Control District MAJOR DRAINAGE 6( F DRAINAGE CRITERIA MANUAL (V. 1) I 01, 4 O40100 I L �p� 00 .2 .4 .6 .8 1.0 Yt/H Use Ha instead of H whenever culvert has supercritical flow in the barrel. +-'Use Type L for a distance of 3H downstream. Figure MD-22—Riprap Erosion Protection at Rectangular Conduit Outlet Valid for Q/WH"5 <_ 8.0 MD -108 04/2008 Urban Drainage and Flood Control District lc��6 construction company, inc. 909 East 62nd Avenue • Denver, Colorado 80216 • 303.287.5525 • Fax 303.287.3697 • www.dcbl.com November 30, 2016 Michael Arellano Chief Building Official City of Wheat Ridge 7500 West 29rh Avenue, 2°d Floor Wheat Ridge, Colorado 80033 Re: Self Storage Facility for Carlson Marshall Street — 4901 Marshall Street — Building Permit #: 201601201 Mr. Arellano, This letter is in response to the Plan Review Comments received October 14, 2016. DCB Construction's responses are as follows: Comment #1: Per section 706.5, fire walls, fire barrier shall extend 18 " beyond the exterior wall or 4 feet on both sides. You have garage doors next to a few, please provide detail Response: Refer to revised floor plans for fire walls locations. Drawings revised in response to plan review comment from West Metro Fire District concerning Section 903.2.9, Condition 5. Building A will be sprinklered in its entirety, eliminating any fire walls in that building. Refer to Sheet GO. 1. Buildings `B' through `I' are Group S-1 exterior drive up storage buildings. They will have portions of S- 1 occupancies not in excess of 2,500 square feet (Section 903.2.9) and will not be sprinklered. These portions will be separated by 3 -hour -rated fire walls per Section 706, specifically: V • Section 706.1. Each portion shall be considered a separate building. • Section 706.5, Exception 2. All materials are noncombustible. Refer to Sheet ATI, Details 6 and 7. • Section 706.5.1, Option 2. South end of Building F. Refer to enlarged plan, Sheet GO. 1. • Section 706.6, Exception 3. The metal roof product is a Class A. Refer to Sheet A7.3, Details 1 and 2. Refer to UL Certificate TGFU.R8116 under "Other Systems, Class A" system number 5. This is the specified metal roof product. construction prolessionals since 1960 Page 1 of 7 Carlson Marshall Street C Building Permit # 201601201 Summary of drawings affected by fire wall revisions for Comment #1: CS: Change in Alternates due to change in fire wall locations, change or Building A to type IIB Construction therefore stair is steel, windows don't need to be rated in residence and new fire wall alternate. GO. I: Updated firewall locations and code analysis A2.2: No firewall along gridline A.L 'VA2.3: No firewall along gridline A.L, Change of window tags on second floor girdline A.L A2.4: Added / Changed storage firewalls A2.5: Added / Changed storage firewalls A2.6: Added / Changed storage firewalls A2.7: Added / Changed storage firewalls A2.8: Added / Changed storage firewalls A2.9: Added / Changed storage firewalls A2.10: Wall along A.L changed door location A5.1: Updated wall on A.L, change of stair construction cN A5.2: Added / Changed storage firewalls Z' ��, 73t �� r� s A5.3: Added / Changed storage firewalls A5.4: Drawing 4 updated wall construction for A.L A7.1: 3, 6, 7 changed / added details for firewall locations n 4Jj Vb r� i A7.3: 1,2 New Firewall Section Details at Storage; 9, 10 Changed stair details for construction type A8.1: Residence Windows K not rated, J not used. A8.2: Added window detail for window type K Comment #2: Building G will there be any storage on the second floor or what will it be used for? Response: No second floor is proposed. The void above the soffit is intended to be uninhabitable. The ceiling heights of the storage units at the tower element are delineated by a metal soffit panel with no floor load carrying capacity. No access is provided. Refer to Sheet A5.3 for relevant drawings showing condition. Comment #3: C c APIK FH is not called out sheet A1.0 North East comer. Response: "FH" assumed to refer to fire hydrant. Key note has been added fire hydrant at northeast corner of site at the landscape island nearest the vehicular access gate on the site plan on Sheet A1.0. Comment #4: We will require third parry testing on double check valve for irrigation. Response: Comment acknowledged. eonstluetion prolellionall Ance 1960 Page 2 of 7 Comment #5: Missing sheet L1, L2 and L3. Carlson Marshall Street Building Permit # 201601201 Response: Sheets were included in original submittal. Refer to separate stapled 3 -sheet volume placed between first stapled volume (after Electrical sheets) and last stapled volume with Civil drawing set. Comment #6: Seven foot -tall fence not allowed. Response: Sheet A 1.2, Drawings 10 and 13 revised to reflect fences with a maximum 6 -foot height. Note the CMU screen wall at the private yard for Manager's Residence was approved at 7'-4" on the recorded PBG documents. Comment #7: Attic venting in insulated areas? Response: Not applicable to roof type. Proposed roof is a standing seam metal roof designed to span roof purlins without underlayment or sheathing. Insulation and vapor retarder are provided at the purlin cavity. Space above ceilings is a part of the conditioned envelope. Refer to Sheet A2.0, Roof Assemblies for description of roof assembly. Comment #8: R-28 for roofshould be R. Response: Trade-off compliance used for building envelope and documented with COMcheck compliance certificate. Prescriptive requirement not applicable and not required per COMcheck. Specified roof insulation is a metal building roof liner system with a U -factor of U-0.031 per Table A2.3 from Addendum G to ANSI/ASHRAE/IESNA Standard 90.1-2007. Converting the U -factor to R -value results in R-32. Comment #9: How will you be achieving R32 in the walls per the com check? Response: Refer to Sheet A2.0, Interior Partition Type 7B plan. Refer to Sheet A2.2 for locations on Building A floor Comment #10: Please re -do com check it does not appear to comply. I will need one for the R-3. Response: COMcheck revised to include the R-3 area. This results in no net change to the compliance certificate. construction peofessionols since 1960 Page 3 of 7 Carlson Marshall Street C Building Permit # 201601201 Comment #11: Sheet A2.3 it looks like paper towel dispensers are in the 5 -foot area and are not allowed there. /Response: ICC A117.1A Section 604.3.3 allows paper dispensers in the clearance area. Comment # 12: Smoke detector in the house area? V Response: Combination smoke and carbon monoxide detectors added to electrical plans. Refer to Sheet E2.0, Drawings 2 and 3. .V/Comment it 13 : Carbon monoxide detector? `-JResponse: See response to Comment #12. Comment #14: How are you dealing with the plumbing going from the office area into the residential rated area? Response: Penetration schedule added. Refer to Sheet GO. 1, Drawing 2. c 1N ( ti Comment #15: / Show detail where IB wall meets the separation between the R-3 and B interior walls. V Response: Detail added. Refer to Sheet A2.3 for callout and Sheet AT 1, Detail 10. Comment # 16: Mechanical ventilation for commercial bathrooms. Response: Women's Toilet Room A102, Men's Toilet Room A103, and Mechanical Room A104 are ventilated by exhaust fans, designated EF- I on the mechanical drawings. They vent through a shared duct through the side of the north wall. Refer to Sheet M1.2, Partial First Floor Mec Floor Plan. Comment #17: A lot of the exhaust in the R-3 area are right above the windows? Response: Correct. Ducts vent three feet or more above operable windows or doors. Comment #18: A pan will be required under the water heater and piped to the outside. Response: A pan will provided. Refer to letter -sized revision sheet BDR #1, Water Heater Detail. conrtruction prole"ionali iinco 1960 page 4 of 7 Carlson Marshall Street Building Permit # 201601201 Comment # 19: Sheet A2-10 soap dispenser on detail one needs to be out of the 5 -foot area and also called out T-3 should be T-2. Response: The soap dispenser is outside of the required clear floor space for the water closet based on dimensions of room and location of soap dispenser. Comment #20: What is your rise and run on the stair detail? Response: 12'-0" with 22 risers at 6-1/2" tall and 19'-3" with 22 treads at 11" deep. Refer to Sheet A5.1, Building Section 1. Comment #21: Ice and water shield over R-3? Response: Not applicable to roof type. Refer to response to Comment #7 for information on roof assembly. Comment #22: Sheet A8 door schedule, door #1 10A has a 3 -hour Rating? Response: Not applicable. All of Building A has been revised so it will have a fire sprinkler. The three -hour -rated fire wall has been revised to non -rated. Refer to Sheet GO.1 Life Safety Plan, Sheet A2.2, Sheet A2.3, Sheet A5.4, Wall Section 4, and Sheet A8.0 Door Schedule. Comment #23: Window N does not meet egress requirements. Respm e: Window Types N and M clear opening width and area notes added after confirming with manufacturer for window. Refer to Sheet A8.1, Residence Window Types. Comment #24: Show tempered glazing on plans. Response: Symbol for tempered glass added to general notes and to storefront frame types. Refer to Sheet A8.1. Comment #25: Door 106 A should be fire rated. Response: Not applicable. The door is in a wall that is not fire -rated. Comment #26: We will need engineer report and inspection on foundation Sheet Sl .1. Response: Comment acknowledged. Inspections and reports will be provided. construction proEossionaIs since 1960 Page 5 of 7 Carlson Marshall Street Building Permit # 201601201 Comment #27: Will supply and return Duct be in a rated chase or how will the penetration be addressed? Response: Fire/smoke dampers called out on Sheet M1.2, Second Floor Mechanical Plan. Comment #28: 6" address numbers will be required on the structure visible from the street. Response: Address numbers will be provided. Refer to Sheet A4.2, Drawing 1, Building A East Elevation — North. Comment #29: Review is limited to the contents of the plans submitted and any errors or omissions contained herein shall not be construed as permission to allow any condition to exist in / violation of the codes of the City of Wheat Ridge. ",Response: Comment acknowledged. Comment #30: Prior to CO or final the GC shall provide as built in PDF. Response: Comment acknowledged. Comment #31: Signs on building permitted separately. �2esponse: Comment acknowledged. Comment #32: Sheets resubmitted are your responsibility to reinsert into plans, please leave the old ones you take out in the office. esponse: Comment acknowledged. Comment #33: Please address comments under each numbered one along with where I can find on sheets. t. Response: Comment acknowledged. Planning Department Comments: Planning Comment #1: Sheet A1.2, revise all fence heights to not exceed 6'-0". A variance will be required to allow any fence taller than 6'-0". Response next page construction profe"ionel> >ineo 1960 Page 6 of 7 Carlson Marshall Street Building Permit # 201601201 Response to Planning Comment #1: Sheet A1.2, Drawings 10 and 13 revised to reflect fences with a maximum 6 -foot height. Note the CMU screen wall at the private yard for Manager's Residence was approved at 7'-4" on the recorded PBG documents. Planning Comment #2: Provide temporary irrigation to establish landscaping for the portions of the site not covered by the permanent irrigation system. Response: Comment acknowledged. Planning Comment #3: No signs are approved as part of this building permit. Signs will be reviewed and approved with a separate sign permit, subject to Section 26, Article 7 of the Code of Laws (Sign Code). The following preliminary comments are provided based on the conceptual signs illustrated on the plans: a. Building G: Both signs shown shall be allowed as these two elevations have frontage on I-70. Changeable copy (digital) is permitted and shall follow the wall sign size requirements in the code of 1 sq ft for each linear foot of the side of the building to which it is affixed. This results in 146 sq ft for the sign on the western elevation, and 25sq ft for the sign on the southern elevation. It appears the sign on the southern elevation exceeds the allowance. b. Building A: The wall signs shown are, allowed on this elevation. The signs above the lease spaces shall be sized based on the linear footage of lease space, not the entire building, or 1 sq ft for each linear foot of lease space. The remainder of the building linear footage can apply to the other signs shown. Response: Comment acknowledged. We look forward to continuing our working relationship with the City of Wheat Ridge in anticipation of receiving the necessary approvals so that we may continue to move forward on this project. Sincerely, Jason Jacobowski, AIA Design Project Manager dcb Construction Company, Inc. Phone: 303-287-5525 Email: jjacobowski@dcbl.com Attachments: Referenced Revised Drawing Sheets (24 "x36 ", stamped) Revised COMcheck Plumbing revision sheet BDR #1, Water Heater Detail (8-1/2 "x I1 ') UL Certificate TGFU.R8116 (Roofing Systems Classification) construction prole"iOAaIr rince 1960 Page 7 of 7 construction company, inc. 909 East 62nd Avenue • Denver, Colorado 80216 • 303.287.5525 • Fax 303.287.3697 • www.dcbl.com To: Michael Arellano City of Wheat Ridge Building & Inspection Services 7500 West 29th Avenue Wheat Ridge, CO 80033 Letter of Transmittal Date: January 30, 2017 Project: Project No: Marshall Street Storage 15-908 WE ARE SENDING YOU: ® Prints ❑ Samples ❑ Shop Drawings ® Application Materials VIA: ® Hand Delivery ❑Fed Ex: ❑ Standard Overnight ❑ Regular Mail El Priority Overnight COPIES DATE SHEET NO. DESCRIPTION 2 12-20-2016 Revised Architectural Drawing Sheets, 24"x36" 2 12-14-2016 Revised Structural Drawing Sheets, 24"x36" REMARKS: Michael: We are providing updated drawings in response to plan review comments for your new plan review. COPY TO: SIGNED: Jason Jacobowski DCB Construction W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Gov. Agencies\Building Department\09 - Comments Response 12-20\Transmittal-WRBD Review Comments #2.docx City of ", W heat ]R' 'd�ge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 291h Ave. August 17, 2016 dcb construction company, inc. 909 E 62nd Avenue Denver, CO 80215 Re: Pen -nit #201601201 Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 This letter is in regards to your application for approval of a building permit for property at 4901 Marshall Street. I have reviewed the first submittal dated 7.14.16 and have the following comments: SheetAL2 1. Sheet A1.2, revise all fence heights to not exceed 6'-0". A variance will be required to allow any fence taller than 6'-0". 2. Sheet A1.2, revise trash enclosure to not exceed 6'-0" in height from the top of foundation/curb. Sheet L2.0 3. Provide temporary irrigation to establish landscaping for the portions of the site not covered by the permanent irrigation system. Sheets A4.1 through A4.15 4. No signs are approved as part of this building permit. Signs will be reviewed and approved with a separate sign permit, subject to Section 26, Article 7 of the Code of Laws (Sign Code). Sincerely, Lisa Ritchie, Planner II 303-235-2852 Iritchie@ci.wheatridge.co.us C construction company, inc. 909 East 62nd Avenue • Denver, Colorado 80216 • 303.287.5525 • Fax 303.287.3697 • www.dcbl.com To: City of Wheat Ridge Building & Inspection Services 7500 West 29th Avenue Wheat Ridge, CO 80033 Date Project: Project No: Letter of Transmittal August 15, 2016 Marshall Street Storage 15-908 WE ARE SENDING YOU: ® Prints ❑ Samples ❑ Shop Drawings ® Application Materials VIA: ❑ Messenger hrs. ❑ Fed Ex: ❑ Standard Overnight ❑ Regula Mail El Priority Overnight g COPIES DATE SHEET NO. DESCRIPTION 1 8-15-2016 Building Permit A plication 1 8-15-2016 Check #1044, Plan Review Fee $17,221.52 1 8-15-2016 Proof of Submission: West Metro Fire Protection 1 8-15-2016 Proof of Submission: Wheat Ridge Water District 1 6-29-2016 Proof of Submission: Denver Water 1 6-29-2016 Proof of Submission: Wheat Ridge Sanitation District 2 7-14-2016 Drawings For Construction, 24"x36" *Includes Civil 2 8-12-2016 COMcheck Envelope Compliance Certificate 2 8-5-2016 COMcheck Mechanical Compliance Certificate HVAC 2 8-4-2016 COMcheck Mechanical Compliance Certificate Plumbing 2 7-14-2106 COMcheck Lighting Compliance Certificate 2 7-19-2016 Structural Calculations — Peak Engineering 2 7-13-2016 Structural Calculations — Kiwi II 1 8-2-2016 Civil CD Approval Letter from Public Works 1 Data DVD with Signed Civil CD's & Final Drainage Report 1 2-2-2016 Final Drainage Report, 8'h"x11" REMARKS: COPY TO: SIGNED: Jason Jacobowski DCB Construction W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Gov. Agencies\Building Department\05 - Permit Application\Transmittal-WRBD Permit.docx ( It,, tit W heat I kLgk— CITY OI7 WHEAT RIDGE B ILDING AND INSPC-.C110N SERVICES I)IVISION 7500 W 29th Are Wheat Ridge, CO 80033-8001 p. 303.235.2855. /: 303.237.8929 Proof of Submission for Permitting/ Plan Review A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: 8-11-16 Project Address: 4901 Marshall Street, Wheat Ridge, Colorado Name of Firm/ Individual submitting documents: DCB Construction Co. Inc. Project Type/ Description: New commercial self storage (mini storage) facility. Signature of Firm Representative or Individual: Jim Brzostowicz DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY I. I -`� am a duly authorized representative of the agency indicated bel and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) o West Metro Fire Protection �Arvada Fire Protection o Wheat Ridge Sanitation District w Wheat Radge Water District o Clear Creek Sanitation District Consolidated Mutual Water Dist rict o Fruit dale Sanit at ion Dist rict o Valley Water District West ridge Sanit at ion Dist rict c; Denver Water Other Agency Notes: t` rL, iLlc.'J't I t ai�c..,, SlC`L L`f4,0- /4 /1_i17 L�=tif T / ✓' / c:/c c Ji �' Signature: _ r ' Date: (A y Represent ive) /101 S/ " Wheat Pxdgc CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855.,f. 303.237.8929 Proof of Submission for Permitting/ Plan Review A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Dat e: 6/29/16 Project Address: 4901 Marshall Street, Wheat Ridge, Colorado Name of Firm/ Individual submitting documents: Civil Resources, LLC Project Type/ Description: New commercial self storage (mini storage) facility. Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT FOR AGENCY USE ONLY 1, V M.,C; r___! LIC I X &M a: am a duly authorized representative of the agency indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) o West Metro Fire Protection o Arvada Fire Protection o Wheat Rdge Sanitation District o Wheat Ridge Water District o Clear Creek Sanitation District o Consolidated Mutual Water District o Fruitdale Sanitation District o _Vallll��y Water District a Westridge Sanitation District e1--Zver Water c Ot her Agency Notes: Signat_•(�ii.(D �—� Date: (Agency Representative) City R,Ldge CITY OF WHEAT RIDGr BUILDING AND INSPECTION SI-RVICES DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855.f 303.237.8929 Proof of Submission for Permitting/ Plan Review A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Dat e: 6/29/16 Project Address: 4901 Marshall Street, Wheat Ridge, Colorado Name of Firm/ Individual submitting documents: CMI Resources, LLC Project Type/ Description: New commercial self storage mini storage) facility. Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY n I, -Jt a duly authorized representative of the agency indicated below and do, y my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented; (Please check one) o West Metro Fire Protection o Arvada Fire Protection o Wheat Rdge Water District o Consolidated Mutual Water District o Valley Water District o Denver Water o Wheat Ridge Sanitation District o Clear Creek Sanitation District * Fruitdale Sanitation District o Westridge Sanitation District o Other Agency Notes j ?L.,k j � .c►a AA4P-Q,(1,0 A,(,/; •" au: AZ f110e Ak%- JEZi S L—I rr,.tvcr'�vJ ��/ riLCcy�tD�f•y`ci Ci r rd / I t -i[, f G T S �A— �,, , l+L t} S Signature: --.,-d Ct.0 _ J�L 4. Date: — (Agency Representative) "i:>41-e...,A— City of `VAI heat R:idfTe PUBLIC WORKS City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 PUBLIC WORKS DEVELOPMENT REVIEW FEES Date: ! 8Is �(I Location of Construction: yqe / Purpose of Construction: Single Family Commercial Multi -Family Development Review Processing Fee: ................................................ $100.00 $ /041. 00 (Required of all projects for document processing) Single Family Residence/Duplex Review Fee: ......... I_, ....................... $50.00 $ Commercial/Multi-Family Review Fees: (Fees include reviews of the 1" and 2° submittals) • Review of existing or minimal technical documents: ............... ........ $200.00 $ • Initial review' of technical civil engineering documents: ................ $600.00 $ • Traffic Impact Study Review Fee: .................................................... $600.00 $ • Trip Generation Study Review Fee: .................................................. $200.00 $ • Stormwater Management Plan (SWMP) Review Fee: ....................... $100.00 $ • O & M Schedule Review & SMA Recording Fee ............................. $100.00 $ ' Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been made to the civil documents or the Traffic Study as requested by staff, further reviews of the Application will be subject to the following Resubmittal Fees: • Resubmittal Fees: 3rd submittal (%2 initial review fee) :.................................................... $300.00 $ 3&,D . pa 4"' submittal (full initial review fee) :................................................. $600.00 $ All subsequent submittals: ................................................................. $600.00 $ (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Permit issuance): $�>*oo • do PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC RIGHT-OF-WAY. www.ci.wheatridge.co.us Rev 06/13 Cily of hetic ('UISI IC �vo1iKS City of Wheat Ridge Municipal Building 7500 W. 29h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: D8 /l0 1 ADDRESS: 4110 Dear Contractor: In conjunction with the approval of the building permit application for the above referenced address, this letter is to inform you that all existing public improvements located along the frontage of said address shall be restored, (if damaged from related construction) to an acceptable condition, as determined by City of Wheat Ridge Public Works Department, and prior to the issuance of a Certificate of Occupancy. Prior to any construction commencing, the City's representative will conduct an onsite inspection to determine the existing condition(s) of the public improvements at this address. If you have any questions, please contact me at 303.235.2864. Sincerely, David F. Brossman, P.L.S. Development Review Engineer CC: File www.ci.-a-heatridge.ca.us Rev 2/08 /�/ City of COMMER CIALIMUL TI-FAMIL Y //U BWheat �idge BUILDING PERMIT APPLICATION REVIEW Date: _&//& 1-16 Location: 4140/ I144ie_S14ALL sT ATTENTION: BUILDING DEPARTMENT I have reviewed the submitted application documents to construct a located at the above referenced address. Please note the comments checked below. 1. ✓ Site Survey: ---'OK Not OK; refer to stipulations. 2. ✓ Drainage: a. Final Drainage Report and Plan required _✓Yes _ No b. Drainage Letter and Plan required _ Yes '✓No C. Site drainage/grading have been reviewed and are: w' -OK Not OK; see stipulations 3. CDPS Permit & SWMP Approved: ✓ Yes _ No _ N/A 4. ✓ Public Improvements to be completed: a. street paving/patching: ✓ Yes No b. curb & gutter/drivecut: ✓ Yes No C. sidewalk: t/ Yes No \ d. standard street lights: Yes :Z No e. pedestrian lights: Yes _✓No 7— o yL 0 ff, storm sewer: ✓ Yes No g. Letter of Credit (LOC) required: _1Z Yes No h. Funds in lieu of construction: Yes ✓ No If an LOC or funds in lieu of are required, for what improvements? Z &S & R ,/D -e ? 12oVeV W !d Sv Nt -frA—L Amount of the LOC or funds: $ 5. / SIA/PIA required: Yes No 6. Traffic impact analysis required & approved: _11Z Yes No 7. r/ Street Access Permit required: Yes _✓No If yes, was it approved by the Director of Public Works? Yes No 8. ✓ Does all existing roadway/alley R.O.W. meet the standards of the City: / Yes _ No If not, what is required: Eel" !�/}C.Q?1On� �GoNSpLaD �'T1dA� Ge,.7 �c �T If R.O.W. is required, has the deed been received? i.;- Yes No (See Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 9. ✓ APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, subject to the stated or attached stipulations. !, a�� �%� 6 8/l ?,Z/ �o Signature David F. Brossman, P.L.S. Date 10. A NOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the following reason(s): Signature David F. Brossman, P.L.S. Date 11. ✓ Stipulations: liPoA/ i2EGE PT Or .QLD G , 2 �o.2a �j'ZD.J d F- S1,4 12. ✓ NOTE: Any damage to the existing Public Improvements resulting from this construction shall be repaired to City standards prior to the issuance of the Certificate of Occupancy (C.O.). A Drainage Certification Letter with by As -Built plans shall be required prior to the issuance of the Certificate of Occupancy. Rev 062013 City of W heat R idge CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855.f 303.237.8929 Proof of Submission for Permitting/ Plan Review A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Dat e: & - I `� - Z01 V Project Address: 4J O) M &r -2K lklA- VJtACE Jxl M06 -E, lo 000 -, Name of Firm/ Individual submitting documents: 1, 1Ar?oi-) JA��o Project Type/ Description: 13L)(I--DI I3 &A y — 1rao 1 Z2 -1 j 13 ?-- :5 GC tiC,= s Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY I, , am a duly authorized representative of the agency indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) W/West Metro Fire Protection o Arvada Fire Protection o Wheat Ridge Water District o Consolidated Mutual Water District o Valley Water District o Denver Water Agency Notes: o Wheat Ridge Sanitation District o Gear Creek Sanitation District o Fruitdale Sanitation District o West ridge Sanitation District o Ot her Signature: (Agency Representat Dat e: 1)4D- - ��— City of' �MUNIWheatRidgeQUICK CODES TY T DEVELOPMEN The Building Division is currently operating under the following codes: 2012 International Building Code 2012 International Property Maintenance Code 2012 International Mechanical Code 2012 International Energy Conservation Code 2012 International Plumbing Code 2012 International Fire Code 2012 International Residential Code 2012 International Fuel Gas Code 2014 National Electrical Code NFPA 99 Standards for Health Care Facilities Uniform Code for the Abatement of Dangerous Buildings, 1997 Edition 2009 ANSI A117.1 Accessible and Usable Facilities Attic Access: 22" X 30" Crawl Space Access: 18" X 24" Drywall: Screws: 12" on ceilings Nails: 7" on ceilings 16" on walls framed 16" on center 8" on walls 12" on walls framed 24" on center Frost Level: 36" below grade Snow Load: 30 Lbs. Sq. Ft., 30 Lbs. Drift Wind Load: 105 MPH 3 -second wind gust Exposure: C Seismic Zone: B Insulation: R-20 walls Window: .32 R-49 ceilings R-19 crawlspaces Minimum Space Heating System — Replacements: Gas Furnaces 80% AFUE (sized Manual S) Gas Boilers 80% AFUE New Construction: Gas Furnaces 80% AFUE Gas Boilers 80% AFUE Ducts: Non -Conditioned Space R-6 Outside Building R-8 Water Heaters: High & Low combustion air ducting is required at a rate of 1 sq. in. per 2000 BTUs Arc Fault: ARC Fault required on all outlets per 2014 NEC Attic/Crawl Space Venting: 1 Sq. Ft. of vent per 150 Sq. Ft of space vented Vapor Barrier: Required under all slabs under habitable space Roofing: Ice and Water shield two (2) feet in from exterior wall (eaves); 6 nails per shingle required; 2 layers allowed, must tear off all layers if doing any tear -off. See Policy BD -10-002 for additional requirements. Flat Work: Minimum 4" depth for all residential work Foundation Standards: Engineered design and inspection required by engineer of record. Windows: All new windows shall meet egress except windows in existing basement bedrooms. (5.7 Sq. Ft. of openable space). Window height from floor to openable area on window max height is 44". All existing windows shall comply with Policy BDA 0-003. Rev. 08/2016 6 COMcheck Software Version 4.0.4.1 �( Envelope Compliance Certificate Project Information Energy Code: 2012 IECC Project Title: New Self Storage Facility - Carlson Marshall Street Location: Wheat Ridge, Colorado Climate Zone: 5b Project Type: New Construction Vertical Glazing / Wall Area: 12% Construction Site: Owner/Agent: Designer/Contractor: 4901 Marshall Street Marshall 76 DCB Construction Company Wheat Ridge, CO 80033 12460 1st Street 909 East 62nd Avenue Eastlake, CO 80614 Denver, CO 80216 Building Area Floor Area 1 -Office, Conditioned Storage, Mgr. Garage (Office) : 8397 Nonresidential 2 -Manager's Residence (Multifamily) : Nonresidential 1608 Additional Efficiency Package High efficiency HVAC. Systems that do not meet the performance requirement will be identified in the mechanical requirements checklist report. Envelope Assemblies Assembly Gross Area Cavity Cont. Proposed Budget U - or R -Value R -Value U -Factor Factor(.) Perimeter Roof - Standing Seam Metal with Liner MBI: Other Metal Building Roof, [Bldg. Use 1 - Office, Conditioned Storage, Mgr. Garage] (b) Roof - Standing Seam Metal with Liner MBI: Other Metal Building Roof, [Bldg. Use 2 - Manager&apos;s Residence] (b) Floor: Slab -On -Grade: Unheated, Vertical 3 ft., [Bldg. Use 1 - Office, Conditioned Storage, Mgr. Garage] (c) Floor at Mgr. Residence: Slab-On-Grade:Un heated, Vertical 3 ft., [Bldg. Use 2 - Manager&apos;s Residence] (c) NORTH North Wall - Metal Panel at Mgr. Residence: Steel -Framed, 24" o.c., [Bldg. Use 2 - Manager&apos;s Residence] Sliding Window: Metal Frame with Thermal Break:Operable, Perf. Type: Energy code default, Double Pane with Low -E, Clear, SHGC 0.70, [Bldg. Use 2 - Manager&apos;s Residence] Storefront Window: Metal Frame with Thermal Break:Fixed, Perf. Type: Energy code default, Double Pane with Low -E, Clear, SHGC 0.70, [Bldg. Use 2 - Manager&apos;s Residence] Storefront Door: Glass (> 50% glazing):Metal Frame, Entrance Door, Perf. Type: Energy code default, Double Pane with Low -E, Clear, SHGC 0.70, [Bldg. Use 2 - Manager&apos;s Residence] North Wall - Metal Panel at Office & Gar.: Steel -Framed, 24" o.c., [Bldg. Use 1 - Office, Conditioned Storage, Mgr. Garage] Hollow Metal Door: Insulated Metal, Swinging, [Bldg. Use 1 - Office, Conditioned Storage, Mgr. Garage] 6869 --- --- 0.031 0.035 1407 --- --- 0.031 0.035 579 --- 15.0 0.480 0.540 18 --- 15.0 0.480 0.540 1046 19.0 10.1 0.048 0.064 38 --- --- 0.650 0.450 60 --- --- 0.650 0.380 52 --- --- 0.800 0.770 275 19.0 10.1 0.048 0.064 24 --- --- 0.600 0.370 Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 11/29/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 1 of 10 Management\COMcheck\2016-11-29 Review Comments #1\Marshall.cck Assembly Gross Area Cavity Cont. Proposed Budget U- or R-Value R-Value U-Factor Factor(.) Perimeter North Wall at Roof Step: Steel-Framed, 24" o.c., [Bldg. Use 1 - Office, 50 19.0 10.1 0.048 0.064 Conditioned Storage, Mgr. Garage] North Wall - Office Masonry Veneer: Steel-Framed, 24" o.c., [Bldg. Use 26 19.0 10.1 0.048 0.064 1 - Office, Conditioned Storage, Mgr. Garage] North Wall - Concrete Curb: Solid Concrete:6" Thickness, Normal 22 --- 10.0 0.086 0.078 Density, Furring: None, [Bldg. Use 1 - Office, Conditioned Storage, Mgr. Garage] North Wall - Concrete Curb at Mgr. Res.: Solid Concrete:6" Thickness, 11 --- 10.0 0.086 0.078 Normal Density, Furring: None, [Bldg. Use 1 - Office, Conditioned Storage, Mgr. Garage] EAST East Wall - Metal Panel at Mgr. Res.: Steel-Framed, 24" o.c., [Bldg. Use 508 19.0 10.1 0.048 0.064 2 - Manager&apos;s Residence] Storefront Window at Residence: Metal Frame with Thermal 70 --- --- 0.650 0.380 Break:Fixed, Perf. Type: Energy code default, Double Pane with Low-E, Clear, SHGC 0.70, [Bldg. Use 2 - Manager&apos;s Residence] East Wall - Metal Panel: Steel-Framed, 24" o.c., [Bldg. Use 1 - Office, 2589 19.0 10.1 0.048 0.064 Conditioned Storage, Mgr. Garage] Storefront Window: Metal Frame with Thermal Break:Fixed, Perf. Type: 650 --- --- 0.650 0.380 Energy code default, Double Pane with Low-E, Clear, SHGC 0.70, [Bldg. Use 1 - Office, Conditioned Storage, Mgr. Garage] Storefront Door: Glass (> 50% glazing):Metal Frame, Entrance Door, 181 --- --- 0.800 0.770 Perf. Type: Energy code default, Double Pane with Low-E, Clear, SHGC 0.70, [Bldg. Use 1 - Office, Conditioned Storage, Mgr. Garage] East Wall - Concrete Curb: Solid Concrete:6" Thickness, Normal 88 --- 10.0 0.086 0.078 Density, Furring: None, [Bldg. Use 1 - Office, Conditioned Storage, Mgr. Garage] East Wall - Masonry Veneer: Steel-Framed, 24" o.c., [Bldg. Use 1 - 228 19.0 10.1 0.048 0.064 Office, Conditioned Storage, Mgr. Garage] SOUTH South Wall - Metal Panel at Mgr. Res.: Steel-Framed, 24" o.c., [Bldg. 848 19.0 10.1 0.048 0.064 Use 2 - Manager&apos;s Residence] Single Hung Window: Metal Frame with Thermal Break:Operable, Perf. 38 --- --- 0.650 0.450 Type: Energy code default, Double Pane with Low-E, Clear, SHGC 0.70, [Bldg. Use 2 - Manager&apos;s Residence] South Wall - Metal Panel at Office Suite: Steel-Framed, 24" o.c., [Bldg. 260 19.0 10.1 0.048 0.064 Use 1 - Office, Conditioned Storage, Mgr. Garage] South Wall - Concrete Curb at Office: Solid Concrete:6" Thickness, 17 --- 10.0 0.086 0.078 Normal Density, Furring: None, [Bldg. Use 1 - Office, Conditioned Storage, Mgr. Garage] South Interior Wall - Conditioned Storage: Steel-Framed, 24" o.c., [Bldg. 201 32.0 0.0 0.063 0.064 Use 1 - Office, Conditioned Storage, Mgr. Garage] WEST West Interior Wall - Office Suites: Wood-Framed, 24" o.c., [Bldg. Use 1 1583 32.0 0.0 0.049 0.064 - Office, Conditioned Storage, Mgr. Garage] Hollow Metal Door: Insulated Metal, Swinging, [Bldg. Use 1 - Office, 143 --- --- 0.600 0.370 Conditioned Storage, Mgr. Garage] West Wall - Metal Panel at Storage: Steel-Framed, 24" o.c., [Bldg. Use 576 19.0 10.1 0.048 0.064 1 - Office, Conditioned Storage, Mgr. Garage] Hollow Metal Door: Insulated Metal, Swinging, [Bldg. Use 1 - Office, 55 --- --- 0.600 0.370 Conditioned Storage, Mgr. Garage] West Wall - Concrete Curb at Storage: Solid Concrete:6" Thickness, 41 --- 0.0 0.810 0.078 Normal Density, Furring: None, [Bldg. Use 1 - Office, Conditioned Storage, Mgr. Garage] West Wall - Metal Panel at Mgr. Residence: Steel-Framed, 24" o.c., 774 19.0 10.1 0.048 0.064 [Bldg. Use 2 - Manager&apos;s Residence] Sliding Window: Metal Frame with Thermal Break:Operable, Perf. Type: 38 --- --- 0.650 0.450 Energy code default, Double Pane with Low-E, Clear, SHGC 0.70, Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 11/29/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 2 of 10 Management\COMcheck\2016-11-29 Review Comments #1\Marshall.cck Assembly Gross Area Cavity Cont. or R -Value R -Value Perimeter Proposed Budget U - U -Factor Factor(.) [Bldg. Use 2 - Manager&apos;s Residence] Storefront Window: Metal Frame with Thermal Break:Fixed, Perf. Type: 56 --- --- 0.650 0.380 Energy code default, Double Pane with Low -E, Clear , SHGC 0.70, [Bldg. Use 2 - Manager&apos;s Residence] West Wall - Metal Panel at Mgr. Garage: Steel -Framed, 24" o.c., [Bldg. 774 19.0 10.1 0.048 0.064 Use 1 - Office, Conditioned Storage, Mgr. Garage] Storefront Window: Metal Frame with Thermal Break:Fixed, Perf. Type: 6 --- --- 0.650 0.380 Energy code default, Double Pane with Low -E, Clear, SHGC 0.70, [Bldg. Use 1 - Office, Conditioned Storage, Mgr. Garage] Overhead Sectional Door: Insulated Metal, Non -Swinging, [Bldg. Use 1 128 --- --- 0.109 0.109 - Office, Conditioned Storage, Mgr. Garage] West Wall - Concrete Curb at Residence: Solid Concrete:6" Thickness, 9 --- 0.0 0.810 0.078 Normal Density, Furring: None, [Bldg. Use 1 - Office, Conditioned Storage, Mgr. Garage] (a) Budget U -factors are used for software baseline calculations ONLY, and are not code requirements. (b) 'Other' components require supporting documentation for proposed U -factors. (c) Slab -On -Grade proposed and budget U -factors shown in table are F -factors. • •e PASSES: Design 1 better than code Envelope Compliance Statement Compliance Statement: The proposed envelope design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed envelope systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.0.4.1 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Wj6eA tco � Name - Title Signature 6a e t:zrcft"_4- US" C04 0 CO MICHAEL O * BRAY r ARC -201670 OFA ��V SFD ARG\ Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 11/29/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 3 of 10 Management\COMcheck\2016-11-29 Review Comments #1\Marshall.cck COMcheck Software Version 4.0.4.1 Inspection Checklist Energy Code: 2012 IECC Requirements: 87.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # Plan Review Complies? Comments/Assumptions & Req.ID C103.2 Plans and/or specifications provide all ❑Complies Requirement will be met. [PR1]1 information with which compliance []Does Not can be determined for the building ❑Not Observable envelope and document where exceptions to the standard are ❑Not Applicable claimed. C406 Plans, specifications, and/or ❑Complies [PR9]1 calculations provide all information ❑Does Not with which compliance can be determined for the additional energy ❑Not Observable efficiency package options. ❑Not Applicable C402.3.1 The vertical fenestration area <= 30 ❑Complies Requirement will be met. [PR10]1 percent of the gross above -grade wall ❑Does Not area. ❑Not Observable ❑Not Applicable C402.3.1 The skylight area <= 3 percent of the ❑Complies Requirement will be met. [PR11]1 gross roof area. ❑Does Not ❑Not Observable ❑Not Applicable C402.3.2 In enclosed spaces > 10,000 ft2 ❑Complies Exception: Requirement does not apply. [PR14]1 directly under a roof with ceiling ❑Does Not heights >15 ft. and used as an office, [:]Not Observable lobby, atrium, concourse, corridor, ❑Not Applicable storage, gymnasium/exercise center, convention center, automotive service, manufacturing, non - refrigerated warehouse, retail store, distribution/sorting area, transportation, or workshop, the following requirements apply: (a) the daylight zone under skylights is >= half the floor area; (b) the skylight area to daylight zone is >= 3 percent with a skylight VT >= 0.40; or a minimum skylight effective aperture >= 1 percent. C402.3.2. Skylights in office, storage, ❑Complies Exception: Requirement does not apply. 2 automotive service, manufacturing, ❑Does Not [PR15]1 non -refrigerated warehouse, retail ❑Not Observable store, and distribution/sorting area have a measured haze value > 90 ❑Not Applicable percent unless designed to exclude direct sunlight. Additional Comments/Assumptions: 11 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 11/29/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 4 of 10 Management\COMcheck\2016-11-29 Review Comments #1\Marshall.cck Section # Footing / Foundation Inspection Complies? Comments/Assumptions & Req.ID C402.2.6 Slab edge insulation R -value. ❑Complies See the Envelope Assemblies table for values. [FO3]2 ❑Does Not ❑Not Observable ❑Not Applicable C303.2 Slab edge insulation installed per ❑Complies Requirement will be met. [FO4]2 manufacturer's instructions. ❑Does Not ❑Not Observable ❑Not Applicable C402.2.6 Slab edge insulation depth/length. ❑Complies See the Envelope Assemblies table for values. [FO5]2 Slab insulation extending away from ❑Does Not building is covered by pavement or []Not Observable >= 10 inches of soil. ❑Not Applicable C403.2.8. Exterior insulation protected against ❑Complies Requirement will be met. 1 damage, sunlight, moisture, wind, ❑Does Not [FO6]1 landscaping and equipment ❑Not Observable maintenance activities. ❑Not Applicable C402.2.8 Bottom surface of floor structures ❑Complies See the Envelope Assemblies table for values. [FO12]3 incorporating radiant heating ❑Does Not insulated to >=R-3.5. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 11 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 11/29/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 5 of 10 Management\COMcheck\2016-11-29 Review Comments #1\Marshall.cck Section # Framing / Rough -In Inspection Complies? Comments/Assumptions & Req.ID C402.4.1, The building envelope contains a ❑Complies Requirement will be met. C402.4.2 continuous air barrier that is sealed in ❑Does Not [FR16]1 an approved manner and either ❑Not Observable constructed or tested in an approved ❑Not Applicable manner. Air barrier penetrations are sealed in an approved manner. C402.4.3, Factory -built fenestration and doors ❑Complies Exception: Field fabricated fenestration assemblies. C402.4.4 are labeled as meeting air leakage ❑Does Not [FR18]3 requirements. ❑Not Observable ❑Not Applicable C402.4.7 Vestibules are installed on all building ❑Complies Exception: Doors that open directly from a space =3000 ft2. [FR17]3 entrances. Doors have self-closing ❑Does Not devices. ❑Not Observable ❑Not Applicable C402.3.3, Vertical fenestration U -Factor. ❑Complies See the Envelope Assemblies table for values. C402.3.4 ❑Does Not [FR8]1 ❑Not Observable ❑Not Applicable C402.3.3 Vertical fenestration SHGC value. ❑Complies see the Envelope Assemblies table for values. [FR10]1 ❑Does Not ❑Not Observable ❑Not Applicable C303.1.3 Fenestration products rated in ❑Complies Exception: Default values are used. [FR12]2 accordance with NFRC. ❑Does Not ❑Not Observable ❑Not Applicable C303.1.3 Fenestration products are certified as ❑Complies Requirement will be met. [FR13]1 to performance labels or certificates ❑Does Not provided. ❑Not Observable ❑Not Applicable C402.2.7 U -factor of opaque doors associated ❑Complies See the Envelope Assemblies table for values. [FR14]2 with the building thermal envelope ❑Does Not meets requirements. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 111 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 13 1 Low Impact (Tier 3) Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 11/29/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 6 of 10 Management\COMcheck\2016-11-29 Review Comments #1\Marshall.cck Section # Mechanical Rough -In Inspection Complies? Comments/Assumptions & Req.ID C402.4.5. Stair and elevator shaft vents have ❑Complies Exception: Requirement does not apply. 1 motorized dampers that automatically ❑Does Not [ME3]3 close. ❑Not Observable ❑Not Applicable C402.4.5. Outdoor air and exhaust systems have ❑Complies Exception: Gravity dampers acceptable for exhaust and relief 2 motorized dampers that automatically ❑Does Not dampers. [ME58]3 shut when not in use and meet maximum leakage rates. Check [:]Not Observable gravity dampers where allowed. ❑Not Applicable Additional Comments/Assumptions: 11 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 11/29/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 7 of 10 Management\COMcheck\2016-11-29 Review Comments #1\Marshall.cck Section # Insulation Inspection Complies? Comments/Assumptions & Req.ID C402.4.1. All sources of air leakage in the ❑Complies Requirement will be met. 1 building thermal envelope are sealed, ❑Does Not [IN1]1 caulked, gasketed, weather stripped []Not Observable or wrapped with moisture vapor- ❑Not Applicable permeable wrapping material to minimize air leakage. C402.4.2. Roof R -value. For some ceiling ❑Complies see the Envelope Assemblies table for values. 1 systems, verification may need to ❑Does Not [IN2]1 occur during Framing Inspection. ❑Not Observable ❑Not Applicable C303.2 Roof insulation installed per ❑Complies Requirement will be met. [IN3]1 manufacturer's instructions. Blown or ❑Does Not poured loose -fill insulation is installed ❑Not Observable only where the roof slope is <=3 in ❑Not Applicable 12. C303.2 Above -grade wall insulation installed ❑Complies Requirement will be met. [IN7]1 per manufacturer's instructions. ❑Does Not ❑Not Observable ❑Not Applicable C402.2.5 Floor insulation R -value. ❑Complies see the Envelope Assemblies table for values. [IN8]2 ❑Does Not ❑Not Observable ❑Not Applicable C303.1 Building envelope insulation is labeled ❑Complies Requirement will be met. [IN10]2 with R -value or insulation certificate ❑Does Not providing R -value and other relevant ❑Not Observable data. ❑Not Applicable C303.2.1 Exterior insulation is protected from ❑Complies Requirement will be met. [IN14]2 damage with a protective material. ❑Does Not Verification for exposed foundation ❑Not Observable insulation may need to occur during ❑Not Applicable Foundation Inspection. C402.2.1 Insulation intended to meet the roof ❑Complies Requirement will be met. [IN17]3 insulation requirements cannot be ❑Does Not installed on top of a suspended ❑Not Observable ceiling. Mark this requirement compliant if insulation is installed ❑Not Applicable accordingly. Additional Comments/Assumptions: 111 High Impact (Tier 1) 2 I Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 11/29/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 8 of 10 Management\COMcheck\2016-11-29 Review Comments #1\Marshall.cck Section # Final Inspection Complies? Comments/Assumptions & Req.ID C402.4.6 Weatherseals installed on all loading ❑Complies Exception: Requirement does not apply. [FI37]1 dock cargo doors. ❑Does Not ❑Not Observable ❑Not Applicable C402.4.8 Recessed luminaires in thermal ❑Complies Exception: Requirement does not apply. [FI26]3 envelope to limit infiltration and be IC ❑Does Not rated and labeled. Seal between interior finish and luminaire housing. [:]Not Observable ❑Not Applicable C406 Efficient HVAC performance, efficient ❑Complies [FI34]1 lighting system, or on-site supply of ❑Does Not renewable energy consistent with what is shown the approved plans. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 111 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 11/29/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 9 of 10 Management\COMcheck\2016-11-29 Review Comments #1\Marshall.cck Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 11/29/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 10 of 10 Management\COMcheck\2016-11-29 Review Comments #1\Marshall.cck �( COMcheck Software Version 4.0.4.1 Envelope Compliance Certificate Project Information Energy Code: Project Title: Location: Climate Zone: Project Type: Vertical Glazing / Wall Area Construction Site: 4901 Marshall Street Wheat Ridge, CO 80033 Building Area 2012 IECC New Self Storage Facility - Carlson Marshall Street Wheat Ridge, Colorado 5b New Construction 13% Owner/Agent: Designer/Contractor: Marshall 76 DCB Construction Company 12460 1st Street 909 East 62nd Avenue Eastlake, CO 80614 Denver, CO 80216 Floor Area 1 -Conditioned Storage, Office & Residence (Office) : Nonresidential 13602 Additional Efficiency Package High efficiency HVAC. Systems that do not meet the performance requirement will be identified in the mechanical requirements checklist report. Envelope Assemblies Assembly Gross Area Cavity Cont. Proposed Budget U - or R -Value R -Value U -Factor Factor(.) Perimeter Roof - Standing Seam Metal with Liner MBI: Other Metal Building Roof, 8275 --- --- 0.031 0.035 [Bldg. Use 1 - Conditioned Storage, Office & Residence] (b) Floor: Slab -On -Grade: Unheated, Vertical 3 ft., [Bldg. Use 1 - 597 --- 15.0 0.480 0.540 Conditioned Storage, Office & Residence] (c) NORTH North Wall - Metal Panel at Office & Residence: Steel -Framed, 24" o.c., 1321 19.0 10.1 0.048 0.064 [Bldg. Use 1 - Conditioned Storage, Office & Residence] Sliding Window: Metal Frame with Thermal Break:Operable, Perf. Type: 38 --- --- 0.650 0.450 Energy code default, Double Pane with Low -E, Clear , SHGC 0.70, [Bldg. Use 1 - Conditioned Storage, Office & Residence] Storefront Window: Metal Frame with Thermal Break:Fixed, Perf. Type: 60 --- --- 0.650 0.380 Energy code default, Double Pane with Low -E, Clear , SHGC 0.70, [Bldg. Use 1 - Conditioned Storage, Office & Residence] Storefront Door: Glass (> 50% glazing):Metal Frame, Entrance Door, 52 --- --- 0.800 0.770 Perf. Type: Energy code default, Double Pane with Low -E, Clear, SHGC 0.70, [Bldg. Use 1 - Conditioned Storage, Office & Residence] Hollow Metal Door: Insulated Metal, Swinging, [Bldg. Use 1 - 24 --- --- 0.600 0.370 Conditioned Storage, Office & Residence] North Wall at Roof Step: Steel -Framed, 24" o.c., [Bldg. Use 1 - 50 19.0 10.1 0.048 0.064 Conditioned Storage, Office & Residence] North Wall - Office Masonry Veneer: Steel -Framed, 24" o.c., [Bldg. Use 26 19.0 10.1 0.048 0.064 1 - Conditioned Storage, Office & Residence] North Wall - Concrete Curb: Solid Concrete:6" Thickness, Normal 33 --- 10.0 0.086 0.078 Density, Furring: None, [Bldg. Use 1 - Conditioned Storage, Office & Residence] Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 08/12/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 1 of 10 Management\COMcheck\2016-08-09 Pre Permit\Marshall.cck Assembly Gross Area Cavity Cont. Proposed Budget U - or R -Value R -Value U -Factor Factor(e) Perimeter EAST East Wall - Metal Panel: Steel -Framed, 24" o.c., [Bldg. Use 1 - 3097 19.0 10.1 0.048 0.064 Conditioned Storage, Office & Residence] Storefront Window: Metal Frame with Thermal Break:Fixed, Perf. Type: 650 --- --- 0.650 0.380 Energy code default, Double Pane with Low -E, Clear, SHGC 0.70, [Bldg. Use 1 - Conditioned Storage, Office & Residence] Storefront Door: Glass (> 50% glazing):Metal Frame, Entrance Door, 181 --- --- 0.800 0.770 Perf. Type: Energy code default, Double Pane with Low -E, Clear, SHGC 0.70, [Bldg. Use 1 - Conditioned Storage, Office & Residence] Storefront Window at Residence: Metal Frame with Thermal 70 --- --- 0.650 0.380 Break:Fixed, Perf. Type: Energy code default, Double Pane with Low -E, Clear, SHGC 0.70, [Bldg. Use 1 - Conditioned Storage, Office & East Wall - Concrete Curb: Solid Concrete:6" Thickness, Normal 88 --- 10.0 0.086 0.078 Density, Furring: None, [Bldg. Use 1 - Conditioned Storage, Office & Residence] East Wall - Masonry Veneer: Steel -Framed, 24" o.c., [Bldg. Use 1 - 228 19.0 10.1 0.048 0.064 Conditioned Storage, Office & Residence] SOUTH South Wall - Masonry at Residence: Concrete Block:8", Partially 848 19.0 10.1 0.054 0.078 Grouted, Cells Empty, Normal Density, Furring: Metal, [Bldg. Use 1 - Conditioned Storage, Office & Residence] Rated Windows: Metal Frame:Fixed, Perf. Type: Energy code default, 77 --- --- 0.800 0.380 Double Pane, Clear, SHGC 0.70, [Bldg. Use 1 - Conditioned Storage, Office & Residence] South Wall - Metal Panel at Office Suite: Steel -Framed, 24" o.c., [Bldg. 260 19.0 10.1 0.048 0.064 Use 1 - Conditioned Storage, Office & Residence] South Wall - Concrete Curb at Office: Solid Concrete:6" Thickness, 17 --- 10.0 0.086 0.078 Normal Density, Furring: None, [Bldg. Use 1 - Conditioned Storage, Office & Residence] South Interior Wall - Conditioned Storage: Steel -Framed, 24" o.c., [Bldg. 201 32.0 0.0 0.063 0.064 Use 1 - Conditioned Storage, Office & Residence] WEST West Interior Wall - Office Suites: Wood -Framed, 24" o.c., [Bldg. Use 1 1583 32.0 0.0 0.049 0.064 - Conditioned Storage, Office & Residence] Hollow Metal Door: Insulated Metal, Swinging, [Bldg. Use 1 - 143 --- --- 0.600 0.370 Conditioned Storage, Office & Residence] West Wall - Metal Panel at Storage: Steel -Framed, 24" o.c., [Bldg. Use 576 19.0 10.1 0.048 0.064 1 - Conditioned Storage, Office & Residence] Hollow Metal Door: Insulated Metal, Swinging, [Bldg. Use 1 - 55 --- --- 0.600 0.370 Conditioned Storage, Office & Residence] West Wall - Concrete Curb at Storage: Solid Concrete:6" Thickness, 41 --- 0.0 0.810 0.078 Normal Density, Furring: None, [Bldg. Use 1 - Conditioned Storage, Office & Residence] West Wall - Metal Panel at Residence: Steel -Framed, 24" o.c., [Bldg. 774 19.0 10.1 0.048 0.064 Use 1 - Conditioned Storage, Office & Residence] Sliding Window: Metal Frame with Thermal Break:Operable, Perf. Type: 38 --- --- 0.650 0.450 Energy code default, Double Pane with Low -E, Clear , SHGC 0.70, [Bldg. Use 1 - Conditioned Storage, Office & Residence] Storefront Window: Metal Frame with Thermal Break: Fixed, Perf. Type: 56 --- --- 0.650 0.380 Energy code default, Double Pane with Low -E, Clear, SHGC 0.70, [Bldg. Use 1 - Conditioned Storage, Office & Residence] Storefront Window: Metal Frame with Thermal Break:Fixed, Perf. Type: 6 --- --- 0.650 0.380 Energy code default, Double Pane with Low -E, Clear, SHGC 0.70, [Bldg. Use 1 - Conditioned Storage, Office & Residence] Overhead Sectional Door: Insulated Metal, Non -Swinging, [Bldg. Use 1 128 --- --- 0.109 0.109 - Conditioned Storage, Office & Residence] West Wall - Concrete Curb at Residence: Solid Concrete:6" Thickness, 9 --- 0.0 0.810 0.078 Normal Density, Furring: None, [Bldg. Use 1 - Conditioned Storage, Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 08/12/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 2 of 10 Management\COMcheck\2016-08-09 Pre Permit\Marshall.cck Assembly Office & Residence] Gross Area Cavity Cont. Proposed Budget U - or R -Value R -Value U -Factor Factor(.) Perimeter (a) Budget U -factors are used for software baseline calculations ONLY, and are not code requirements. (b) 'Other' components require supporting documentation for proposed U -factors. (c) Slab -On -Grade proposed and budget U -factors shown in table are F -factors. Envelope PASSES: Design 0.1% better than code '.:-nvelope Compliance Statement Compliance Statement. The proposed envelope design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed envelope systems have been designed to meet the 2012 IECC requirements in COMUeckersion 4.0.4.1 and to comply with any applicable mandatory requirements listed in the Inspection Checklist.t.. •U Name - Title e Date UL- -at�r 40CC 4G`41 i. °F C°4� MICHAEL p BRAY ARC -201670 19 ARCN Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 08/12/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 3 of 10 Management\COMcheck\2016-08-09 Pre Permit\Marshall.cck COMcheck Software Version 4.0.4.1 Inspection Checklist Energy Code: 2012 IECC Requirements: 87.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # Plan Review Complies? Comments/Assumptions & Req.ID C103.2 Plans and/or specifications provide all ❑Complies Requirement will be met. [PR1]1 information with which compliance ❑Does Not can be determined for the building ❑Not Observable envelope and document where ❑Not Applicable exceptions to the standard are _ claimed. C406 Plans, specifications, and/or ❑Complies [PR9]1 calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the additional energy ❑Not Applicable efficiency package options. C402.3.1 The vertical fenestration area <= 30 ❑Complies Requirement will be met. [PR10]1 percent of the gross above -grade wall ❑Does Not area. ❑Not Observable ❑Not Applicable C402.3.1 The skylight area <= 3 percent of the ❑Complies Requirement will be met. [PR11]1 gross roof area. ❑Does Not ❑Not Observable ❑Not Applicable C402.3.2 In enclosed spaces > 10,000 ft2 ❑Complies Exception: Requirement does not apply. [PR14]1 directly under a roof with ceiling ❑Does Not heights >15 ft. and used as an office, ❑Not Observable lobby, atrium, concourse, corridor, ❑Not Applicable storage, gymnasium/exercise center, convention center, automotive service, manufacturing, non - refrigerated warehouse, retail store, distribution/sorting area, transportation, or workshop, the following requirements apply: (a) the daylight zone under skylights is >= half the floor area; (b) the skylight area to daylight zone is >= 3 percent with a skylight VT >= 0.40; or a minimum skylight effective aperture >= 1 percent. C402.3.2. Skylights in office, storage, ❑Complies Exception: Requirement does not apply. 2 automotive service, manufacturing, ❑Does Not [PR15]1 non -refrigerated warehouse, retail ❑Not Observable store, and distribution/sorting area ❑Not Applicable have a measured haze value > 90 percent unless designed to exclude direct sunlight. Additional Comments/Assumptions: 1 I High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 3Low Impact (Tier 3) Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 08/12/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 4 of 10 Management\COMcheck\2016-08-09 Pre Permit\Marshall.cck Section # Footing / Foundation Inspection Complies? Comments/Assumptions & Req.ID C402.2.6 Slab edge insulation R -value. ❑Complies See the Envelope Assemblies table for values. [FO3]2 ❑Does Not ❑Not Observable ❑Not Applicable C303.2 Slab edge insulation installed per ❑Complies Requirement will be met. [FO4]2 manufacturer's instructions. ❑Does Not ❑Not Observable ❑Not Applicable C402.2.6 Slab edge insulation depth/length. ❑Complies See the Envelope Assemblies table for values. [FO5]2 Slab insulation extending away from ❑Does Not building is covered by pavement or ❑Not Observable >= 10 inches of soil. ❑Not Applicable C403.2.8. Exterior insulation protected against ❑Complies Requirement will be met. 1 damage, sunlight, moisture, wind, ❑Does Not [FO6]1 landscaping and equipment ❑Not Observable maintenance activities. ❑Not Applicable C402.2.8 Bottom surface of floor structures ❑Complies See the Envelope Assemblies table for values. [FO12]3 incorporating radiant heating ❑Does Not insulated to >=R-3.5. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 111 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 1 3 1 Low Impact (Tier 3) Project Title: New Self Storage Facility - Carlson Marshall Street Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Management\COMcheck\2016-08-09 Pre Permit\Marshall.cck Report date: 08/12/16 Page 5 of 10 Section # Framing / Rough -In Inspection Complies? Comments/Assumptions & Req.ID C402.4.1, The building envelope contains a ❑Complies Requirement will be met. C402.4.2 continuous air barrier that is sealed in ❑Does Not [FR16]1 an approved manner and either ❑Not Observable constructed or tested in an approved ❑Not Applicable manner. Air barrier penetrations are sealed in an approved manner. C402.4.3, Factory -built fenestration and doors ❑Complies Exception: Field fabricated fenestration assemblies. C402.4.4 are labeled as meeting air leakage ❑Does Not [FR18]3 requirements. ❑Not Observable ❑Not Applicable C402.4.7 Vestibules are installed on all building ❑Complies Exception: Doors that open directly from a space =3000 ft2. [FR17]3 entrances. Doors have self-closing ❑Does Not devices. ❑Not Observable ❑Not Applicable C402.3.3, Vertical fenestration U -Factor. ❑Complies See the Envelope Assemblies table for values. C402.3.4 ❑Does Not [FR8]1 ❑Not Observable ❑Not Applicable C402.3.3 Vertical fenestration SHGC value. ❑Complies see the Envelope Assemblies table for values. [FR10]1 ❑Does Not ❑Not Observable ❑Not Applicable C303.1.3 Fenestration products rated in ❑Complies Exception: Default values are used. [FR12]2 accordance with NFRC. ❑Does Not ❑Not Observable ❑Not Applicable C303.1.3 Fenestration products are certified as ❑Complies Requirement will be met. [FR13]1 to performance labels or certificates ❑Does Not provided. ❑Not Observable ❑Not Applicable C402.2.7 U -factor of opaque doors associated ❑Complies see the Envelope Assemblies table for values. [FR14]2 with the building thermal envelope ❑Does Not meets requirements. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 11 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: New Self Storage Facility - Carlson Marshall Street Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Management\COMcheck\2016-08-09 Pre Perm it\MarshaIl.cck Report date: 08/12/16 Page 6 of 10 #Mechanical Rough -In Inspection Complies? Comments/Assumptions & Req. ID C402.4.5. Stair and elevator shaft vents have ❑Complies Exception: Requirement does not apply. 1 motorized dampers that automatically ❑Does Not [ME3]3 close. ❑Not Observable ❑Not Applicable C402.4.5. Outdoor air and exhaust systems have ❑Complies Exception: Gravity dampers acceptable for exhaust and relief 2 motorized dampers that automatically ❑Does Not dampers. [ME58]3 shut when not in use and meet maximum leakage rates. Check ❑Not Observable gravity dampers where allowed. ❑Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 08/12/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 7 of 10 Management\COMcheck\2016-08-09 Pre Perm it\MarshaIl.cck Section # Insulation Inspection Complies? Comments/Assumptions & Req.ID C402.4.1. All sources of air leakage in the ❑Complies Requirement will be met. 1 building thermal envelope are sealed, ❑Does Not [IN1]1 caulked, gasketed, weather stripped Observable or wrapped with moisture vapor - ❑Not Applicable permeable wrapping material to permeable minimize air leakage. C402.4.2. Roof R -value. For some ceiling ❑Complies See the Envelope Assemblies table for values. 1 systems, verification may need to ❑Does Not [IN2]1 occur during Framing Inspection. ❑Not Observable ❑Not Applicable C303.2 Roof insulation installed per ❑Complies Requirement will be met. [IN3]1 manufacturer's instructions. Blown or ❑Does Not poured loose -fill insulation is installed ❑Not Observable only where the roof slope is <=3 in ❑Not Applicable 12. C303.2 Above -grade wall insulation installed ❑Complies Requirement will be met. [IN7]1 per manufacturer's instructions. ❑Does Not ❑Not Observable ❑Not Applicable C402.2.5 Floor insulation R -value. ❑Complies See the Envelope Assemblies table for values. [IN8]2 ❑Does Not ❑Not Observable ❑Not Applicable C303.1 Building envelope insulation is labeled ❑Complies Requirement will be met. [IN10]2 with R -value or insulation certificate ❑Does Not providing R -value and other relevant ❑ Not Observable data. ❑Not Applicable C303.2.1 Exterior insulation is protected from ❑Complies Requirement will be met. [IN14]2 damage with a protective material. ❑Does Not Verification for exposed foundation ❑Not Observable insulation may need to occur during ❑Not Applicable Foundation Inspection. C402.2.1 Insulation intended to meet the roof ❑Complies Requirement will be met. [IN17]3 insulation requirements cannot be ❑Does Not installed on top of a suspended ❑Not Observable ceiling. Mark this requirement ❑Not Applicable compliant if insulation is installed accordingly. Additional Comments/Assumptions: 1 1 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 1 3 1 Low Impact (Tier 3) Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 08/12/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 8 of 10 Management\COMcheck\2016-08-09 Pre Permit\Marshall.cck Section # Final Inspection Complies? Comments/Assumptions & Req.ID C402.4.6 Weatherseals installed on all loading ❑Complies Exception: Requirement does not apply. [FI37]1 dock cargo doors. ❑Does Not ❑Not Observable ❑Not Applicable C402.4.8 Recessed luminaires in thermal ❑Complies Exception: Requirement does not apply. [FI26]3 envelope to limit infiltration and be IC ❑Does Not rated and labeled. Seal between ❑Not Observable interior finish and luminaire housing. ❑Not Applicable C406 Efficient HVAC performance, efficient ❑Complies [F134]1 lighting system, or on-site supply of ❑Does Not renewable energy consistent with ❑Not Observable what is shown the approved plans. ❑Not Applicable Additional Comments/Assumptions: 1 I High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 08/12/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 9 of 10 Management\COMcheck\2016-08-09 Pre Perm it\Ma rsha I Lcck Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 08/12/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 10 of 10 Management\COMcheck\2016-08-09 Pre Perm it\MarshaII.cck See General Information for Roofing Systems MBCI 14031 W HARDY RD HOUSTON, TX 77060-5304 USA TG FU. R8116 Roofing Systems Roofing Systems OTHER SYSTEMS Class A R8116 Coated steel panels (surfacing) identified as "R" or "PBR", "Ultra-Dek", "Double -Lok", "BattenLok", "BattenLok HS" or "SuperLok", "Craftsman Series SB", "Craftsman Series LB", "Craftsman Series HB", "7.2 Panel", "LokSeam", "U" or "PBU", "S-36", "5V -Crimp", "Estate Panel", "Slimeline", "Storm Proof', "Perma-Clad", "Curved BattenLok". One or more layers of Elk Corp. "VersaShield Underlayment", mechanically fastened, may be used in lieu of the Barrier Board in all combustible Classifications. 1. Deck: C-15/32 Incline: Unlimited Impact: Class 4 Barrier Board: — 1/4 in. min. G -P Gypsum Dens Deck® with all joints staggered a min of 6 in. from the plywood joints. Ply Sheet (Optional): — Any UL Classified Type G1, G2 or G3 base/ply sheet, Type 15, 20 or 30 felt or UL Classified prepared roofing accessory or GCP Applied Technologies Inc. "Ice and Water Shield". Surfacing: — Coated Steel roofing panels, mechanically fastened or with steel screws when roof deck fasteners (panel clips) not required. 2. Deck: NC Incline: Unlimited Impact: Class 4 Barrier Board: — 1/4 in. min. G -P Gypsum DensDeck®. Ply Sheet (Optional): — Any UL Classified Type G1, G2 or G3 base/ply sheet, Type 15, 20 or 30 felt or UL Classified prepared roofing accessory or GCP Applied Technologies Inc. "Ice and Water Shield". Surfacing: — Coated Steel roofing panels, mechanically fastened or with steel screws when roof deck fasteners (panel clips) not required. 3. Deck: NC Incline: Unlimited Impact: Class 4 Barrier Board: — 7/16 OBS or 5/8 in. plywood over polyisocyanurate insulation board or polyisocyanurate composite boad, any thickness. Ply Sheet (Optional): — Any UL Classified Type G1, G2 or G3 base/ply sheet, Type 15, 20 or 30 felt or UL Classified prepared roofing accessory or GCP Applied Technologies Inc. "Ice and Water Shield". Surfacing: — Coated Steel roofing panels, mechanically fastened or with steel screws when roof deck fasteners (panel clips) not required. 4. Deck: NC Incline: Unlimited Impact: Class 4 Insulation: — Polyisocyanurate, glass fiber, perlite or wood fiber, any thickness. Ply Sheet (Optional): — Any UL Classified Type G1, G2 or G3 base/ply sheet, Type 15, 20 or 30 felt or UL Classified prepared roofing accessory or GCP Applied Technologies Inc. "Ice and Water Shield". Surfacing: — Coated Steel roofing panels, mechanically fastened or with steel screws when roof deck fasteners (panel clips) not required. 5. Deck: NC Incline: Unlimited Impact: Class 4 Insulation: — None required, however any UL Classified insulations may be used over open purlin spans. Any combination and any total thickness of insulation may be used. Surfacing: — Coated Steel roofing panels, mechanically fastened or with steel screws when roof deck fasteners (panel clips) not required. 6. Deck: C-15/32 Incline: Unlimited Impact: Class 4 Barrier Board: — 1/4 in. min. G -P Gypsum DensDeck@ with all joints staggered a min of 6 in. from the plywood joints. Ply Sheet (Optional): — Any UL Classified Type G1, G2 or G3 base/ply sheet, Type 15, 20 or 30 felt or UL Classified prepared roofing accessory or GCP Applied Technologies Inc. "Ice and Water Shield". Surfacing: — Coated Steel roofing panels, mechanically fastened or with steel screws when roof deck fasteners (panel clips) not required. Class C Coated steel panels (surfacing) identified as "R" or "PBR", "Ulta-Dek", "Double -Lok", "BattenLok", "BattenLok HS" or "SuperLok", "Craftsman Series SB", "Craftsman Series LB", "Craftsman Series HB", "7.2 Panel", "LokSeam", "U" or "PBU", "S-36", "5V -Crimp", "Estate Panel", "Slimeline", "Storm Proof', "Perma-Clad", "Curved BattenLok". 1. Deck: C-15/32 Incline: Unlimited Impact: Class 4 Surfacing: — Coated Steel roofing panels, mechanically fastened or with steel screws when roof deck fasteners (panel clips) not required. Last Updated on 2016-06-02 Questions? Print this page Terms of Use Paoe Top ©2016 UL LLC The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under UL's Follow -Up Service. Only those products bearing the UL Mark should be considered to be Certified and covered under UL's Follow -Up Service. Always look for the Mark on the product. UL permits the reproduction of the material contained in the Online Certification Directory subject to the following conditions: 1. The Guide Information, Assemblies, Constructions, Designs, Systems, and/or Certifications (files) must be presented in their entirety and in a non -misleading manner, without any manipulation of the data (or drawings). 2. The statement "Reprinted from the Online Certifications Directory with permission from UL" must appear adjacent to the extracted material. In addition, the reprinted material must include a copyright notice in the following format: "© 2016 UL LLC". C construction company, inc. 909 East 62nd Avenue • Denver, Colorado 80216 • 303.287.5525 • Fax 303.287.3697 • www.dcbl.com To: City of Wheat Ridge Building & Inspection Services 7500 West 29th Avenue Wheat Ridge, CO 80033 Letter of Transmittal Date: December 1, 2016 Project: Project No Marshall Street Storage 15-908 WE ARE SENDING YOU: ® Prints ❑ Samples ❑ Shop Drawings ® Application Materials VIA: ❑ Messenger hrs. ❑ Fed Ex: El Fed Overnight ElPriority Overnight El Regular Mail COPIES DATE SHEET NO. DESCRIPTION 1 11-30-2016 Plan Review Comment Response Letter 2 11-18-2016 Revised Drawing Sheets, 24"x36" 1 11-29-2016 COMcheck Envelope Compliance Certificate 1 11-14-2016 Plumbing Response and Water Heater Detail, 8.5x11 1 2016 UL Certificate TGFU.R8116 REMARKS: COPY TO: SIGNED: Jason Jacobowski DCB Construction W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Gov. Agencies\Building Department\08 - Comments Response #1\Support\Transmittal-WRBD Review Comments #1.docx U COMcheck Software Version 4.0.2.7 Mechanical Compliance Certificate Project Information Energy Code: 2012 IECC Project Title: Carlson Marshall Street Location: Denver, Colorado Climate Zone: 5b Project Type: New Construction Construction Site: Owner/Agent: 4901 Marshall Street DCB construction Wheat Ridge, CO 80033 909 E 62 ave Denver, CO 80216 303-287-5525 Additional Efficiency Package Unspecified Mechanical Systems List Quantity System Type & Description Designer/Contractor: Denver Heating and A/C 1900 West hamilton place Thornton 80110 303-806-8000 Duane&Denverheating.com HVAC System 1 (Single Zone): Heating: 1 each - Central Furnace, Gas, Capacity = 120 kBtu/h Proposed Efficiency = 80.00% Et, Required Efficiency = 80.00% Et Cooling: 1 each - Split System, Capacity = 60 kBtu/h, Air -Cooled Condenser, No Economizer, Economizer exception: Low Capacity Residential Proposed Efficiency = 13.00 SEER, Required Efficiency = 13.00 SEER Fan System: None HVAC System 2 (Single Zone): Heating: 6 each - Other, Electric, Capacity = 9 kBtu/h No minimum efficiency requirement applies Cooling: 6 each - Room AC With Louvered Sides, Capacity = 18 kBtu/h, Air -Cooled Condenser, No Economizer, Economizer exception: None Proposed Efficiency = 9.70 SEER, Required Efficiency = 9.70 SEER Fan System: None HVAC System 3 (Single Zone): Heating: 1 each - Other, Electric, Capacity = 17 kBtu/h No minimum efficiency requirement applies Fan System: None Mechanical Compliance Statement Compliance Statement. The proposed mechanical design represented in this document is consistent with` 10 y specifications, and other calculations submitted with this permit application. The proposed mechanical s e br" NV designed to meet he 2012 IECC requirements in COMcheck Version 4.0.2.7 and to comply with the m y u0e' fkr listed in the Inspe/�tion Checklist. al Name - Tine Signature Date Project Title: Carlson Marshall Street Report date: 08/05/16 Data filename: C:\Users\dfitts\Documents\COMcheck\Carlson Marshall Street.cck Page 1 of 8 COMcheck Software Version 4.0.2.7 Inspection Checklist Energy Code: 2012 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # & Req.ID Pian Review Complies? Comments/Assumptions C103.2 Plans, specifications, and/or❑Complies [PR2]1 calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the mechanical ❑Not Applicable systems and equipment and document where exceptions to the standard are claimed. Load calculations per acceptable engineering standards and handbooks. C406 Pians, specifications, and/or ❑Complies [PR9]1 calculations provide all information '❑Does Not with which compliance can be ❑Not Observable determined for the additional energy efficiency package options. ❑Not Applicable Additional Comments/Assumptions: 1 I High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Carlson Marshall Street Report date: 08/05/16 Data filename: C:\Users\dfitts\Documents\COMcheck\Carlson Marshall Street.cck Page 2 of 8 # I Footing 1 Foundation Inspection I Complies? Comments/Assumptions & Rea.ID C403.2.4. Freeze protection and snow/ice I❑Complies 5 a melting system sensors for future '❑Does Not [FO4]3 ;connection to controls. ❑Not Observable ❑Not Applicable j C402.2.8 ; Bottom surface of floor structures iOComplies I See the Envelope Assemblies table for values. [FO12]3 'incorporating radiant heating ❑Does Not ;insulated to >=R-3.5. ❑Not Observable El Not Applicable Additional Comments/Assumptions: 1 I High Impact (Tier 1) 12,1 Medium Impact (Tier 2) 13 1 Low impact (Tier 3) Project Title: Carlson Marshall Street Data filename: C:\Users\dfitts\Documents\COMcheck\Carlson Marshall Street.cck Report date: 08/05/16 Page 3 of 8 Section # Mechanical Rough -In Plans Verified Field Verified Complies? Comments/Assumptions & Req.ID Inspection Value Value C403.2.3 HVAC equipment efficiency Efficiency: Efficiency: ❑Complies See the Mechanical systems list [ME55]2 verified. ❑Does Not for values. j ❑Not Observable 6 ❑Not Applicable C403.2.5. Demand control ventilation ❑Complies 1 provided for spaces >500 ft2 and ❑Does Not [ME59]1 i>25 people/1000 ft2 occupant ❑Not Observable density and served by systems with air side economizer, auto ❑Not Applicable modulating outside air damper ;control, or design airflow >3,000 cfm, ' a C403.2.7 HVAC ducts and plenums R- R- ❑Complies [ME60]2 insulated. Where ducts or j❑Does Not plenums are installed in or under a slab, verification may need to ; I ❑Not Observable ❑Not Applicable occur during Foundation I Inspection, C403.2.8 HVAC piping insulation thickness. in. in. ❑Complies [ME61]2 Where piping is installed in or ❑Does Not under a slab, verification may !❑Not Observable need to occur during Foundation i❑Not Applicable Inspection. C403.2.8. Piping Insulation exposed to `> .-:. .I,❑Complies 1 weather is protected from =❑Does Not [ME7]3 damage (due to sun, moisture, !,[:]Not Observable wind, etc.). ❑Not Applicable C403.2.8 'Thermally ineffective panel❑Complies [ME41]3 :surfaces of sensible heating ❑Does Not panels have insulation >= R-3.5. ❑Not Observable ❑Not Applicable C403.3.1. :Total cooling capacity without ❑Complies a economizers must be less than ❑Does Not [null]° %varMaxKBtuPerH%. '1,❑Not Observable �`❑Not Applicable,' 0403.2.7 Ducts and plenums sealed based '��❑Complies [ME10]2 on static pressure and location. ❑Does Not -.❑Not Observable ❑Not Applicable C403.2.7. ' Ductwork operating >3 in. water'❑Complies 1.3 !column requires air leakage ❑Does Not [ME11]3 testing. ❑Not Observable ❑Not Applicable C403.2.7. l Ductwork operating >3 in, water ❑Complies 1.3 column requires air leakage ❑Does Not l [ME11]3 ;testing. ❑Not Observable l ❑Not Applicable C403.2.7. Ductwork operating >3 in. water ❑Complies 1.3 column requires air leakage ❑Does Not [ME11]3 ;testing. i ❑Not Observable []Not Applicable C408.2.2. iAir outlets and zone terminal ❑Complies 1 !devices have means for air ❑Does Not [ME53]3 balancing. ❑Not Observable ❑Not Applicable 1 I High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title; Carlson Marshall Street Report date: 08/05/16 Data filename: C:\Users\dfitts\Documents\COMcheck\Carlson Marshall Street.cck Page 4 of 8 Section #Inspection Mechanical Rough -in Plans Verified Field Verified Complies? Comments/Assumptions & Reg. ID Value Value C403.4.2 ;VAV fan motors >=7.5 hp to be VSD ❑ VSD ❑Complies [ME6612 ;driven by variable speed drive, I ❑ Vane axial ❑ Vane axial ❑Does Not have a vane -axial fan with fan fan ❑Not Observable ;variable pitch blades, or have i controls to limit fan motor EJ Other ❑ Other ;❑Not Applicable demand. i C403.4.2 VAV fan motors >=7.5 hp to be VSD VSD ❑Complies [ME6612 `driven by variable speed drive, ❑ Vane axial ❑ Vane axial ❑Does Not have a vane -axial fan with fan fan []Not Observable i ;variable !controls pitch blades, or have to limit fan motor E]Other ❑ Other ❑Not Applicable !demand. i G403,4,2 ?VAV fan motors >=7.5 hp to be VSD VSD ❑Complies [ME6612 !driven by variable speed drive, ❑ Vane axial ; ❑ Vane axial ❑Does Not have a vane -axial fan with fan I fan ❑Not Observable variable pitch blades, or have controls to limit fan motor ❑ Other ❑ Other ❑Not Applicable demand. C403.2.6 Exhaust air energy recovery on ❑Complies [ME57]1 ;systems meeting Table C403.2.6 ❑Does Not ❑Not Observable ❑Not Applicable i C403.2.11 i Unenclosed spaces that are i❑Complies [ME71]2 heated use only radiant heat. '❑Does Not ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 111 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Carlson Marshall Street Report date: 08/05/16 Data filename: C:\Users\dfitts\Documents\COMcheck\Carlson Marshall Street,cck Page 5 of 8 Section # Final inspection Complies? Comments/Assumptions & Re .ID C403.2.4, ;Thermostatic controls have a 5 °F❑Complies 2 jdeadband. j❑Does Not [FI38]3 i j❑Not Observable' ❑Nat Applicable j C403.2.4. !Temperature controls have setpoint ❑Complies 2 ;overlap restrictions. ❑Does Not [F12013 ❑Not Observable ❑Not Applicable j C403.2.4. Each zone equipped with setback ❑Complies 3 controls using automatic time clock or ❑Does Not [FI39]3 ;programmable control system. bservable; ❑Not Observable: El Not ❑Not Applicable C403.2.4. ;Automatic Controls: Setback to 55°F '❑Complies 3 ((heat) and 85°F (cool); 7 -day clock, 2 -❑Does Not [F140]3 !hour occupant override, 10 -hour `backup :❑Not Observable ❑Not Applicable C408.2.5. Furnished HVAC as -built drawings ❑Complies 1 !submitted within 90 days of system ❑Does Not [FI7]3 ;acceptance. ❑Not Observable', ❑Not Applicable C303.3,C4 Furnished O&M manuals for HVAC❑Complies 08.2.5.3 "systems within 90 days of system ❑Does Not [Fi8]3 acceptance. ❑Not Observable ❑Not Applicable C408.2.5. ;An air and/or hydronic system ;❑Complies 3 'balancing report is provided for HVAC ';❑Does Not [FI43]1 systems. ❑Not Observable j❑Not Applicable C408.2.3. HVAC control systems have been ❑Complies 2 tested to ensure proper operation, ;❑Does Not [FI10]1 calibration and adjustment of controls. ![-!Not Observable ❑Not Applicable C403.2.2 HVAC systems and equipment '❑Complies [F127]3 capacity does not exceed calculated ❑Does Not loads.❑Not Observable: ❑Not Applicable C408.2.1 Commissioning plan developed by❑Complies [FI28]1 registered design professional or ❑Does Not ;approved agency. ❑Not Observable: ❑Not Applicable C408.2.4 Preliminary commissioning report ❑Complies [FI2911 completed and certified by registered !❑Does Not design professional or approved ❑Not Observable agency. ❑Not Applicable C408.2.5. Final commissioning report due to ❑Complies 4 building owner within 90 days of ❑Does Not [F130]1 receipt of certificate of occupancy. ❑Not Observable j❑Not Applicable C408.2.3. HVAC equipment has been tested to ❑Complies 1 ensure proper operation.❑Does Not I [FI31]1 j❑Not Observable j❑Not Applicable 111 High Impact (Tier 1) 12 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Carlson Marshall Street Report date: 08/05/16 Data filename: C:\Users\dfitts\Documents\COMcheck\Carlson Marshall Street.cck Page 6 of 8 # & Re .I D I Final Inspection Complies? Comments/Assumptions C406 Efficient HVAC performance, efficient❑Complies [FI34)1 lighting system, or on-site supply of ❑Does Not renewable energy consistent with [:]Not Observable ;what is shown the approved plans. ❑Not Applicable Additional Comments/Assumptions: 1 I High Impact (Tier 1) 12 Medium Impact (Tier 2) 13 1 Low Impact (Tier 3) Project Title: Carlson Marshall Street Report date: 08/05/16 Data filename: C:\Users\dfitts\Documents\COMcheck\Carlson Marshall Street.cck Page 7 of 8 Project Title: Carlson Marshall Street Report date: 08/05/16 Data filename: C:\Users\dfitts\Documents\COMcheck\Carlson Marshall Street.cck Page 8 of 8 COMcheck Software Version 4.0.2.8 Exterior Lighting Compliance Certificate Project Information Energy Code: 2012 1ECC ��'� %✓� A��� ��i Project Title: CARLSON MARSHALL STREET ( 0043015 Project Type: New Construction Exterior Lighting Zone 2 (Light industrial area with limited nighttime use) Construction Site: Owner/Agent: Designer/Contractor: 4901 Marshall Street Architectural Engineering Design Wheat Ridge, CO 80033 Group, Inc. 1900 Wazee Street Suite 350 Denver, CO 80202 (303)296-3034 Allowed Exterior Lighting Power A B C D E Area/Surface Category Quantity Allowed Tradable Allowed Watts Watts / Unit Wattage (B X C) Parking area 4594 ft2 0.06 Yes 276 Driveway 107285 ft2 0.06 Yes 6437 Total Tradable Watts (a) = 6713 Total Allowed Watts = 6713 Total Allowed Supplemental Wafts (b) = 600 (a) Wattage tradeoffs are only allowed between tradable areas/surfaces. (b) A supplemental allowance equal to 600 watts may be applied toward compliance of both non-tradable and tradable areas/surfaces. Proposed Exterior Lighting Power A B C D E Fixture ID : Description / Lamp / Wattage Per Lamp / Ballast Lamps/ # of Fixture (C X D) Fixture Fixtures Watt. Parking area (4594 ft2): Tradable Wattage LED 1: BB: Other: 1 5 73 365 LED 2: 13132: Other: 1 1 97 97 LED 5: E171: Other: 1 32 16 496 LED 6: EW1: Other: 1 1 30 30 Driveway (107285 ft2): Tradable Wattage LED 3: AA: Other: 1 95 25 2375 LED 4: AA2: Other: 1 23 47 1081 LED 7: CC: Other: 1 4 16 62 Total Tradable Proposed Watts = 4506 Project Title: CARLSON MARSHALL STREET Report date: 07/14/16 Data filename: J:\3346.00 - Marshall Street Storage\Ltg Calcs\3346 - Marshall Street Storage - IECC 2012.cck Page 3 of 9 Exterior Lighting PASSES: Design 38% better than code —xterior Lighting Compliance Statement Compliance Statement. The proposed exterior lighting design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed exterior lighting systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.0.2.8 and to comply with the mandatory requirements listed in the Inspection Checklist. Q4CirkN� Name - Title ` -7- X10 80,15 x: J�- jntJ�-c- ()NN 7 Date Project Title: CARLSON MARSHALL STREET Report date: 07/14/16 Data filename: J:\3346.00 - Marshall Street Storage\Ltg Calcs\3346 - Marshall Street Storage - IECC 2012.cck Page 4 of 9 COMcheck Software Version 4.0.2.8 Interior Lighting Compliance Certificate Project Information Energy Code: Project Title: Project Type: Construction Site: 4901 Marshall Street Wheat Ridge, CO 80033 Additional Efficiency Package 2012 IECC CARLSON MARSHALL STREET New Construction Owner/Agent: l Q, 17 01048915 Designer/Contractor' Architectural Engineering Design Group, Inc. 1900 Wazee Street Suite 350 Denver, CO 80202 (303)296-3034 Reduced interior lighting power. Requirements are implicitly enforced within interior lighting allowance calculations. Allowed Interior Lighting Power A Area Category B C D Floor Area Allowed Allowed Watts (ft2) Watts / ft2 (B X C) 1 -STORAGE (Warehouse w/ min 70 pct daylighting) 74325 0.60 44595 2 -RESIDENCE (Dormitory) 1500 0.61 915 3 -OFFICE (Office) 1500 0.85 1275 Total Allowed Watts = 46785 Proposed Interior Lighting Power A B C D E Fixture ID : Description / Lamp / Wattage Per Lamp / Ballast Lamps/ # of Fixture (C X D) Fixture Fixtures Watt. 1 -STORAGE (Warehouse w/ min 70 pct dayliohting) Linear Fluorescent 1: F1: 48" T8 32W: Electronic: 2 -RESIDENCE (Dormitory) LED 1: D1: Other: Compact Fluorescent 1: FAN: Other: Electronic: Incandescent 1: P2: Incandescent 60W: Incandescent 2: P3: Incandescent 60W: Track lighting 1: T1: Wattage based on 8 feet of track Linear Fluorescent 5: W2: 24" T8 17W: Electronic: 3 -OFFICE (Office) Linear Fluorescent 2: R1: 48" T8 32W: Electronic: Linear Fluorescent 3: S1: 48" T8 32W: Electronic: Linear Fluorescent 4: W1: 48" T8 32W: Electronic: Linear Fluorescent 6: R2: 24" T8 17W: Electronic: 2 23 65 1495 1 18 15 270 3 3 105 315 3 1 180 180 1 1 60 60 0 0 240 240 2 2 35 70 2 30 65 1950 2 8 65 520 2 8 65 520 2 10 33 330 Total Proposed Watts = 5950 Project Title: CARLSON MARSHALL STREET Report date: 07/07/16 Data filename: J:\3346.00 - Marshall Street Storage\Ltg Calcs\3346 - Marshall Street Storage - IECC 2012.cck Page 1 of 7 Interior Lighting PASSES: Design 87% better than code erior Lighting Compliance Statement M Compliance Statement. The proposed interior lighting design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed interior lighting systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.0.2.8 and to comply with the mandatory requirements listed in the Inspection Checklist. f�'C' 0E6,-�� Name - Title nature; rff 0048915 Date -7 /4 - Project Title: CARLSON MARSHALL STREET Report date: 07/07/16 Data filename: J:\3346.00 - Marshall Street Storage\Ltg Calcs\3346 - Marshall Street Storage - IECC 2012.cck Page 2 of 7 - 1.City of -�V. Wheatl '4-' BLIC WORKS City of Wheat Ridge Municipal Building 7500 W. 29`h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 August 2, 2016 Jim Brzostowicz, P.E. Civil Resources 323 5`h Street P.O. Box 680 Frederick, CO 80530 Re: Fifth Review Comments of the Final Drainage Report & Plan, PBG Plan Set, and Final Plat for the proposed development located at 4901 Marshall Street, Case# MS -15-07 and PBG -15-02. Dear Mr. Brzostowicz, I have completed the fifth review of the above referenced documents received on August 1, 2016, for the proposed self -storage facility located at 4901 Marshall Street. This letter is to inform you that all civil engineering documents for this development have been reviewed and are hereby approved for construction by the Department of Public Works: Please be aware of the following items regarding the construction of the project: Traffic Control/Work Within the Open Space Trail Area: The greenbelt trail is very popular with pedestrians and bicyclists. Due to the proposed work in and around the trail area, traffic control for the duration of the project shall be required. Please coordinate with Margaret Paget, Forestry & Open Space Supervisor at 303.205.7554 prior to commencement of construction activities within the Open Space area. Upon completion of the work within the Open Space area the contractor shall coordinate a walk-through with Margaret to ensure proper restoration of the area. Russ Higgins, Field Services Supervisor (303.235.2869) may also wish to be present for the walk -though. Right -of -Way Construction Permit(s)/Licensing a. ROW Permits. Prior to any construction within the public right-of-way (ROW), the necessary Right - of -Way Construction Permit(s) and respective licensing will need to be submitted for processing by the City. Right -of -Way Construction Permits are issued by the City only after approval of all required technical documents, including but not limited to, the Final Drainage Report & Plan, Final Plat, Final Development Plan, Traffic Impact Study, Storm Sewer Plans, Street Construction Plans, Grading & Erosion Control Plan, Traffic Control Plan, and easement or ROW dedications. b. Licensing. All work within the public Right -of -Way shall only be performed by a municipally - licensed contractor. 3. Public Improvement Restoration/Debris Tracking It will be the responsibility of the contractor for the project to repair any damage to the existing public improvements along Marshall Street or within the Open Space greenbelt area as a direct result of related construction traffic. Also, the contractor will be responsible for maintaining all affected roadways on a regular basis such that they remain free of construction debris and tracking from construction traffic accessing the site. www.d.wheatridge.co.us Public Works Engineering August 1, 2016 Page 2 4. Drainage Certification/ Stormwater Maintenance Agreement and O & M Plan: Please note the following items required prior to the issuance of the Certificate of Occupancy for the Subdivision: a. Drainage Certification: A Drainage Certification Letter from the Engineer -of -Record stating that all drainage related items were constructed per the approved civil engineering documents. The Certification Letter shall be accompanied by As -Built plans in support of the statements made in the Letter as required by the Municipal Code of Laws. b. Stormwater Maintenance Agreement and O & M Plan: All post -construction Best Management Practices (BMP's) for water quality must be maintained and inspected by the property owner(s) per Section 20-34 of the City of Wheat Ridge Municipal Code of Laws. For stormwater quality facilities including, but not limited to, above -ground or underground detention facilities, porous landscape detention areas, porous pavement, centrifuge type devices such as a Rinker Stormcepter®, hydrodynamic separation systems such as a Contech Vortechs®, or for any other approved post - construction BMP, a Stormwater Maintenance Agreement accompanied by an Operations and Maintenance (O & M) Schedule/Log shall be required prior to issuance of the Certificate of Occupancy. The O & M Schedule/Log must be kept current and will be inspected on a regular basis by City staff to ensure compliance with City of Wheat Ridge Municipal Code requirements. 5. Materials Testing for any Construction within the Public Right -of -Way It will be the responsibility of the developer/owner, to provide the necessary testing, as applicable for the scope of this project, for sub -grade compaction and other related material tests for any improvements to be constructed within the public Right -of -Way. (SEE ATTACHED MATERIAL SAMPLING & TESTING REQUIREMENTS) Please include two signed & sealed hardeopiLs of the approved civil plans for inclusion with the Building Permit Application plan sets, and provide a third hardcopy for the PW development file. The above comments are as of the date reviewed and may not reflect all comments from other departments or reviewing agencies. If you have any questions, please contact me at 303.235.2864. Sincerely, David F. Brossman, P.L.S. Development Review Engineer/ City Surveyor 303.235.2864 dbrossman(a)ci.wheatridge.co.us CC: Steve Nguyen, Engineering Manager Russ Higgins, Field Services Supervisor Michael Arellano, Chief Building Official Lisa Ritchie, Planner 11 Bill LaRow, Stormwater Program Manager File wwvi'.ci.wheatridge.coms 4901 Marshall_Carlson_PBG Plans-Plat_FDR_approval. ltr.docx Public Works Engineering August 1, 2016 Page 3 CITY OF WHEAT RIDGE MATERIALS AND TESTING REQUIREMENTS FOR CONSTRUCTION OF PUBLIC IMPROVEMENTS DESCRIPTION Materials sampling and testing for public improvements shall be performed by an independent materials testing company at the expense of the developer, and/or utility district. Unless otherwise designated, all referenced specifications, standards or policies shall be the latest edition as revised or updated by approved supplements published and issued prior to the date of the building permit. REQUIREMENTS All materials sampling and testing shall be performed by certified, experienced and qualified materials testing technicians who work under the supervision of a registered professional engineer in the State of Colorado. All materials sampling and testing equipment shall be serviceable and have current calibrated certifications. Soil classifications and moisture -density curves shall be provided to the Department of Public Works inspector prior to in-place density testing. Materials testing technicians shall furnish copies of failed test results to the inspector as promptly as the results become available. On a weekly basis when testing is being performed, the developer shall furnish the inspector with copies of all test results taken during the prior week and a cover letter, signed by the supervising registered professional engineer, which summarizes the results and discusses any failed tests or inconsistencies. The City materials testing requirements are provided in Table 720-1. All testing procedures of verification and central lab requirements shall be as specified in the Frequency Guide Schedule of the Colorado Department of Transportation Field Materials Manual. One test is required for any fraction of the specified frequency. The reference to Section 203.07 in the table is from the Colorado Department of Transportation Standard Specifications for Road and Bridge Construction. m iN ii.ci.icheatridge.co.us 4901 Marshall—Carlson—PBG Plans-Plat_FDR_approval. ltr.doex Public Works Engineering August 1, 2016 Page 4 Table 720-1 City of Wheat Ridge Materials Testing Requirements Type of Test Frequency Remarks Soil Survey (Classification), l per 500 feet of roadway, Surveys for roadway and trench AASHTO M 145 Sidewalk or pipe trench may be combined Moisture -Density Curve, 1 per on-site soil type AASHTO method determined AASHTO T99 1 per import material source By soil or materials type Embankment in-place density, l per 250 feet per lane per 6 -inch Minimum density per soil Colorado Procedures loose lift classification, Section 203.07 Roadway subgrade in-place 1 per 250 feet per lane Minimum density per soil density, Colorado Procedures Classification, Section 203.07 Sidewalk subgrade in-place I per 250 feet of sidewalk Minimum density per soil density, Colorado Procedures Classification, Section 203.07 Pipe trench in-place density, 1 per 200 feet of trench per 18 Minimum density per soil Colorado Procedures inch vertical interval Classification, Section 203.07 Aggregate base course in-place 1 per 250 feet per lane Minimum 95% of maximum density, Colorado Procedures Density, T180 Lime treated subgrade in place l per 250 feet per lane No less than 95% of std. dry density, Colorado Procedures density and opt. moisture, T99 Cement treated base in place l per 250 feet per lane Density in accordance with contract density, Colorado Procedures documents, T134 Hot Bituminous Pavement I per 1000 tons Within specifications of asphalt content and gradation Approved mix design, binder PG 64-22 Hot Bituminous Pavement in 1 per 100 tons 92-96% of maximum density, T209 place density, Colo. Procedures Concrete compressive strength 1 set per 50 cubic yards PCC pavement, structural AASHTO Procedures Concrete, sidewalks and curbing Concrete air content and slump l per 25 cubic yards PCC pavement, structural AASHTO Procedures Concrete, sidewalks and curbing rrww.ci.w. hcatridge.co.us 4901 Marshall_Carlson_PBG Plans-Plat_FDR approval.hr.docx COMcheck Software Version 4.0.3.1 Mechanical Compliance Certificate Project Information Energy Code: Project Title: Location: Climate Zone: Project Type: Construction Site: 4901 Marshall Street Wheat Ridge, CO 80033 Additional Efficiency Package Unspecified Mechanical Systems List 2012 IECC New Self Storage Facility Carlson Marshall Street Denver, Colorado 5b New Construction Owner/Agent: Designer/Contractor: Thompson Engineering, Inc. 1615 California St. Suite 301 Denver, CO 80202 303.991.0991 Quantity System Type & Description 1 WH -1: Electric Instantaneous Water Heater, Capacity: 0 gallons No minimum efficiency requirement applies WH -2: Electric Instantaneous Water Heater, Capacity: 0 gallons No minimum efficiency requirement applies WH -3: Electric Instantaneous Water Heater, Capacity: 0 gallons No minimum efficiency requirement applies WH -4: Gas Storage Water Heater, Capacity: 60 gallons, Input Rating: 120 Btu/h w/ Circulation Pump Proposed Efficiency: 80.00 % Et, Required Efficiency: 80.00 % Et Mechanical Compliance Statement Compliance Statement. The proposed mechanical design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. T"roposed mechanical systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.0.3.1 fid to comply with the mandatory requirements listed in the Inspection Checklist. 'z'NP't-9 �14 A� If- PDO Llr; Name Title Signature•S • Date ••O 46574 o� ��NAI Project Title: New Self Storage Facility Carlson Marshall Street Report date: 08/04/16 Data filename: S:\Data\Project Files\2016\2016-058 Marshall Storage - Corman\COMcheck\Marshall Storage - Page 1 of 6 Mechanical Compliance 16.7.14.cck InCOMcheck Software Version 4.0.3.1 Inspection Checklist Energy Code: 2012 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. # & Req.lD Plan Review Complies? Comments/Assumptions C103.2 Plans, specifications, and/or []Complies [PR3]1 calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the service water ❑Not Applicable heating systems and equipment and document where exceptions to the standard are claimed. Hot water system sized per manufacturer's sizing guide. C406 Plans, specifications, and/or ❑Complies [PR9]1 calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the additional energy ❑Not Applicable efficiency package options. Additional Comments/Assumptions: I 1 I High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: New Self Storage Facility Carlson Marshall Street Report date: 08/04/16 Data filename: S:\Data\Project Files\2016\2016-058 Marshall Storage - Corman\COMcheck\Marshall Storage - Page 2 of 6 Mechanical Compliance 16.7.14.cck Section # Plumbing Rough -In Inspection Complies? Comments/Assumptions & Req.ID C404.3 Temperature controls installed on ❑Complies [PL5]3 service water heating systems (110 F ❑Does Not for dwelling units and lavatories in ❑Not Observable public restrooms and 90 F for other ❑Not Applicable _ occupancies.) C404.4 Automatic time switches installed to ❑Complies [PL3]1 automatically switch off the ❑Does Not recirculating hot-water system or heat ❑Not Observable trace. ❑Not Applicable Additional Comments/Assumptions: 111 High Impact (Tier 1) 2 Medium Impact (Tier 2) 13 1 Low Impact (Tier 3) 1 Project Title: New Self Storage Facility Carlson Marshall Street Report date: 08/04/16 Data filename: S:\Data\Project Files\2016\2016-058 Marshall Storage - Corman\COMcheck\Marshall Storage - Page 3 of 6 Mechanical Compliance 16.7.14.cck Section # Mechanical Rough -in Inspection Complies? Comments/Assumptions & Req.ID C403.2.8 Thermally ineffective panel surfaces of ❑Complies [ME41]3 sensible heating panels have ❑Does Not insulation >= R-3.5. ❑Not Observable ❑Not Applicable C408.2.2. Air outlets and zone terminal devices ❑Complies 1 have means for air balancing. ❑Does Not [ME53]3 ❑Not Observable ❑Not Applicable C403.4.2 VAV fan motors >=7.5 hp to be driven ❑Complies [ME66]2 by variable speed drive, have a vane- ❑Does Not axial fan with variable pitch blades, or ❑Not Observable have controls to limit fan motor ❑Not Applicable _ demand. C403.4.2 VAV fan motors >=7.5 hp to be driven ❑Complies [ME66]2 by variable speed drive, have a vane- ❑Does Not axial fan with variable pitch blades, or []Not Observable have controls to limit fan motor ❑Not Applicable demand. C403.4.2 VAV fan motors >=7.5 hp to be driven ❑Complies [ME66]2 by variable speed drive, have a vane- ❑Does Not axial fan with variable pitch blades, or ❑Not Observable have controls to limit fan motor ❑Not Applicable demand. C403.4.2 VAV fan motors >=7.5 hp to be driven ❑Complies [ME66]2 by variable speed drive, have a vane- ❑Does Not axial fan with variable pitch blades, or ❑Not Observable have controls to limit fan motor ❑Not Applicable demand. Additional Comments/Assumptions: 111 High Impact (Tier 1) ::=medium Impact (Tier -2)l 3 1 Low Impact (Tier 3) Project Title: New Self Storage Facility Carlson Marshall Street Report date: 08/04/16 Data filename: S:\Data\Project Files\2016\2016-058 Marshall Storage - Corman\COMcheck\Marshall Storage - Page 4 of 6 Mechanical Compliance 16.7.14.cck Section # Final Inspection Complies? Comments/Assumptions & Req.ID C404.3 Public lavatory faucet water ❑Complies [Fill]' temperature <=110°F. ❑Does Not ❑Not Observable ❑Not Applicable C404.3 Public lavatory faucet water ❑Complies [FIJI]3 temperature <=110°F. ❑Does Not ❑Not Observable ❑Not Applicable C404.3 Public lavatory faucet water ❑Complies [FIJI]3 temperature <=110°F. ❑Does Not ❑Not Observable ❑Not Applicable C404.3 Public lavatory faucet water ❑Complies [FI11]3 temperature <=110°F. ❑Does Not [-]Not Observable ❑Not Applicable C404.5 All piping in circulating system ❑Complies [F125]2 insulated ❑Does Not ❑Not Observable ❑Not Applicable C404.5 First 8 ft of outlet piping is insulated ❑Complies [FI45]2 ❑Does Not ❑Not Observable ❑Not Applicable C404.5 First 8 ft of outlet piping is insulated ❑Complies [FI45]2 ❑Does Not ❑Not Observable ❑Not Applicable C404.5 First 8 ft of outlet piping is insulated ❑Complies [FI45]2 ❑Does Not ❑Not Observable ❑Not Applicable C404.6 Controls are installed that limit the ❑Complies [FI12]3 operation of a recirculation pump []Does Not installed to maintain temperature of a []Not Observable storage tank. ❑Not Applicable C406 Efficient HVAC performance, efficient ❑Complies [F134]1 lighting system, or on-site supply of ❑Does Not renewable energy consistent with ❑Not Observable what is shown the approved plans. ❑Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 Low Impact (Tier3) j Project Title: New Self Storage Facility Carlson Marshall Street Report date: 08/04/16 Data filename: S:\Data\Project Files\2016\2016-058 Marshall Storage - Corman\COMcheck\Marshall Storage - Page 5 of 6 Mechanical Compliance 16.7.14.cck Project Title: New Self Storage Facility Carlson Marshall Street Report date: 08/04/16 Data filename: S:\Data\Project Files\2016\2016-058 Marshall Storage - Corman\COMcheck\Marshall Storage - Page 6 of 6 Mechanical Compliance 16.7.14.cck COMcheck Software Version 4.0.2.7 Mechanical Compliance Certificate Project Information Energy Code: Project Title: Location: Climate Zone: Project Type: Construction Site: 4901 Marshall Street Wheat Ridge, CO 80033 Additional Efficiency Package Unspecified Mechanical Systems List Quantity System Type & Description 2012 IECC Carlson Marshall Street Denver, Colorado 5b New Construction Owner/Agent: DCB construction 909 E 62 ave Denver, CO 80216 303-287-5525 Designer/Contractor: Denver Heating and A/C 1900 West hamilton place Thornton 80110 303-806-8000 Duane&Denverheating.com HVAC System 1 (Single Zone): Heating: 1 each - Central Furnace, Gas, Capacity = 120 kBtu/h Proposed Efficiency = 80.00% Et, Required Efficiency = 80.00% Et Cooling: 1 each - Split System, Capacity = 60 kBtu/h, Air -Cooled Condenser, No Economizer, Economizer exception: Low Capacity Residential Proposed Efficiency = 13.00 SEER, Required Efficiency = 13.00 SEER Fan System: None HVAC System 2 (Single Zone): Heating: 6 each - Other, Electric, Capacity = 9 kBtu/h No minimum efficiency requirement applies Cooling: 6 each - Room AC With Louvered Sides, Capacity = 18 kBtu/h, Air -Cooled Condenser, No Economizer, Economizer exception: None Proposed Efficiency = 9.70 SEER, Required Efficiency = 9.70 SEER Fan System: None HVAC System 3 (Single Zone): Heating: 1 each - Other, Electric, Capacity = 17 kBtu/h No minimum efficiency requirement applies Fan System: None Mechanical Compliance Statement Compliance Statement: The proposed mechanical design represented in this document is consistent with specifications, and other calculations submitted with this permit application. The proposed mechanical s designed to meet he 2012 IECC requirements in COMcheck Version 4.0.2.7 and to comply with the m listed in the I% spoon Checklist. / Z Name - Titled Signature DatV — 11 Project Title: Carlson Marshall Street Report date: 08/05/16 Data filename: C:\Users\dfitts\Documents\COMcheck\Carlson Marshall Street.cck Page 1 of 8 COMcheck Software Version 4.0.2.7 Inspection Checklist Energy Code: 2012 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. #Plan & Req. ID Review Complies? Comments/Assumptions C103.2 Plans, specifications, and/or ❑Complies [PR211 calculations provide all information '❑Does Not with which compliance can be ❑Not Observable determined for the mechanical ❑Not Applicable systems and equipment and document where exceptions to the ,standard are claimed. Load calculations per acceptable engineering standards and ;handbooks. 0406 IPlans, specifications, and/or ❑Complies [PR9]1 calculations provide all information ❑Does Not with which compliance can be Observable determined for the additional energy i❑Not []Not Applicable efficiency package options. Additional Comments/Assumptions: 111 High Impact (Tier 1) 12 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Carlson Marshall Street Report date: 08/05/16 Data filename: C:\Users\dfitts\Documents\COMcheck\Carlson Marshall Street.cck Page 2 of 8 Section # Footing / Foundation Inspection Complies? Comments/Assumptions & Req.ID C403.2.4. Freeze protection and snow/ice ;❑Complies 5 ; melting system sensors for future ❑Does Not [F09)3 connection to controls. ❑Not Observable' ❑Not Applicable j C402.2.8 ; Bottom surface of floor structures ;❑Complies See the Envelope Assemblies table for values. [FO12)3 ; incorporating radiant heating ;❑Does Not insulated to >=R-3.5. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 I High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 1 3 1 Low Impact (Tier 3) Project Title: Carlson Marshall Street Report date: 08/05/16 Data filename: C:\Users\dfitts\Documents\COMcheck\Carlson Marshall Street.cck Page 3 of 8 Section # Mechanical Rough -in Plans Verified Field Verified Complies? Comments/Assumptions & Re .ID Inspection Value Value C403.2.3 ; HVAC equipment efficiency ; Efficiency: ; Efficiency: ❑Complies ISee the Mechanical Systems list [ME55]2 verified. '❑Does Not for values. ❑Not Observable i ❑Not Applicable C403.2.5. Demand control ventilation ❑Complies 1 provided for spaces >500 ft2 and❑Does Not IME5911 ;>25 people/1000 ft2 occupantua density by ❑Not Observable and served systems with air side economizer, auto i<=❑Not Applicable :modulating outside air damper ;control, or design airflow >3,000 cfm. I C403.2.7 I HVAC ducts and plenums R- I R- ❑Complies [ME6012 insulated. Where ducts or ❑Does Not plenums are installed in or under ❑Not Observable a slab, verification may need to ;occur Applicable during Foundation❑Not Inspection. I I C403.2.8 ! HVAC piping insulation thickness. in. in. ❑Complies [ME61]2 'Where piping is installed in or ❑Does Not under a slab, verification may ❑Not Observable need to occur during Foundation ❑ Not Applicable Inspection. C403.2.8. "Piping Insulation exposed to❑Complies 1 weather is protected from rr� r_ {❑Does Not ,ry- [ME7]3 damage (due to sun, moisture, []Not Observable wind, etc.). "� tNot Applicable C403.2.8 ;Thermally ineffective panel ?=❑Complies [ME41]3 'surfaces of sensible heating '�t❑Does Not ;panels have insulation >= R-3.5. ❑Not Observable _ .''ONot Applicable C403.3.1. !Total cooling capacity without ❑Complies i a economizers must be less than ;,❑Does Not [null]° ;%varMaxKBtuPerH%. ❑Not Observable ❑Not Applicable C403.2.7 Ducts and plenums sealed based ❑Complies (ME1012 :on static pressure and location. ❑Does Not []Not Observable ❑Not Applicable C403.2.7. Ductwork operating >3 in. water ❑Complies 1.3 column requires air leakage ❑Does Not [ME1113 'testing. ❑Not Observable ❑Not Applicable C403.2.7. Ductwork operating >3 in. water ❑Complies 1.3 column requires air leakage ❑Does Not [ME1113 ;testing. ❑Not Observable ❑Not Applicable C403.2.7. ;Ductwork operating >3 in. water ❑Complies 1.3 column requires air leakage ❑Does Not [ME11]3 'testing. ❑Not Observable ❑Not Applicable C408.2.2. !Air outlets and zone terminal ❑Complies 1 I devices have means for air ❑Does Not [ME53)3 j balancing. ❑Not Observable ❑Not Applicable 111 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 13 1 Low Impact (Tier 3) Project Title: Carlson Marshall Street Report date: 08/05/16 Data filename: C:\Users\dfitts\Documents\COMcheck\Carlson Marshall Street.cck Page 4 of 8 Section Mechanical Rough -In Plans Verified Field Verified Complies? Comments/Assumptions & Re .ID Inspection Value Value C403.4.2 VAV fan motors >=7.5 hp to be VSD I ❑ VSD❑Complies [ME66]2 jdriven by variable speed drive, 1 ❑ Vane axial ❑ Vane axial ❑Does Not j i have a vane -axial fan with fan I fan [_]Not Observable ;variable pitch blades, or have I ❑ Other ❑ Other ;❑Not Applicable controls to limit fan motor I :demand. I I I C403.4,2 :.VAV fan motors >=7.5 hp to be VSD VSD ❑Complies [ME66]2 'driven by variable speed drive, ❑ Vane axial ❑ Vane axial ❑Does Not have a vane -axial fan with fan fan ❑Not Observable ;variable pitch blades, or have ❑ Other EJOther Applicable !controls to limit fan motor ;❑Not demand. C403.4.2 ; VAV fan motors >=7.5 hp to be i VSD I VSD ❑Complies [ME66]2 'driven by variable speed drive, ❑ Vane axial 1 ❑ Vane axial ❑Does Not have a vane -axial fan with fan fan ❑Not Observable 'variable pitch blades, or have ❑ Other ; E]Other ❑Not Applicable • controls to limit fan motor demand. C403.2.6 Exhaust air energy recovery on ti'`r a❑Complies [ME57]1 :systems meeting Table C403.2.6 -]Does Not ❑Not Observable ❑Not Applicable C403.2.11; Unenclosed spaces that are ❑Complies [ME71]2 heated use only radiant heat. P [ I, []Does Not ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 I High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Carlson Marshall Street Report date: 08/05/16 Data filename: C:\Users\dfitts\Documents\COMcheck\Carlson Marshall Street.cck Page 5 of 8 Section # Final inspection Complies? Comments/Assumptions & Re .ID C403.2.4. ;Thermostatic controls have a 5 °F ;❑Complies 2 I deadband. 1 :❑Does Not [F138]3 1 "[:]Not Observable ❑Not Applicable C403.2.4. !Temperature controls have setpoint ;❑Complies 2 overlap restrictions. ❑Does Not j [FI20]3 ;❑Not Observable ❑Not Applicable C403.2.4. Each zone equipped with setback ❑Complies 3 :controls using automatic time clock or ;❑Does Not j [F139]3 programmable control system. ❑Not Observable; ❑Not Applicable C403.2.4. ;Automatic Controls: Setback to 55°F ;❑Complies 3 � (heat) and 85°F (cool); 7 -day clock, 2- ;❑Does Not j [F140]3 ; hour occupant override, 10 -hour I❑Not Observable ,backup ❑Not Applicable j C408.2.5. ; Furnished HVAC as -built drawings❑Complies 1 ; submitted within 90 days of system❑Does Not [F17]3 I acceptance. '❑Not Observable' j❑Not Applicable j C303.3,C4' Furnished O&M manuals for HVAC ❑Complies 08.2.5.3 ! systems within 90 days of system❑Does Not j [F1813 acceptance. ❑Not Observable' ❑Not Applicable C408.2.5. iAn air and/or hydronic system❑Complies 3 balancing report is provided for HVAC ❑Does Not [F143]1 'systems. ❑Not Observable, ❑Not Applicable C408.2.3. ; HVAC control systems have been ;❑Complies 2 :tested to ensure proper operation, ❑Does Not [F110]1 calibration and adjustment of controls. ❑Not Observable; ❑Not Applicable C403.2.2 HVAC systems and equipment []Complies [F127]3 "capacity does not exceed calculated ;❑Does Not loads. ❑Not Observable, ❑Not Applicable C408.2.1 'Commissioning plan developed by ❑Complies [F128]1 registered design professional or 1❑Does Not approved agency. ❑Not Observable j❑Not Applicable C408.2.4 Preliminary commissioning report❑Complies [FI29]1 completed and certified by registered ❑Does Not design professional or approved Observable agency.❑Not :❑Not Applicable C408.2.5. Final commissioning report due to ❑Complies 4 building owner within 90 days of❑Does Not [F130]1 j receipt of certificate of occupancy.❑Not Observable ❑Not Applicable C408.2.3. HVAC equipment has been tested to ;❑Complies 1 ensure proper operation. ;❑Does Not [FI31]1 ;❑Not Observable ❑Not Applicable 1 I High Impact (Tier 1) 1 2_1 Medium Impact (Tier 2) 13 1 Low Impact (Tier 3) Project Title: Carlson Marshall Street Report date: 08/05/16 Data filename: C:\Users\dfitts\Documents\COMcheck\Carlson Marshall Street.cck Page 6 of 8 #Final & Req. ID Inspection Complies? Comments/Assumptions C406 Efficient HVAC performance, efficient ❑Complies [FI34]' lighting system, or on-site supply of ❑Does Not renewable energy consistent with ❑Not Observable what is shown the approved plans. ❑Not Applicable , Additional Comments/Assumptions: 111 High Impact (Tier 1) 12 Medium Impact (Tier 2) 13 1 Low Impact (Tier 3) Project Title: Carlson Marshall Street Report date: 08/05/16 Data filename: C:\Users\dfitts\Documents\COMcheck\Carlson Marshall Street.cck Page 7 of 8 Project Title: Carlson Marshall Street Report date: 08/05/16 Data filename: C:\Users\dfitts\Documents\COMcheck\Carlson Marshall Street.cck Page 8 of 8 COMcheck Software Version 4.0.3.1 Mechanical Compliance Certificate Project Information Energy Code: Project Title: Location: Climate Zone: Project Type: Construction Site: 4901 Marshall Street Wheat Ridge, CO 80033 Additional Efficiency Package Unspecified Mechanical Systems List 2012 IECC New Self Storage Facility Carlson Marshall Street Denver, Colorado 5b New Construction Owner/Agent: Designer/Contractor: Thompson Engineering, Inc. 1615 California St. Suite 301 Denver, CO 80202 303.991.0991 Quantity System Type & Description 1 WH -1: Electric Instantaneous Water Heater, Capacity: 0 gallons No minimum efficiency requirement applies WH -2: Electric Instantaneous Water Heater, Capacity: 0 gallons No minimum efficiency requirement applies WH -3: Electric Instantaneous Water Heater, Capacity: 0 gallons No minimum efficiency requirement applies WH -4: Gas Storage Water Heater, Capacity: 60 gallons, Input Rating: 120 Btu/h w/ Circulation Pump Proposed Efficiency: 80.00 % Et, Required Efficiency: 80.00 % Et Mechanical Compliance Statement Compliance Statement. The proposed mechanical design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed mechanical systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.0.3.1 and to comply with the mandatory requirements listed in the Inspection Checklist. Name - Title Signature p _ OPM Date >• �PRp q• ss•Fo� j 9� 46574 y > -1 NAL ANG Project Title: New Self Storage Facility Carlson Marshall Street Report date: 08/04/16 Data filename: S:\Data\Project Files\2016\2016-058 Marshall Storage - Corman\COMcheck\Marshall Storage - Page 1 of 6 Mechanical Compliance 16.7.14.cck COMcheck Software Version 4.0.3.1 Inspection Checklist Energy Code: 2012 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. #Plan & Req. IDI Review Complies? Comments/Assumptions C103.2 Plans, specifications, and/or ❑Complies [PR3)1 calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the service water ❑Not Applicable heating systems and equipment and document where exceptions to the standard are claimed. Hot water system sized per manufacturer's sizing guide. C406 Plans, specifications, and/or ❑Complies [PR9]1 calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the additional energy ❑Not Applicable efficiency package options. Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 I Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: New Self Storage Facility Carlson Marshall Street Report date: 08/04/16 Data filename: S:\Data\Project Files\2016\2016-058 Marshall Storage - Corman\COMcheck\Marshall Storage - Page 2 of 6 Mechanical Compliance 16.7.14.cck Section # Plumbing Rough -in Inspection Complies? Comments/Assumptions & Req.ID C404.3 Temperature controls installed on LJComplies [PL5]3 service water heating systems (110 F ❑Does Not for dwelling units and lavatories in ❑Not Observable public restrooms and 90 F for other ❑Not Applicable occupancies.) C404.4 Automatic time switches installed to ❑Complies [PL3]1 automatically switch off the ❑Does Not recirculating hot-water system or heat ❑Not Observable trace. ❑Not Applicable Additional Comments/Assumptions: 11 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: New Self Storage Facility Carlson Marshall Street Report date: 08/04/16 Data filename: S:\Data\Project Files\2016\2016-058 Marshall Storage - Corman\COMcheck\Marshall Storage - Page 3 of 6 Mechanical Compliance 16.7.14.cck Section # Mechanical Rough -in Inspection Complies? Comments/Assumptions & Req.ID _ C403.2.8 Thermally ineffective panel surfaces of ❑Complies [ME41]3 sensible heating panels have ❑Does Not insulation >= R-3.5. ❑Not Observable ❑Not Applicable C408.2.2. Air outlets and zone terminal devices ❑Complies 1 have means for air balancing. ❑Does Not [ME53]3 []Not Observable ❑Not Applicable C403.4.2 VAV fan motors >=7.5 hp to be driven ❑Complies [ME66]2 by variable speed drive, have a vane- ❑Does Not axial fan with variable pitch blades, or ❑Not Observable have controls to limit fan motor ❑Not Applicable _ demand. s C403.4.2 VAV fan motors >=7.5 hp to be driven ❑Complies [ME66]2 by variable speed drive, have a vane- ❑Does Not axial fan with variable pitch blades, or ❑Not Observable have controls to limit fan motor ❑Not Applicable demand. C403.4.2 VAV fan motors >=7.5 hp to be driven ❑Complies [ME66]2 by variable speed drive, have a vane- ❑Does Not axial fan with variable pitch blades, or ❑Not Observable have controls to limit fan motor ❑Not Applicable demand. C403.4.2 VAV fan motors >=7.5 hp to be driven ❑Complies [ME66]2 by variable speed drive, have a vane- ❑Does Not axial fan with variable pitch blades, or ❑Not Observable have controls to limit fan motor demand. ❑Not Applicable Additional Comments/Assumptions: 1 1 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) Low (Tier 3)_ Project Title: New Self Storage Facility Carlson Marshall Street Report date: 08/04/16 Data filename: S:\Data\Project Files\2016\2016-058 Marshall Storage - Corman\COMcheck\Marshall Storage - Page 4 of 6 Mechanical Compliance 16.7.14.cck Section # Final Inspection Complies? Comments/Assumptions & Req.ID C404.3 Public lavatory faucet water ❑Complies [FI11]3 temperature <=110°F. ❑Does Not [-]Not Observable ❑Not Applicable C404.3 Public lavatory faucet water ❑Complies [FI11]3 temperature <=110°F. ❑Does Not ❑Not Observable ❑Not Applicable C404.3 Public lavatory faucet water ❑Complies [F111]3 temperature <=110°F. ❑Does Not ❑Not Observable _ ❑Not Applicable C404.3 Public lavatory faucet water ❑Complies [FI11]3 temperature <=110°F. ❑Does Not ❑Not Observable ❑Not Applicable C404.5 All piping in circulating system ❑Complies [FI25]2 insulated ❑Does Not ❑Not Observable _ ❑Not Applicable C404.5 First 8 ft of outlet piping is insulated ❑Complies si [FI45]2 ❑Does Not ❑Not Observable ❑Not Applicable C404.5 First 8 ft of outlet piping is insulated ❑Complies [FI45]2 ❑Does Not ❑Not Observable ❑Not Applicable C404.5 First 8 ft of outlet piping is insulated ❑Complies [FI45]2 ❑Does Not ❑Not Observable _ ❑Not Applicable C404.6 Controls are installed that limit the ❑Complies [FI12]3 operation of a recirculation pump ❑Does Not installed to maintain temperature of a ❑Not Observable storage tank. _ ❑Not Applicable C406 Efficient HVAC performance, efficient ❑Complies e [FI34]1 lighting system, or on-site supply of ❑Does Not renewable energy consistent with ❑Not Observable what is shown the approved plans. ❑Not Applicable Additional Comments/Assumptions: 111 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: New Self Storage Facility Carlson Marshall Street Report date: 08/04/16 Data filename: S:\Data\Project Files\2016\2016-058 Marshall Storage - Corman\COMcheck\Marshall Storage - Page 5 of 6 Mechanical Compliance 16.7.14.cck Project Title: New Self Storage Facility Carlson Marshall Street Report date: 08/04/16 Data filename: S:\Data\Project Files\2016\2016-058 Marshall Storage - Corman\COMcheck\Marshall Storage - Page 6 of 6 Mechanical Compliance 16.7.14.cck �( COMcheck Software Version 4.0.4.1 Envelope Compliance Certificate Project Information Energy Code: 2012 IECC Project Title: New Self Storage Facility - Carlson Marshall Street Location: Wheat Ridge, Colorado Climate Zone: 5b Project Type: New Construction Vertical Glazing / Wall Area: 13% Construction Site: Owner/Agent: Designer/Contractor: 4901 Marshall Street Marshall 76 DCB Construction Company Wheat Ridge, CO 80033 12460 1st Street 909 East 62nd Avenue Eastlake, CO 80614 Denver, CO 80216 Building Area Floor Area 1 -Conditioned Storage, Office & Residence (Office) : Nonresidential 13602 Additional Efficiency Package High efficiency HVAC. Systems that do not meet the performance requirement will be identified in the mechanical requirements checklist report. Envelope Assemblies Assembly Gross Area Cavity Cont. Proposed Budget U - or R -Value R -Value U -Factor Factor(.) Perimeter Roof - Standing Seam Metal with Liner MBI: Other Metal Building Roof, 8275 --- --- 0.031 0.035 [Bldg. Use 1 - Conditioned Storage, Office & Residence] (b) Floor: Slab -On -Grade: Unheated, Vertical 3 ft., [Bldg. Use 1 - 597 --- 15.0 0.480 0.540 Conditioned Storage, Office & Residence] (c) NORTH North Wall - Metal Panel at Office & Residence: Steel -Framed, 24" o.c., 1321 19.0 10.1 0.048 0.064 [Bldg. Use 1 - Conditioned Storage, Office & Residence] Sliding Window: Metal Frame with Thermal Break:Operable, Pert. Type: 38 --- --- 0.650 0.450 Energy code default, Double Pane with Low -E, Clear, SHGC 0.70, [Bldg. Use 1 - Conditioned Storage, Office & Residence] Storefront Window: Metal Frame with Thermal Break:Fixed, Perf. Type: 60 --- --- 0.650 0.380 Energy code default, Double Pane with Low -E, Clear, SHGC 0.70, [Bldg. Use 1 - Conditioned Storage, Office & Residence] Storefront Door: Glass (> 50% glazing):Metal Frame, Entrance Door, 52 --- --- 0.800 0.770 Perf. Type: Energy code default, Double Pane with Low -E, Clear, SHGC 0.70, [Bldg. Use 1 - Conditioned Storage, Office & Residence] Hollow Metal Door: Insulated Metal, Swinging, [Bldg. Use 1 - 24 -_- --_ 0.600 0.370 Conditioned Storage, Office & Residence] North Wall at Roof Step: Steel -Framed, 24" o.c., [Bldg. Use 1 - 50 19.0 10.1 0.048 0.064 Conditioned Storage, Office & Residence] North Wall - Office Masonry Veneer: Steel -Framed, 24" o.c., [Bldg. Use 26 19.0 10.1 0.048 0.064 1 - Conditioned Storage, Office & Residence] North Wall - Concrete Curb: Solid Concrete:6" Thickness, Normal 33 --- 10.0 0.086 0.078 Density, Furring: None, [Bldg. Use 1 - Conditioned Storage, Office & Residence] Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 08/12/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 1 of 10 Management\COMcheck\2016-08-09 Pre Perm it\Ma rsha I I.cck Assembly Gross Area Cavity Cont. Proposed Budget U- or R-Value R-Value U-Factor Factor(.) Perimeter EAST East Wall - Metal Panel: Steel-Framed, 24" o.c., [Bldg. Use 1 - 3097 19.0 10.1 0.048 0.064 Conditioned Storage, Office & Residence] Storefront Window: Metal Frame with Thermal Break:Fixed, Perf. Type: 650 --- --- 0.650 0.380 Energy code default, Double Pane with Low-E, Clear, SHGC 0.70, [Bldg. Use 1 - Conditioned Storage, Office & Residence] Storefront Door: Glass (> 50% glazing):Metal Frame, Entrance Door, 181 --- --- 0.800 0.770 Perf. Type: Energy code default, Double Pane with Low-E, Clear, SHGC 0.70, [Bldg. Use 1 - Conditioned Storage, Office & Residence] Storefront Window at Residence: Metal Frame with Thermal 70 --- --- 0.650 0.380 Break:Fixed, Perf. Type: Energy code default, Double Pane with Low-E, Clear, SHGC 0.70, [Bldg. Use 1 - Conditioned Storage, Office & East Wall - Concrete Curb: Solid Concrete:6" Thickness, Normal 88 --- 10.0 0.086 0.078 Density, Furring: None, [Bldg. Use 1 - Conditioned Storage, Office & Residence] East Wall - Masonry Veneer: Steel-Framed, 24" o.c., [Bldg. Use 1 - 228 19.0 10.1 0.048 0.064 Conditioned Storage, Office & Residence] SOUTH South Wall - Masonry at Residence: Concrete Block:8", Partially 848 19.0 10.1 0.054 0.078 Grouted, Cells Empty, Normal Density, Furring: Metal, [Bldg. Use 1 - Conditioned Storage, Office & Residence] Rated Windows: Metal Frame:Fixed, Perf. Type: Energy code default, 77 --- --- 0.800 0.380 Double Pane, Clear , SHGC 0.70, [Bldg. Use 1 - Conditioned Storage, Office & Residence] South Wall - Metal Panel at Office Suite: Steel-Framed, 24" o.c., [Bldg. 260 19.0 10.1 0.048 0.064 Use 1 - Conditioned Storage, Office & Residence] South Wall - Concrete Curb at Office: Solid Concrete:6" Thickness, 17 --- 10.0 0.086 0.078 Normal Density, Furring: None, [Bldg. Use 1 - Conditioned Storage, Office & Residence] South Interior Wall - Conditioned Storage: Steel-Framed, 24" o.c., [Bldg. 201 32.0 0.0 0.063 0.064 Use 1 - Conditioned Storage, Office & Residence] WEST West Interior Wall - Office Suites: Wood-Framed, 24" o.c., [Bldg. Use 1 1583 32.0 0.0 0.049 0.064 - Conditioned Storage, Office & Residence] Hollow Metal Door: Insulated Metal, Swinging, [Bldg. Use 1 - 143 --- --- 0.600 0.370 Conditioned Storage, Office & Residence] West Wall - Metal Panel at Storage: Steel-Framed, 24" o.c., [Bldg. Use 576 19.0 10.1 0.048 0.064 1 - Conditioned Storage, Office & Residence] Hollow Metal Door: Insulated Metal, Swinging, [Bldg. Use 1 - 55 --- --- 0.600 0.370 Conditioned Storage, Office & Residence] West Wall - Concrete Curb at Storage: Solid Concrete:6" Thickness, 41 --- 0.0 0.810 0.078 Normal Density, Furring: None, [Bldg. Use 1 - Conditioned Storage, Office & Residence] West Wall - Metal Panel at Residence: Steel-Framed, 24" o.c., [Bldg. 774 19.0 10.1 0.048 0.064 Use 1 - Conditioned Storage, Office & Residence] Sliding Window: Metal Frame with Thermal Break:Operable, Perf. Type: 38 --- --- 0.650 0.450 Energy code default, Double Pane with Low-E, Clear, SHGC 0.70, [Bldg. Use 1 - Conditioned Storage, Office & Residence] Storefront Window: Metal Frame with Thermal Break:Fixed, Perf. Type: 56 --- --- 0.650 0.380 Energy code default, Double Pane with Low-E, Clear, SHGC 0.70, [Bldg. Use 1 - Conditioned Storage, Office & Residence] Storefront Window: Metal Frame with Thermal Break:Fixed, Pert. Type: 6 --- --- 0.650 0.380 Energy code default, Double Pane with Low-E, Clear, SHGC 0.70, [Bldg. Use 1 - Conditioned Storage, Office & Residence] Overhead Sectional Door: Insulated Metal, Non-Swinging, [Bldg. Use 1 128 --- --- 0.109 0.109 - Conditioned Storage, Office & Residence] West Wall - Concrete Curb at Residence: Solid Concrete:6" Thickness, 9 --- 0.0 0.810 0.078 Normal Density, Furring: None, [Bldg. Use 1 - Conditioned Storage, Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 08/12/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 2 of 10 Management\COMcheck\2016-08-09 Pre Perm it\MarshaII.cck Assembly Office & Residence] Gross Area Cavity Cont. Proposed Budget U. or R -Value R -Value U -Factor Factor(.) Perimeter (a) Budget U -factors are used for software baseline calculations ONLY, and are not code requirements. (b) 'Other' components require supporting documentation for proposed U -factors. (c) Slab -On -Grade proposed and budget U -factors shown in table are F -factors. Envelope PASSES: Design 0.1 % better than code Envelope Compliance Statement Compliance Statement: The proposed envelope design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed envelope systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.0.4.1 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. r ice!%woA uoutpo Name - Title 4sature Date -f,-�If c&a r bq%* - of Coto 4(MICHAEL * BRAY l/ ARC.201670 V ED AR Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 08/12/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 3 of 10 Management\COMcheck\2016-08-09 Pre Permit\Marshall.cck COMcheck Software Version 4.0.4.1 Inspection Checklist Energy Code: 2012 IECC Requirements: 87.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # Plan Review Complies? Comments/Assumptions & Req.ID C103.2 Plans and/or specifications provide all ❑Complies Requirement will be met. [PR1]1 information with which compliance ❑Does Not can be determined for the building ❑Not Observable envelope and document where exceptions to the standard are ❑Not Applicable claimed. C406 Plans, specifications, and/or ❑Complies [PR9]1 calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the additional energy efficiency package options. ❑Not Applicable C402.3.1 The vertical fenestration area <= 30 ❑Complies Requirement will be met. [PR10]1 percent of the gross above -grade wall ❑Does Not area. ❑Not Observable ❑Not Applicable C402.3.1 The skylight area <= 3 percent of the ❑Complies Requirement will be met. [PR11]1 gross roof area. ❑Does Not ❑Not Observable ❑Not Applicable C402.3.2 In enclosed spaces > 10,000 ft2 ❑Complies Exception: Requirement does not apply. [PR14]1 directly under a roof with ceiling ❑Does Not heights >15 ft. and used as an office, ❑Not Observable lobby, atrium, concourse, corridor, ❑Not Applicable storage, gymnasium/exercise center, convention center, automotive service, manufacturing, non - refrigerated warehouse, retail store, distribution/sorting area, transportation, or workshop, the following requirements apply: (a) the daylight zone under skylights is >= half the floor area; (b) the skylight area to daylight zone is >= 3 percent with a skylight VT >= 0.40; or a minimum skylight effective aperture >= 1 percent. C402.3.2. Skylights in office, storage, ❑Complies Exception: Requirement does not apply. 2 automotive service, manufacturing, ❑Does Not [PR15]1 non -refrigerated warehouse, retail ❑Not Observable store, and distribution/sorting area ❑Not have a measured haze value > 90 Applicable percent unless designed to exclude direct sunlight. Additional Comments/Assumptions: 111 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 08/12/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 4 of 10 Management\COMcheck\2016-08-09 Pre Permit\Marshall.cck Section # Footing / Foundation Inspection Complies? Comments/Assumptions & Req.ID C402.2.6 Slab edge insulation R -value. ❑Complies See the Envelope Assemblies table for values. [F03]2 ❑Does Not ❑Not Observable ❑Not Applicable C303.2 Slab edge insulation installed per ❑Complies Requirement will be met. [F04]2 manufacturer's instructions. ❑Does Not ❑Not Observable ❑Not Applicable C402.2.6 Slab edge insulation depth/length. ❑Complies See the Envelope Assemblies table for values. [F05]2 Slab insulation extending away from []Does Not building is covered by pavement or ❑Not Observable >= 10 inches of soil. ❑Not Applicable C403.2.8. Exterior insulation protected against ❑Complies Requirement will be met. 1 damage, sunlight, moisture, wind, ❑Does Not [F06]1 landscaping and equipment ❑Not Observable maintenance activities. ❑Not Applicable C402.2.8 Bottom surface of floor structures ❑Complies See the Envelope Assemblies table for values. [FO12]3 incorporating radiant heating ❑Does Not insulated to >=R-3.5. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 1 Medium Impact( 2) 3 Low Impact (Tier 3) Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 08/12/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 5 of 10 Management\COMcheck\2016-08-09 Pre Perm it\Marshall.cck Section # Framing / Rough -In Inspection Complies? Comments/Assumptions & Req.ID C402.4.1, The building envelope contains a ❑Complies Requirement will be met. C402.4.2 continuous air barrier that is sealed in ❑Does Not [FR16]1 an approved manner and either ❑Not Observable constructed or tested in an approved ❑Not Applicable manner. Air barrier penetrations are sealed in an approved manner. C402.4.3, Factory -built fenestration and doors ❑Complies Exception: Field fabricated fenestration assemblies. C402.4.4 are labeled as meeting air leakage ❑Does Not [FR18]3 requirements. ❑Not Observable ❑Not Applicable C402.4.7 Vestibules are installed on all building ❑Complies Exception: Doors that open directly from a space =3000 ft2. [FR17]3 entrances. Doors have self-closing ❑Does Not devices. ❑Not Observable ❑Not Applicable C402.3.3, Vertical fenestration U -Factor. ❑Complies See the Envelope Assemblies table for values. C402.3.4 ❑Does Not [FR8]1 ❑Not Observable ❑Not Applicable C402.3.3 Vertical fenestration SHGC value. ❑Complies see the Envelope Assemblies table for values. [FR10]1 ❑Does Not ❑Not Observable ❑Not Applicable C303.1.3 Fenestration products rated in ❑Complies Exception: Default values are used. [FR12]2 accordance with NFRC. ❑Does Not ❑Not Observable ❑Not Applicable C303.1.3 Fenestration products are certified as ❑Complies Requirement will be met. [FR13]1 to performance labels or certificates ❑Does Not provided. ❑Not Observable ❑Not Applicable C402.2.7 U -factor of opaque doors associated ❑Complies see the Envelope Assemblies table for values. [FR14]2 with the building thermal envelope ❑Does Not meets requirements. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 111 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3Low Impact (Tier 3) Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 08/12/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 6 of 10 Management\COMcheck\2016-08-09 Pre Perm it\MarshaILcck Section # Mechanical Rough -In Inspection Complies? Comments/Assumptions & Req.ID C402.4.5. Stair and elevator shaft vents have ❑Complies Exception: Requirement does not apply. 1 motorized dampers that automatically ❑Does Not [ME3]3 close. ❑Not Observable ❑Not Applicable C402.4.5. Outdoor air and exhaust systems have ❑Complies Exception: Gravity dampers acceptable for exhaust and relief 2 motorized dampers that automatically ❑Does Not dampers. [ME58]3 shut when not in use and meet maximum leakage rates. Check ❑Not Observable gravity dampers where allowed. ❑Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 08/12/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 7 of 10 Management\COMcheck\2016-08-09 Pre Permit\Marshall.cck Section # Insulation Inspection Complies? Comments/Assumptions & Req.ID C402.4.1. All sources of air leakage in the ❑Complies Requirement will be met. 1 building thermal envelope are sealed, ❑Does Not [IN1]1 caulked, gasketed, weather stripped ❑Not Observable or wrapped with moisture vapor- permeable wrapping material to ❑Not Applicable minimize air leakage. C402.4.2. Roof R -value. For some ceiling ❑Complies See the Envelope Assemblies table for values. 1 systems, verification may need to ❑Does Not [IN2]1 occur during Framing Inspection. ❑Not Observable ❑Not Applicable C303.2 Roof insulation installed per ❑Complies Requirement will be met. [IN3]1 manufacturer's instructions. Blown or ❑Does Not poured loose -fill insulation is installed ❑Not Observable only where the roof slope is <=3 in 12. ❑Not Applicable C303.2 Above -grade wall insulation installed ❑Complies Requirement will be met. [IN7]1 per manufacturer's instructions. ❑Does Not ❑Not Observable ❑Not Applicable C402.2.5 Floor insulation R -value. ❑Complies See the Envelope Assemblies table for values. [IN8]2 ❑Does Not ❑Not Observable ❑Not Applicable C303.1 Building envelope insulation is labeled ❑Complies Requirement will be met. [IN10]2 with R -value or insulation certificate ❑Does Not providing R -value and other relevant data. ❑Not Observable ❑Not Applicable C303.2.1 Exterior insulation is protected from ❑Complies Requirement will be met. [IN14]2 damage with a protective material. ❑Does Not Verification for exposed foundation ❑Not Observable insulation may need to occur during Foundation Inspection. ❑Not Applicable C402.2.1 Insulation intended to meet the roof ❑Complies Requirement will be met. [IN17]3 insulation requirements cannot be ❑Does Not installed on top of a suspended ceiling. Mark this requirement ❑Not Observable compliant if insulation is installed ❑Not Applicable accordingly. Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 08/12/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 8 of 10 Management\COMcheck\2016-08-09 Pre Permit\Marshall.cck Section # Final Inspection Complies? Comments/Assumptions & Req.ID C402.4.6 Weatherseals installed on all loading ❑Complies Exception: Requirement does not apply. (FI37]1 dock cargo doors. ❑Does Not ❑Not Observable ❑Not Applicable C402.4.8 Recessed luminaires in thermal ❑Complies Exception: Requirement does not apply. [F126]3 envelope to limit infiltration and be IC ❑Does Not rated and labeled. Seal between interior finish and luminaire housing. [:]Not Observable ❑Not Applicable C406 Efficient HVAC performance, efficient ❑Complies [F134]1 lighting system, or on-site supply of ❑Does Not renewable energy consistent with what is shown the approved plans. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 08/12/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 9 of 10 Management\COMcheck\2016-08-09 Pre Permit\Marshall.cck Project Title: New Self Storage Facility - Carlson Marshall Street Report date: 08/12/16 Data filename: W:\Design Department Project File\2015\15-908 Carlson Marshall Street\Project Page 10 of 10 Management\COMcheck\2016-08-09 Pre Perm it\MarshaII.cck -N ► - City Of W heat R�i,dge PUBLIC WORKS City of Wheat Ridge Municipal Building 7500 W. 291b Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 August 2, 2016 Jim Brzostowicz, P.E. Civil Resources 323 5u' Street P.O. Box 680 Frederick, CO 80530 Re: Fifth Review Comments of the Final Drainage Report & Plan, PBG Plan Set, and Final Plat for the proposed development located at 4901 Marshall Street, Case# MS -15-07 and PBG -15-02. Dear Mr. Brzostowicz, I have completed the fifth review of the above referenced documents received on August 1, 2016, for the proposed self -storage facility located at 4901 Marshall Street. This letter is to inform you that all civil engineering documents for this development have been reviewed and are hereby approved for construction by the Department of Public Works: Please be aware of the following items regarding the construction of the project: 1. Traffic Control/Work Within the Open Space Trail Area: The greenbelt trail is very popular with pedestrians and bicyclists. Due to the proposed work in and around the trail area, traffic control for the duration of the project shall be required. Please coordinate with Margaret Paget, Forestry & Open Space Supervisor at 303.205.7554 prior to commencement of construction activities within the Open Space area. Upon completion of the work within the Open Space area the contractor shall coordinate a walk-through with Margaret to ensure proper restoration of the area. Russ Higgins, Field Services Supervisor (303.235.2869) may also wish to be present for the walk -though. 2. Right -of -Way Construction Permit(s)/Licensing a. ROW Permits. Prior to any construction within the public right-of-way (ROW), the necessary Right - of -Way Construction Permit(s) and respective licensing will need to be submitted for processing by the City. Right -of -Way Construction Permits are issued by the City only after approval of all required technical documents, including but not limited to, the Final Drainage Report & Plan, Final Plat, Final Development Plan, Traffic Impact Study, Storm Sewer Plans, Street Construction Plans, Grading & Erosion Control Plan, Traffic Control Plan, and easement or ROW dedications. b. Licensing. All work within the public Right -of -Way shall only be performed by a municipally - licensed contractor. 3. Public Improvement Restoration/Debris Tracking It will be the responsibility of the contractor for the project to repair any damage to the existing public improvements along Marshall Street or within the Open Space greenbelt area as a direct result of related construction traffic. Also, the contractor will be responsible for maintaining all affected roadways on a regular basis such that they remain free of construction debris and tracking from construction traffic accessing the site. www.ci.wheatridge.co.us Public Works Engineering August 1, 2016 Page 2 4. Drainage Certification/ Stormwater Maintenance Agreement and O & M Plan: Please note the following items required prior to the issuance of the Certificate of Occupancy for the Subdivision: a. Drainage Certification: A Drainage Certification Letter from the Engineer -of -Record stating that all drainage related items were constructed per the approved civil engineering documents. The Certification Letter shall be accompanied by As -Built plans in support of the statements made in the Letter as required by the Municipal Code of Laws. b. Stormwater Maintenance Agreement and O & M Plan: All post -construction Best Management Practices (BMP's) for water quality must be maintained and inspected by the property owner(s) per Section 20-34 of the City of Wheat Ridge Municipal Code of Laws. For stormwater quality facilities including, but not limited to, above -ground or underground detention facilities, porous landscape detention areas, porous pavement, centrifuge type devices such as a Rinker Stormcepter®, hydrodynamic separation systems such as a Contech Vortechs®, or for any other approved post - construction BMP, a Stormwater Maintenance Agreement accompanied by an Operations and Maintenance (O & M) Schedule/Log shall be required prior to issuance of the Certificate of Occupancy. The O & M Schedule/Log must be kept current and will be inspected on a regular basis by City staff to ensure compliance with City of Wheat Ridge Municipal Code requirements. 5. Materials Testing for any Construction within the Public Right -of -Way It will be the responsibility of the developer/owner, to provide the necessary testing, as applicable for the scope of this project, for sub -grade compaction and other related material tests for any improvements to be constructed within the public Right -of -Way. (SEE ATTACHED MATERIAL SAMPLING & TESTING REQUIREMENTS) Please include two signed & sealed hardcopies of the approved civil plans for inclusion with the Building Permit Application plan sets, and provide a third hardcopy for the PW development file. The above comments are as of the date reviewed and may not reflect all comments from other departments or reviewing agencies. If you have any questions, please contact me at 303.235.2864. Sincerely, David F. Brossman, P.L.S. Development Review Engineer/ City Surveyor 303.235.2864 dbrossman(i�ei.wheatridge.co.us CC: Steve Nguyen, Engineering Manager Russ Higgins, Field Services Supervisor Michael Arellano, Chief Building Official Lisa Ritchie, Planner II Bill LaRow, Stormwater Program Manager File www.ci.wheatridge.coms 4901 Marshall_Carlson PBG Plans -Plat_ FDR_ approval.ltr.docx Public Works Engineering August 1, 2016 Page 3 CITY OF WHEAT RIDGE MATERIALS AND TESTING REQUIREMENTS FOR CONSTRUCTION OF PUBLIC IMPROVEMENTS DESCRIPTION Materials sampling and testing for public improvements shall be performed by an independent materials testing company at the expense of the developer, and/or utility district. Unless otherwise designated, all referenced specifications, standards or policies shall be the latest edition as revised or updated by approved supplements published and issued prior to the date of the building permit. REQUIREMENTS All materials sampling and testing shall be performed by certified, experienced and qualified materials testing technicians who work under the supervision of a registered professional engineer in the State of Colorado. All materials sampling and testing equipment shall be serviceable and have current calibrated certifications. Soil classifications and moisture -density curves shall be provided to the Department of Public Works inspector prior to in-place density testing. Materials testing technicians shall furnish copies of failed test results to the inspector as promptly as the results become available. On a weekly basis when testing is being performed, the developer shall furnish the inspector with copies of all test results taken during the prior week and a cover letter, signed by the supervising registered professional engineer, which summarizes the results and discusses any failed tests or inconsistencies. The City materials testing requirements are provided in Table 720-1. All testing procedures of verification and central lab requirements shall be as specified in the Frequency Guide Schedule of the Colorado Department of Transportation Field Materials Manual. One test is required for any fraction of the specified frequency. The reference to Section 203.07 in the table is from the Colorado Department of Transportation Standard Specifications for Road and Bridge Construction. www.ci.w h eatridge.co. u s 4901 Marsha ll_Carlson_P BG Plans-Plat_FDR_approval.hr.docx Public Works Engineering August 1, 2016 Page 4 Table 720-1 City of Wheat Ridge Materials Testing Requirements Type of Test Frequency Remarks Soil Survey (Classification), 1 per 500 feet of roadway, Surveys for roadway and trench AASHTO M145 Sidewalk or pipe trench may be combined Moisture -Density Curve, 1 per on-site soil type AASHTO method determined AASHTO T99 1 per import material source By soil or materials type Embankment in-place density, 1 per 250 feet per lane per 6 -inch Minimum density per soil Colorado Procedures loose lift classification, Section 203.07 Roadway subgrade in-place 1 per 250 feet per lane Minimum density per soil density, Colorado Procedures Classification, Section 203.07 Sidewalk subgrade in-place 1 per 250 feet of sidewalk Minimum density per soil density, Colorado Procedures Classification, Section 203.07 Pipe trench in-place density, 1 per 200 feet of trench per 18 Minimum density per soil Colorado Procedures inch vertical interval Classification, Section 203.07 Aggregate base course in-place 1 per 250 feet per lane Minimum 95% of maximum density, Colorado Procedures Density, T180 Lime treated subgrade in place 1 per 250 feet per lane No less than 95% of std. dry density, Colorado Procedures density and opt. moisture, T99 Cement treated base in place 1 per 250 feet per lane Density in accordance with contract density, Colorado Procedures documents, T134 Hot Bituminous Pavement 1 per 1000 tons Within specifications of asphalt content and gradation Approved mix design, binder PG 64-22 Hot Bituminous Pavement in 1 per 100 tons 92-96% of maximum density, T209 place density, Colo. Procedures Concrete compressive strength 1 set per 50 cubic yards PCC pavement, structural AASHTO Procedures Concrete, sidewalks and curbing Concrete air content and slump 1 per 25 cubic yards PCC pavement, structural AASHTO Procedures Concrete, sidewalks and curbing www.ci.wheatridge.co.us 4901 Marshall_Carlson_PBG Plans-Plat_FDR approval.hr.docx Self Storage 4901 Marshall St. . -- } �- �j-} 5 O-1 a I Q 1. Per section 706.5, fire walls, fire barrier shall extend 18" beyond the exterior wall or 4 feet on both sides. You have garage doors next to a few, please provide detail. 2. Building G will there be any storage on the second floor or what will it be used for? 3. FH is not called out sheet A1.0 North East corner. 4. We will 'require third party testing on double check valve for irrigation. 5. Missing sheet L1, L2 and U. 6. SevL'Tf oot-tall fence not allowed. 7. Attic venting in insulated areas? 8. R-28 for roof should b C � `Z e, ed� ��� 9. How will you b achieving R32 n the walls per the com check? low Lha 10. Please re -do com check it does not appear to comply. I will need one for the R-3. 11. Sheet A2.3 it looks like paper towel dispensers are in the 5 -foot area and are not allowed there. 12. Smoke detector in the house area? 13. Carbon monoxide detector? 14. How are you dealing with the plumbing going from the office area into the residential rated area? 15. Show detail where 1B wall meets the separation between the R-3 and B interior walls, 16. Mechanical ventilation for commercial bathrooms. 17. A lot of the exhaust in the R-3 area are right above the windows? 18. A pan will be required under the water heater and piped to the outside. 19. Sheet A2-10 soap dispenser on detail one needs to be out of the 5 -foot area and also called out T-3 should be T-2 20. What is your rise and run on the stair detail? 21. Ice and water shield over R-3? 22. Sheet A8 door schedule, door #110A has a 3 -hour Rating? 23. Window N does not meet egress requirements. 24. Show tempered glazing on plans. 25. Door 106 A should be fire rated. 26. We will need engineer report and inspection on foundation Sheet S 1.1. 27.Will supply and return Duct be in a rated chase or how will the penetration be addressed? 28. 6" address numbers will be required on the structure visible from the street. 29. Review is limited to the contents of the plans submitted and any errors or omissions contained herein shall not be construed as permission to allow any condition to exist in violation of the codes of the City of Wheat Ridge. 30. Prior to CO or final the GC shall provide as built in PDF. Self Storage 4901 Marshall St. 31. Signs on building permitted separately. 32. Sheets resubmitted are your responsibility to reinsert into plans, please leave the old ones you take out in the office. 33., Please address comments under each numbered one along with where I can find on sheets. Self Storage 4901 Marshall St. October 10, 2016 dcb construction company, inc. 909 E 62nd Avenue Denver, CO 80215 Re: Permit #201601201 This letter is in regards to your application for approval of a building permit for property at 4901 Marshall Street. I have reviewed the first submittal dated 7.14.16 and have the following comments: Sheet A1.2 1. Sheet A1.2, revise all fence heights to not exceed 6'-0". A variance will be required to allow any fence taller than 6'-0". Sheet L2.0 2. Provide temporary irrigation to establish landscaping for the portions of the site not covered by the permanent irrigation system. Sheets A4.1 through A4.15 No signs are approved as part of this building permit. Signs will be reviewed and approved with a separate sign permit, subject to Section 26, Article 7 of the Code of Laws (Sign Code). The following preliminary comments are provided based on the conceptual signs illustrated on the plans: a. Building G: Both signs shown shall be allowed as these two elevations have frontage on 1-70. Changeable copy (digital) is permitted and shall follow the wall sign size requirements in the code of 1 sq ft for each linear foot of the side of the building to which it is affixed. This results in 146 sf ft for the sign on the western elevation, and 25 sq ft for the sign on the southern elevation. It appears the sign on the southern elevation exceeds the allowance. Building A: The wall signs shown are allowed on this elevation. The signs above the lease spaces shall be sized based on the linear footage of lease space, not the entire building, or 1 sq ft for each linear foot of lease space. The remainder of the building linear footage can apply to the other signs shown. Sincerely, Lisa Ritchie, Planner II 303-235-2852 Iritchie@ci.wheatridge.co.us n PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING Structural Calculations for: Carlson Self Storage — Marshall St. Wheat Ridge, CO PEAK NO.: 16-097 P�0 REG7S Q� .•LEA � �� 3906 v �° 1687 COLE BOULEVARD, SUITE 100, LAKEWOOD, COLORADO 80401 PHONE 303/274-0707 FAX 303/274-0808 www.peakengr.com CARLSON SELF STORAGE — MARSHALL ST. PEAK NO.: 16-097 PEAK ENGINEERING, INC. Table of Contents: Item: Sheets: GENERAL........................................................................................................................ 1-10 SLAB-ON-GRADE.......................................................................................................... 11-17 BUILDING G TOWER FRAME......................................................................................... 18-45 MASONRYWALLS........................................................................................................ 46-65 WOOD DECK @a RESIDENCE.......................................................................................... 66-74 N:\Projects\2016\16-097 Carlson Marshall Street\Calculations\Calc Cover Sheet - Carlson Marshall.doc Page 1 of 74 P_ cityof QUICK CODES com The Building Division is currently operating under the following codes: 2012 International Building Code 2012 International Property Maintenance Code 2012 International Mechanical Code 2012 International Energy Conservation Code 2012 International Plumbing Code 2012 International Fire Code 2012 International Residential Code 2012 International Fuel Gas Code 2014 National Electrical Code NFPA 99 Standards for Health Care Facilities, 2015 Edition Uniform Code for the Abatement of Dangerous Buildings, 1997 Edition 2009 ANSI Al 17.1 Accessible and Usable Facilities Attic Access: 22" X 30" Crawl Space Access: 18" X 24" Drywall: Screws: 12" on ceilings Nails: 7" on ceilings 16" on walls framed 16" on center 8" on walls 12" on walls framed 24" on center Frost Level: 36" below grade Snow Load: 30 Lbs. Sq. Ft. Wind Load: 105 MPH 3 -second wind gust Exposure: C Seismic Zone: B Insulation: R-20 walls R-49 ceilings R-19 crawlspaces Minimum Space Heating System — Replacements: Gas Furnaces 80% AFUE Gas Boilers 80% AFUE New Construction: Gas Furnaces 80% AFUE Gas Boilers 80% AFUE Ducts: Non -Conditioned Space R-5 Outside Building R-8 Water Heaters: High & Low combustion air ducting is required at a rate of 1 sq. in. per 2000 BTUs Arc Fault: ARC Fault required on all outlets per 2014 NEC Attic/Crawl Space Venting: 1 Sq. Ft. of vent per 150 Sq. Ft of space vented Vapor Barrier: Required under all slabs under habitable space Roofing: Ice and Water shield two (2) feet in from exterior wall (eaves); 6 nails per shingle required; 2 layers allowed, must tear off all layers if doing any tear -off. See Policy BD -10-002 for additional requirements. Flat Work: Minimum 4" depth for all residential work Foundation Standards: Engineered design and inspection required by engineer of record. Windows: All new windows shall meet egress except windows in existing basement bedrooms. (5.7 Sq. Ft. of openable space). Window height from floor to openable area on window max height is 44". All existing windows shall comply with Policy BD -10-003. Bedroom Occupancy: 70 Sq. Ft. Minimum. At 70 Sq. Ft. 1 person allowed in a room; will need additional 50 Sq Ft. for each additional person. Rev. 01 /2016 Page 2 of 74 Mi 1M Design Maps Summary Report User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 39.7852211N, 105.07029°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III ._ "Frd�k'aI Her�ltK '�atYMlfflS �, -commerce City Ars',�� t - en ver . Wheat Ridge r « r 4 :i - d ?w a •i4,, Aurorq i USGS-Provided Output Ss = 0.187 g SMS = 0.300 g Sps = 0.200 g S1 = 0.059 g S,„ = 0.142 g Spl = 0.095 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRV building code reference document. MCER Response Spectrum Design Response Spectrum 0.30 0.20-- 0.27-- O.1B 0.24 0.1G 0.21 0.14 0.12 0.15 O, LM 0-15- 0.10 0.12 0.05 0.05--O.t E 0.06 0,04-- 0.03-- 0.02-- 0.00. .020.00 0.00 0.00 0.20 0.40 0.GO 0.50 1.O0 1-20 L40 Lec, 1.80 2.00 0.00 0.20 0.40 O.GO 0.50 1.00 1.20 1.40 1.Gc, 1.80 2.00 Period, T (sec) Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. PEAK ENGINEERING, INC. Page 3 of 74 JOB TITLE Carlson Self Storage - Marshall St 1687 Cole Blvd, STE 100 Lakewood, CO 80401 JOB NO. 16-0_97 SHEET NO. 303/274-0707 CALCULATED BY SAW DATE 7/16/16 CHECKED BY KLD DATE www.struware.com Code Search Code: International Building Code 201. Occupancy: Occupancy Group = S Storage Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (8) 0.25/12 1.2 deg Building length (L) 30.0 ft Least width (B) 24.0 ft Mean Roof Ht (h) 34.0 ft Parapet ht above grd 37.0 ft Minimum parapet ht 1.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor N/A Partitions N/A Partitions N/A Partitions N/A Partitions N/A PEAK ENGINEERING, INC. 1687 Cole Blvd, STE 100 Lakewood, CO 80401 303/274-0707 Page 4 of 74 JOB TITLE Carlson Self Storage - Marshall St JOB NO. 16-097 SHEET NO. CALCULATED BY SAW DATE 7/19/16 CHECKED BY KLD DATE Wind Loads: ASCE 7- 10 f = 500 ft Ultimate Wind Speed 135 mph 15 ft C = Nominal Wind Speed 104.6 mph 9o, 9v = 3.4 Risk Category II 454.1 ft Q = Exposure Category C IZ = 0.22 Enclosure Classif. Enclosed Building 0.89 use G = 0.85 9R = Internal pressure +/-0.18 R = 0.000 Directionality (Kd) 0.85 0.000 Kh case 1 1.008 Kh case 2 1.008 Type of roof Monoslope 1z,. Topographic Factor (Kzt) V �n�( I � t��it'u�� pF`r---� X dDwrlv.Ntld) Topography Flat Hill Height (H) 80.0 ft HJ2 Half Hill Length (Lh) 100.0 ft h W2 Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft ESCARPMENT From top of crest: x = 50.0 ft V(z Bldg up/down wind? downwind Z Speed-up H/Lh= 0.50 K, = 0.000. V(Z) x/Lh = 0.31 K2 = 0.792 %(upwind) x(dov mind) .�-- �- z/Lh = 0.21 K3 = 1.000 K'21 IH At Mean Roof Ht: LI' '`,WW2 Kzt = (1+K,K2K3)112 = 1.00 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h = 34.0 ft However, if building h/B < 4 then probably rigid structure (rule of thumb). B = 24.0 ft h/B = 1.42 Therefore, probably rigid structure /z (0.6h) = 20.4 ft G = 0.85 Using rigid structure default Rigid Structure e = 0.20 f = 500 ft Zmin = 15 ft C = 0.20 9o, 9v = 3.4 LZ = 454.1 ft Q = 0.92 IZ = 0.22 G= 0.89 use G = 0.85 Flexible or Dvnamically Sensitive Structure Natural Frequency (r),) = 0.0 Hz Damping ratio ((3) = 0 /b = 0.65 /a = 0.15 Vz = 119.5 N, = 0.00 Rn = 0.000 Rh = 28.282 0 = 0.000 RB = 28.282 q = 0.000 RL = 28.282 rl = 0.000 9R = 0.000 R = 0.000 G = 0.000 h = 34.0 ft PEAK ENGINEERING, INC. 1687 Cole Blvd, STE 100 Lakewood, CO 80401 303/274-0707 Enclosure Classification Page 5 of 74 JOB TITLE Carlson Self Storage - Marshall St JOB NO. 16-097 SHEET NO. CALCULATED BY SAW DATE 7/19/16 CHECKED BY KLD DATE Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80% open. Ao >_ 0.8Ag Test for Partially Enclosed Building: Input Test Ao 0.0 sf Ao >_ 1.1Aoi YES Ag 0.0 sf Ao > 4' or 0.01Ag NO Aoi 0.0 sf Aoi / Agi <_ 0.20 NO Building is NOT Agi 0.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao >_ 1.1 Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi <_ 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf Ri = 1.00 Altitude adjustment to constant 0.00256 (caution - see code) : Altitude = 5000 feet Average Air Density = 0.0659 Ibm/ft3 Constant = 0.002205 PEAK ENGINEERING, INC. 1687 Cole Blvd, STE 100 Lakewood, CO 80401 303/274-0707 Page 6 of 74 JOB TITLE Carlson Self Storage - Marshall St JOB NO. 16-097 SHEET NO. CALCULATED BY SAW DATE 7/19/16 CHECKED BY KLD DATE Wind Loads - MWFRS all h (Enclosed/partially Wind Parallel to Ridge L/B = 1.25 h/L = 1.13 enclosed only) Kh (case 2) = 1.01 In = 34.0 ft GCpi = +/-0.18 Base pressure (qh) = 34.5 psf ridge ht = 34.3 ft G = 0.85 Roof Angle (6) = 1.2 deg L = 30.0 ft qi = qh Roof tributary area - (h/2)*L: 510 sf B = 24.0 ft (h/2)*B: 408 sf -20.5 -26.7 -14.3 -0.70 Ultimate Wind Surface Pressures lnsfl Surface Wind Normal to Ridge B/L = 0.80 h/L = 1.42 Wind Parallel to Ridge L/B = 1.25 h/L = 1.13 Cp ghGCp w/+giGCp w/-ghGCpi Dist.* Cp ghGCp w/ +q;GCp; w/ -ghGCp, Windward Wall (WW) 0.80 23.4 see table below 0.80 23.4 see table below Leeward Wall (LW) -0.50 -14.6 -20.8 -8.4 -0.45 -13.2 -19.4 -7.0 Side Wall (SW) -0.70 -20.5 -26.7 -14.3 -0.70 -20.5 -26.7 -14.3 Leeward Roof (LR) ** `/W'R\ 0 to 15' 0.85 Included in windward roof Windward Roof: 0 to h/2* -1.12 -32.8 -39.0 -26.6 0 to h/2* -1.14 -33.3 -39.5 -27.1 > h/2* -0.70 -20.5 -26.7 -14.3 > h/2* -0.70 -20.5 -26.7 -14.3 "Hoot angle < lU degrees. I nereTore, leeward roOT is included in windward roof pressure zones. nonzomai aisidnce Hurn wuiuwdlu cuya For monoslope roofs, entire roof surface is either windward or leeward surface. Windward Wall Pressures at "z" (Psf) S MTD PARALLEL T6 V I±GE Combined WW + LW ' LW NOTE: su; See figure in ASCE7 for the application of full and partial loading Windward Wall Normal Parallel LR\, --7 11 z Kz Kzt q,GCp w/+q,GCp w/-ghGCp, to Ridge to Ridge / `/W'R\ 0 to 15' 0.85 1.00 19.7 13.5 25.9 34.4 32.9 20.0 ft 0.90 1.00 21.0 14.7 27.2 35.6 34.1 LW f 25.0 ft 0.95 1.00 22.0 15.8 28.2 36.6 35.1 30.0 ft 0.98 1.00 22.8 16.6 29.0 37.5 36.0 h= 34.0 ft ridge = 34.3 ft 1.01 1.01 1.00 1.00 23.4 23.5 17.2 17.3 29.6 29.7 38.1 38.1 36.6 36.6 5 :iJtltl 2iORf�SAi. TGt RSRG€ WR /'MR %.ice 11RECT1111-1 S MTD PARALLEL T6 V I±GE ' LW NOTE: su; See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Parapetr z Kz Kzt qp (psi 37.0 ft 1.03 1.00 35.1 sjru f Windward parapet: 52.6 psf (GCpn = +1.5)' Leeward parapet: -35.1 psf (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure) : 23.4 psf (upward)x PEAK ENGINEERING, INC. Page 7 of 74 JOB TITLE Carlson Self Storage - Marshall St 1687 Cole Blvd, STE 100 34.5 psf a = 3.0 ft Lakewood, CO 80401 JOB NO. 16-097 SHEET NO. 303/274-0707 CALCULATED BY SAW DATE 7/19/16 Type of roof = Monoslope CHECKED BY KLD DATE Wind Loads - Components & Claddina : h <= 60' Kh (case 1) = 1.01 h = 34.0 ft Base pressure (qh) = 34.5 psf a = 3.0 ft Minimum parapet ht = 1.0 ft GCpi = +/-0.18 Roof Angle (8) = 1.2 deg Type of roof = Monoslope Roof Arez Negative Zone 1 Negative Zone Negative Zone Positive All Zone; Overhang Zone 1&2 Overhang Zone 3 Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adjacent wall pressure reduced by internal pressure of 6.2 psf Ultimate Wind Pressures GCp +/- GCpi Surface Pressure (psf) User input 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 10 sf 500 sf -1.18 -1.11 -1.08 -40.7 -38.2 -37.2 -40.7 -37.2 -1.98 -1.49 -1.28 -68.2 -51.4 -44.1 -68.2 -44.1 -2.98 -1.79 -1.28 -102.7 -61.7 -44.1 -102.7 -44.1 0.48 0.41 0.38 16.5 16.0 16.0 16.5 16.0 -1.70 -1.63 -1.60 -58.6 -56.2 -55.1 -58.6 -2.80 -1.40 -0.80 -96.5 -48.3 -27.6 -96.5 Parapet qp = 35.1 psf CASE A = pressure towards building (pos) CASE B = pressure away from bldg (neg) Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 Solid Parapet Pressure Surface Pressure (psf) User input 10 sf 100 sf 500 sf 40 sf SASE A : Interior zone: Corner zone: 94.7 129.8 64.6 64.6 60.7 60.7 76.6 90.5 SASE B : Interior zone: Corner zone: -66.3 -75.8 -55.1 -59.0 -47.3 -47.3 -59.6 -65.7 GCp +/- GCpi Surface Pressure (psf) User input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 150 sf 200 sf -1.17 -1.01 -0.90 -40.3 -34.8 -31.0 -33.9 -332 -1.44 -1.12 -0.90 -49.6 -38.7 -31.0 -36.7 -35.4 1.08 0.92 0.81 37.2 31.7 27.9 30.8 30.1 Note: GCp reduced by 10% due to roof angle - 10 deg. PEAK ENGINEERING, INC. 1687 Cole Blvd, STE 100 Lakewood, CO 80401 303/274-0707 Page 8 of 74 JOB TITLE Carlson Self Storage - Marshall St JOB NO. 16-097 SHEET NO. CALCULATED BY SAW DATE 7/16/16 CHECKED BY KLD DATE Location of C&C Wind Pressure Zones Roofs w/ 8 <_ 10° and all walls h>60' � 1 1 I , —I I I , E I I r2, I , j I Monoslope roofs 101 < 6:5 30° h:5 60' & alt design h<90' il Walls h <_ 60' & alt design h<90' Multispan Gable & Gable 7' < 8 <5 45° 1 i I I I I 10 �2 I I I I 1 I 2 2 T 3 Gable, Sawtooth and Multispan Gable 0:5 7 degrees & Monoslope <_ 3 degrees h <_ 60' & alt design h<90' �2 2 I Y � Hip 7° < 0 <— 27` Stepped roofs 6 <_ 3° h <_ 60' & alt design h<90' Ultimate Wind Pressures CU L— — — — � I I I T— I I I i Monoslope roofs 3°<6<_10° h:5 60'& alt design h<90' A B r.' D Sawtooth 10° < 8 <_ 45° h <_ 60'& alt design h<90' PEAK ENGINEERING, INC. Page 9 of 74 JOB TITLE Carlson Self Storage --Marshall St 1687 Cole Blvd, STE 100 Lakewood, CO 80401 JOB No, 16-097 SHEET NO. 303/274-0707 CALCULATED BY SAW DATE 7/16/1.6 CHECKED BY KLD DATE Seismic Loads: IBC 2012 Strength Level Forces Risk Category : II Importance Factor (1) : 1.00 Site Class : D Ss (0.2 sec) = 18.70 %g S1 (1.0 sec) = 5.90 %g Fa = 1.600 Sms = 0.299 SDs = 0.199 Design Category = Fv = 2.400 Sm1 = 0.142 Sp, = 0.094 Design Category = Seismic Design Category = B Number of Stories: 3 Structure Type: All other building systems Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: Building Frame Systems Seismic resisting system: Steel ordinary concentrically braced frames System Structural Height Limit: Height not limited Actual Structural Height (hn) =34.3 ft DESIGN COEFFICIENTS AND FACTOR Response Modification Coefficient (R) = 3.25 Over -Strength Factor (.0o) = 2 Deflection Amplification Factor (Cd) 3.25 SDs = 0.199 Sol = 0.094 need not exceed Cs = p = redundancy coefficient Seismic Load Effect (E) = p QE +/- 0.2SDs D = p QE +/- 0.040D QE = horizontal seismic fora Special Seismic Load Effect (Em): f)o QE +/- 0.2SDS D = 2.0 QE +/- 0.040D D = dead loac PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis - Permittec Building period coef. ((T) = 0.020 Approx fundamental period (Ta) User calculated fundamental period (T) _ Long Period Transition Period (TL) = ASCE7 map = Seismic response coef. (Cs) = SDSI/R = need not exceed Cs = Shc i /RT = but not less than Cs = USE Cs = Model & Seismic Response Analysis ALLOWABLE STORY DRIFT Cu = 1.70 0.283 sec x= 0.75 Tmax = CuTa = 0.482 0 sec Use T = 0.283 4 0.061 0.102 0.010 0.061 Design Base Shear V = 0.061W - Permitted (see code for procedure) Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x B B PEAK ENGINEERING, INC. Page 10 of 74 1687 Cole Blvd, STE 100 JOB TITLE Carlson Self Storaoe - Marshall St Lakewood, CO 80401 JOB NO. 16-097 SHEET NO. 303/274-0707 CALCULATED BY SAW DATE 7/16/16 CHECKED BY KLD DATE Seismic Loads - cont.: Strength Level Forces Seismic Design Category (SDC)= B = 1.00 CONNECTIONS Sds = 0.199 Force to connect smaller portions of structure to remainder of structure Fp = 0.133Sdswp = 0.027 wP or Fp = 0.05wp = 0.05 wp Use Fp = 0.05 wp wp = weight of smaller portion Beam, girder or truss connection for resisting horizontal force parallel to member Fp = no less than 0.05 times dead plus live load vertical reaction Anchorage of Structural Walls to elements providing lateral support Fp = 0.20Ww = 0.20 Ww or Fp=0.4lSdsWw = 0.08 Ww Fp = 0.200 Ww but Fp shall not be less than 5 psf MEMBER DESIGN Bearina Walls and Shear Walls lout of plane force Fp = 0.4SdslWw = 0.080 wW but not less than 0.10 wW Use Fp = 0.10 wW Diaphragms Fp = 0.2lSdsWp + Vpx = 0.040 Wp + Vpx ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS Seismic Design Category B & 1p=1.0, therefore only required for parapets supported by bearing or shear walls Architectural Component : Signs and Billboards Importance Factor (Ip) : 1.0 Component Amplification Factor (ap) = 2.5 h= 34.3 feet Comp Response Modification Factor (Rp) = 3 z= 50.0 feet Fp = 0.4apSdslpWp(1+2z/h)/Rp = 0.199 Wp not greater than Fp = 1.6SdslpWp = 0.319 Wp but not less than Fp = 0.3SdslpWp = 0.060 Wp use Fp = MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS Mech or Electrical Component : Elevator and escalator components. Importance Factor (Ip) : 1.5 Component Amplification Factor (ap) = 1 h= 34.3 feet Comp Response Modification Factor (Rp) = 2.5 z= 50.0 feet Fp = 0.4aPSdslpWp(1+2z/h)/Rp = 0.144 Wp not greater than Fp = 1.6SdslpWp = 0.479 Wp but not less than Fp = 0.3SdslpWp = 0.090 Wp use Fp = z/h = 1.00 0.199 Wp Seismic Design Category B, therefore not required z/h = 1.00 0.144 Wp Page 11 of 74 FLOOR LOADS: FDL:= 0-PSF LDL:= 0 RDL:= 4-PSF WHEAFRIDGE,CO FLL:= 0-PSF LLL:= 0 RLL:= 30-PSF 5/13/16 SINGLE STORY BUILDING: NOTE DEAD LOAD OF CONCRETEAND MASONRYWALLS NOT PART 01' THESE LOADS TYPICAL ROOF LOAD(1NTERIOR): TW := 60 -IN L:= 10 -FT DL:= TW -L -(2 -FDL+ RDL) DL= 200 LB 1 LL:= TW L-(2•FLL) LL= 0 SL:= TW.LRLL SL= 1500 LB L:= 12 -FT TYPICAL ROOF LOAD(INTERIOR): DL:= TW- L -(2 - FDL + RDL) DL= 240 LB 2 LL:= TW-L-(2-FLL) LL= 0 SL := TW-L•RLL SL = 1800LB A.L 301-011 P.— 1 7 of 7d M KIWI II CONSTRUCTION Page 13 ofpfraject Title: 28177 KELLER ROAD Engineer: Project ID: MURRIETA, CA 92563 Project Descr: 951-301-8975 87.175 k -ft fax 951-301-4096 110.279 k -ft art(ftiwiconstruction.com Printed 12 JUL 2016,11:12AM Steel Beam File=clUsersIALEON-1.KIMDOCUME-IIENERCA-IIWHEATR-I.EC6 ENERCALC, INC.1983-2016,Build:6.16.6.7, Ver:6.16.6.7. - 1.11.193 Licensee: KIWI 11 Ca e Maximum Deflection 0 <240.0 Description : 24 It 11.440 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material -Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(1.5) U4.5) S(4.5) M0.62) L Q.4 Span = 24.0 ft w1sx26 Applied t_oadS Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0620, L = 0.040 ksf, Tributary Width =10.0 ft Point Load : D =1,50, Lr= 4.50, S = 4.50 k @ 16.0 ft DESIGN:SUMMARY Maximum Bending Stress Ratio = 0.790: 1 Section used for this span W1 6x26 Ma: Applied 87.175 k -ft Mn / Omega: Allowable 110.279 k -ft Load Combination +D+0.750Lr+0.750L+H Location of maximum on span 13.783ft Span # where maximum occurs Span # 1 Maximum Deflection 0 <240.0 Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.343 in Ratio= 838>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 1.029 in Ratio= 280 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 W 16x26 14.290 k 70.509 k +D+0.750Lr+0,750L+H 24,000 ft Span # 1 Overa[I Maximum Deflections Load Combination Span Max. ° " Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 1.0286 12.274 0.0000 0.000 -Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.740 14.290 Overall MINimum 1.500 3.000 +D+H 7.940 8.440 +D+L+H 12.740 13.240 +D+Lr+H 9.440 11.440 +D+S+H 9.440 11.440 +D+0.750Lr+0.750L+H 12.665 14.290 +D+0.750L+0.750S+H 12.665 14.290 +D+0.60W+H 7.940 8.440 +D+0.70E+H 7.940 8.440 +D+0,750Lr+0.750L+0.450W+H 12.665 14.290 +D+0.750L+0.750S+0.450W+H 12.665 14.290 +D+0.750L+0.750S+0.5250E+H 12.665 14.290 +0.60D+0.60W+0.60H 4.764 5.064 +0.60D+0.70E+0.60H 4.764 5.064 D Only 7.940 8.440 Lr Only 1.500 3.000 L Only 4.800 4.800 S Only 1.500 3.000 W Only KIWI II CONSTRUCTION Page 14 ofMject Title: 28177 KELLER ROAD Engineer: Project ID: MURRIETA, CA 92563 Project Descr: 951-301-8975 fax 951-3014096 Printed: 12 JUL 2016.11:13AM Stee[ Beam File =cAUsers"LEON-1,KIMDOCLIME-MERCA-IIWHEATR-I:EC6 - ENERCALC, INC. 1963-2016, Bull&1116.6.7, Ver6.16.6.7 Description : 20 ft CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi 0.62 L 0.4 =yc�.' Span = 20.0 ft W 12X02 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0620, L = 0.040 ksf, Tributary Width =10.0 ft Point Load: D =1.50, Lr = 4.50, S = 4.50 k @ 14.0 ft DESIGN SUMMARY AAavimiim Ranrfinn Ofra44 Rafin c n Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection W1 2x22 61.787 k -ft 73.104 k -ft +D+0.750Lr+0.750L+H 11,600ft Span # 1 0.320 in Ratio= 0.000 in Ratio= 0.983 in Ratio= 0.000 in Ratio= um Shear Stress KatlO = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 750 >=360 0 <360 244 >=240. 0 <240.0 W12x22 12.613 k 63.960 k +D+0.750Lr+0.750L+H 20.000 ft Span # 1 Overall Maximum Deflections Load Combination Span Max. ' " Dell Location in Span Load Combination Max. "+° Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.9830 10.286 0.0000 0.000 Vertical Reactions ` ` Support notation: Far left is 41 Values in KIPS Load Combination Support 1 Support 2 Overall MAximum 10.663 12.613 Overall MINimum 1.350 3.150 +D+H 6.650 7.250 +D+L+H 10.650 11.250 +D+Lr+H 8.000 10.400 +D+S+H 8.000 10.400 +D+0.750Lr+0.750L+H 10,663 12.613 +D+0.750L+0.750S+H 10.663 12.613 +D+0.60W+H 6.650 7.250 +D+0.70E+H 6.650 7.250 +D+0.750Lr+0.750L+0.450W+H 10.663 12.613 +D-+0.750L+0.750S+0.450W+H 10.663 12.613 +D+0.750L+0.750S+0.5250E+H 10.663 12.613 +0.60D+0.60W+0.60H 3.990 4.350 +0.60D+0.70E+0.60H 1990 4.350 D Only 6.650 7.250 Lr Only 1.350 3.150 L Only 4.000 4.000 S Only 1.350 3.150 W Only �1 r� KIWI Il CONSTRUCTION Page 15 oflr8ject Title: 28177 KELLER ROAD Engineer: Project ID: MURRIETA, CA 92563 Protect Descr: 951-301-8975 fax 951-3014096 Printed: 12 JUL 2016.11:13AM Steel Beam File =c;lUserslALEO.N-i.KFMD000ME-UENERGA RWHEATR-1.EC6 ENERCALC, INC,19a2Ol6, Budd:6.16.6.7, Ver.6.16.6.7 Description: 16 ft ::CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material .Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 1)(1.5) Lr1.5) 5(4.5) -,. o i." Span = 16.0 n W12x14 Applied Loads. _ Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0620, L = 0.040 ksf, Tributary Width =10.0 ft Point Load : D =1.50, Lr = 4.50, S = 4.50 k @ 14.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.795: 1 Section used for this span W12x14 Ma: Applied 34.517 k -ft Mn / Omega: Allowable 43.413 k -ft Load Combination +D+0.75OLr+0.750L+H Location of maximum on span 8.640fl Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection im 5near Stress ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.230 in Ratio= 832>=360 0.000 in Ratio = 0 <360 0.634 in Ratio= 303 >=240. 0.000 in Ratio= 0 <240.0 W12x14 11.626 k 42.754 k +D+0.75OLr+0.750L+H 16.000 ft Span # 1 Overall .Maximum Deflections Load Combination Span Max. " " Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.75OS+0.5250E+H 1 0.6339 8.183 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.348 11.626 Overall MINimum 0.563 3.200 +D+H 5.148 6.273 +D+L+H 8.348 9.473 +D+Lr+H 5.710 10.210 +O+S+H 5.710 10.210 +D+0.750Lr+0.750L+H 7.969 11.626 +D+0.750L+0.750S+H 7.969 11.626 +D+0.60W+H 5.148 6.273 +D+0.70E+H 5.148 6.273 +D+0.750Lr+0.750L+0.450W+H 7.969 11.626 +0+0.750L+0.750S+0.450W+H 7.969 11.626 +D+0.750L+0.750S+0.5250E+H 7.969 11.626 +0.601)460W+0.601-1 3.089 3.764 +0.60D+0.70E+0.6011 3.089 3.764 D Only 5.148 6.273 Lr Only 0.563 3.938 L Only 3.200 3.200 S Only 0.563 3.938 W Only 1,4 Page 16 of4, KIWI II CONSTRUCTION F�rotect Title: 28177 KELLER ROAD Engineer: Project ID: MURRIETA, CA 92563 Project Descr. 951-301-8975 fax 951-301-4096 art kiwiconstruction.com Printed: 12 PJL 2016,11:14AM File = c:ltlsersV�LEON-ta(IWiDOCUME-IIENERCA-11V4HEATR-;1.EC6 Steel Beam ENERCALC;iNC.1983-20i6, Build:6.16.6.7, Ver.6.16.6.7 Description : 16 It endwall :CODE REFERENCES Calculations per A[SC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material.Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Applied .Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0620, Lr = 0.030, L = 0.040, S = 0.030 ksf, Tributary Width = 5.0 ft DESIGN SUMMARY ' ' • Maximum Bending Stress Ratio = 0.422:1 Maximum Shear Stress Ratio = 0.107: 1 Section used for this span W12x14 Section used for this span W12x14 Ma: Applied 18.320 k -ft Va : Applied 4.580 k Mn ! Omega: Allowable 43.413 k -ft Vn/Omega : Allowable 42.754 k Load Combination +D+0.750Lr+0.750L+H Load Combination +D+0.750Lr+0.750L+H Location of maximum on span 8.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection 4.080 4.080 Max Downward Transient Deflection 0.115 in Ratio= 1,665>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.330 in Ratio= 582 >=240, Max Upward Total Deflection 0.000 in Ratio= 0 <240,0 Overall Maximum Deflections Load Combination Span Max. "-' Defl Location in Span Load Combination Max. '+" Dell Location in Span +0+0.750L+0.750S+0.5250E+H 1 0.3301 8.046 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall M>>xmum 4.580 4.580 Overall MINimum 1.200 1.200 +D+H 2.480 2.480 +D+L+H 4.080 4.080 +D+Lr+H 3.680 3.680 +D+S+H 3.680 3.680 +D+0.750Lr+0.750L+H 4.580 4.580 +D+0.750L+0.750S+H 4.580 4.580 +D+0.60W+H 2.480 2.480 +D+0.70E+H 2.480 2.480 +D+0.750Lr+0.750L+0.450W+H 4.580 4,580 +D+0.750L+0.750S+0A50W+H 4.580 4.580 +D+0.750L+0.750S+0.5250E+H 4.580 4.580 +0.60D+0.60W-+0.60H 1.488 1.488 +0.60D+0.70E+0.60H 1.488 1.488 D Only 2.480 2.480 Lr Only 1.200 1.200 L Only 1.600 1.600 S Only 1.200 1.200 W Only E Only Page 17 of 74 Point Load on Slab File=N:\Projects\2016116-097 Carlson Marshall Street\CalculationslENERCalcFileslslabongrade.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver6.15.12.31 Description : Slab -on -Grade Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 Analytical Values d - Slab Thickness 5.0 in FS - Req'd Factor of Safety 3.0:1 Analysis Formulas Ks - Soil Modulus of Subgrade Reaction 100.0 pci Ec - Concrete Elastic Modulus 3,122.0 ksi fc - Concrete Compressive Strength 3.0 ksi µ - Poisson's Ratio 0.150 Min. Adjacent Load Distance 36.025 in Pn = 1.72 [ (Ks R1 / Ec) 10,000 + 3.6] Fr d^2 Min Adjacent Column Distance = 1.5 * ([ Ec d^3 / (12 * ( 1- u^2 ) Ks ] ^ 1/4) Ks = Soil modulus of subgrade reaction Ec = Concrete elastic modulus R1 = 50% plate average dimension * sgrt( PIWid ' PILen) /2 d - Slab Thickness Ec = Concrete elastic modulus u - Poisson's ratio Fr - Concrete modulus of rupture = 7.5 * sgrt( fc) Ks = Soil modulus of subgrade reaction d - Slab Thickness Load & Capacity Table Plate (in) R1 Applied Concentrated Load on Plate - (kip) Governing Pu Pn Load ID Wid Len (in) D Lr L S W E Ld Comb (kip) (kip) Check 1 6.00 6.00 3.00 0.20 1.50 +D+S 1.7 80.6 Pass, FS=47.39 >= 3 2 6.00 6.00 3.00 0.24 1.80 +D+S 2.0 80.6 Pass, FS=39.49 >= 3 2x "2" 6.00 6.00 3.00 0.48 3.60 +D+S 4.1 80.6 Pass, FS=19.75 >= 3 Column 1 10.00 4.00 3.16 8.44 3.00 4.80 3.00 +D+0.750Lr+0.750L 14.3 81.5 Pass, FS= 5.70 >= 3 Column 2 12.00 6.00 4.24 7.25 3.15 4.00 3.15 +D+0.75oLr+0.750L 12.6 87.6 Pass, FS= 6.95 >= 3 Column 3+3 10.00 4.00 3.16 12.55 7.88 6.40 7.88 +D+0.750Lr+0.750L 23.3 81.5 Pass, FS= 3.50 >= 3 Page 18 of 74 v PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING Jos No.: DESIGNED BY: � DATE: l� � ll PArE:_ /�/� PROJECT. G±FLSDN'CDRP&6-MARSblAi,.i_ FEAruw-: It -t& DETAL: Page 19 of 74 Peak Engineering, Inc. SK- 1 SAW Carlson Storage Marshall - G Tower July 16, 2016 at 6:57 PM 16-097 Nodes Bldg G Tower- LL BracesAd z x Page 20 of 74 Peak Engineering, Inc. SAW 16-097 Carlson Storage Marshall - G Tower Members SK -2 July 16, 2016 at 6:56 PM Bldg GTower - LL Braces.r3d z x Page 21 of 74 Peak Engineering, Inc. SAW 16-097 Carlson Storage Marshall - G Tower Member Orientation SK -3 July 16, 2016 at 7:01 PM Bldg G Tower - LL Braces.r3d A z x Page 22 of 74 71.25lb/ft Loads: BLC 1, Dead Peak Engineering, Inc. SK -4 SAW Carlson Storage Marshall - G Tower July 16, 2016 at 7:01 PM 16-097 Dead Load Bldg G Tower - LL Braces.r3d A, � X Page 23 of 74 -2141bft Loads: BLC 2, Snow Peak Engineering, Inc. SAW 16-097 Carlson Storage Marshall - G Tower Snow Load SK -5 July 16, 2016 at 7:02 PM Bldg G Tower - LL Braces.r3d Page 24 of 74 Loads: BLC 3, wind (X) Peak Engineering, Inc. SAW 16-097 SK -6 Carlson Storage Marshall - G Tower July 16, 2016 at 7:05 PM Wind - X Direction Bldg G Tower - LL Braces.r3d Page 25 of 74 Loads: BLC 4, Wind (Z) Carlson Storage Marshall - G Tower Wind - Z Direction Page 26 of 74 Company Peak Engineering, Inc. July 16, 2016 Designer SAW 7:06 PM Job Number 16-097 Carlson Storage Marshall - G Tower Checked By: KLD Global Display Sections for Member Calcs 3 Max Internal Sections for Member Calcs 99 Include Shear Deformation? Yes Include Warping9 Yes Trans Load Btwn Intersecting Wood Wall? Yes Increase Nailing Capacity for Wind? Yes Area Load Mesh(in ^2 144 Merge Tolerance in .12 P -Delta Analysis Tolerance 0.50% Include P -Delta for Walls? Yes Autorriaticly Iterate Stiffness for Walls? Yes Maximum Iteration Number for Wall Stiffnes 33 Gravity Acceleration ft/sec^2 32.2 Wall Mesh Size in 12 Ei ensolution Convergence Tol. 1.E- 4 Vertical Axis Y Global Member Orientation Plane Xz Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th 360-10 : LRFD Adjust Stiffness? Yes Iterative RISAConnection Code AISC 14th 360-10 : ASD Cold Formed Steel Code AISI S100-10: ASD Wood Code AF&PA NDS -12: ASD Wood Temperature < 10OF Concrete Code ACI 318-11 Masonry Code ACI 530-11: ASD Aluminum Code AA ADM1-10: ASD - Building Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method Exact Integration Parme Beta Factor PCA .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column T8 RISA -3D Version 11.0.2 [N:\ ... \ ... \ ... \Calculations\RISA Files\Studies\Bldg G Tower - LL Braces.r3d] Page 1 Page 27 of 74 Company Peak Engineering, Inc. July 16, 2016 Designer SAW 7:06 PM Job Number 16-097 Carlson Storage Marshall - G Tower Checked By: KLD Global, Continued Seismic Code ASCE 7-10 Seismic Base Elevation ft Not Entered Add Base Weight? Yes Ct Z .02 Ct X .02 T Z sec Not Entered T X sec Not Entered R 3 RX 3 Ct Exp. Z .75 Ct Exp. X .75 SD1 1 SDS 1 S1 1 TL sec 5 Risk Cat I or 11 Seismic Detailing Code ASCE 7-05 PM 1 Om X 1 Rho Z 1 Rho X 1 Hot Rolled Steel Properties I Thal F rlrcil ( nrcil Nil Tharm !\1 nancitvrk/f Vi,-Hrkcil Rv Fnf4cil Rt 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 .3 .65 .49 42 1.4 58 i 1.3 5 A500 Gr.13 Rect 29000 11154.3 9 .65 .49 46 1.4 58 1.3 6 A53 Gr.13 29000 11154 .3 .65 1 .49 35 1.6 60 1.2 Hot Rolled Steel Section Sets I opal China T- n -inn I iet 6A.ta11.1 rliacinn Rn A rin71 Ivv rinAl i- rinAl I rinAl 1 HR1 HSS8X8X5 Column I Tube A500 Gr.B Rect Typical 1 8.76 85.6 85.6 136 2 HR2 LL4x4x4x3 HBrace IDouble Angle (318 G... A36 Gr.36 Typical N4 3.87 12.262 6 .088 3 HR3 W1 2X26 Beam Wide Flange A992 Typical N6 7.65 17.3 204 .3 4 HR4 W1 2X26 Beam I Wide Flange A992 Typical N8 7.65 17.3 --204--F- .3 Joint Coordinates and Temperatures I Thal Y rftl V rftl 7 rftl Tamn rFl rlat-h r:"- ni- 1 N1 0 0 0 0 2 N2 9.5 0 0 0 3 N3 28.5 0 0 0 4 N4 0 35 0 0 i 5 N5 9.5 33.33 0 0 6 N6 28.5 33.33 i 0 1 0 7 N7 0 0 23.33 0 8 N8 9.5 0 23.33 0 9 N9 28.5 0 23.33 0 10 N10 0 35 ! 23.33 1 0 11 N11 9.5 32.33 23.33 0 12 N12 28.5 32.33 23.33 1 0 13 N13 0 18 0 0 14 N14 0 18 23.33 0 RISA -31D Version 11.0.2 [NA ... \... \... \Calculations\RISA Files\Studies\Bldg G Tower - LL Braces.r3d] Page 2 Page 28 of 74 Company Peak Engineering, Inc. July 16, 2016 Designer SAW 7:06 PM Job Number 16-097 Carlson Storage Marshall - G Tower Checked By: KLD Joint Coordinates and Temperatures (Continued) 1 .1-1 Y rftl V rft1 7 rftl Tomn rF1 niztnrh Frnm rlinn 15 N15 9.5 18 0 0 16 N16 28.5 18 0 0 17 N17 9.5 18 23.33 0 18 N18 28.5 18 1 23.33 0 19 N19 9.5 10 1 23.33 0 20 N20 28.5 i 10 1 23.33 1 0 Joint Boundary Conditions I-i..r I 'k-1 Y rLAi l V rL Anl 7 rlr/Inl Y Pm rlr-ft/rnr11 V Pm r4_ft/rnrn 7 Rnt rlr_ft/rnril Fnntinn 1 N1 Reaction Reaction Reaction Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction Reaction Reaction Reaction 3 N3 Reaction Reaction Reaction Reaction Reaction Reaction 4 N7 Reaction Reaction Reaction Reaction Reaction Reaction 5 N8 Reaction Reaction Reaction Reaction Reaction Reaction 6 N9 I Reaction I Reaction Reaction Reaction Reaction Reaction Member Primary Data I 'het 1 Inlnf I Ininf I! Inint (Z—firm/Chino T—. r)ccinn 1 ict hAntcrinl nacinn Rid 1 M1 N1 N4 HR1 Column Tube A500 Gr.B Rect Tvoical 2 M2 N2 I N5 HR1 Column Tube A500 Gr.B Rect Typical 3 M3 N3 N6 HR1 Column Tube A500 Gr.B Rect Typical 4 M4 N7 N10 HR1 Column Tube A500 Gr.B Rect Typical 5 M5 N8 N11 HR1 Column Tube A500 Gr.B Rect Tvoical 6 M6 N9 N12 HR1 Column Tube A500 Gr.B Rect Typical 7 M7 N4 N10 HR4 Beam Wide Flange A992 Typical 8 M8 N5 N11 HR4 Beam Wide Flange A992 Typical 9 M9 N6 N12 HR4 Beam Wide Flange A992 Tvoical 10 M10 N4 N5 HR4 Beam Wide Flange A992 Typical 11 M11 N5 N6 HR4 Beam Wide Flange A992 Typical 12 M12 N10 N11 HR4 Beam Wide Flange A992 Typical 13 M13 N11 N12 HR4 Beam wide Flange A992 T ical 14 M14 N13 N15 HR3 Beam Wide Flange A992 TvDical 15 M15 N15 N16 HR3 Beam Wide Flange A992 Typical 16 M16 N14 N17 HR3 Beam Wide Flange A992 Typical 17 M17 N17 N18 HR3 Beam Wide Flange A992 Tvoical 18 M18 N13 N14 HR3 Beam Wide Flange A992 TVDical 19 M19 N16 N18 HR3 Beam Wide Flange A992 T ical 20 M20 N1 N14 HR2 HBrace Double Angle.. A36 Gr.36 Typical 21 M21 N14 N4 HR2 HBrace Double Angle.. A36 Gr.36 Tvoical 22 M22 N13 N10 HR2 HBrace Double Angle.. A36 Gr.36 Typical 23 M23 N2 N16 HR2 HBrace Double Angle.. A36 Gr.36 Tvoical 24 M24 N16 N5 HR2 HBrace Double Angle.. A36 Gr.36 T ical 25 M25 N3 N15 HR2 HBrace Double Angle.. A36 Gr.36 Typical 26 M26 N15 N6 HR2 HBrace Double Angle.. A36 Gr.36 TvDical 27 M27 N3 N18 HR2 HBrace Double Angle.. A36 Gr.36 Tvoical 28 M28 N18 N6 HR2 HBrace Double Angle.. A36 Gr.36 T ical 29 M29 N9 N16 HR2 HBrace Double Angle.. A36 Gr.36 Typical 30 M30 N16 N12 HR2 HBrace IDouble Angle.. A36 Gr.36 Typical 31 M31 N19 N18 HR2 HBrace Double Angle.. A36 Gr.36 Typical 32 M32 N18 N11 HR2 HBrace Double Angle.. A36 Gr.36 ical 33 M33 N20 N17 HR2 HBrace Double Angle.. A36 Gr.36 34 M34 N17 N12 HR2 HBrace Double Angle.,. A36 Gr.36 ITical cal 35 M35 N7 N13 HR2 HBrace Double Angle.. A36 Gr.36 cal RISA -3D Version 11.0.2 [NA ... \... \... \Calculations\RISA Files\Studies\Bldg G Tower - LL Braces.r3d] Page 3 Page 29 of 74 Company Peak Engineering, Inc. July 16, 2016 Designer SAW 7:06 PM Job Number 16-097 Carlson Storage Marshall - G Tower Checked By: KLD Member Advanced Data I ahPl I RPIP ICP I QPIPACP I nffcatrinl I (1ffcPtrinl T/r Only Phycir 1 Tr)RA 1—tiyc (Zoi­i' r)—inn 1 M1 HR1 35 Se Yes None 2 M2 Se ment Lateral Yes None 3 M3 Segment Se ment Yes None 4 M4 Lateral 3 M3 Yes None 5 M5 ment Segment Yes None 6 M6 M4 HR1 35 Yes None 7 M7 BenPIN BenPIN Yes i None 8 M8 BenPIN BenPIN ment Seqrnentj Yes I None 9 M9 BenPIN BenPIN 6 Yes None 10 M10 BenPIN BenPIN Segment Yes None 11 M11 BenPIN BenPIN HR4 Yes None 12 M12 BenPIN BenPIN Segment Yes None 13 M13 BenPIN BenPIN Segment Yes None 14 M14 BenPIN BenPIN Lateral Yes None 15 M15 BenPIN BenPIN ment Yes I None 16 M16 BenPIN BenPIN M10 Yes None 17 M17 BenPIN BenPIN Segment Yes None 18 M18 BenPIN BenPIN HR4 Yes None 19 M19 BenPIN BenPIN Yes None 20 M20 BenPIN BenPIN Tension 0... Yes None 21 M21 BenPIN BenPIN ITension 0... Yes None 22 M22 BenPIN BenPIN Tension 0... Yes None 23 M23 BenPIN BenPIN Tension 0... Yes None 24 M24 BenPIN BenPIN Tension 0... Yes None 25 M25 BenPIN BenPIN Tension 0... Yes None 26 M26 BenPIN BenPIN Tension 0... Yes None 27 M27 BenPIN BenPIN Tension 0... Yes None 28 M28 BenPIN BenPIN Tension 0... Yes None 29 M29 BenPIN BenPIN Tension 0... Yes None 30 M30 BenPIN BenPIN Tension 0... Yes None 31 M31 BenPIN BenPIN Tension 0... Yes None 32 M32 BenPIN BenPIN Tension 0... Yes None 33 M33 BenPIN BenPIN Tension 0... Yes None 34 M34 BenPIN BenPIN iTension 0... Yes None 35 M35 BenPIN BenPIN Tension 0... Yes None Hot Rolled Steel Design Parameters I �hol Qhn I —throi I h.i..rftl I k—rw I —, tnnrftl I r n hntrftl I +nrn rfo V.... V» f1k C......+:,... 1 M1 HR1 35 Se ment-Se ment Segment Se ment Lateral 2 M2 HR1 33.33 Segment Se ment Segment Segment Lateral 3 M3 HR1 ' 33.33 Segment Se ment Segment Se ment Lateral 4 M4 HR1 35 Segment Seqrnentj Segment Segment Lateral 5 M5 HR1 32.33 Se ment Seqrnentj Segment Seciment Lateral 6 M6 HR1 32.33 Segment Se ment! Segment Segment I Lateral 7M7 HR4 23.33 .Se ment Segment Segment Segment Lateral 8 M8 HR4 23.351 Segment Se ment Segment Segment Lateral 9 M9 HR4 23.351 Se mentSe ment Segment Segment Lateral 10 M10 HR4 9.646 Se ment Se ment Segment Segment Lateral 11 M11 HR4 19 Se ment Se ment Segment Segment Lateral 12 M12 HR4 9.868 Se ment Se ment Segment Segment Lateral 13 M13 HR4 19 Se ment Se ment Segment Segment Lateral 14 M14 HR3 9.5 Segment Se ment i Se ment Lateral 15 M15 HR3 —Segment 19 Se ment Se menti Se ment Se ment Lateral 16 M16 HR3 9.5 ISegment Se menti Segment Segment Lateral 17 M17 HR3 19 SegmentlSegment' Segment Searnent Lateral RISA -31D Version 11.0.2 [NA ... \... \... \Calculations\RISA Files\Studies\Bldg G Tower - LL Braces.r3d] Page 4 Company Peak Engineering, Inc. Designer SAW Job Number 16-097 Page 30 of 74 Carlson Storage Marshall - G Tower July 16, 2016 7:06 PM Checked By:KLD Hot Rolled Steel Design Parameters (Continued) I nhol Chnno I onnthrftl I hvvrftl I h77rftl I rmmn tnnrftl I rmmn hntrftl I-tnrnuarftl ICvv 1<77 rh Pi inrtinn 18 M18 HR3 23.33 Se ment Se ment Se ment Segment Lateral 19 M19 HR3 23.33 Segment Segment Wind X Seciment 2 Seciment Lateral 20 M20 HR2 29.467 Segment Segment -175 Segment 0 Segment Lateral 21 M21 HR2 28.867 Segment Segment Segment Segment Lateral 22 M22 HR2 28.867 Se ment Se ment Segment Se ment Lateral 23 M23 HR2 26.173 Segment Se ment Se ment Se merit Lateral 24 M24 HR2 24.413 Se merit Segment Segment Se meritLateral 25 M25 HR2 26.173 Se ment Segment Segment Segment Lateral 26 M26 HR2 24.413 Se ment Segment Se ment Segment Lateral 27 M27 HR2 29.467 Se ment Se ment Se ment Segment Lateral 28 M28 HR2 27.916 Se merit Se ment Se meet Se merit Lateral 29 M29 HR2 29.467 Se ment Se menu Segment Segment Lateral 30 M30 HR2 27.38 Segment Segment Se ment Segment Lateral 31 M31 HR2 20.616 Segment Segment Se ment Segment Lateral 32 M32 HR2 23.798 Se ment Se merit Se ment Segment Lateral 33 M33 HR2 20.616 iSegment Se ment Segment Se ment Lateral 34 M34 HR2 23.798 ISegment Se menu Se meet Lateral 35 M35 HR2 29.467 -Segment Se ment Se ment Se ment I Segment Lateral Load Combinations rl—rin+inn Cnlvn Pr.R. CRCC RI P P—t—PI r` P—f—Rl r' P—f—Rl r' P—f—R[ (' Fnrt—RI r' P—tnrRl (' Gnrt—Ql C P—tnr Basic Load Cases Member Distributed Loads (BLC 1 : Dead) IAomhcr I hcl rli—firm Ctnrt IAnnnifiirlcrlh/ft F1 Fnrl IAnnnit—lnrlh/ft Fl Ct.rt I—finnrft Fnr! I—tinnrft 1 BLC Description Category X Gravitv Y Gravitv Z Gravitv Joint Point Distributed Area Me...Surface .. 1 Dead DL 2 -1 4 2 Snow SL 0 4 3 Wind X WL 2 4 Wind Z WL 2 Member Distributed Loads (BLC 1 : Dead) IAomhcr I hcl rli—firm Ctnrt IAnnnifiirlcrlh/ft F1 Fnrl IAnnnit—lnrlh/ft Fl Ct.rt I—finnrft Fnr! I—tinnrft 1 M7 Y -71.25 -71.25 0 0 2 M8 Y -71.25 -7125 0 0 3 M13 Y -175 -175 0 0 4 Mil Y -175 -175 0 0 Member Distributed Loads (BLC 2: Snow) Member Label Direction Start Magnitudeflb/ft F End Ma nitude Ib/ft F Start Location ft ..End Location ft ... 1 M7 Y -214 -214 0 0 2 M8 Y -214 -214 0 0 3 M13 Y -525 -525 0 0 RISA -3D Version 11.0.2 [NA ... \... \... \Calculations\RISA Files\Studies\Bldg G Tower - LL Braces.r3d] Page 5 Page 31 of 74 Company Peak Engineering, Inc. July 16, 2016 Designer SAW 7:06 PM Job Number 16-097 Carlson Storage Marshall - G Tower Checked By: KLD Member Distributed Loads (BLC 2: Snow) (Continued) Member Label Direction Start Ma nitude Ib/ft F End Ma nitude Ib/ft F Start Location ft ..End Location ft ... 4 M11 Y i -525 -525 0 0 Member Distributed Loads (BLC 3: Wind 00) Member Distributed Loads (BLC 4: Wind (Z)) Envelope Joint Reactions Joint X flbl LC Y rlbl LC Z rlbl LC MX rib-ftl LC MY rib-ftl I r M7 rlh-ft1 I C 1 N1 max 3401.72 9 1 17228.382 10 4121.715 10 12586.544 10 1.588 6 10685.601 3 2 Imin -3413.523 3 ' -8627.946 6 -16413.825 6 -12823.369 4 -1.57 1.0 -10551.191 9 3 N2 max 74.888 9 23753.665 7 .251 10 2.084 2 1.503 12 1166.502 3 4 min -10031.395 5-6416.896 6 5 -.26 4 -2.269 8 -1.587 6 -1010.051 9 5 N3 max 10039.701 11 20256.064 3 4269.275 10 13446.726 10 .198 11 976.238 3 6 min min -71.071 3 -6907.474 11 -15629.721 6 -13674.143 4 -.128 5 -1061.072 9 7 N7 max 4595.38 11 17227.426 4 12364.108 12 1108.869 10 .028 10 24378.324 3 8 2840.962 min -4625.444 5 -8629.816 12 -71.998 4 -998.479 4 -.092 4 -24146.668 9 9 N8 max 1306.765 11 21476.357 7 .26 4 8.071 4 .144 4 46315.232 3 10 2393.882 min -7594.001 3 -2127.987 5 -.252 10 -8.362 10 -.029 10 -14948.474 9 11 N9 max 7624.728 9 19348.806 2 11430.802 12 1078.298 10 .127 5 14946.404 3 12 2998.684 min -1301.474 5 -6037.335 12 -70.438 4 -962.68 4 -.196 11 -46321.746 9 13 Totals: max 27020 11 80949.701 2 32183.43 12 13674.1431 4 976.238 3 14 14 2193.356 min -27020 3 24784.487 6 -32183.43 6 -13446.7... 10 -1061.072 9 15 2 max Envelope Member Section Forces Member Sec Axialflbl LC v Shearflbl LC z Shearflbl LC Torqueflb... LC v -v Mom... LC z -z Mom... LC 1 M1 1 max 16995.558 10 3415.3 3 4127.531 10 1.586 6 12823.369 4 10685.601 3 2 min 658.718 6 -3403.636 9 -4148.722 4 -1.57 10 -12586.5... 10 -10551.1... 9 3 2 max 16369.583 10 3356.387 11 4095.473 6 1.586 6 12351.253 6 10043.573 5 4 min 189.236 6 -3343.63 5 4116.663 12 -1.57 10 -12485.2... 12 -10116.53 11 5 3 max 6894.555 8 2585.944 9 3153.952 4 1.585 6 1 9.017 6 1.657 9 6 min ' 850.115 5 -2590.386 3 -3145.4510 -1.57 12 -8.949 12 -1.693 3 7 M2 1 max 123546.87 7 97.234 3 .243 12 1.503 12 2.269 8 1166.5023 8 min 2840.962 5 -81.885 9 -.253 6 -1.587 6 -2.084 2 -1010.051 9 9 2 max 22950.763 7 97.234 3 .243 12 1.503 12 5.774 10 354.57 9 10 min 2393.882 5 -81.885 9 -.253 6 -1.587 1 6 -5.546 4 -453.901 3 11 1 3 max 16826.754 7 30.162 9 .219 112 1.503 112, 12.053 12 1.505 9 12 min 2998.684 6 -38.134 3 -.23 16 -1.587 6 -12.249 6 -.043 1 12 13 M3 1 max 19816.445 3 77.601 3 4275.471 10 .081 12 13674.1431 4 976.238 3 14 min 2193.356 11 -87.342 9 -4296.471 4 -.128 5 -13446.7... 10 -1061.072 9 15 2 max 19220.338 3 77.601 3 3556.06 6 .081 12 7491.758 6 394.482 9 16 min 1746.276 11 -87.342 9 -3576.894 1.2 -.128 5 °-7612.529 12 -316.979 3 17 3 max 12133.703 1 33.281 9 2785.874 4 .065 3 3.232 6 .045 6 1.8 min 21+82.932 6 -27.545 3 -2776.047 10 -.002 6 -3.193 12 -1.514 3 19 M4 1 max 16994.602 4 4641.932 3 91.686 10 .028 10998.479 4 24378.324 3 20 min 662.474 12 -4620.488 9 -77.811 4 -.092 4 -1108.869 10 -24146.6... 1 9 21 2 max 116368.627 4 2143.575 11 91.686 10 .028 10 ' 495.634 10 2295.283 5 22 rein 192.993 12 -2121.088 5 -77.811 4 -.092 4 -363.217 4 -2445.528 11 23 3 max 6898.5121 2 13074.432 9 23.578 4 .029 10 .102 110 1.693 3 RISA -3D Version 11.0.2 [NA ... \...\... \Calculations\RISA Files\Studies\Bldg G Tower - LL Braces.r3d] Page 6 Page 32 of 74 Company Peak Engineering, Inc. July 16, 2016 Designer SAW 7:06 PM Job Number 16-097 Carlson Storage Marshall - G Tower Checked By: KLD Envelope Member Section Forces (Continued) Member Sac AYialflhl I C v Shearflhl LC z Shearllhl LC Torauerlb...LC v -v Mom... LC z -z Mom... LC 24 min 442.061 5 -3083.512 3 -31.791 10 -.092 4 -.328 4 -1.657 9 25 M5 1 max 21476.357 7 7616.825 3 .285 4 .144 4 8.362 10 46315.232 3 26 min -2127.987 5 -1353.31 9 -.278 10 -.029 10 -8.071 4 -14948.4... 9 27 2 max 20735.247 7 1.074 8 .316 4 .144 4 3.67 10 7063.333 9 28 min 2303.572 5 -4293.457 3 -.311 10 -.029 10 -3.272 4 -3383.858 3 29 3 max 16834.697 7 669.121 9 .328 4 .144 4 .589 4 .043 12 30 min 2997.576 12 -.825 8 -.322 10 -.029 10 -.172 10 -1.505 9 31 M6 1 1 max 19115.982 2 1352.563 3 90.803 10 .127 5 962.68 4 14946.404 3 32 min -3204.697 11 -7628.971 9 -75.308 4 -.196 11 -1078.298 10 -46321.7... 9 33 2 max 18374.871 2 4322.225 9 91.54 10 .127 5 394.076 10 3321.453 9 34 min 1249.99 11 -.656 6 -78.239 4 -.196 11 -272.744 4 -7047.634 3 35 1 3 max 12341.58 1 1.902 6 29.002 1 4 .127 1 5 .07 10 1.82 5 36 min 2295.654 11 -667.589 3 -39.188 10P65 3 -.193 4 -.053 6 37 M7 1 max 3154.5 4 5355.839 1 0 19 0 1 0 1 38 min -.003 9 1021.307 5 0 1 3 0 1 0 1 39 2 max 3154.5 4 0 1 0 19 0 1-5956.774 5 40 min -.003 9 0 1 0 1 . 3 0 1-31237.9... 1 41 3 max 3154.5 4 -1021.307 5 1 0 1 1 1.657 1 9 0 1 0 1 42 min -.003 9 -5355.839 1 0 1 -1.693 3 0 1 0 1 43 M8 1 max -43.527 12 5355.839 1 0 1 1.506 9 0 1 0 1 1 44 1 min -229.7 2 1021.307 5 0 1 -.043 12 0 1 0 1 45 2 1 max .251 10 0 1 0 1 1.506 9 0 1-5962.244 5 46 min -.261 4 0 1 0 1 -.043 12 0 1-31266.6... 1 47 3 max 229.698 8 -1021.307 5 0 1 1.506 9 0 1 0 1 48 min 43.517 6 -5355.839 1 0 1 -.043 12 0 1 0 1 49 M9 1 max 2775.914 1 6 364.385 2 0 1 .045 6 0 1 0 1 50 min -15.594 7 273.289 6 0 1 -1.515 3 0 1 0 1 51 2 1 max 2789298 4 0 1 0 1 .045 6 0 1 1 -1595.4221 6 52 min .017 11 0 1 0 1 -1.515 3 0 1 1 -2127.231 2 53 3 max 2804.916 4 -273.289 12 0 1 .045 1 6 0 1 0 1 54 min 11.731 11 -364.385 10 0 1 -1.515 3 0 1 0 1 55 M10 1 max 2609.494 1 5 148.378 3 0 1 9.086 12 0 1 0 1 56 min -2652.278 9 111.284 11 0 1 -9.155 6 0 1 0 1 57 2 max 2630.55 3 0 1 0 1 9.086 12 0 1-268.351 11 58 min -2626.194 9 0 1 0 1 -9.155 6 0 1-357.802 3 59 3 max 2656.634 3 -111.284 5 1 0 1 1 9.086 12 0 1 0 1 60 min -2604.902 11 -148.378 1 0 1 -9.155 6 0 1 0 1 61 M11 1 max 2630.308 3 10271.756 1 0 1 3.232 6 0 1 0 1 62 min -.469 2 1718.817 5 0 1 -3.193 12 0 1 0 1 63 2 1 max 2630.308 3 0 1 0 1 3.232 6 0 1-8164.382 5 64 min -.469 2 0 1 0 1 1 -3.193 12 0 1 -48790.8... 1 65 3 max 2630.308 3 -1718.817 5 0 1 3.232 6 0 1 0 1 66 min -.469 2 -10271.756 1 0 1 -3.193 12 0 1 0 1 1 67 M12 1 max 3168.924 5 148.378 3 0 1 .341 4 0 1 0 1 68 min -3236.08 9 111.284 6 0 1 -.106 10 0 1 0 1 69 2 max 3203.416 3 0 1 0 1 .341 4 0 1-274.539 6 70 min -3194.378 9 0 1 0 1 1 -.106 10 0 1-366.052 3 71 3 max 3245.118 3 -111.284 11 0 1 .341 4 0 1 0 1 72 min -3159.4 1 11 -148.378 1 9 0 1 -.106 110 0 1 1 0 1 73 M13 1 max 2771.735 3 10271.756 1 0 1 .07 10 0 1 0 1 74 min -320.598 9 1718.817 5 0 1 -.193 4 0 1 0 1 75 2 1 max 2771.735 3 0 1 0 1 .07 10 0 1-8164.382 5 76 min -320.598 9 0 1 0 1 -.193 4 0 1 -48790.8.-• 1 77 3 max 2771.735 3 -1718.817 5 0 1 .07 10 0 1 0 1 78 min -320.598 9 -10271.756 1 0 1 1 -.193 1 4 0 1 0 1 79 M14 1 max 7510.16 1 5 148.378 2 0 1 1 2.945 1 4 0 1 0 1 80 1 min -7527.684 11 111.284 12 0 1 1 -2.799 10 0 1 0 1 RISA -3D Version 11.0.2 [NA ... \... \... \Calculations\RISA Files\Studies\Bldg G Tower - LL Braces.r3d] Page 7 Page 33 of 74 Company Peak Engineering, Inc. July 16, 2016 Designer SAW 7:06 PM Job Number 16-097 Carlson Storage Marshall - G Tower Checked By: KLD Envelope Member Section Forces (Continued) Member Sec Axialrlbl LC v Shear[lb] LC z Shearflbl LC Torauellb... LC v -v Mom... LC z -z Mom__ LC 81 2 1 max 17510.16 5 0 1 0 1 2.945 4 0 1-264.299 12 82 min -7527.684 11 0 1 0 1 -2.799 10 0 1-352.398 2 83 3 max 17510.16 5 -111.284 11 0 1 2.945 4 0 1 0 1 84 min -7527.684 11 -148.378 10 0 1 -2.799 10 0 1 0 1 85 M15 1 max 10034.412 5 296.756 1 0 1 .647 10 0 1 0 1 86 min .123 10 222.567 Ill 0 1 -.708 1 4 0 1 0 1 87 2 max 10034.412 5 0 1 0 1 .647 10 0 1-1057.194 11 88 min .123 10 0 1 0 1 -.708 4 0 1-1409.592 1 89 3 max 10034.412 5 -222.567 5 0 1 .647 10 0 1 0 1 90 min ; .123 10 -296.756 1 0 1 -.708 4 0 1 0 1 91 M16 1 max 5803.729 5 148.378 7 0 1 .969 4 1 0 1 0 1 92 min -5843.0231 11 111.284 6 0 1 -.924 10 0 1 0 1 93 2 max 5803.729 5 0 1 0 1 .969 4 0 1-264.299 6 94 min -5843.023 11 0 1 0 1 -.924 10 0 1-352.398 7 95 3 max 5803.729 5 -111.284 Ill 0 1 .969 4 0 1 0 1 96 min -5843.023 11 -148.378 4 0 1 -.924 101 0 1 0 1 97 M17 1 max 13853.523 3 296.756 1 0 1 .424 110 0 1 0 1 98 min -.155 4 222.567 11 0 1 -.455 4 0 1 1 0 1 99 2 max 13853.523 3 0 1 0 1 .424 10 0 1-1057.194 11 100 min -.155 4 0 1 0 1 1 -.455 4 0 1-1409.592 1 101 3 max 13853.523 3 -222.567 5 0 1 .424 10 0 1 0 1 102 min -.155 1 4 -296.756 1 0 1 -.455 4 0 1 0 1 1 103 M18 1 max 12362.197 4 364.385 1 0 1 1 3.449 3 0 1 0 1 104 min -.002 11 273.289 5 0 1 -3.437 9 0 1 0 1 105 2 max 12362.197 4 0 1 0 1 3.449 3 0 1-1593.959 5 106 min -.002 11 0 1 0 1 -3.437 9 0 1-2125.278 1 107 3 max 12362.197 4 -273.289 5 0 1 3.449 3 0 1 0 1 108 min 1 -.002 11 1 -364.385 1 0 1 -3.437 9 0 1 0 1 109 M19 1 max 111435,092 4 364.385 1 0 1 3.196 3 0 1 0 1 110 min -.107 3 273.289 5 0 1 -.028 12 0 1 0 1 111 1 2 max 11435.092 4 0 1 0 1 3.196 1 3 0 1 1-1593.959 5 112 min -.107 3 0 1 0 1 -.028 112 0 1-2125.278 1 113 3 max 11435.092 4 -273.289 5 0 1 3.196 3 0 1 0 1 114 min -.107 3 -364.385 1 0 1 -.028 12 0 1 1 0 1 115 M20 1 max 0 1 1 184.336 2 0 1 .003 6 0 1 0 1 116 min 15385.086 6 0 1 0 1 0 1 0 1 0 1 117 2 1 max 0 1 0 1 1 0 1 .003 6 1 0 1 0 1 118 min 15491.753 6 0 1 0 1 0 1 0 1-1357.947 2 119 3 max 0 1 0 1 0 1 1 .003 6 0 1 0 1 1 120 rein 15631.849 4 -184.336 4 0 1 0 1 0 1 1 0 1 121 M21 1 max 0 1 184.336 10 0 1 0 1 0 1 0 1 122 min -3830.151 12 0 1 0 1 -.005 12 0 1 0 1 123 2 max 0 1 0 1 0 1 0 1 0 1 0 1 124 min -3932.743 10 0 1 0 1 -.005 112 0 1 -1330.296 10 125 3 max 0 1 0 1 0 1 1 0 1 0 1 1 0 1 126 min -4067.064 10 -184.336 8 0 1 -.005 12 0 1 0 1 127 M22 1 max 0 1 184.336 2 0 1 .002 6 0 1 0 1 128 min -3830.82 1 6 0 1 0 1 0 4 0 1 0 1 129 2 max 0 1 0 1 0 1 .002 6 0 1 0 1 130 min -3933.579 4 0 1 0 1 0 4 0 1 -1330.2961 2 131 3 max 0 1 0 1 0 1 .002 6 0 1 0 1 132 min -4067.9 4 -184.336 4 0 1 0 4 0 1 0 1 133 M23 1 max 0 2 150.124 1 0 1 0 3 0 1 0 1 134 min 13582.756 5 0 2 0 1 0 2 0 1 0 1 135 2 max 0 2 0 1 0 1 0 3 0 1 0 2 136 min 13689.423 5 0 1 0 1 0 2 0 1 1-982.2791 1 137 3 max 0 2 0 2 0 1 0 3 0 1 0 1 1 RISA -3D Version 11.0.2 [NA ... \... \... \Calculations\RISA Files\Studies\Bldg G Tower - LL Braces.r3d] Page 8 Page 34 of 74 Company Peak Engineering, Inc. July 16, 2016 Designer SAW 7:06 PM Job Number 16-097 Carlson Storage Marshall - G Tower Checked By: KLD Envelope Member Section Forces (Continued) Member Sec Axiairlbl LC v Shearflbl LC z Shearl'IbI LC Tor ue Ib...LC v -v Mom... LC z -z Mom... LC 138 1 min 13819.703 3 -150.124 3 0 1 0 2 0 1 0 1 139 M24 1 max 120.075 10 150.124 9 0 1 .118 10 0 1 0 1 140 min -3310.571 11 0 1 0 1 0 9 0 1 0 1 141 2 max 0 1 0 1 0 1 .118 10 0 1 0 1 142 min -3408.072 9 0 1 0 1 0 9 0 1-916.254 9 143 3 1 max 0 1 1 0 1 1 0 1 1 .118 10 0 1 0 1 144 min -3529.199 9 -150.124 10 0 1 0 9 0 1 0 1 145 M25 1 max 0 1 150.124 7 0 1 0 1 0 1 1 0 1 146 min 13607.021 11 0 1 0 1 0 Ill 0 1 0 1 147 2 max 0 1 0 1 0 1 0 1 0 1 0 1 148 min 13713.688 11 0 1 1 0 1 0 11 0 1-982.279 7 149 3 max 0 1 0 1 0 1 1 0 1 0 1 0 1 1 150 1 min 13842.982 9 -150.124 9 0 1 0 11 0 1 0 1 151 M26 1 max 0 2 150.124 1 0 1 0 3 0 1 1 0 1 152 min -3317.627 5 0 2 0 1 1 0 2 0 1 0 1 153 2 max 0 2 0 1 0 1 0 3 0 1 0 2 154 min -3416.895 3 0 1 0 1 0 2 0 1-916.254 1 155 3 max 0 2 0 2 0 1 0 3 0 1 0 1 1 156 min -3538.021 3 -150.124 3 0 1 0 2 0 1 0 1 157 M27 1 max 105.2 11 184.336 2 0 1 1 .261 11 0 1 0 1 158 min 14211.269 6 0 1 0 1 0 2 0 1 0 1 159 2 max 0 1 0 1 0 1 .261 11 0 1 0 1 160 min 14317.936 6 0 1 0 1 0 2 0 1-1357.947 2 161 3 max 0 1 0 1 0 1 .261 11 0 1 0 1 162 min 14455.617 4 -184.336 4 0 1 0 2 0 1 0 1 163 M28 1 max 0 1 184.336 8 0 1 0 8 0 1 0 1 164 1 min -3276.213 12 0 1 0 1 -.008 12 0 1 0 1 165 2 max 0 1 0 1 0 1 0 8 1 0 1 1 0 1 1 166 min -3370.847 10 0 1 0 1 -.008 12 0 1 -1286.4781 8 167 3 max 0 1 0 1 0 1 0 8 0 1 0 1 168 1 min -3491.973 10 -184.336 10 0 1 -.008 12 0 1 0 1 169 M29 1 max 0 1 184.336 10 0 1 1 0 8 0 1 0 1 170 min 14218.896 12 0 1 0 1 -.005 12 0 1 0 1 171 2 max 0 1 0 1 0 1 0 8 0 1 0 1 172 min 14325.563 12 0 1 0 1 -.005 12 0 1 -1357.947 10 173 3 max 0 1 0 1 0 1 1 0 8 0 1 0 1 174 1 min 14463.416 10 -184.336 8 1 0 1 -.005 12 0 1 0 1 1 175 M30 1 max 84.905 5 184.336 2 0 1 .009 6 0 1 0 1 176 min -3217.037 6 0 1 0 1 -.367 5 0 1 0 1 177 2 max 0 1 0 1 0 1 .009 6 0 1 0 1 178 min -3306.278 4 0 1 0 1 -.367 5 0 1 -1261.759 2 179 3 max 0 1 0 1 0 1 .009 6 0 1 0 1 180 min -3419.503 4 -184.336 4 0 1 -.367 5 1 0 1 0 1 181 M31 1 max 46.815 1 12 150.124 1 0 1 .099 12 0 1 0 1 182 1 min -12838.7271 3 0 2 0 1 0 3 0 1 1 0 1 183 2 max 0 2 0 1 0 1 .099 12 0 1 0 1 2 184 min 12901.937 3 0 1 0 1 0 3 0 1 -773.721 1 185 3 max 0 2 0 2 0 1 1 .099 12 0 1 0 1 186 min 12965.147 3 -150.124 3 0 1 0 3 0 1 0 1 187 M32 1 max 112.076 4 150.124 9 0 1 .002 11 0 1 0 1 188 1 min -4198.4351 11 0 1 1 0 1 -.085 4 1 0 1 1 0 1 189 2 max 0 1 0 1 0 1 .002 11 0 1 0 1 190 min -4290.566 9 0 1 0 1 -.085 4 0 1 -893.1641 9 191 3 max 0 1 0 1 0 1 1 .002 11 0 1 0 1 192 min -4403.791 9 -150.124 4 0 1 -.085 4 0 1 0 1 193 M33 1 max 0 1 150.124 9 0 1 .002 11 0 1 0 1 194 min 1 2901.5671 9 11 0 1 0 1 0 1 0 1 -- RISA -3D Version 11.0.2 [NA ... \...\... \Calculations\RISA Files\Studies\Bldg G Tower - LL Braces.r3d] Page 9 Page 35 of 74 Company Peak Engineering, Inc. July 16, 2016 Designer SAW 7:06 PM Job Number 16-097 Carlson Storage Marshall - G Tower Checked By: KLD Envelope Member Section Forces (Continued) RA --ho. Cor Avi�lnhl I r` , Ch-rihl I r' > Ch-rlhl 1 C T--flh I r' v hA- I (` U- I r` Envelope Member Section Deflections RA.. -k- C!-- - rinl I r , r;-1 I t, nnl I r` v Dm,*- r I f- M\ I A, D. I P 1 h o.. I f` 1 M1 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 6 .073 9 .085 4 2.607e-6 10 NC 9 NC 4 4 min -.017 10 -.082 3 -.07 10 -2.685 6 .. �o�a©�®000©0000� 3 NC 10 5 3 max -.002 6 1 .105 9 .125 4 5.216e-6 �■�®�®�®©on®000 NC 9 NC 4 6 min -.023 10 -.116 3 -.109 10 ��©moo©00000©o 6 NC 3 NC 10 7 M2 1 max 0 1 0 o© 0 1 0 1 NC 1 NC 1 8 min 0 1 0 1 ��■©moo©a©000©0000 1 0 1 NC 1 NC 1 9 2 max -.003 5 .067 9 0 10 2.511 e-6 6 NC 9 NC 10 10 1 min 1 -.023 7 -.076 �®000 0 4 -2.378e-6 12 : • 000000000 NC 4 11 3 max -.006 5 1 o . ���®oma®©v 9 .002 10 15.021 e-6 6 1 NC 9 NC 10 ®� • m©v®® min -.04 7 ��®�000000000000 3 -.002 4 -4-757e-6 12 NC 3 NC 4 13 M3 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 14 min • �®�000000000000 1 0 1 0 1 0 1 NC 1 NC 1 15 2 max -.002 11 .07 9 .086 4 2.018e-7 5 NC 9 NC 4 16 Envelope Member Section Deflections RA.. -k- C!-- - rinl I r , r;-1 I t, nnl I r` v Dm,*- r I f- M\ I A, D. I P 1 h o.. I f` 1 M1 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 6 .073 9 .085 4 2.607e-6 10 NC 9 NC 4 4 min -.017 10 -.082 3 -.07 10 -2.685 6 NC 3 NC 10 5 3 max -.002 6 1 .105 9 .125 4 5.216e-6 10 NC 9 NC 4 6 min -.023 10 -.116 3 -.109 10 -5.268e-6 6 NC 3 NC 10 7 M2 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 8 min 0 1 0 1 0 1 0 1 NC 1 NC 1 9 2 max -.003 5 .067 9 0 10 2.511 e-6 6 NC 9 NC 10 10 1 min 1 -.023 7 -.076 3 0 4 -2.378e-6 12 NQ 3 NC 4 11 3 max -.006 5 1 .107 9 .002 10 15.021 e-6 6 1 NC 9 NC 10 12 min -.04 7 -.113 3 -.002 4 -4-757e-6 12 NC 3 NC 4 13 M3 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 14 min 0 1 0 1 0 1 0 1 NC 1 NC 1 15 2 max -.002 11 .07 9 .086 4 2.018e-7 5 NC 9 NC 4 16 min -.019 3 --066 3 -.072 10 -1.281 e-7 12 NC 3 NC 10 17 3 max -.004 11 1 .107 9 .114 4 1.241 e-7 5 NC 9 NC 4 18 min -.032 1 -.11 3 -.101 10 1 -2.049e-7 3 NC 3 NC 10 19 M4 1 maxl 0 1 0 1 0 1 0 1 NC 1 NC 1 20 min 11 0 1 0 1 0 1 0 1 NC 1 NC 1 21 2 max 0 12 .944 9 .073 4 1.532e-7 4 950.298 9 NC 4 22 min -.017 4 -.958 3 -.077 10 -4.73e-8 10 932.72 3 NC 10 23 3 max -.002 12 1.004 9 .121 4 3.057e-7 4 NC 9 NC 4 24 min -.023 4 -1.016 3 -.109 10 -9.497e-8 10 NC 3 NC 10 25 M5 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 26 min 0 1 0 1 0 1 0 1 NC 1 NC 1 27 2 max 0 5 .876 9 1 0 10 4.51 e-8 10 1042.175 9 NC 10 28 min -.02 7 -1.018 3 1 0 4-2.214e-7 4 758.869 3 NC 4 29 3 max -.003 5 1.007 9 .003 10 9.021 e-8 10 NC 9 NC 10 30 min -.037 7 -1.013 3 -.002 4 -4.428e-7 4 NC 3 NC 4 31 M6 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 32 min 0 1 0 1 0 1 0 1 NC 1 NC 1 33 2 max .001 11 1.012 9 .064 4 3.004e-7 11 762.104 9 NC 4 34 min -.018 2 -.876 3 -.067 10 -1.955e-7 5 1045.872 3 NC 10 35 3 max 0 11 1.006 9 .11 4 3.857e-7 11 NC 9 NC 4 36 min -.03 2 1 -1.01 3 -.1 10 -3.911e-7 5 NC 3 NC 10 37 M7 1 max .125 4 1 -.002 6 .105 9 3.199e-3 5 NC 6 NC 9 RISA -3D Version 11.0.2 [NA ... \... \... \Calculations\RISA Files\Studies\Bldg G Tower - LL Braces.r3d] Page 10 Page 36 of 74 Company Peak Engineering, Inc. July 16, 2016 Designer SAW 7:06 PM Job Number 16-097 Carlson Storage Marshall - G Tower Checked By: KLD Envelope Member Section Deflections (Continued) Member Sec x linl LC v linlLC z in LC x Rotate ... LC n L/v Ra... LC n L/z Ra... LC 38 1 min -.109 10 -.023 10 -.146 3 -3.196e-3 11 NC 10 NC 3 39 2 max .123 4 -.126 5 .555 9 4.047e-3 5 2270.393 5 NC 9 40 min -.109 10 -.664 8 -.566 3 -4.023e-3 11 432.942 8 NC 3 41 3 max .121 4 -.002 12 1.004 9 4.895e-3 5 NC 12 NC 9 42 min -.109 10 -.023 4 -1.016 3 -4.849e-3 11 NC 4 NC 3 43 1 M8 1 max 1 .003 10 -.006 5 1 .107 9 1 1.077e-4 7 1 NC 5 NC 9 44 Iminl -.002 6 1 -.04 7 -.113 3 -5.635e-5 3 NC 7 NC 3 45 2 max .003 10 -.128 5 .557 9 6.523e-6 8 2266.229 5 NC 9 46 min -.002 6 -.687 7 -.563 3 -6.784e-4 11 432.148 7 NC 3 47 3 max .003 10 -.003 5 1.007 9 8.835e-6 8 NC 5 NC 9 48 min -.002 6 -.037 7 -1.013 3 -1.432e-3 11 NC 7 NC 3 49 M9 1 max .115 4 0 6 1 .107 9 9.702e-5 7 NC 6 NC 9 50 Imint -.1 10 -.034 8 -.11 3 1 -1.261 e-4 3 NC 8 NC 3 51 2 max .113 4 1 -.036 11 .557 9 6.352e-4 3 8469.113 11 NC 9 52 min -.1 10 -.074 1 -.56 3 1 -1.839e-5 12 6351.835 1 NC 3 53 3 max .111 4 1 0 11 1.006 9 1.396e-3 3 NC 11 NC 9 54 min -.1 10 -.029 1 -1.01 3 -4.111e-5 6 NC 1 NC 3 55 M10 1 max .115 3 .015 5 1 .125 4 3.788e-3 12 NC 5 NC 4 56 min -.102 9 -.027 9 -.109 10 -3.816e-3 6 NC 9 NC 10 57 2 max .114 3 .013 5 .061 4 1.902e-3 12 NC 5 NC 4 58 min -.101 9 -.042 7 -.053 10 -1.916e-3' 6 NG 7 NC 10 59 3 max .114 3 .013 5 .002 10 1.777e-5 10 NC 5 NC 10 60 min -.1 9 -.053 7 -.002 4 -1.752e-5 4 NC 7 NC 4 61 M11 1 max .113 3 -.006 5 .002 10 1.721e-5 10 NC 5 NC 10 62 min -.107 9 -.04 7 1 -.002 4 -1.691e-5 4 NC 7 NC 4 63 2 max .111 3 -.118 6 .056 4 1.321 e-3 12 2033.996 6 NC 4 64 min -.107 9 -.702 8 -.049 10 -1.337e-3 6 340.357 8 NC 10 65 3 imaxi .11 3 -.004 11 .114 4 2.626e-3 12 NC 11 NC 4 66 min -.107 9 1 -.032 1 -.101 10 -2.658e-3 6 NC 1 NC 10 67 M12 1 max .98 3 1 .27 5 .121 4 1.364e-4 4 NC 5 NC 4 68 min -.964 9 -.282 9 1 -.109 10 -3.564e-5 10 NC 9 NC 10 69 2 max .979 3 .268 5 .059 4 6.393e-5 4 NC 5 NC 4 70 min -.963 9 -.291 9 -.053 110 -1.312e-5 10 NC 9 NC 10 71 3 max .978 3 .269 5 .003 10 9.408e-6 10 NC 5 NC 10 72 min -.962 9 -.297 9 -.002 4 -8.492e-6 4 NC 9 NC 4 73 M13 1 max 1.013 1 3 -.003 5 .003 10 9.798e-6 10 NC 5 NC 10 74 min -1.007 9 -.037 7 -.002 4 -8.946e-6 4 NC 7 NC 4 75 2 max 1.011 3 -.118 12 .054 4 7.e-5 4 12033.996 12 NC 4 76 min -1.006 9 -.701 2 -.049 10 -1.971 e-5 8 340.357 2 NC 10 77 3 imaxi 1.01 1 3 0 11 .11 4 1.489e-4 4 NC 11 NC 4 78 min -1.006 9 --03 2 1 -.1 10 -4-721e-5 10 NC 2 NC 10 79 M14 1 max .087 3 1 0 6 .091 4 1.199e-3 4 NC 6 NC 4 80 min -.077 9 -.018 10 -.075 10 -1.139e-3 10 NC 10 NC 10 81 2 max .085 3 -.003 6 .045 4 5.972e -4I 4 -1ol NC 6 NC 4 82 min -.075 9 -.018 8 -.037 10 -5.669e-4 NC 8 NC 10 83 3 max .083 3 -.003 5 0 10 5.228e-6 101 NC 5 NC 10 84 1 min 1 -.074 9 -.025 7 0 1 4-4.82e-6 , 4 NC 7 NC 4 85 M15 1 max .083 3 -.003 5 1 0 10 5.228e-6 10 NC 5 NC 10 86 min -.074 9 -.025 7 0 4-4.82e-6 4 NC 7 NC 4 87 2 max .078 3 -.018 6 .043 4 2.847e-4 4 NC 6 NC 4 88 min -.075 9 -.039 8 -.036 10 -2.594e-4 10 NC 8 NC 10 89 3 max .072 3 -.002 11 .087 4 5.742e-4 4 1 NC 11 NC 4 90 min -.076 9 -.021 3 -.072 10 -5.24e-4 101 NC 3 NC 10 M16 1 max .985 3 0 12 .075 4 3.892e-4 4 NC 12 NC 4 92 1 min -.971 9 -.018 4 -.079 10 -3.703e-4 10 NC 4 NC 10 t91 93 2 max .984 3 -.002 5 .037 4 1.91e-4 4 NC 5 NC 4 94 min 1 -.969 1 9 -.018 2 -.039 10 -1.814e-4 10 NC 2 NC 10 RISA -3D Version 11.0.2 [NA ... \...\... \Calculations\RISA Files\Studies\Bldg G Tower - LL Braces.r3d] Page 11 Page 37 of 74 Company Peak Engineering. Inc. July 16, 2016 Designer SAW 7:06 PM Job Number 16-097 Carlson Storage Marshall - G Tower Checked By: KLD Envelope Member Section Deflections (Continued) Member Sec x Finl LC v fin"I LC z firil LC x Rotate I... LC (n) L/v Ra... LC (n) L/z Ra... LC 95 3 Imax .982 3 b 5 0 10 7.576e-6 10 NC 5 NQ 10 96 min -.968 9 -.022 7 0 4-7.114e-6 4 NQ 7 NC 4 97 M17 1 max .982 3 0 5 0 10 7.576e-6 10 NQ 5 NQ 10 98 min -.968 9 -.022 7 0 4-7.114e-6 4 NC 7 NQ 4 99 2 max .975 3 -.018 12 .036 4 1.79e-4 4 NIC 12 NC 4 100 min 1 -.972 9 1 -.039 2 -.037 10 1 -1.657e-4 10 NQ 2 NQ 10 101 3 max l .968 3 1 .001 11 .072 4 3.651 e-4 4 NC 11 NQ 4 102 min -.976 9 -.02 2 -.076 10 -3.39e-4 10 NC 2 NQ 10 103 M18 1 max .091 4 0 6 .077 9 9.952e-4 9 NQ 6 NQ 9 104 min -.075 101 -.018 10 -.087 3 -1.034e-3 3 NQ 10 NQ 3 105 2 max .083 4 -.035 5 .524 9 2.72e-3 9 8484.673 5 NQ 9 106 min -.077 10 -.055 8 -.536 3 -2.765e-3 3 16361505 8 NIC 3 107 3 imax .075 4 0 12 .971 9 14.446e-3 9 NC 12 NC 9 108 min -.079 10 -.018 4 -.985 3 1 -4.496e-3 3 NC 4 NQ 3 109 M19 1 max .087 4 -.002 11 1 .076 9 13.589e-4 9 NC 11 NC 9 110 min -.072 10 -.021 3 -.072 3 -3.626e-4 3 NQ 3 NQ 3 ill 2 max .079 4 -.033 11 .526 9 2.088e-6 8 8484.673 11 NC 9 112 min -.074 10 -.063 1 -.52 3 -1.967e-3 3 6363.505 1 NC 3 113 3 max .072 4 .0011 11 .976 9 2.703e-6 8 NQ 11 NC 9 114 1 min -.076 10 -.02 2 -.968 1 3 -3.571e-3 3 NC 2 NC 3 115 M20 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 116 min 1 0 1 0 1 0 1 0 1 NC 1 NG 1 117 2 max .024 6 -.891 12 .485 9 1.76e-3 9 386.529 12 NC 9 118 min -.032 10 -1.25 4 -.493 3 -1.78e-3 3 289.897 4 NC 3 119 3 max .049 6 .047 12 .971 9 3.52e-3 9 NQ 12 NC 9 120 min -.064 1 10 -.06 4 -.985 3 1 -3.56e-3 3 NQ 4 NC 3 121 M21 I max .062 10 .031 6 .985 3 3.634e-3 3 NC 6 NC 3 122 min -.071 4 -.049 10 -.971 9 -3.593e-3 9 NC 10 NC 9 123 2 max .068 10 -.81 6 1 .55 3 5.272e-4 3 402.764 6 NQ 3 124 min -.088 4 -1.213 10 -.538 9 -5.101 e-4 9 302.073 10 NC 9 125 3 max .075 10 .07 6 .116 3 2.583e-3 11 NC 6 NC 126 min -.105 4 -.083 10 -.105 9 -2.585e-3 5 NC 10 NQ 9 127 M22 1 max .072 4 .031 12 .077 9 8.043e-4 9 NQ 12 NC 9 128 min -071 10 -.056 4 -.087 3 8.353e-4 3 NQ 4 NC 3 129 2 max .078 4 -.814 1 12 .541 5 402.764 12 INC 9 130 min -.082 10 -1.22 4 -.551 11 302.073 4 NQ 3 131 3 max .084 4 .061 12 1.004 5 NC 12 NQ 9 132 min -.092 10 -.09 4 1 -1.016 3 -3.919e-3 11 NQ 4 NQ 3 133 M23 1 max. 0 1 0 1 0 1 0 1 NC 1 NC 1 134 min 0 1 0 1 0 1 0 1 NQ 1 NQ 1 135 2 max .019 5 -.498 11 .043 4 2.084e-4 4 601.612 11 NC 4 136 min -M 9 -.728 3 -.036 10 -1.902e-4 10 451.209 3 NC 10 137 3 max .038 5 .048 9 .087 4 4.168e-4 4 NC 9 NC 4 138 min -.06 9 -.065 3 -.072 10 -3.805e-4 10 NQ 3 NQ 10 139 M24 1 imax .055 9 .03 5 .072 10 1 4.077e-4 101 NC 5 NC 10 140 min -.069 1 3 -.053 9 -.087 4 -4.468e-4 4 NQ 9 NC 4 141 2 max .06 9 -.377 5 .035 10 1.957e-4 10 691.44 5 NC 10 142 min -.0843 -,63, 37 9 1 -.042 4 -2.153e-4 4 518.58 9 NQ 4 143 3 max .064 9 .063 .063 5 .002 4 1.63e-5 4 NC 5 NC 4 144 min -.098 3 -.091 9 -.002 10, -1.637e-5 10 NC 9 NC 10 145 M25 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 146 min 0 1 0 1 0 1 0 1 1 NC 1 NQ 1 147 2 max .019 11 -.496 5 0 4 2.68e-6 4 601.612 5 NC 4 148 min -.033 3 -.729 9 0 10 -2.777e-6 10 451.209 9 NC 10 149 3 max .038 11 .052 5 0 4 5.36e-6 4 NC 5 NC 44 150 min -.066 3 -.066 9 0 10 -5.555e-6 10 NQ 9 NC 0 10 10 151 M26 1 max .06 5 .03 11 2.462e-6 10 NC 11 --r NC 10 101 RISA -3D Version 11.0.2 [NA ... \ ... \ ... \Calculations\RISA Files\Studies\Bldg G Tower - LL Braces. r3d] Page 12 Page 38 of 74 Company Peak Engineering, Inc. July 16, 2016 Designer SAW 7:06 PM Job Number 16-097 Carlson Storage Marshall - G Tower Checked By: KLD Envelope Member Section Deflections (Continued) Memher Sec x lin'! LC v finl LC z Fin'! LC x Rotate f._ LC In) Uv Ra... LC In) Uz Ra.._ LC 1521 min -.071 9 -.058 3 0 4-2.186e-6 2 NC 3 NC 4 153 2 max 1 .064 5 -.38 11 .057 4 1.023e-3 12 691.44 11 NC 4 154 min -.081 9 -.64 3 -.05 10 -1.035e-3 6 518.58 3 NC 10 155 3 max .069 5 .058 9 .114 4 2.044e-3 12 NC 9 NC 4 156 min -.091 9 -.091 3 -.101 10 -2•069e-3 6 NC 3 NC 10 157 M27 1 max 0 1 1 0 1 0 1 0 1 NC 1 NC 1 158 min 0 1 0 1 0 1 0 1 NC 1 NC 1 159 2 max .023 6 -.894 12 .488 9 1.07e-6 8 386.529 12 NC 9 160 min -.032 10 -1.25 4 -.484 3 -1.414e-3 3 289.897 4 NC 3 161 3 max .045 6 .042 12 .976 9 2.14e-6 8 NC 12 NC 9 162 min -.064 10 -.06 4 -.968 3 1 -2.827e-3 3 NC 4 NC 3 163 M28 1 max .06 10 .025 6 .968 3 2.984e-3 3 NC 6 NC 3 164 min -.071 4 1 -.047 10 -.976 9 -2.259e-6 8 NC 10 NC 9 165 2 max .065 10 -.737 6 .539 3 1.545e-3 3 430.668 6 NC 3 166 min -.086 4 -1.099 10 -.542 9 -3.597e-6 2 323.001 10 NC 9 167 3 max .07 10 .056 6 .11 3 1.054e-4 3 NC 6 NC 3 168 min -.102 4 -.078 10 -.107 9 -8.119e-5 7 NC 10 NC 9 169 M29 1 max 0 1 0 1 0 1 1 0 1 NC 1 NC 1 170 min 1 0 1 1 0 1 1 0 1 0 1 NC 1 NC 1 171 2 max .023 12 -.89 6 1 .036 3 1.435e-4 3 386.529 6 NC 3 172 min -.036 4 1 -1.25 10 -.038 9 -1.421 e-4 9 289.897 10 NC 9 173 3 max .045 12 .049 6 .072 3 2.87e-4 3 NC 6 NC 3 174 min -.073 4 -.06 10 -.076 9 -2.842e-4 9 NC 10 NC 9 175 M30 1 max .07 4 .023 12 .076 1 9 3.058e-4 9 NC 12 NC 9 176 Imin 1 .072 10 -.051 4 -.072 3 -3.09e-4 3 NC 4 NC 3 177 2 max .075 4 -.699 12 .541 9 5.652e-4 9 447.708 12 NC 9 178 min -.082 10 -1.044 4 -.541 3 -1.635e-5 6 1335.781 4 NC 3 179 3 max .08 4 1 .046 12 1.006 9 1.191 e-3 3 NC 12 NC 9 180 min -.091 10 -.08 4 1 -1.01 3 1 -3.5e-5 1 6 NC 1 4. NC 3 181 M31 1 max .857 3 .17 11 0 10 4.671e-6 10 NC 11 NC 10 182 1 min 1 .426 9 -.363 3 0 4-4.494e-6 4 NC 3 NC 4 183 2 max .871 3 .019 11 .036 4 1.66e-4 4 1629.105 11 NC 4 184 min -.663 9 -.717 3 -.038 10 -1.539e-4 10 727.243 3 NC 10 185 3 max .886 3 1 .377 11 .072 4 3.365e-4 4 1197.726 11 NC 4 186 min -.9 9 -.391 3 -.076 10 -3.125e-4 101 NC 3 NC 10 187 M32 1 max .777 9 .57 3 1 .076 10 1 2.707e-4 10 NC 3 NC 10 188 1 min 1 -.783 3 -.59 9 -.072 4 1 -2.914e-4 4 NC 9 NC 4 189 2 max .783 9 .193 5 .037 10 1.315e-4 10 760.127 5 NC 10 190 min -.799 3 -1.131 9 -.035 4 -1.423e-4 4 545.738 9 NC 4 191 3 max .788 9 .602 5 .002 4 6.876e-6 4 8515.566 5 NC 4 192 "min -.816 3 -.626 9 -.003 10 -7.768e-6 10 NC 9 NC 10 193 M33 1 max .856 9 .17 5 1 .034 10 4.172e-4 10 NC 5 NC 10 194 min -.425 3 -.361 9 -.031 1 4 -3-917e-4 4 NC 9 NC 4 195 2 max .871 9 .019 5 .017 10 12.051 e-4 10 1640.216 5 NC 10 196 min -.666 3 1 -.716 9 -.015 4 -1.926e-4 4 727.243 9 NC 4 197 3 max .885 9 1 .379 5 0 4 6.46e-6 4 1185.913 5 NC 4 198 min -.907 3 -.391 9 0 10 -6.963e-6 10 NC 9 NC 10 199 M34 1 max .781 3 .569 9 0 10 6.079e-6 10 NC 9 NC 10 200 min -.783 9 -.596 3 0 4 -5.828e-6 4 NC 3 NC 4 201 2 Imax 1 .786 3 .191 11 .055 4 1 5.657e-5 4 756.124 11 NC 4 202 min -.795 9 -1.135 3 -.05 10 1 -1.636e-5 8 545.738 3 NC 10 203 3 max .792 1 3 .6 9 .11 4 1.19e-4 4 9212.673 9 NC 4 204 min -.808 9 -.627 3 -.1 10 -3.769e-5 10 NC 3 NC 10 205 M35 1 max 0 1 0 1 0 1 0 1 1 NC 1 NC 1 206 min 0 1 0 1 0 1 0 1 NC 1 NC 1 207 2 max .024 12 -.888 6 .043 3 4.092e-4 3 386.529 6 NC 3 208 1 min 1 -.037 4 -1.25 110 -.039 1 9 -3.94e-4 9 289.8971 10 1 NC I9 RISA -3D Version 11.0.2 [NA ... \... \... \Calculations\RISA Files\Studies\Bldg G Tower - LL Braces.r3d] Page 13 Page 39 of 74 Company Peak Engineering, Inc. July 16, 2016 Designer SAW 7:06 PM Job Number 16-097 Carlson Storage Marshall - G Tower Checked By: KLD Envelope Member Section Deflections (Continued) Member Secx in LC in LC z m LC x RotateAl... LC n L/ Ra... LC n L/z Ra... LC 209 3 max .049 112 .054 1 6 1 .087 1 3 18.183e-41 3 NC 1 6 NC 1 3 Envelope RISC 14th(360-10): LRFD Steel Code Checks Member Shaoe Code Check LoclftlLC Shear ... LocfftlDir LC Dhi*Pnc... nhi*Pnt ..Dhi*Mn ...nhi*Mn --- Cb Fan 1 M1 HSS8x8x5 .193 17.8..10 .046 18.2.. Z 121263038-12162664 86595 86595 1.787 H1 -1b 2 M2 HSS8x8x5 .052 0 7 .001 0 , 3 1263038.. 362664 86595 86595 2,151 H1 -1b 3 M3 HSS8x8x5 .191 0 10 .043 18.0.. Z 12263038.. 362664 86595 86595 1.258 H1 -1b 4 M4 HSS8x8x5 .290 0 9 .045 0 3 263038.. '362664 86595 86595 3.002 H1 -1b 5 M5 HSS8X8X5 .540 0 3 .074 0 v. 3 328437.. 362664 86595 86595 2.198 H 1-1 b 6 M6 HSS8x8x5 .536 0 11 •074 0 9 328437.. 362664 86595 86595 2.199 H1 -1b 7 M7 W12X26 .634 11.6-42 .064 0 v 7 49864.... 344250 30637.5 50573.... 1.136 H1 -1b 8 M8 W12X26 .619 11.6-- 8 .064 23.3.. Y 7 49773.... 344250 30637.5 50508.... 1.136 H1 -1b 9 M9 W12X26 .070 11.6.. 4 .005 23.3.. v 3 49773.... 344250 30637.5 50508.... 1.136 H1 -1b 10 M10 W12X26 .009 4-921 3 .006 0 .. 344250 30637.5 131920.. 1.136 H1 -1b 11 M11 W12X26 .725 9.5 1 .123 19_y_2_75182 _4_,219618 .... 344250 30637.5 68081.... 11.136 H1 -1b 12 M12 W12X26 .010 5.035 3 .002 9.868 4 215641.. 344250 30637.5 130554.. 1.136, H1 -1b' 13 M13 W12X26 .726 9.5 1 .122 19 2 175182•.•• 344250 30637.5 68081.... 1.136 H1 -1b 14 M14 W12X26 .020 4.75 3 .003 9.5 V 4[222201 .. 344250 30637.5 132814.. 1.136 1-1b 15 M15 W12X26 .087 9.5 3 .004 19 V 4175182 .... 344250 30637.5 68081.... 1.136 H1 -1b 16 M16 W12X26 .016 4.75 3 .002 9.5 4 222201...34425() 30637.5 132814.. 1.136 H1 -1b 17 M17 W12X26 .113 9.5 3 .004 19 4 75182.... 344250 30637.5 68081.... 1.136 H1 -1b 1<8 M'18 W12X26 .285 11.6.. 4 .006 0 v 3 49864.... 344250 30637.5 50573.... 1.136 H1 -1a 19 M19 W12X26 .267 11.6.. 4 .006 0 3 49864.... 344250 30637.5 50573.... 1.136 H1 -1a 20 M20 LL4x4x4x3 .125 29.4..4 1 ,005 0 1 V 12 10840.... 12538812649.6 8876.712 1 H1 -1b 21 M21 LL4x4x4x3 .032 28.8 ... 10 .005 0 1011296.... 12538812649.698876.712 1 H1 -1b 22 M22 LL4x4x4x3 .032 28.8.. 4 .005 28.8.. 2 11296.... 12538812649.6 8$76.712 1 H1 -1b 23 M23 LL4x4x4x3 .110 26.1 ... 3 .004 0 3 13741.... 12538812649.69 876.712 1 H1 -1b 24 M24 LL4x4x4x3 .028 24.4-19 .004 0 1015793.... 12538812649M8876.712 1 H1 -1b 25 M25 LL4x4x4x3 .110 26.1•• 9 .004 0 13741.... 12538812649.69 876.712 1 H1 -1b 26 M26 LL4x4x4x3 ,028 24.4.. 3 .004 0 _V_k 3 15793.... 12538812649.698876.712 1 H1 -1b 27 M27 LL4x4x4x3 .115 29.4•- 4 .005 29.4.. V 14 10840.... 12538812649.698876,712 1 H1 -1b 28 M28 LL4x4x4x3 .028 27.9..10 •005 0 1012078.... 12538812649-698876.712 1 H1 -1b 29 M29 LL4x4x4x3 .115 29.4..10 .005 0 1010840....12538812649.698876.712 1 H1 -1b 30 M30 LL4x4x4x3 .027 27.38 4 1 .005 27.38 V 4 12556.... 112538812649-698876.712 1 H1 -1b 31 M31 LL4x4x4x3 .103 20.6.- 3 .004 20.6.. 3_22148 .... 12538812649.69 876.712 1 H1 -1b 32 M32 LL4x4x4x3 ,035 23.7..'9 .004 0_y__4_16620 •...1 25388 1 2649.6 8876.712 1 H1 -1b 33 M33 LL4x4x4x3 .104 20.6-- 9 .004 OIV 9 22148.... 12538812649.69.8876.712 1 H1 -1b 34 M34 LL4x4x4x3 .035 23.7.. 3 .004 O v 3 16620.... 12538812649.6 8876.712 1 H1 -1b 35 M35 LL4x4x4x3 .125 29.4•• 10 .005 O 1010840.... 12538812649.69 876.712 1 H1 -1b RISA -3D Version 11.0.2 [NA ... \... \... \Calculations\RISA Files\Studies\Bldg G Tower - LL Braces.r3d] Page 14 www.hilti.us Profis Anchor 2.6.5 Company: Page: 1 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 7/19/2016 E -Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Geometry [in.] & Loading [Ib, in.lb] 45 A� Hex Head ASTM F 1554 GR. 36 1 3/8 he, = 9.000 in. ASTM F 1554 Design method ACI 318-11 / CIP without clamping (anchor), restraint level (anchor plate): 2.00, eb = 1.000 in.; t = 1.000 in. Hilti Grout: CB -G EG, epoxy, fc,Gro,,, = 14939 psi Ix x ly x t = 16.000 in. x 16.000 in. x 1.000 in.; (Recommended plate thickness: not calculated Square HSS (AISC); (L x W x T) = 8.000 in. x 8.000 in. x 0.250 in. cracked concrete, 3000, fc' = 3000 psi, h = 36.000 in. tension: condition A, shear: condition A; anchor reinforcement: tension, shear edge reinforcement: none or < No. 4 bar 1 R wt X www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 25839 2076 2076 0 2 0 2076 2076 0 3 25839 2076 2076 0 4 0 2076 2076 0 max. concrete compressive strain: 0.34 [%e] max. concrete compressive stress: 1460 [psi] resulting tension force in (x/y)=(-5.500/0.000): 51677 [lb] resulting compression force in (x/y)=(6.631/0.000): 47958 [lb] 3 Tension load . I i—,IEdI Profis Anchor 2.6.5 Page: 2 Project: Sub -Project I Pos. No.: Date: 7/19/2016 Y 03 04 0 Tension Compress o 01 02 Load N„a [lb] Capacity ONn [lb] Utilization pN = N„a/+Nr, Status Steel Strength* 25839 50460 52 OK Pullout Strength* 25839 36943 70 OK Concrete Breakout Strength**' N/A N/A N/A N/A Concrete Side -Face Blowout, direction ** N/A N/A N/A N/A anchor having the highest loading **anchor group (anchors in tension) Tension Anchor Reinforcement has been selected! 3.1 Steel Strength concrete Npn [Ib] Nua [lb] Nsa = Ase,N futa ACI 318-11 Eq. (D-2) 0.700 36943 25839 � Nsa Nua ACI 318-11 Table D.4.1.1 Variables Ase,N [in. 2J futa [Psi] 1.16 58000 Calculations Nsa [Ib] 67280 Results Nsa [lb] steel Nsa [lb] Nua [lb] 67280 0.750 50460 25839 3.2 Pullout Strength NPN = tVc,p NP ,IN, P = 8 Abr9 f� . NpN > Nua ACI 318-11 Eq. (D-13) ACI 318-11 Eq. (D-14) ACI 318-11 Table D.4.1.1 Variables IVqp. Abr9 [in .z ] [Psi] 1.000 2.20 1.000 3000 Calculations Np [lb] 52776 Results Npn [Ib] concrete Npn [Ib] Nua [lb] 52776 0.700 36943 25839 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 4 Shear load .li�■rl Profis Anchor 2.6.5 Page: 3 Project: Sub -Project I Pos. No.: Date: 7/19/2016 * anchor having the highest loading **anchor group (relevant anchors) ' Shear Anchor Reinforcement has been selected! 4.1 Steel Strength Vsa = 0.6 Ase,v feta ACI 318-11 Eq. (D-29) � Vsteel i Vua ACI 318-11 Table D.4.1.1 Variables 1 Ase,y [in .2] fut. [psi] 1.16 58000 Calculations Vsa [lb] 40368 Res u Its Vsa [Ib] y Steel �eb Vsa [lb] Vua [lb] 40368 0.650 0.800 20991 2076 4.2 Steel failure (with lever arm) VS = arnL MS bending equation for stand-off b Ms = Mo\1 Nua 1 resultant flexural resistance of anchor ` Osa) M° _ (1.2) (S) (fu,min) characteristic flexural resistance of anchor (1 - N„a \ reduction for tensile force acting simultaneously with a shear force on the anchor 0sa 3 S = 7032 ) 32) elastic section modulus of anchor bolt at concrete surface Lb = z + (n)(do) internal lever arm adjusted for spalling of the surface concrete SVM >_ Vua ACI 318-11 Table D.4.1.1 Variables aM fu,m n [psi] Nua [Ib] [lb] z [in.] n do [in.] 2.00 58000 25839 50460 1.500 0.500 1.375 Calculations Load Vua [lb] Capacity OV„ [Ib] Utilization pv = VuJOVa Status Steel Strength* 2076 20991 10 OK Steel failure (with lever arm)* 2076 5151 41 OK Pryout Strength" 8302 42404 20 OK Concrete edge failure in direction **' N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) ' Shear Anchor Reinforcement has been selected! 4.1 Steel Strength Vsa = 0.6 Ase,v feta ACI 318-11 Eq. (D-29) � Vsteel i Vua ACI 318-11 Table D.4.1.1 Variables 1 Ase,y [in .2] fut. [psi] 1.16 58000 Calculations Vsa [lb] 40368 Res u Its Vsa [Ib] y Steel �eb Vsa [lb] Vua [lb] 40368 0.650 0.800 20991 2076 4.2 Steel failure (with lever arm) VS = arnL MS bending equation for stand-off b Ms = Mo\1 Nua 1 resultant flexural resistance of anchor ` Osa) M° _ (1.2) (S) (fu,min) characteristic flexural resistance of anchor (1 - N„a \ reduction for tensile force acting simultaneously with a shear force on the anchor 0sa 3 S = 7032 ) 32) elastic section modulus of anchor bolt at concrete surface Lb = z + (n)(do) internal lever arm adjusted for spalling of the surface concrete SVM >_ Vua ACI 318-11 Table D.4.1.1 Variables aM fu,m n [psi] Nua [Ib] [lb] z [in.] n do [in.] 2.00 58000 25839 50460 1.500 0.500 1.375 Calculations r( Nua l M° [in.lb] \1 �Nsa/ Ms [in.lb] Lb [in.] 17763.031 0.488 8667.237 2.188 Results VS^ [lb] steel �Vs' [lb] Vua [lb] 7924 0.650 5151 2076 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 4.3 Pryout Strength _ ANc1/ 1 VcP9 — kop [(ANco/ Wec,N y/ed,N lVc,,N y1cp,N Nb] VcP9 > Vua AN, see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 hz et 1 Ye-cN 1+2eN <1.0 3 het =0.7+0.3 (Ca ):51.0 y ed,N 1.5het ylcP,N =MAX C=min 1.5hef _< 1.0 ( Cac Cac Nb = kc J,a �fc hef5 ACI 318-11 Eq. (D-41) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) Profis Anchor 2.6.5 Page: 4 Project: Sub -Project I Pos. No.: Date: 7/19/2016 Variables kcp hef [in.] ec,.N [in.] ecz,N [in.] Caffim [in.] 2 3.667 0.000 0.000 4.500 yro,N cac [in.] k, ?a fc [psi] 1.000 24 1.000 3000 Calculations AN, [in Z] ANco [in .2] Yec,,N ylecZN y/ed,N yfcp,N Nb [lb] 420.00 121.00 1.000 1.000 0.945 1.000 9230 Results VcP9 [lb] concrete VcP9 [lb] Vua [Ib] 60578 0.700 42404 8302 5 Combined tension and shear loads (3N (3v L Utilization RN,y [%] Status 0.699 0.403 5/3 78 OK RNV=A+A`=1 6 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The 4) factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • ACI 318 does not specifically address anchor bending when a stand-off condition exists. PROFIS Anchor calculates a shear load corresponding to anchor bending when stand-off exists and includes the results as a shear Design Strength! • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI 318-11, Part D.5.2.9 for information about Anchor Reinforcement. • The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI 318-11, Part D.6.2.9 for information about Anchor Reinforcement. • Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Anchor calculations. Fastening meets the design criteria! 1I i E 1 www.hilti.us Profis Anchor 2.6.5 Company: Page: 5 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 7/19/2016 E -Mail: -5.500 7 Installation data Anchor plate, steel: - Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 1 3/8 Profile: Square HSS (AISC); 8.000 x 8.000 x 0.250 in. Installation torque: - Hole diameter in the fixture: df = 1.438 in. Hole diameter in the base material: - in. Plate thickness (input): 1.000 in. Hole depth in the base material: 9.000 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 10.406 in. Drilling method: Hammer drilled Cleaning: No cleaning of the drilled hole is required Y R nnn 8 000 Coordinates Anchor in. Anchor x y c_: 0 0 c.Y c,Y 1 -5.500 -5.500 N 15.500 0-4 03 26.500 2 5.500 -5.500 15.500 0 0 4.500 26.500 0 -5.500 5.500 00 15.500 0 0 15.500 4 5.500 5.500 15.500 0 0 15.500 15.500 0 00 1 0 0 N 2.500 11.000 2.500 Coordinates Anchor in. Anchor x y c_: c„ c.Y c,Y 1 -5.500 -5.500 4.500 15.500 4.500 26.500 2 5.500 -5.500 15.500 4.500 4.500 26.500 3 -5.500 5.500 4.500 15.500 15.500 15.500 4 5.500 5.500 15.500 4.500 15.500 15.500 www.hilti.us Profis Anchor 2.6.5 Company: Page: 6 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 7/19/2016 E -Mail: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Page 46 of 74 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING Joe No.: DESIGNED BY—DATE: lPAGE: PRDJECT.<//rrLL 00 ! -DRAUL-MAP*h4'L FEATURE: ffi r 1�yzs DETAIL: 64 : i -------- - � i � -moi Ise[—___�..._.__;__ /�J r q D -ASF p �3' a„ - ---�-�-3--�?-Q�� -; --- - i i� _. r _rL'r�i; ----� tf - [F/► .�,T1 r ��1 _ _ w J rr +� �1 l� ----J .(.— r J J r. !1 I ._ OQtJ ��I -- ---- - -- - - - - --L� - --- -_ ------ - — ---- -- -- - - -- - _ _- --- - —_-t--_"(�'„""'e__-'-.-f—�_ q�_-1.�;..Xq. I^N' r- -- -------- r_ _-/aQ _ _ . ... . --- - — . : --- -- - --- -- ---------- ------- --- -- — T -- --- -- - - -- - i --- --- - - -- - - ------ - -- - ..._............... _._.____...___. Page 47 of 74 Masonry Slender Wall File=NlPrgects12016116-097 Carlson Marshall StreetlCalculafionsTNERCalcFilesVnasonrywall reinLec6 l ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.15.12.31 223MMN-MP2303 Description : Carlson Marshall CMU Walls - BLDG D & E "Columns" Code References Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 ss Ratio = General Information Construction Type: Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom. Wall Thickness Fy - Yield = 60.0 ksi Actual Thickness Fr - Rupture = 61.0 psi Rebar "d" distance Em = fm ` = 900.0 Lower Level Rebar ... Max % of P bal. = 0.1464 Bar Size # Grout Density = 140 pcf Bar Spacing Block Weight Normal Weight 300.0 psi Wall Weight = 66.0 psf Wall is grouted at rebar cells only One -Story Wall Dimensions A Clear Height = 16.667 ft I B Parapet height = 2.0 ft B Wall Support Condition Top & Bottom Pinned —� Lateral Loads Wind Loads: Full area WIND load 32.0 psf DESIGN SUMMARY Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 8 in Temp Diff across thickness = deg F 7.625 in Min Allow Out -of -plane Defl Ratio = 0 3.8125 in Minimum Vertical Steel % = 0.0020 5 16.0 in Seismic Loads : Wall Weight Seismic Load Input Method Seismic Wall Lateral Load Fp Governing Load Combination ... PASS Moment Capacity Check +0.90D+W+0.90H PASS Service Deflection Check W Only PASS Axial Load Check + 1.2 0 D+0.50 L r+0.50 L+ W+ 1.60 H PASS Reinforcing Limit Check 1.0 = Results Actual Values ... Maximum Bending Str Max Mu Actual Defl. Ratio L/ Max. Deflection Max Pu / Ag Location Direct entry of Lateral Wall Weight 25.0 psf 25.0 psf eported for "Strip Width" of 12.0 in Controlling As/bd 0.005082 As/bd 0.1464 rho bal 0.1465 Maximum Reactions ... for Load Combination.... Top Horizontal W Only 0.3345 k Base Horizontal W Only 0.2628 k Vertical Reaction +D+0.60W+H 1.232 k Allowable Values ... ss Ratio = 0.3040 1.110 k -ft Phi ' Mn 3.652 k -ft 320 Allowable Defl. Ratio 300 0.6254 in 12.391 psi Max. Allow, Defl. 0.6667 in 8.056 ft 0.2 . Fm 300.0 psi Controlling As/bd 0.005082 As/bd 0.1464 rho bal 0.1465 Maximum Reactions ... for Load Combination.... Top Horizontal W Only 0.3345 k Base Horizontal W Only 0.2628 k Vertical Reaction +D+0.60W+H 1.232 k Page 48 of 74 Mason Slender Wall File=N:iProjects12016116-097 Carl on Marshall StreetlCalculationslENERCalcFileslmasonry wall reinf.ec6 ENERCALC, INC. 1983-2016, Buad:6.16.6.7, Ver:6.15.12.31 Description : Carlson Marshall CMU Walls - BLDG D & E "Columns" Design Maximum Combinations - Moments Axial Load Load Combination Pu 0.2*fm*b*t Results reported for "Strip Width" = 12 in. Moment Values 0.6 * Mcr Mu Phi Phi Mn As As Ratio rho bal k -ft k -ft k -ft in"2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60Lr+0.50W+1.60H at 7.78 to 8.33 0.862 20.880 0.50 0.54 0.90 3.70 0.233 0.0051 0.1461 +1.20D+1.60Lr-0.50W+1.60H at 7.78 to 8.33 0.862 20.880 0.50 0.54 0.90 3.70 0.233 0.0051 0.1461 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60S+0.50W+1.60H at 7.78 to 8.33 0.862 20.880 0.50 0.54 0.90 3.70 0.233 0.0051 0.1461 +1.20D+1.605-0.50W+1.60H at 7.78 to 8.33 0.862 20.880 0.50 0.54 0.90 3.70 0.233 0.0051 0.1461 +1.20D+0.50Lr+0.50L+W+1.60H at 7.78 to 8. 0.862 20.880 0.50 1.12 0.90 3.70 0.233 0.0051 0.1461 +1.20D+0.50Lr+0.50L-W+1.60H at 7.78 to 8. 0.862 20.880 0.50 1.12 0.90 3.70 0.233 0.0051 0.1461 +1.20D+0.50L+0.505+W+1.60H at 7.78 to 8.3 0.862 20.880 0.50 1.12 0.90 3.70 0.233 0.0051 0.1461 +1.20D+0.50L+0.505-W+1.60H at 7.78 to 8.3 0.862 20.880 0.50 1.12 0.90 3.70 0.233 0.0051 0.1461 +1.20D+0.50L+0.70S+E+1.60H at 7.78 to 8.3 0.862 20.880 0.50 0.87 0.90 3.70 0.233 0.0051 0.1461 +0.90D+W+0.90H at 7.78 to 8.33 0.647 20.880 0.50 1.11 0.90 3.65 0.233 0.0051 0.1462 +0.90D-W+0.90H at 7.78 to 8.33 0.647 20.880 0.50 1.11 0.90 3.65 0.233 0.0051 0.1462 +0.90D+E+0.90H at 7.78 to 8.33 0.647 20.880 0.50 0.86 0.90 3.65 0.233 0.0051 0.1462 Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k -ft k -ft n14 n14 n14 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.60W+H at 7.78 to 8.33 0.719 0.50 0.66 376.00 41.50 49.156 0.174 1,149.0 +D-0.60W+H at 7.78 to 8.33 0.719 0.50 0.66 376.00 41.50 49.156 0.174 1,149.0 +D+0.70E+H at 7.78 to 8.33 0.719 0.50 0.60 376.00 41.50 54.579 0.117 1,715.5 +D+0.750Lr+0,750L+0.450W+H at 7.78 to 8.3 0.719 0.50 0.49 376.00 41.50 376.000 0.048 4,190.5 +D+0.750Lr+0.750L-0.450W+H at 7.78 to 8.3 0.719 0.50 0.49 376.00 41.50 376.000 0.048 4,190.5 +D+0.750L+0.750S+0.450W+H at 7.78 to 8.33 0.719 0.50 0.49 376.00 41.50 376.000 0.048 4,190.5 +D+0.750L+0.7505-0.450W+H at 7.78 to 8.33 0.719 0.50 0.49 376.00 41.50 376.000 0.048 4,190.5 +D+0.750L+0.7505+0.5250E+H at 7.78 to 8.3 0.719 0.50 0.44 376.00 41.50 376.000 0.044 4,597.5 +0.60D+0.60W+0.60H at 7.78 to 8.33 0.431 0.50 0.65 376.00 40.92 48.725 0.172 1,163.3 +0.60D-0.60W+0.60H at 7.78 to 8.33 0.431 0.50 0.65 376.00 40.92 48.725 0.172 1,163.3 +0.60D+0.70E+0.60H at 7.78 to 8.33 0.431 0.50 0.59 376.00 40.92 54.226 0.115 1,738.5 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 7.78 to 8.33 0.000 0.50 1.08 376.00 40.04 41.065 0.625 319.8 -W at 7.78 to 8.33 0.000 0.50 1.08 376.00 40.04 41.065 0.625 319.8 E Only at 7.78 to 8.33 0.000 0.50 0.84 376.00 40.04 42.574 0.375 533.5 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Page 49 of 74 Mason Slender Wall File=N:\Projeas\2016116-097 Carlson Marshall Street\Calculations\ENERCalcFileshasonry wall reinf.ec6 ENERCALC, INC. 1983-2016, Buad:6.16.6.7, Ver.6.15.12.31 Description : Carlson Marshall CMU Walls - BLDG D & E "Columns" Reactions - Vertical & Horizontal Results reported for "Strip Width" = 12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 k 0.00 k 1.232 k +D+L+H 0.0 k 0.00 k 1.232 k +D+Lr+H 0.0 k 0.00 k 1.232 k +D+S+H 0.0 k 0.00 k 1.232 k +D+0.750Lr+0.750L+H 0.0 k 0.00 k 1.232 k +D+0.750L+0.750S+H 0.0 k 0.00 k 1.232 k +D+0.60W+H 0.2 k 0.20 k 1.232 k +D-0.60W+H 0.2 k 0.20 k 1.232 k +D+0.70E+H 0.1 k 0.18 k 1.232 k +D+0.750Lr+0.750L+0.450W+H 0.1 k 0.15 k 1.232 k +D+0.750Lr+0.75OL-0.450W+H 0.1 k 0.15 k 1.232 k +D+0.750L+0.7505+0.450W+H 0.1 k 0.15 k 1.232 k +D+0.750L+0.7505-0.450W+H 0.1 k 0.15 k 1.232 k +D+0.750L+0.750S+0.5250E+H 0.1 k 0.14 k 1.232 k +0.60D+0.60W+0.60H 0.2 k 0.20 k 0.739 k +0.60D-0.60W+0.60H 0.2 k 0.20 k 0.739 k +0.60D+0.70E+0.60H 0.1 k 0.18 k 0.739 k D Only 0.0 k 0.00 k 1.232 k Lr Only 0.0 k 0.00 k 0.000 k L Only 0.0 k 0.00 k 0.000 k S Only 0.0 k 0.00 k 0.000 k W Only 0.3 k 0.33 k 0.000 k -W 0.3 k 0.33 k 0.000 k E Only 0.2 k 0.26 k 0.000 k H Only 0.0 k 0.00 k 0.000 k Page 50 of 74 Mason Slender Wall File=N:lProjects12016116-091 Carlson Marshall StreeACalculationsTNERCalcFileslmasonry wall reinf.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.1, Ver:6.15.12.31 Description : Carlson Marshall CMU Walls - BLDG F Code References Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Construction Type: Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom. Wall Thickness Fy - Yield = 60.0 ksi Actual Thickness Fr - Rupture = 61.0 psi Rebar "d" distance Em = fm . = 900.0 Lower Level Rebar ... Max % of p bal. = 0.1463 Bar Size Grout Density = 140 pcf Bar Spacing Block Weight Normal Weight DESIGN SUMMARY Wall Weight = 66.0 psf reported for "Strip Width" of 12.0 in Wall is grouted at rebar cells only ... Actual Values ... One-StoryWall Dimensions A Clear Height = 12.0 ft B Parapet height = 5.50 ft Wall Support Condition Top & Bottom Pinned Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 8 in Temp Diff across thickness = deg F 7.625 in Min Allow Out -of -plane Defl Ratio = 0 3.8125 in Minimum Vertical Steel % = 0.0020 # 5 16.0 in Lateral Loads Wind Loads : Seismic Loads Full area WIND load 32.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 25.0 psf Fp 1.0 = 25.0 psf DESIGN SUMMARY Results reported for "Strip Width" of 12.0 in Governing Load Combination ... Actual Values ... Allowable Values ... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.1349 +0.90D+W+0.90H Max Mu -0.4840 k -ft Phi' Mn 3.588 k -ft PASS Service Deflection Check Actual Defl. Ratio L/ 9,692 Allowable Defl. Ratio 300 W Only Max. Deflection 0.01486 in PASS Axial Load Check Max Pu / Ag 6.714 psi Max. Allow. Defl. 0.480 in +0.90D+W+0.90H Location 11.80 ft 0.2' fm 300.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.005082 As/bd 0.1463 rho bal 0.1465 Maximum Reactions ... for Load Combination.... Top Horizontal W Only 0.4083 k Base Horizontal W Only 0.1517 k Vertical Reaction +D+0.60W+H 1.155 k Page 51 of 74 Mason Slender Wall Fie=N:ier*cts1201616-097 CarlsonMarshaestreetiCalctlationslENERCalcFileslmasonrywall reirti.eci Masonry ENERCALC, INC. 1983-2016, Buld:6.16 6.7. Ver:6.15.12.31 Description : Carlson Marshall CMU Walls - BLDG F _Design Maximum Combinations - Moments Axial Load Load Combination Pu 0.2'fm`b't Results reported for "Strip Width" = 12 in. Moment Values 0.6 Mcr Mu Phi Phi Mn As As Ratio rho bal k -ft k -ft 7 in12 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60Lr+0.50W+1.60H at 11.60 to 12. 0.467 20.880 0.50 0.24 0.90 3.61 0.233 0.0051 0.1463 +1.20D+1.60Lr-0.50W+1.60H at 11.60 to 12. 0.467 20.880 0.50 0.24 0.90 3.61 0.233 0.0051 0.1463 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.605+0.50W+1.60H at 11.60 to 12.0 0.467 20.880 0.50 0.24 0.90 3.61 0.233 0.0051 0.1463 +1.20D+1.60S-0.50W+1.60H at 11.60 to 12.0 0.467 20.880 0.50 0.24 0.90 3.61 0.233 0.0051 0.1463 +1.20D+0.50Lr+0.50L+W+1.60H at 11.60 to 1 0.467 20.880 0.50 0.48 0.90 3.61 0.233 0.0051 0.1463 +1.20D+0.50Lr+0.50L-W+1.60H at 11.60 to 1 0.467 20.880 0.50 0.48 0.90 3.61 0.233 0.0051 0.1463 +1.20D+0.50L+0.50S+W+1.60H at 11.60 to 12 0.467 20.880 0.50 0.48 0.90 3.61 0.233 0.0051 0.1463 +1.20D+0.50L+0.50S-W+1.60H at 11.60 to 12 0.467 20.880 0.50 0.48 0.90 3.61 0.233 0.0051 0.1463 +1.20D+0.50L+0.70S+E+1.60H at 11.60 to 12 0.467 20.880 0.50 0.38 0.90 3.61 0.233 0.0051 0.1463 +0.90D+W+0.90H at 11.60 to 12.00 0.350 20.880 0.50 0.48 0.90 3.59 0.233 0.0051 0.1463 +0.90D-W+0.90H at 11.60 to 12.00 0.350 20.880 0.50 0.48 0.90 3.59 0.233 0.0051 0.1463 +0.90D+E+0.90H at 11.60 to 12.00 0.350 20.880 0.50 0.38 0.90 3.59 0.233 0.0051 0.1463 Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio ...................................... ...........................::..._..__.:...................._..._:_..:........_..._.._.._............ k ......_.__.._.............................._..............................................._..................................................................._............._............._...._..................... k -ft k -ft inA4 W4 _..._.................- inA4 -..__........... ................ ......... ...................................................... in ..... .... 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.60W+H at 5.20 to 5.60 0.812 0.50 0.21 376.00 41.69 376.000 0.009 16,101.0 +D-0.60W+H at 5.20 to 5.60 0.812 0.50 0.21 376.00 41.69 376.000 0.009 16,101.0 +D+0.70E+H at 5.20 to 5.60 0.812 0.50 0.19 376.00 41.69 376.000 0.008 17,665.2 +D+0.750Lr+0.750L+0.450W+H at 5.20 to 5.6 0.812 0.50 0.16 376.00 41.69 376.000 0.007 21,468.1 +D+0.750Lr+0.750L-0.450W+H at 5.20 to 5.6 0.812 0.50 0.16 376.00 41.69 376.000 0.007 21,468.1 +D+0.750L+0.750S+0.450W+H at 5.20 to 5.60 0.812 0.50 0.16 376.00 41.69 376.000 0.007 21,468.1 +D+0.750L+0.7505-0.450W+H at 5.20 to 5.60 0.812 0.50 0.16 376.00 41.69 376.000 0.007 21,468.1 +D+0.750L+0.750S+0.5250E+H at 5.20 to 5.6 0.812 0.50 0.14 376.00 41.69 376.000 0.006 23,553.5 +0.60D+0.60W+0.60H at 5.20 to 5.60 0.487 0.50 0.21 376.00 41.04 376.000 0.009 16,121.8 +0.60D-0.60W+0.60H at 5.20 to 5.60 0.487 0.50 0.21 376.00 41.04 376.000 0.009 16,121.8 +0.60D+0.70E+0.60H at 5.20 to 5.60 0.487 0.50 0.19 376.00 41.04 376.000 0.008 17,687.9 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 5.20 to 5.60 0.000 0.50 0.35 376.00 40.04 376.000 0.015 9,691.7 -W at 5.20 to 5.60 0.000 0.50 0.35 376.00 40.04 376.000 0.015 9,691.7 E Only at 5.20 to 5.60 0.000 0.50 0.27 376.00 40.04 376.000 0.012 12,405.4 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Page 52 of 74 MasonSlender Wa I I File = NAProjects12016116.097 Carlson Marshall StreetlCalculatimsTNERCalc Fileslmasoruy wall reinf.ec6 Masonry ENERCALC, INC. 1983-2016, Buld:6.16.6.7, Ver.6.15.12.31 Description : Carlson Marshall CMU Walls - BLDG F Reactions - Vertical & Horizontal Results reported for "Strip Width" = 12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 k 0.00 k 1.155 k +D+L+H 0.0 k 0.00 k 1.155 k +D+Lr+H 0.0 k 0.00 k 1.155 k +D+S+H 0.0 k 0.00 k 1.155 k +D+0.750Lr+0.750L+H 0.0 k 0.00 k 1.155 k +D+0.750L+0.7505+H 0.0 k 0.00 k 1.155 k +D+0.60W+H 0.1 k 0.25 k 1.155 k +D-0.60W+H 0.1 k 0.25 k 1.155 k +D+0.70E+H 0.1 k 0.22 k 1.155 k +D+0.750Lr+0.750L+0.450W+H 0.1 k 0.18 k 1.155 k +D+0.750Lr+0.75OL-0.450W+H 0.1 k 0.18 k 1.155 k +D+0.750L+0.7505+0.450W+H 0.1 k 0.18 k 1.155 k +D+0.750L+0.750S-0.450W+H 0.1 k 0.18 k 1.155 k +D+0.750L+0.750S+0.5250E+H 0.1 k 0.17 k 1.155 k +0.60D+0.60W+0.60H 0.1 k 0.25 k 0.693 k +0.60D-0.60W+0.60H 0.1 k 0.25 k 0.693 k +0.60D+0.70E+0.60H 0.1 k 0.22 k 0.693 k D Only 0.0 k 0.00 k 1.155 k Lr Only 0.0 k 0.00 k 0.000 k L Only 0.0 k 0.00 k 0.000 k S Only 0.0 k 0.00 k 0.000 k W Only 0.2 k 0.41 k 0.000 k -W 0.2 k 0.41 k 0.000 k E Only 0.1 k 0.32 k 0.000 k H Only 0.0 k 0.00 k 0.000 k Page 53 of 74 Masonry Slender Wall File - Description : Carlson Marshall CMU Walls - BLDG G Code References Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Construction Type: Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom. Wall Thickness Fy - Yield = 60.0 ksi Actual Thickness Fr - Rupture = 61.0 psi Rebar "d" distance Em = fm * = 900.0 Lower Level Rebar ... Max % of P bal. = 0.1464 Bar Size Grout Density = 140 pcf Bar Spacing Block Weight Normal Weight DESIGN SUMMARY Wall Weight = 66.0 psf Governing Load Combination Wall is grouted at rebar cells only Allowable Values ... One -Story Wall Dimensions A Clear Height = 16.0 ft B Parapet height = 2.0 ft B Wall Support Condition Top & Bottom Pinned Carlson Marshall StreetiCalcula6onstENERCalc Fileslmasonry wall reinf.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.15.1231 Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 8 in Temp Diff across thickness = deg F 7.625 in Min Allow Out -of -plane Defl Ratio = 0 3.8125 in Minimum Vertical Steel % = 0.0020 # 5 16 in Lateral Loads Wind Loads : Seismic Loads Full area WIND load 32.0 psf Wall Weight Seismic Load Input Method : Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 25.0 psf Fp 1.0 = 25.0 psf DESIGN SUMMARY Results reported for "Strip Width" of 12.0 in Governing Load Combination ... Actual Values ... Allowable Values ... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.2784 +0.90D+W+0.90H Max Mu 1.015 k -ft Phi * Mn 3.647 k -ft PASS Service Deflection Check Actual Defl. Ratio L/ 391 Allowable Defl. Ratio 300 W Only Max. Deflection 0.4913 in PASS Axial Load Check Max Pu / Ag 11.986 psi Max. Allow. Defl. 0.640 in +1.20D+0.50Lr+0.50L+W+1.60H Location 7.733 ft 0.2 * fm 300.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.005082 As/bd 0.1464 rho bal 0.1465 Maximum Reactions ... for Load Combination.... Top Horizontal W Only 0.3240 k Base Horizontal W Only 0.2520 k Vertical Reaction +D+0.60W+H 1.188 k Masonry Slender Wall Description : Carlson Marshall CMU Walls - BLDG G Design Maximum Combinations - Moments Load Combination Pu Axial Load Load Combination Pu 0.2*fm*b*t 0.000 k k As 0.000 0.000 0.000 0.000 0.000 +D+0.60W+H at 7.47 to 8.00 0.000 0.000 0.695 0.000 0.000 +1.20D+1.60Lr+0.50W+1.60H at 7.47 to 8.00 0.834 20.880 +1.20D+1.60Lr-0.50W+1.60H at 7.47 to 8.00 0.834 20.880 +D+0.750L+0.750S-0.450W+H at 7.47 to 8.00 0.000 0.000 +1.20D+1.605+0.50W+1.60H at 7.47 to 8.00 0.834 20.880 +1.20D+1.605-0.50W+1.60H at 7.47 to 8.00 0.834 20.880 +1.20D+0.50Lr+0.50L+W+1.60H at 7.47 to 8. 0.834 20.880 +1.20D+0.50Lr+0.50L-W+1.60H at 7.47 to 8. 0.834 20.880 +1.20D+0.50L+0.505+W+1.60H at 7.47 to 8.0 0.834 20.880 +1.20D+0.50L+0.505-W+1.60H at 7.47 to 8.0 0.834 20.880 +1.20D+0.50L+0.70S+E+1.60H at 7.47 to 8.0 0.834 20.880 +0.90D+W+0.90H at 7.47 to 8.00 0.626 20.880 +0.90D-W+0.90H at 7.47 to 8.00 0.626 20.880 +0.90D+E+0.90H at 7.47 to 8.00 0.626 20.880 Design Maximum Combinations - Deflections Axial Load Load Combination Pu Moment Values k Mcr 0.000 Mcr 0.000 Phi 0.000 As 0.000 rho bal 0.000 k_e 0.000 +D+0.60W+H at 7.47 to 8.00 0.695 +D-0.60W+H at 7.47 to 8.00 0.695 +D+0.70E+H at 7.47 to 8.00 0.695 +D+0.750Lr+0.750L+0.450W+H at 7.47 to 8.0 0.695 +D+0.7501-r+0.750L-0.450W+H at 7.47 to 8.0 0.695 +D+0.750L+0.7505+0.450W+H at 7.47 to 8.00 0.695 +D+0.750L+0.750S-0.450W+H at 7.47 to 8.00 0.695 +D+0.750L+0.7505+0.5250E+H at 7.47 to 8.0 0.695 +0.60D+0.60W+0.60H at 7.47 to 8.00 0.417 +0.60D-0.60W+0.60H at 7.47 to 8.00 0.417 +0.60D+0.70E+0.60H at 7.47 to 8.00 0.417 0.000 0.000 0.0000 0.000 0.00 0.000 0.00 0.000 W Only at 7.47 to 8.00 0.000 -W at 7.47 to 8.00 0.000 E Only at 7.47 to 8.00 0.000 0.233 0.000 Page 54 of 74 File = N:\Projects\2016\16-097 Carlson Marshall Street\Calculabons\ENERCalc Files\masonry wall reinf.ec6 ENERCALC, INC. 1983-2016, Budd -6.16.6.7, Ver:6.15.12.31 Results reported for "Strip Width" = 12 in. Moment Values Stiffness Moment Values Deflections Mcr 0.6 * Mcr Mu Phi Phi Mn As As Ratio rho bal k -ft k_e n^4 k_e in^2 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.50 0.50 0.90 3.69 0.233 0.0051 0.1462 0.50 0.50 0.90 3.69 0.233 0.0051 0.1462 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.50 0.50 0.90 3.69 0.233 0.0051 0.1462 0.50 0.50 0.90 3.69 0.233 0.0051 0.1462 0.50 1.02 0.90 3.69 0.233 0.0051 0.1462 0.50 1.02 0.90 3.69 0.233 0.0051 0.1462 0.50 1.02 0.90 3.69 0.233 0.0051 0.1462 0.50 1.02 0.90 3.69 0.233 0.0051 0.1462 0.50 0.79 0.90 3.69 0.233 0.0051 0.1462 0.50 1.02 0.90 3.65 0.233 0.0051 0.1462 0.50 1.02 0.90 3.65 0.233 0.0051 0.1462 0.50 0.79 0.90 3.65 0.233 0.0051 0.1462 0.00 0.00 0.000 Results reported for "Strip Width" = 12 in. Moment Values Stiffness Deflections Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k-ftk-ft _. __........ . n14 n^4 n^4 in 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.50 0.60 376.00 41.46 53.919 0.111 1,725.6 0.50 0.60 376.00 41.46 53.919 0.111 1,725.6 0.50 0.55 376.00 41.46 66.949 0.068 2,809.4 0.50 0.45 376.00 41.46 376.000 0.040 4,753.8 0.50 0.45 376.00 41.46 376.000 0.040 4,753.8 0.50 0.45 376.00 41.46 376.000 0.040 4,753.8 0.50 0.45 376.00 41.46 376.000 0.040 4,753.8 0.50 0.41 376.00 41.46 376.000 0.037 5,215.6 0.50 0.60 376.00 40.89 53.538 0.110 1,744.5 0.50 0.60 376.00 40.89 53.538 0.110 1,744.5 0.50 0.54 376.00 40.89 66.818 0.068 2,839.6 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.50 0.99 376.00 40.04 41.421 0.491 390.8 0.50 0.99 376.00 40.04 41.421 0.491 390.8 0.50 0.77 376.00 40.04 43.586 0.278 690.1 0.00 0.00 0.00 0.00 0.000 0.000 0.0 � 7 Page 55 of 74 Mason Slender Wall rile=NAProjecLs12016116-097Carlson Marshall StreetlCalculabonsiENERCalcFileslmasonry wall rem[ec6 Masonry ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.15.12.31 Description : Carlson Marshall CMU Walls - BLDG G Reactions - Vertical & Horizontal Results reported for "Strip Width" = 12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 k 0.00 k 1.188 k +D+L+H 0.0 k 0.00 k 1.188 k +D+Lr+H 0.0 k 0.00 k 1.188 k +D+S+H 0.0 k 0.00 k 1.188 k +D+0.750Lr+0.750L+H 0.0 k 0.00 k 1.188 k +D+0.750L+0.7505+H 0.0 k 0.00 k 1.188 k +D+0.60W+H 0.2 k 0.19 k 1.188 k +D-0.60W+H 0.2 k 0.19 k 1.188 k +D+0.70E+H 0.1 k 0.18 k 1.188 k +D+0.750Lr+0.750L+0.450W+H 0.1 k 0.15 k 1.188 k +D+0.750Lr+0.750L-0.450W+H 0.1 k 0.15 k 1.188 k +D+0.750L+0.7505+0.450W+H 0.1 k 0.15 k 1.188 k +D+0.750L+0.7505-0.450W+H 0.1 k 0.15 k 1.188 k +D+0.750L+0.750S+0.5250E+H 0.1 k 0.13 k 1.188 k +0.60D+0.60W+0.60H 0.2 k 0.19 k 0.713 k +0.60D-0.60W+0.60H 0.2 k 0.19 k 0.713 k +0.60D+0.70E+0.60H 0.1 k 0.18 k 0.713 k D Only 0.0 k 0.00 k 1.188 k Lr Only 0.0 k 0.00 k 0.000 k L Only 0.0 k 0.00 k 0.000 k S Only 0.0 k 0.00 k 0.000 k W Only 0.3 k 0.32 k 0.000 k -W 0.3 k 0.32 k 0.000 k E Only 0.2 k 0.25 k 0.000 k H Only 0.0 k 0.00 k 0.000 k Page 56 of 74 Mason/ Slender Wall File=N:1ProectsQ01M16-097 Carlson Marshall street CalculaUonsTNERCaicFiles\masonrywallreinf.ec6 • l ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.15.12.31 KW -06002303 Description : Carlson Marshall CMU Walls - 6" CMU Code References Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 ss Ratio = General Information Construction Type: Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom. Wall Thickness Fy - Yield = 60.0 ksi Actual Thickness Fr - Rupture = 61.0 psi Rebar "d" distance Em = fm ' = 900.0 Lower Level Rebar ... Max % of P bal. = 0.007195 Bar Size Grout Density = 140 pcf Bar Spacing Block Weight Normal Weight 75.0 psi Wall Weight = 63.0 psf Wall is grouted at rebar cells only One -Story Wall Dimensions A Clear Height = 16.0 ft B Parapet height = 1.50 ft Wall Support Condition Top & Bottom Pinned Lateral Loads Wind Loads : Full area WIND load 32.0 psf DESIGN SUMMARY Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 6 in Temp Diff across thickness = deg F 5.625 in Min Allow Out -of -plane Defl Ratio = 0 2.8125 in Minimum Vertical Steel % = 0.0020 # 7 8.0 in Seismic Loads : Wall Weight Seismic Load Input Method Seismic Wall Lateral Load Fp Governing Load Combination ... PASS Moment Capacity Check +1.20D+0.50Lr+0.50L+W+1.60H FAIL Service Deflection Check W Only PASS Axial Load Check +1.20D+0.50Lr+0.50L+W+1.60H FAIL Reinforcing Limit Check 1.0 = Results Actual Values ... Maximum Bending Str Max Mu Actual Defl. Ratio U Max. Deflection Max Pu / Ag Location Direct entry of Lateral Wall Weight 25.0 psf 25.0 psf eported for "Strip Width" of 12.0 in Controlling As/bd 0.02667 As/bd007195 rho bal 0.007877 Maximum Reactions ... for Load Combination.... Top Horizontal W Only 0.3063 k Base Horizontal W Only 0.2538 k Vertical Reaction +D+0.750Lr+0.750L+0.450W+H 1.103 k Allowable Values ... ss Ratio = 0.2638 1.016 k -ft Phi ` Mn 3.852 k -ft 297 Allowable Defl. Ratio 300 0.6462 in 11.247 psi Max. Allow. Defl. 0.640 in 7.733 ft 0.05 " I'm 75.0 psi Controlling As/bd 0.02667 As/bd007195 rho bal 0.007877 Maximum Reactions ... for Load Combination.... Top Horizontal W Only 0.3063 k Base Horizontal W Only 0.2538 k Vertical Reaction +D+0.750Lr+0.750L+0.450W+H 1.103 k Page 57 of 74 Mason Slender Wall File=NAP1rojects2016\16-097 Carlson Marshall Streetr-alcdaFiomTNERCatcFileshasonrywall reird.ec6 ENERCALC, INC. 1983-2016, Buid:6.16.6.7, Ver:6.15.12.31 Description : Carlson Marshall CMU Walls - 6" CMU Design Maximum Combinations - Moments Results reported for "Strip Width" = 12 in. Axial Load Moment Values 0.6' Load Combination Pu 0.05*fm'b't Mcr Mu Phi Phi Mn As As Ratio rho bal k k k -ft k -ft k -ft in"2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60Lr+0.50W+1.60H at 7.47 to 8.00 0.759 5.058 0.32 0.51 0.90 3.85 0.900 0.0267 0.0075 +1.20D+1.60Lr-0.50W+1.60H at 7.47 to 8.00 0.759 5.058 0.32 0.51 0.90 3.85 0.900 0.0267 0.0075 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.605+0.50W+1.60H at 7.47 to 8.00 0.759 5.058 0.32 0.51 0.90 3.85 0.900 0.0267 0.0075 +1.20D+1.605.0.50W+1.60H at 7.47 to 8.00 0.759 5.058 0.32 0.51 0.90 3.85 0.900 0.0267 0.0075 +1.20D+0.50Lr+0.50L+W+1.60H at 7.47 to 8. 0.759 5.058 0.32 1.02 0.90 3.85 0.900 0.0267 0.0075 +1.20D+0.50Lr+0.50L-W+1.60H at 7.47 to 8. 0.759 5.058 0.32 1.02 0.90 3.85 0.900 0.0267 0.0075 +1.20D+0.50L+0.505+W+1.60H at 7.47 to 8.0 0.759 5.058 0.32 1.02 0.90 3.85 0.900 0.0267 0.0075 +1.20D+0.50L+0.505-W+1.60H at 7.47 to 8.0 0.759 5.058 0.32 1.02 0.90 3.85 0.900 0.0267 0.0075 +1.20D+0.50L+0.70S+E+1.60H at 7.47 to 8.0 0.759 5.058 0.32 0.79 0.90 3.85 0.900 0.0267 0.0075 +0.90D+W+0.90H at 7.47 to 8.00 0.569 5.058 0.32 1.01 0.90 3.85 0.900 0.0267 0.0074 +0.90D-W+0.90H at 7.47 to 8.00 0.569 5.058 0.32 1.01 0.90 3.85 0.900 0.0267 0.0074 +0.90D+E+0.90H at 7.47 to 8.00 0.569 5.058 0.32 0.79 0.90 3.85 0.900 0.0267 0.0074 Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k -ft k -ft in ^4 W4 n^ 4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0,000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.60W+H at 7.47 to 8.00 0.632 0.32 0.62 178.00 43.38 44.769 0.308 623.8 +D-0.60W+H at 7.47 to 8.00 0.632 0.32 0.62 178.00 43.38 44.769 0.308 623.8 +D+0.70E+H at 7.47 to 8.00 0.632 0.32 0.56 178.00 43.38 45.352 0.258 743.9 +D+0.750Lr+0.750L+0.450W+H at 7.47 to 8.0 0.632 0.32 0.46 178.00 43.38 47.786 0.168 1,145.8 +D+0.750Lr+0.750L-0.450W+H at 7.47 to 8.0 0.632 0.32 0.46 178.00 43.38 47.786 0.168 1,145.8 +D+0.750L+0.7505+0.450W+H at 7.47 to 8.00 0.632 0.32 0.46 178.00 43.38 47.786 0.168 1,145.8 +D+0.750L+0.7505-0.450W+H at 7.47 to 8.00 0.632 0.32 0.46 178.00 43.38 47.786 0.168 1,145.8 +D+0.750L+0.7505+0.5250E+H at 7.47 to 8.0 0.632 0.32 0.42 178.00 43.38 50.215 0.131 1,463.7 +0.60D+0.60W+0.60H at 7.47 to 8.00 0.379 0.32 0.61 178.00 43.29 44.730 0.303 633.9 +0.60D-0.60W+0.60H at 7.47 to 8.00 0.379 0.32 0.61 178.00 43.29 44.730 0.303 633.9 +0.60D+0.70E+0.60H at 7.47 to 8.00 0.379 0.32 0.56 178.00 43.29 45.331 0.254 756.2 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 7.47 to 8.00 0.000 0.32 1.00 178.00 43.15 43.413 0.646 297.1 -W at 7.47 to 8.00 0.000 0.32 1.00 178.00 43.15 43.413 0.646 297.1 E Only at 7.47 to 8.00 0.000 0.32 0.78 178.00 43.15 43.751 0.457 420.4 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Page 58 of 74 -_I Mason Slender Wall File =N:lProjects12016116-097 Carlson Marsha�StreetlCalculationslENERCaIcFileslmasonrywallreinf.ec6 Masonry ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.15.12.31 KW -06002303 Description : Carlson Marshall CMU Walls - 6" CMU Reactions - Vertical & Horizontal Results reported for "Strip Width" = 12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 k 0.00 k 1.103 k +D+L+H 0.0 k 0.00 k 1.103 k +D+Lr+H 0.0 k 0.00 k 1.103 k +D+S+H 0.0 k 0.00 k 1.103 k +D+0.750Lr+0.750L+H 0.0 k 0.00 k 1.103 k +D+0.750L+0.7505+H 0.0 k 0.00 k: 1.103 k +D+0.60W+H 0.2 k 0.18 k 1.102 k +D-0.60W+H 0.2 k 0.18 k 1.102 k +D+0.70E+H 0.1 k 0.17 k 1.102 k +D+0,750Lr+0.750L+0.450W+H 0.1 k 0.14 k 1.103 k +D+0.750Lr+0.750L-0.450W+H 0.1 k 0.14 k 1.103 k +D+0.750L+0.7505+0.450W+H 0.1 k 0.14 k 1.103 k +D+0.750L+0.750S-0.450W+H 0.1 k 0.14 k 1.103 k +D+0.750L+0.7505+0.5250E+H 0.1 k 0.13 k 1.102 k +0.60D+0.60W+0.60H 0.2 k 0.18 k 0.661 k +0.60D-0.60W+0.60H 0.2 k 0.18 k 0.661 k +0.60D+0.70E+0.60H 0.1 k 0.17 k 0.661 k D Only 0.0 k 0.00 k 1.103 k Lr Only 0.0 k 0.00 k 0.000 k L Only 0.0 k 0.00 k 0.000 k S Only 0.0 k 0.00 k 0.000 k W Only 0.3 k 0.31 k 0.000 k -W 0.3 k 0.31 k 0.000 k E Only 0.2 i. 0.24 k 0.000 k. H Only 0.0 k 0.00 f. 0.000 k Page 59 of 74 Mason Slender Wall File=N:lProjects12016116-097 Carlson Marshall StreetlCalculationsIENERCalcFiles\masonry wall reinf.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.15.12.31 r.t'911- Description : Carlson Marshall CMU Walls - Bldg H Code References Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Construction Type: Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom. Wall Thickness 8 in Temp Diff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out -of -plane Defl Ratio = 0 Fr - Rupture = 61.0 psi Rebar "d" distance 3.8125 in Minimum Vertical Steel % = 0.0020 Em = Fm ' = 900.0 Lower Level Rebar ... Max % of p bal. = 0.1462 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 16.0 in Block Weight Normal Weight Wall Weight = 66.0 psf Wall is grouted at rebar cells only One -Story Wall Dimensions A Clear Height = 12.50 ft B Parapet height = 2.0 ft B Wall Support Condition Top & Bottom Pinned RrdAWiment Vertical Loads Vertical Uniform Loads ... (Applied per foot of Strip Width) Ledger Load Eccentricity 6.0 in Concentric Load Lateral Loads Wind Loads Full area WIND load 32.0 psf DL: Dead Lr : Roof Live Lf : Floor Live S: Snow W: Wind 0.50 0.50 k/ft k/ft Seismic Loads Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 25.0 psf Fp 1.0 = 25.0 psf Page 60 of 74 Mason Slender Wall rile=NAProjects12016116-097 Carlson Marshall SVeeHCalculationsTNERCalcFileshasonrywall reint.ec6 ENERCALC, INC. 1983-2016, Bu 1d:6.16.6.7, Ver:6.15.12.31 Description : Carlson Marshall CMU Walls - Bldg H DESIGN SUMMARY Governing Load Combination ... PASS Moment Capacity Check Load Combination + 1.20 D+0.50 L+0.50 S+ W+ 1.60 H PASS Service Deflection Check k W Only PASS Axial Load Check 20.880 + 1.20 D+0.50 L+0.50 S+W + 1.60 H PASS Reinforcing Limit Check Design Maximum Combinations - Moments Results reported for "Strip Width" of 12.0 in Axial Load Load Combination Pu 0.2*fm*b*t 0.2204 k k +1.40D+1.60H at 12.08 to 12.50 0.923 20.880 +1.20D+0.50Lr+1.60L+1.60H at 12.08 to 12. 0.791 20.880 +1.20D+1.60L+0.50S+1.60H at 12.08 to 12.5 1.041 20.880 +1.20D+1.60Lr+0.50L+1.60H at 12.08 to 12. 0.791 20.880 +1.20D+1.60Lr+0.50W+1.60H at 7.50 to 7.92 1.154 20.880 +1.20D+1.60Lr-0.50W+1.60H at 12.08 to 12. 0.791 20.880 +1.20D+0.50L+1.60S+1.60H at 12.08 to 12.5 1.591 20.880 +1.20D+1.60S+0.50W+1.60H at 9.17 to 9.58 1.822 20.880 +1.20D+1.605-0.50W+1.60H at 12.08 to 12.5 1.592 20.880 +1.20D+0.50Lr+0.50L+W+1.60H at 6.67 to 7. 1.220 20.880 +1.20D+0.50Lr+0.50L-W+1.60H at 5.00 to 5. 1.352 20.880 +1.20D+0.50L+0.50S+W+1.60H at 7.08 to 7.5 1.437 20.880 +1.20D+0.50L+0.505-W+1.60H at 12.08 to 12 1.041 20.880 +1.20D+0.50L+0.20S+E+1.60H at 7.08 to 7.5 1.287 20.880 +0.90D+W+0.90H at 6.25 to 6.67 0.940 20.880 +0.90D-W+0.90H at 5.42 to 5.83 0.990 20.880 +0.90D+E+0.90H at 6.67 to 7.08 0.915 20.880 Design Maximum Combinations - Deflections _ Results reported for "Strip Width" of 12.0 in Actual Values ... Allowable Values ... Maximum Bending Stress Ratio = 0.2204 Max Mu 0.8419 k -ft Phi ` Mn 3.820 k -ft Actual Defl. Ratio U 2,320 Allowable Defl. Ratio 150 Max. Deflection 0.06466 in 0.50 Max Pu I Ag 26.184 psi Max. Allow. Defl. 1.0 in Location 7.292 ft 0.2 * fm 300.0 psi Controlling Aslbd 0.005082 Aslbd 0.1462 rho bal 0.1465 Maximum Reactions ... for Load Combination.... Top Horizontal W Only 0.2691 k Base Horizontal W Only 0.1949 k Vertical Reaction +D+S+H 1.957 k Results reported for "Strip Width" = 12 in. Moment Values 0.6 * Mcr Mu Phi Phi Mn As As Ratio rho bal 0.50 0.35 0.90 3.71 0.233 0.0051 0.1461 0.50 0.30 0.90 3.68 0.233 0.0051 0.1462 0.50 0.43 0.90 3.74 0.233 0.0051 0.1461 0.50 0.30 0.90 3.68 0.233 0.0051 0.1462 0.50 0.46 0.90 3.76 0.233 0.0051 0.1460 0.50 0.33 0.90 3.68 0.233 0.0051 0.1462 0.50 0.70 0.90 3.85 0.233 0.0051 0.1459 0.50 0.75 0.90 3.90 0.233 0.0051 0.1458 0.50 0.73 0.90 3.85 0.233 0.0051 0.1459 0.50 0.76 0.90 3.77 0.233 0.0051 0.1460 0.50 0.46 0.90 3.80 0.233 0.0051 0.1460 0.50 0.84 0.90 3.82 0.233 0.0051 0.1459 0.50 0.49 0.90 3.74 0.233 0.0051 0.1461 0.50 0.66 0.90 3.79 0.233 0.0051 0.1460 0.50 0.72 0.90 3.71 0.233 0.0051 0.1461 0.50 0.49 0.90 3.72 0.233 0.0051 0.1461 0.50 0.58 0.90 3.71 0.233 0.0051 0.1461 42.32 376.000 0.007 Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio +D+H at 7.08 to 7.50 0.990 0.50 0.15 376.00 42.05 376.000 0.009 17,532.4 +D+L+H at 7.08 to 7.50 0.990 0.50 0.15 376.00 42.05 376.000 0.009 17,532.4 +D+Lr+H at 7.08 to 7.50 0.990 0.50 0.15 376.00 42.05 376.000 0.009 17,532.4 +D+S+H at 7.08 to 7.50 1.490 0.50 0.29 376.00 43.04 376.000 0.017 8,746.8 +D+0.750Lr+0.750L+H at 7.08 to 7.50 0.990 0.50 0.15 376.00 42.05 376.000 0.009 17,532.4 +D+0.750L+0.7505+H at 7.08 to 7.50 1.365 0.50 0.26 376.00 42.79 376.000 0.015 10,001.9 +D+0.60W+H at 6.25 to 6.67 1.044 0.50 0.49 376.00 42.16 376.000 0.028 5,365.1 +D-0.60W+H at 5.42 to 5.83 1.099 0.50 0.24 376.00 42.27 376.000 0.011 13,159.6 +D+0.70E+H at 6.25 to 6.67 1.044 0.50 0.45 376.00 42.16 376.000 0.026 5,718.9 +D+0.750Lr+0.750L+0.450W+H at 6.25 to 6.6 1.044 0.50 0.40 376.00 42.16 376.000 0.023 6,500.7 +D+0.750Lr+0.75OL-0.450W+H at 5.00 to 5.4 1.127 0.50 016 376.00 42.32 376.000 0.007 22,791.1 Page 61 of 74 Mason Slender Wall File=N:Trojects12016\16-097 Carlson Marsha115VeetlCalculationsTNERCalclileskmasonrywall reinf.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.15.12.31 t.rs r Description : Carlson Marshall CMU Walls - Bldg H Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio ........ ......... ......... k ...._... k -ft ...__...... k -ft in"4 in^4 _ ......... in^4 ....._-_. in ..................--- .......... .... ..... ... ......................_...__..._._.............._. +D+0.750L+0.7505+0.450W+H at 6.67 to 7.08 1.392 0.50 0.51 376.00 42.85 132.268 0.035 4,318.6 +D+0.750L+0.750S-0.450W+H at 10.00 to 10. 1.172 0.50 0.21 376.00 42.41 376.000 0.003 56,768.9 +D+0.750L+0.750S+0.5250E+H at 6.67 to 7.0 1.392 0.50 0.48 376.00 42.85 376.000 0.029 5,251.4 +0.60D+0.60W+0.60H at 6.25 to 6.67 0.627 0.50 0.43 376.00 41.32 376.000 0.025 6,111.6 +0.60D-0.60W+0.60H at 5.83 to 6.25 0.643 0.50 0.28 376.00 41.35 376.000 0.015 10,278.8 +0.60D+0.70E+0.60H at 6.25 to 6.67 0.627 0.50 0.40 376.00 41.32 376.000 0.023 6,574.1 D Only at 7.08 to 7.50 0.990 0.50 0.15 376.00 42.05 376.000 0.009 17,532.4 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 S Only at 7.08 to 7.50 0.500 0.50 0.15 376.00 41.06 376.000 0.009 17,570.1 W Only at 5.83 to 6.25 0.000 0.50 0.59 376.00 40.04 53.204 0.065 2,319.9 -W at 5.83 to 6.25 0.000 0.50 0.59 376.00 40.04 53.204 0.065 2,319.9 E Only at 5.83 to 6.25 0.000 0.50 0.46 376.00 40.04 376.000 0.025 5,916.1 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions - Vertical & Horizontal Results reported for "Strip Width" = 12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 k 0.02 k 1.457 k +D+L+H 0.0 k 0.02 k 1.457 k +D+Lr+H 0.0 k 0.02 k 1.457 k +D+S+H 0.0 k 0.04 k 1.957 k +D+0.750Lr+0.750L+H 0.0 k 0.02 k 1.457 k +D+0.750L+0.7505+H 0.0 k 0.03 k 1.832 k +D+0.60W+H 0.1 k 0.14 k 1.457 k +D-0.60W+H 0.1 k 0.18 k 1.457 k +D+0.70E+H 0.1 k 0.13 k 1.457 k +D+0.750Lr+0.750L+0.450W+H 0.1 k 0.10 k 1.457 k +D+0.750Lr+0.75OL-0.450W+H 0.1 k 0.14 k 1.457 k +D+0.750L+0.750S+0.450W+H 0.1 k 0.09 k 1.832 k +D+0.750L+0.750S-0.450W+H 0.1 k 0.16 k 1.832 k +D+0.750L+0.7505+0.5250E+H 0.1 k 0.08 k 1.832 k +0.60D+0.60W+0.60H 0.1 k 0.15 k 0.874 k +0.60D-0.60W+0.60H 0.1 k 0.17 k 0.874 k +0.60D+0.70E+0.60H 0.1 k 0.14 k 0.874 k D Only 0.0 k 0.02 k 1.457 k Lr Only 0.0 k 0.00 k 0.000 k L Only 0.0 k 0.00 k 0.000 k S Only 0.0 k 0.02 k 0.500 k W Only 0.2 k 0.27 k 0.000 k -W 0.2 k 0.27 k 0.000 k E Only 0.2 k 0.21 k 0.000 k H Only 0.0 k 0.00 k 0.000 k Page 62 of 74 MasonBeam File = N:TrojecO2016116-097 Carlson Marshall StreetkCalculationslmasorry wall reinf.ec6 masonry ENERCALC, INC. 1983.2016, Butid:6.16.6.7, Ver.6.15.12.31 Description : Bond Beam - 8'0.H. Door - Bldg H Code References Ent X Dead Load L : Floor Live Lr: Roof Live Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 W: Wind E : Earthquake Load Combinations Used : ASCE 7-10 ft 0.4670 General Information 0.50 j =1 - k/3 Fm 1,500.0 psi Clear Span 8.0 ft Rebar Size 5.0 Fs 60,000.0 psi Beam Depth 1.333 ft # Bars E/F 1 Em = fm ' 750.0 Thickness 8 in Top Clear 3.0 in Wall Wt Mult 1.0 End Fixity Pin -Pin Btm Clear 3.0 in Block Type Normal Wt Lateral Wind Load 34.0 psf Lateral Wall Weight Seismic Factor 0.330 Calculate vertical beam weight ? No Ld #1: D(0L4.670) S(0.50) Equiv. Solid Thick 7.60 in # Bar Sets 1 Wall Weight 84.0 psf Bar Spacing 4.0 in E 1,125.0 ksi n 25.778 Start X Ent X Dead Load L : Floor Live Lr: Roof Live : Snow W: Wind E : Earthquake #1 ft ft 0.4670 (np^2+2np)^.5-np 0.50 j =1 - k/3 k/ft #2 ft ft M:Stl = Fs As d k/ft #3 ft ft ki t #4 ft ft k/ft DESIGN SUMMARY - Maximum Stress Ratios... Vertical Lateral Combined Maximum Moment Actual Allowable k -ft fb/Fb 0.5808 0.05099 0.5830 :1.00 Vertical Loads 7.736 k -ft 13.320 k -ft for Load Combination : +D+S+H fv/Fv 0.8959 0.03021 0.8964 :1.00 Lateral Loads 0.2175 k -ft 4.264 for Load Combination : +D+0.60W+H Minimum Mn = 1.3 ` Fcr' S = Vertical Strength As rho np k: ((np)^2+2np)^.5-np j=1 -k/3 Mamas=Fb kj b d^2/2 M:Stl = Fs Asj d Maximum Shear Vertical Loads for Load Combination 3.523 k -ft Lateral Loads for Load Combination Actual Allowable 39.033 psi 43.571 psi +D+S+H 1.170 psi 38.730 psi +D+0.60W+H (Checking lateral bending for span) 0.310 in^2 0.003334 0.08595 0.3375 0.8875 4.552 k -ft 4.264 k -ft Lateral Strength 0.620 in^2 As 0.006257 rho 0.1613 kP 0.4291 (np^2+2np)^.5-np 0.8570 j =1 - k/3 13.320 k -ft M:mas=Fb kj b d"2/2 18.413 k -ft M:Stl = Fs As d Actual Allowable 39.033 psi 43.571 psi +D+S+H 1.170 psi 38.730 psi +D+0.60W+H (Checking lateral bending for span) 0.310 in^2 0.003334 0.08595 0.3375 0.8875 4.552 k -ft 4.264 k -ft Page 63 of 74 Mason Beam File= N:\Projects12016\16-097 Carlson Marshall Street\Calculafions\masunry wall reinf.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver.6.15.12.31 Description : Bond Beam - 8'0.H. Door - Bldg H Detailed Load Combination Results Load Combination Vertical Lateral Mmax Mallow fv : Vert Fv : Vert Mactual Mallow fv Fv k -ft k -ft psi psi k -ft k -ft psi psi +D+H 3.74 13.32 18.85 43.57 0.00 4.26 0.00 38.73 +D+L+H 3.74 13.32 18.85 43.57 0.00 4.26 0.00 38.73 +D+Lr+H 3.74 13.32 18.85 43.57 0.00 4.26 0.00 38.73 +D+S+H 7.74 13.32 39.03 43.57 0.00 4.26 0.00 38.73 +D+0.750Lr+0.750L+H 3.74 13.32 18.85 43.57 0.00 4.26 0.00 38.73 +D+0.750L+0.750S+H 6.74 13.32 33.99 43.57 0.00 4.26 0.00 38.73 +D+0.60W+H 3.74 13.32 18.85 43.57 0.22 4.26 1.17 38.73 +D-0.60W+H 3.74 13.32 18.85 43.57 0.22 4.26 1.17 38.73 +D+0.70E+H 3.74 13.32 18.85 43.57 0.21 4.26 1.11 38.73 +D-0.70E+H 3.74 13.32 18.85 43.57 0.21 4.26 1.11 38.73 +D+0.750Lr+0.750L+0.450W+H 3.74 13.32 18.85 43.57 0.16 4.26 0.88 38.73 +D+0.750Lr+0.75OL-0.450W+H 3.74 13.32 18.85 43.57 0.16 4.26 0.88 38.73 +D+0.750L+0.7505+0.450W+H 6.74 13.32 33.99 43.57 0.16 4.26 0.88 38.73 +D+0.750L+0.7505-0.450W+H 6.74 13.32 33.99 43.57 0.16 4.26 0.88 38.73 +D+0.750L+0.750S+0.5250E+H 6.74 13.32 33.99 43.57 0.16 4.26 0.83 38.73 +D+0.750L+0.750S-0.5250E+H 6.74 13.32 33.99 43.57 0.16 4.26 0.83 38.73 +0.60D+0.60W+0.60H 2.24 13.32 11.31 43.57 0.22 4.26 1.17 38.73 +0.60D-0.60W+0.60H 2.24 13.32 11.31 43.57 0.22 4.26 1.17 38.73 +0.60D+0.70E+0.60H 2.24 13.32 11.31 43.57 0.21 4.26 1.11 38.73 +0.60D-0.70E+0.60H 2.24 13.32 11.31 43.57 0.21 4.26 1.11 38.73 Page 64 of 74 Mason Beam Fite=NVrojects12OW16-097 Carlson Marshall StreetkCalculatior sonrywallrein. ENERCALC, INC. 1983-2016, Said:6.16.6.7, Ver.6.15.1Z31 Description : Bond Beam - T-4" O.H. Door - Bldg H Code References End X Dead Load L : Floor Live Lr: Roof Live S: Snow W: Wind Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 #1 0.0 ft 0.0 ft 0.4670 Load Combinations Used : ASCE 7-10 0.50 0.0 0.0 k/ft #2 0.0 ft General Information 0.0 0.0 0.0 0.0 0.0 Fm 1,500.0 psi Clear Span 3.330 ft Rebar Size 5.0 Fs 60,000.0 psi Beam Depth 0.6660 ft # Bars @) Locations 1 Em = fm ' 750.0 Thickness 8 in Top Clear 3.0 in Wall Wt Mult 1.0 End Fixity Pin -Pin Btm Clear 3.0 in Block Type Normal Wt Equiv. Solid Thick 7.60 in # Bar Sets 1 Lateral Wind Load 34.0 psf Wall Weight 84.0 psf Bar Spacing 4.0 in Lateral Wall Weight Seismic Factor 0.330 E 1,125.0 ksi Vertical Loads Calculate vertical beam weight ? No n 25.778 Ld #1: D(04670) S(0.50) Start X End X Dead Load L : Floor Live Lr: Roof Live S: Snow W: Wind E : Earthquake #1 0.0 ft 0.0 ft 0.4670 0.0 0.0 0.50 0.0 0.0 k/ft #2 0.0 ft 0.0 ft 0.0 0.0 0.0 0.0 0.0 0.0 k/ft #3 0.0 ft 0.0 ft 0.0 0.0 0.0 0.0 0.0 0.0 k/ft #4 0.0 ft 0.0 ft 0.0 0.0 0.0 0.0 0.0 0.0 k/ft DESIGN SUMMARY ' " • Maximum Stress Ratios... Vertical Lateral Combined Maximum Moment Actual Allowable k -ft fb/Fb 0.6315 0.01365 0.6316 :1.00 Vertical Loads 1.340 k -ft 2.123 k -ft for Load Combination : +D+S+H fv/Fv 0.9708 0.01917 0.9710 :1.00 Lateral Loads 0.01882 k -ft 1.379 for Load Combination: +D+0.60W+H Minimum Mn = 1.3 ' Fcr ' S = Vertical Strength As rho np k: ((np)^2+2np)^.5-np j=1 -k/3 Mamas=Fb kj b d^2/2 M:Stl = Fs Asj d Maximum Shear Vertical Loads for Load Combination 0.8794 k -ft Lateral Loads for Load Combination Actual Allowable 42.299 psi 43.571 psi +D+S+H 0.7424 psi 38.730 psi +D+0.60W+H (Checking lateral bending for span) 0.310 in^2 0.01017 0.2623 0.5080 0.8307 1.379 k -ft 2.618 k -ft Lateral Strength 0.310 in^2 As 0.008144 rho 0.2099 kP 0.4712 (np^2+2np)^.5-np 0.8429 j =1 - k/3 2.123 k -ft M:mas=Fb kj b d^2/2 3.479 k -ft M:Stl = Fs Asj d Actual Allowable 42.299 psi 43.571 psi +D+S+H 0.7424 psi 38.730 psi +D+0.60W+H (Checking lateral bending for span) 0.310 in^2 0.01017 0.2623 0.5080 0.8307 1.379 k -ft 2.618 k -ft Page 65 of 74 Mason Beam File= N9Projects12016116-097 Carlson Marshall StreeACalculations\masonry wall reinf ec6 ENERCALC, INC. 19832016, Build:6.16.6.7, Vec6.15.12.31 Description : Bond Beam - T-4" O.H. Door - Bldg H Detailed Load Combination Results Load Combination Vertical Lateral Mmax Mallow fv : Vert Fv : Vert Mactual Mallow fv Fv k -ft k -ft psi psi k -ft k -ft psi psi +D+H 0.65 2.12 20.43 43.57 0.00 1.38 0.00 38.73 +D+L+H 0.65 2.12 20.43 43.57 0.00 1.38 0.00 38.73 +D+Lr+H 0.65 2.12 20.43 43.57 0.00 1.38 0.00 38.73 +D+S+H 1.34 2.12 42.30 43.57 0.00 1.38 0.00 38.73 +D+0.750Lr+0,750L+H 0.65 2.12 20.43 43.57 0.00 1.38 0.00 38.73 +D+0.750L+0.7505+H 1.17 2.12 36.83 43.57 0.00 1.38 0.00 38.73 +D+0.60W+H 0.65 2.12 20.43 43.57 0.02 1.38 0.74 38.73 +D-0.60W+H 0.65 2.12 20.43 43.57 0.02 1.38 0.74 38.73 +D+0.70E+H 0.65 2.12 20.43 43.57 0.02 1.38 0.71 38.73 +D-0.70E+H 0.65 2.12 20.43 43.57 0.02 1.38 0.71 38.73 +D+0.750Lr+0.750L+0.450W+H 0.65 2.12 20.43 43.57 0.01 1.38 0.56 38.73 +D+0,750Lr+0.750L-0.450W+H 0.65 2.12 20.43 43.57 0.01 1.38 0.56 38.73 +D+0.750L+0.750S+0.450W+H 1.17 2.12 36.83 43.57 0.01 1.38 0.56 38.73 +D+0.750L+0.750S-0.450W+H 1.17 2.12 36.83 43.57 0.01 1.38 0.56 38.73 +D+0.750L+0.7505+0.5250E+H 1.17 2.12 36.83 43.57 0.01 1.38 0.53 38.73 +D+0.750L+0.750S-0.5250E+H 1.17 2.12 36.83 43.57 0.01 1.38 0.53 38.73 +0.60D+0.60W+0.60H 0.39 2.12 12.26 43.57 0.02 1.38 0.74 38.73 +0.60D-0.60W+0.60H 0.39 2.12 12.26 43.57 0.02 1.38 0.74 38.73 +0.60D+0.70E+0.60H 0.39 2.12 12.26 43.57 0.02 1.38 0.71 38.73 +0.60D-0.70E+0.60H 0.39 2.12 12.26 43.57 0.02 1.38 0.71 38.73 Page 66 of 74 PEAK ENGINEERING, SNC. //\\ff p CONSULTING STRUCTURAL ENGINEERING -O lV DESIGNED BY: 0 DATE: / 13 6 PAGE: �Q�j �/�1 � SVR ^ M��7�'� n Jos No.: : T� r,V !' ', ^tom PROJECT, �RL;AN VR AM -J A;6H/ U- FEATURE: IjhEo ))Ly— � �?F-9 t)F_W �, DETAIL: Page 67 of 74 Wood Beam File = N: F'rojects12016116-097 Carlson Marshall StreeKalculationsWood deck.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.15.12.31 Description : Wood Deck Joists @ 16" C.0 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination ASCE 7-10 Fb - Compr Fc - Prll Wood Species : Douglas Fir -South Fc - Perp Wood Grade Stud Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling _.. 675 psi E: Modulus of Elasticity 675 psi Ebend- xx 1100ksi 850 psi Eminbend - xx 400ksi 520 psi Service loads entered. Load Factors will be applied 180 psi Beam self weight calculated and added to loads 425 psi Density 28.7pcf Repetitive Member Stress Increase 2x6 2x6 Span = 5.583 ft Span = 3.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0150, L = 0.060 ksf, Tributary Width = 1.330 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.933 1 Maximum Shear Stress Ratio = 0.324 : 1 Section used for this span 2x6 Section used for this span 2x6 fb : Actual = 724.01 psi fv : Actual = 58.27 psi FB : Allowable = 776.25psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.583ft Location of maximum on span = 5.146ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.081 in Ratio = 886 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.103 in Ratio = 698 >=180 Max Upward Total Deflection -0.001 in Ratio = 85819>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C in C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 5.583 ft 1 0.221 0.077 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.10 154.19 698.63 0.07 12.41 162.00 Length = 3.0 ft 2 0.221 0.077 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.10 154.19 698.63 0.06 12.41 162.00 +D+L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.583 ft 1 0.933 0.324 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.46 724.01 776.25 0.32 58.27 180.00 Length = 3.0 ft 2 0.933 0.324 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.46 724.01 776.25 0.26 58.27 180.00 +D+Lr+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.583 ft 1 0.159 0.055 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.10 154.19 970.31 0.07 12.41 225.00 Length = 3.0 ft 2 0.159 0.055 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.10 154.19 970.31 0.06 12.41 225.00 Page 68 of 74 Wood Beam File= N:(Projects12016116-097 Carlson Marshall StreetlCak ulationskwood deck.ec6 ENERCALC, INC. 1983-2016,Buad:6.16.6.7, Ver:6.15.12.31 Description : Wood Deck Joists @ 16" O.C. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.583 ft 1 0.173 0.060 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.10 154.19 892.69 0.07 12.41 207.00 Length = 3.0 ft 2 0.173 0.060 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.10 154.19 892.69 0.06 12.41 207.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.583 ft 1 0.599 0.208 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.37 581.55 970.31 0.26 46.81 225.00 Length = 3.0 ft 2 0.599 0.208 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.37 581.55 970.31 0.21 46.81 225.00 +D+0.750L+0.7505+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.583 ft 1 0.651 0.226 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.37 581.55 892.69 0.26 46.81 207.00 Length = 3.0 ft 2 0.651 0.226 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.37 581.55 892.69 0.21 46.81 207.00 +D+0.60W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.583 ft 1 0.124 0.043 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.10 154.19 1242.00 0.07 12.41 288.00 Length = 3.0 ft 2 0.124 0.043 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.10 154.19 1242.00 0.06 12.41 288.00 +D+0.70E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.583 ft 1 0.124 0.043 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.10 154.19 1242.00 0.07 12.41 288.00 Length = 3.0 ft 2 0.124 0.043 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.10 154.19 1242.00 0.06 12.41 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.583 ft 1 0.468 0.163 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.37 581.55 1242.00 0.26 46.81 288.00 Length = 3.0 ft 2 0.468 0.163 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.37 581.55 1242.00 0.21 46.81 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.583 ft 1 0.468 0.163 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.37 581.55 1242.00 0.26 46.81 288.00 Length = 3.0 ft 2 0.468 0.163 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.37 581.55 1242.00 0.21 46.81 288.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.583 ft 1 0.468 0.163 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.37 581.55 1242.00 0.26 46.81 288.00 Length = 3.0 ft 2 0.468 0.163 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.37 581.55 1242.00 0.21 46.81 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.583 ft 1 0.074 0.026 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.06 92.52 1242.00 0.04 7.45 288.00 Length = 3.0 ft 2 0.074 0.026 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.06 92.52 1242.00 0.03 7.45 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.583 ft 1 0.074 0.026 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.06 92.52 1242.00 0.04 7.45 288.00 Length = 3.0 ft 2 0.074 0.026 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.06 92.52 1242.00 0.03 7.45 288.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Def! Location in Span +D+L+H 1 0.0325 2.246 +D+L+H -0.0008 5.333 +D+L+H 2 0.1031 3.000 0.0000 5.333 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.201 0.669 Overall MINimum 0.026 0.085 +D+H 0.043 0.142 +D+L+H 0.201 0.669 +D+Lr+H 0.043 0.142 +D+S+H 0.043 0.142 +D+0.750Lr+0.750L+H 0.162 0.537 +D+0.750L+0.7505+H 0.162 0.537 +D+0.60W+H 0.043 0.142 +D+0.70E+H 0.043 0.142 +D+0.750Lr+0.750L+0.450W+H 0.162 0.537 +D+0.750L+0.7505+0.450W+H 0.162 0.537 +D+0.750L+0.750S+0.5250E+H 0.162 0.537 +0.60D+0.60W+0.60H 0.026 0.085 +0.60D+0.70E+0.60H 0.026 0.085 D Only 0.043 0.142 Lr Only L Only 0.158 0.526 S Only W Only E Only H Only Page 69 of 74 Wood Beam File = N:Trojects12016116-097 Carlson Marshall StreOCalculationslwood deck.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver.6.15.12.31 r. #f 311111197-77,77W:; Description : Wood Deck Girder CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination ASCE 7-10 Fb - Compr Ebend- xx Fc - Prll Wood Species : DF/DF Fc - Perp Wood Grade :24F - V8 Fv Ebend- yy Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2400 psi E: Modulus of Elasticity Max Stress Ratios M V 2400 psi Ebend- xx 1800ksi 1650 psi Eminbend - xx 950ksi 650 psi Ebend- yy 1600 ksi 265 psi Eminbend - yy 850 ksi 1100 psi Density 31.2 pcf 3.5x15 3.5x15 Max Stress Ratios M V 3.5x15 Span = 1.0 ft Span = 15.0 ft Span = 1.0 ft - Applied Loads C t _ ........... Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Fb V Shear Values fv F'v Loads on all spans... Uniform Load on ALL spans : D = 0.0150, L = 0.080 ksf, Tributary Width = 6.0 ft DESIGN SUMMARY ® • Maximum Bending Stress Ratio = 0.612 1 Maximum Shear Stress Ratio = 0.399 : 1 Section used for this span 3.5x15 Section used for this span 3.5x15 fb : Actual 1,468.28 psi fv : Actual 105.74 psi FB: Allowable = 2,400.00psi Fv : Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.437ft Location of maximum on span = 13.866 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 2 Maximum Deflection 1.00 1.00 1.00 Max Downward Transient Deflection 0.306 in Ratio= 588 >=360 2160.00 Max Upward Transient Deflection -0.064 in Ratio= 374>=360 Length =1.0 ft Max Downward Total Deflection 0.371 in Ratio= 485>=180 0.90 Max Upward Total Deflection -0.078 in Ratio= 308>=180 1.00 Maximum Forces Sr Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr C m C t C L Moment Values M fb Fb V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.002 0.077 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.05 4.63 2160.00 0.65 18.44 238.50 Length = 15.0 ft 2 0.119 0.077 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.80 256.03 2160.00 0.65 18.44 238.50 Length =1.0 ft 3 0.002 0.077 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.05 4.63 2160.00 0.10 18.44 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.0 ft 1 0.011 0.399 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.29 26.58 2400.00 3.70 105.74 265.00 Length = 15.0 It 2 0.612 0.399 1.00 1.000 1.00 1.00 1.00 1.00 1.00 16.06 1,468.28 2400.00 3.70 105.74 265.00 Length = 1.0 ft 3 0.011 0.399 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.29 26.58 2400.00 0.58 105.74 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.0 ft 1 0.002 0.056 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.05 4.63 3000.00 0.65 18.44 331.25 Page 70 of 74 Wood Beam File = N:tProjects12016116a7 Carlson Marshall SReeflCalculationc6 slwood deck.e ENERCALC, INC. 1983-2016, Budd:6.16.6.7, Ver:6.15.12.31 Description : Wood Deck Girder Load Combination C FN Max Stress Ratios Segment Length Span # M V Length =15.0 ft 2 0.085 0.056 Length =1.0 ft 3 0.002 0.056 +D+S+H 1.00 1.00 1.00 Length =1.0 ft 1 0.002 0.060 Length =15.0 ft 2 0.093 0.060 Length =1.0 ft 3 0.002 0.060 +D+0.750Lr+0.750L+H 1.00 1.00 0.05 Length =1.0 ft 1 0.007 0.253 Length =15.0 ft 2 0.388 0.253 Length =1.0 ft 3 0.007 0.253 +D+0.750L+0.750S+H 1.00 Length =1.0 ft 1 0.008 0.275 Length =15.0 ft 2 0.422 0.275 Length =1.0 ft 3 0.008 0.275 +D+0.60W+H 0.05 4.63 2760.00 Length =1.0 ft 1 0.001 0.043 Length =15.0 ft 2 0.067 0.043 Length =1.0 ft 3 0.001 0.043 +D+0.70E+H 256.03 2760.00 Length =1.0 ft 1 0.001 0.043 Length =15.0 ft 2 0.067 0.043 Length =1.0 ft 3 0.001 0.043 +D+0.750Lr+0.750L+0.450W+H 2760.00 0.10 Length = 1.0 ft 1 0.005 0.198 Length =15.0 ft 2 0.303 0.198 Length =1.0 ft 3 0.005 0.198 +D+0.750L+0.7505+0.450W+H 0.00 Length =1.0 ft 1 0.005 0.198 Length =15.0 ft 2 0.303 0.198 Length = 1.0 ft 3 0.005 0.198 +D+0.750L+0.7505+0.5250E+H 2.94 Length = 1.0 ft 1 0.005 0.198 Length =15.0 ft 2 0.303 0.198 Length =1.0 ft 3 0.005 0.198 +0.60D+0.60W+0.60H 2.94 83.91 Length = 1.0 ft 1 0.001 0.026 Length = 15.0 ft 2 0.040 0.026 Length = 1.0 ft 3 0.001 0.026 +0.60D+0.70E+0.60H 0.46 83.91 331.25 Length = 1.0 ft 1 0.001 0.026 Length = 15.0 ft 2 0.040 0.026 Length =1.0 ft 3 0.001 0.026 Overall Maximum Deflections C d C FN C i Cr C m C t C L Moment Values M fb Pb 0.000 V Shear Values fv Pv 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.80 256.03 3000.00 Support notation : Far left is #1 0.65 18.44 331.25 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.05 4.63 3000.00 0.10 18.44 331.25 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.05 4.63 2760.00 0.65 18.44 304.75 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.80 256.03 2760.00 0.65 18.44 304.75 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.05 4.63 2760.00 0.10 18.44 304.75 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.23 21.09 3000.00 2.94 83.91 331.25 1.25 1.000 1.00 1.00 1.00 1.00 1.00 12.74 1,165.22 3000.00 2.94 83.91 331.25 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.23 21.09 3000.00 0.46 83.91 331.25 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.23 21.09 2760.00 2.94 83.91 304.75 1.15 1.000 1.00 1.00 1.00 1.00 1.00 12.74 1,165.22 2760.00 2.94 83.91 304.75 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.23 21.09 2760.00 0.46 83.91 304.75 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 4.63 3840.00 0.65 18.44 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.80 256.03 3840.00 0.65 18.44 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 4.63 3840.00 0.10 18.44 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 4.63 3840.00 0.65 18.44 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.80 256.03 3840.00 0.65 18.44 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 4.63 3840.00 0.10 18.44 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 21.09 3840.00 2.94 83.91 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.74 1,165.22 3840.00 2.94 83.91 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 21.09 3840.00 0.46 83.91 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 21.09 3840.00 2.94 83.91 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.74 1,165.22 3840.00 2.94 83.91 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 21.09 3840.00 0.46 83.91 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 21.09 3840.00 2.94 83.91 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.74 1,165.22 3840.00 2.94 83.91 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 21.09 3840.00 0.46 83.91 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 2.78 3840.00 0.39 11.06 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.68 153.62 3840.00 0.39 11.06 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 2.78 3840.00 0.06 11.06 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 2.78 3840.00 0.39 11.06 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.68 153.62 3840.00 0.39 11.06 424.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 2.78 3840.00 0.06 11.06 424.00 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Def! Location in Span 0.862 1 0.0000 0.000 +D+L+H -0.0775 0.000 +D+L+H 2 0.3707 7.563 0.0000 0.000 +D+0.750Lr+0.750L+H 3 0.0000 7.563 +D+L+H -0.0775 1.000 Vertical Reactions +D+0.60W+H Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MINimum 0.517 0.517 +D+H 0.862 0.862 +D+L+H 4.942 4.942 +D+Lr+H 0.862 0.862 +D+S+H 0.862 0.862 +D+0.750Lr+0.750L+H 3.922 3.922 +D+0.750L+0.7505+H 3.922 3.922 +D+0.60W+H 0.862 0.862 Page 71 of 74 File= NAPrgects12016\16-097 Carlson Marshall StreeflCalculationsWood deck.ec6 Wood Beam _ ENERCALC, INC. 1983-2016, Bukd:6.16.6.7, Ver:6.15.12.31 Licensee: PEAK ENGINEERING, M.Description : Wood Deck Girder Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+0.70E+H 0.862 0.862 +D+0.750Lr+0.750L+0.450W+H 3.922 3.922 +D+0.750L+0.750S+0.450W+H 3.922 3.922 +D+0.750L+0.750S+0.5250E+H 3.922 3.922 +0.60D+0.60W+0.60H 0.517 0.517 +0.60D+0.70E+0.60H 0.517 0.517 D Only 0.862 0.862 Lr Only L Only 4.080 4.080 S Only W Only E Only H Only Page 72 of 74 FW o o d Column Fie = N:WrojeasQ016116-097 Carlson Marshal streeXalcutaWnsWmod deck.ecs ENERCALC, INC. 1983-2016, Buid:6.16.6.7, Ver:6.15.12.31 Description : Wood Deck Column Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned 3.50 in Overall Column Height 10.0 ft ( Used for non -slender calculations ) Cf or Cv for Compression Wood Species Douglas Fir - Larch 12.505 in^4 Wood Grade Dense No.2 ly Fb - Tension 850 psi Fv 170 psi Fb - Compr 850 psi Ft 550 psi Fc - Prll 825 psi Density 31.2 pcf Fc - Perp 730 psi Axial E : Modulus of Elasticity ... x -x Bending y -y Bending Maximum SERVICE Load Lateral Deflections .. . Basic 1400 1400 At maximum location values are ... Minimum 510 510 Applied Loads Column self weiqht included : 26.542 lbs ` Dead Load Factor AXIAL LOADS... Axial Load at 10.0 ft, D = 0.7650, L = 3.060 k DESIGN SUMMARY Wood Section Name 4x4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 3.50 in Allow Stress Modification Factors Exact Depth 3.50 in Cf or Cv for Bending 1.50 Area 12.250 in^2 Cf or Cv for Compression 1.150 Ix 12.505 in^4 Cf or Cv for Tension 1.50 ly 12.505 in^4 Cm: Wet Use Factor 1.0 Bottom along Y -Y 0.0 k Ct : Temperature Factor 1.0 Only, fc/Fc' Top along X -X Cfu : Flat Use Factor 1.0 Axial Location of max.above base Kf : Built-up columns 1.0 NOS 1400 ksi Use Cr: Repetitive ? No Brace condition for deflection (buckling) along columns : X -X (width) axis: Unbraced Length for X -X Axis buckling =10.0 ft, K =1.0 Y -Y (depth) axis : Unbraced Length for X -X Axis buckling =10.0 ft, K =1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9727:1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+L+H Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X -X 0.0 k Bottom along X -X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections .. . At maximum location values are ... Along Y -Y 0.0 in at 0.0 ft above base Applied Axial 3.852 k for load combination : nla Applied Mx 0.0 k -ft Along X -X 0.0 in at 0.0 ft above base A A Applied My 0.0 k -ft :Allowable 323.225.0 psi for load combination : nla Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 10.0 It Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.373 0.2028 PASS 0.0 ft 0.0 PASS 10.0 ft +D+L+H 1.000 0.341 0.9727 PASS 0.0 ft 0.0 PASS 10.0 ft +D+Lr+H 1.250 0.279 0.1952 PASS 0.0 ft 0.0 PASS 10.0 ft +D+S+H 1.150 0.301 0.1968 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L+H 1.250 0.279 0.7612 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L+0.7505+H 1.150 0.301 0.7673 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.60W+H 1.600 0.222 0.1915 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.70E+H 1.600 0.222 0.1915 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.222 0.7469 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L+0.750S+0.450W+H 1.600 0.222 0.7469 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.222 0.7469 PASS 0.0 ft 0.0 PASS 10.0 ft +0.60D+0.60W+0.60H 1.600 0.222 0.1149 PASS 0.0 ft 0.0 PASS 10.0 ft Page 73 of 74 Wood Column File = N:TrnjWs42016116-097 Carlson Marshall StreetlCaicuiations4wood deck.ec6 ENERCALC, INC. 1983-2016, Budd:6.16:6.7, Ver:6.15.12.31 ""W2303 Description : Wood Deck Column Max. X -X Deflection Distance Max. Y -Y Deflection Load Combination Results +D+H 0.0000 in 0.000 ft Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.222 0.1149 PASS 0.0 ft 0.0 PASS 10.0 ft Maximum Reactions +D+S+H 0.0000 in Note: Only non -zero reactions are listed. _ X -X Axis Reaction 0.000 It Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top 0.000 in @ Base @ Top @ Base +D+H k 0.000 in k 0.792 k +D+L+H k 0.000 ft k 3.852 k +D+Lr+H k 0.0000 in k 0.792 k +D+S+H k +D+0.750Lr+0.750L+0.450W+H k 0.792 k +D+0.750Lr+0.750L+H k 0.000 ft k 3.087 k +D+0.750L+0.750S+H k 0.000 in k 3.087 k +D+0.60W+H k 0.000 ft k 0.792 k +D+0.70E+H k 0.0000 in k 0.792 k +D+0.750Lr+0.750L+0.450W+H k +0.60D+0.70E+0.60H k 3.087 k +D+0.750L+0.7505+0.450W+H k 0.000 ft k 3.087 k +D+0.750L+0.7505+0.5250E+H k 0.000 in k 3.087 k +0.60D+0.60W+0.60H k 0.000 ft k 0.475 k +0.60D+0.70E+0.60H k 0.0000 in k 0.475 k D Only k S Only k 0.792 k Lr Only k 0.000 ft k k L Only k 0.000 in k 3.060 k S Only k 0.000 It k k W Only k 0.0000 in k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 If +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 It 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Description : Wood Deck Column Sketches Page 74 of 74 Wood Column File= N-.Trojects12016116-097 Carlson Marshal StreetlCalculations\wood deck.ec6 ENERCALC, INC. 1983-2016,Buld:6.16.6.7, Ver:6.15.12.31 3.825k Loads are total entered value. Arrows do not reflect absolute direction. i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: n E'/ v Job Address: %1 Permit Number:1 J ❑ No one available for inspectiVfor me !` AM/PM Re -Inspection required: Yes When corrections have been made, ce-inspection at 303-234-5933 Date: d % Inspector: 0117— DO 7DO NOT REMOVE THIS NOTICE d I ® i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line' (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: / O U Job Address: L/ D % Ai(lrL/S//� ( ; Permit Number:2 ()/ ,( 0/%f ❑ No one available for inspection —T'm6 AM/PM Re -Inspection required: Yes No r When corrections have been made, call for re -ins ti at 303-234-5933 Date: Inspector: i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: _Eel /F� Job Address: 900) MSI(2SNAL_ SIT Permit Number: 20 ( (10 U) Zc' ) &06 Fou -10)11(19 6c 06 y stn_ ❑ No one available for inspection: Time 10 15 (9PM Re -Inspection required: Yes (I When corrections have been made, call for re -inspection at 303-234-5933 Date: 7// 9//r7 Inspector: GA� DO NOT REMOVE THIS NOTICE J l i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: /--O u Job Address: _ _L/ yG1%V1 `)RS �1 t -)C L— F - Permit Number: 2-01,1(01201 ❑ No one available for inspection: Timet C U /- AM/PM Re -Inspection required: Yes 6D When corrections have been made, call for re-insp.tiop at 303-234-5933 Date: Z°'� 1 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: qo ALLST - Permit Number: Z -©i (c:.0 I zoI ❑ No one available for inspection: Time I/f-j') AM/PM Re -Inspection required: Yes No L *Whentions have been made, call for re -inspection at 303-234-5933 Date:corre wl Inspector: DO NOT REMOVE THIS NOTICE i t' CITY 6F WHEAT RIDGE d f � � Bwuildild in _ g Inspecfio� Division (3031234-5933 Inspection line (303) 235-2855 O#ice - (303) 237-8929 Fax INSPECTION NOTICE ❑ No one available for ins ection: Time Re -Inspection required: Yes No When corre t' ns have been made, call for re -Ir IV Date: ? Inspector: AM/PM at 303-234-593 i CITY OF WHEAT RIDGE 9r(303) Building Inspection Division (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax '1 INSPECTION NOTICE Inspection Type: _ Job Address: �f % 4 IL �/ C 'S Permit Number: 2 % J ido7` /uric _a 0 ❑ No one available for inspection: Time,r`�'�' � AM/PM Re -Inspection required;: Yes 4 �r When correction.s have been made, call for re-insgectio f 303-234-5933 Date / Inspector: r"� f'/" � eg City of Wheat Ridge yJ Commercial Miscellan PERMIT - 201700719 PERMIT NO: 201700719 ISSUED: 06/16/2017 JOB ADDRESS: 4901 Marshall ST EXPIRES: 06/16/2018 JOB DESCRIPTION: Construction job site trailer *** CONTACTS *** OWNER (303)424-0545 MARSHALL 76, LLC GC (303)287-5525 John R. Barna, Jr. 160164 DCB Construction Company Inc. SUB (303)420-7256 Roy Jackson 018341 Roy Jackson Electric, Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: UA / Unassigned BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 300.00 FEES Total Valuation 0.00 Plan Review Fee 17.23 Use Tax 5.40 Permit Fee 26.50 ** TOTAL ** 49.13 *** COMMENTS *** *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. Trailer shall not create a sight distance obstruction for vehicles existing the site. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applica le building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be pe y0 and that all,work to be per ormed is disclosed in this document and/or its' accompanying approved plans and specifications. r Signature of �R or CONTRACTOR (Circle one) Date 1, This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, po Flans and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3, If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees andprocedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspection time requests will be accepted by email only. Please email requests to insptimerequest@ci.wheatridge.co.us between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line. City of W heat j�ge COMMUNITY DEVELOPMENI Building & Inspection Services Division 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(cDci.wheatridge.co.us FOR OFFICE USE ONLY Date: Plan/Permit # I1 / 1 Plan Review Fee:. *- .. Building Permit Application , ' ,,� '£ *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not die prbcessed. *** Property Address: 4901 Marshall St. Wheat Ridge, CO 80033 Property Owner (please print): Marshall 76, LLC - Clay Carlson Phone: 303-457-2966 Property Owner Email: claycarlson@carlsonland.net Mailing Address: (if different than property address) Address: 12460 1 st St. City, State, zip: Eastlake, CO, 80614 ArchitegtlEngineer: dcb Construction Company - Jason Jacobowski ( Architect) Architect/Engineer E-mail: jjacobowski@dcbl.com phone: 303-287-5525 Contractor: dcb Construction Company Contractors City License #: 160164 Contractor E-mail Address: chovendick@dcbl.com Sub Contractors: Electrical: ROY JACKSON ELECTRIC, INC. Plumbing: W.R. City License # 18341 W.R. City License # Other City Licensed Sub: City License # Phone: 303-287-5525 Mechanical: W.R. City License # Other City Licensed Sub: City License # Complete all information on BOTH sides of this form n COMMERCIAL ❑ RESIDENTIAL Description of work: (Check all that apply) © NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT OTHER (Describe) Construction trailer (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) We have a building permit for the new structure we will be building, this application is just for the construction job site trailer. Sq. Ft./LF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ 300 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT 1 hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances. rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that 1 have read and agree to abide by all conditions printed on this application and that 1 assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that 1 am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. 1, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) 000NTRACTOR or (AU Electronic Signature {first and last name): i ZONING COMMMENTS Reviewer BUILDING DEPARTMENT COMMENTS Reviewer• ATIVE) of (OWNER) (COA'TRACTOR) DEPARTMENT USE ONLY DATE: 5/18/17 OCCUPANCY CLASSIFICATION Building Division Valuation: $ b< J X094 Esl- s 1 a LW? CREEK EOCE OF N'A7ER - CLOW CREEK EDGE" OF SINK FLOW SPREADER - CD- SEOOFTHREE (3)3' NATIVEBOULDERSV7OF .FPPRG3'AV H L,.,,>= OF SITE PLAN 2 COLORADO DEPARTnHNT C21 PROPOSED GROUTED RIPRAP TRANSPORTATION _ (PERMANENT WETLANDS IMPACT) _- _ - APPROXIMATE LIMITS OF TEMPORARY WETLANDS IMPAR �.L �� rW PAC - Poel' FAQ J` ?�� �f S KA CONCRETE PATH � REMOVE AND REPLACE SIDEWALK PANELS - - �W� THOMAS AND ISABEL ABBOTT RELOCATED UTILITY POLE {{{ 30' CLEAR VERTICIL METAL PICKET 6' CONCRETE VE0.77CAL [URB 587• l3' SB.10•W 19.00' LIfTGATE WIfN KNOx EARDWARE AND PROPOSED RIP AP 15'K55'SIG., DISTANCE TRUNDLE LEGEND: - - REMOVE AND REPLACE WITH CHAIN UNK FENCE. CHAIN LINK FENCE TO MATCH EXISTING RE: ARCH. DRAWINGS 18 �- s:K/ nNG PINION PINE TREE � C25 STGRM TYPE t3I NBC INLET Power from TBR PROPOSED EIGHT POLE (TYP) KEY PAD >� ! ,i,sM.ss - - - - - PROPERTY LINE RE: ARCH. DRAWINGS ( RE: sTBIKi.'ANDELEC. 'pN, ME IUCAETFENCE�x.issm>n existing pole DN 7INV B,LLSWD SIGN / PROPOSED TRASH ENCLOSURE RE: ARCH. DAAVnNGs us9.m EXaa[: EXISTING EASEMENT GUTIONIII CDCON DRAWINGS l.,x,Msn u n eie�xs.0 OVERHEAD SIGN / 15 PROPOSED CONCRETE PAD CHUSCREEN'WALL PROPOSED BUILDING C21 19'x15• : STRUCT. DRAWINGS f, i ADA RAMP EXISTING FIRE HYDRANT PROPOSED CATCH CURB Ts ' 1 O'x3O' fob trailer PROPOSED CONCRETE (SEE DETAILS 15 & 18 ON SHEET C21) - / STORM WATER DETENTION EASEMf3Yf / / I •�� Pxowsm s:oeuav MAs AND x >,uM. / PROPoseO STOP SIGN PROPOSED ASPHALT (SEE DETAILS 13 & 14 ON SHEET C23) TNDLSA9EL ABBOTT f vF R2D, ,. ADA RAMP (TYP) �'�M / m _ PROPOSED RIPRAP ' PROPOSEDWIT. HYDRANT, ' � L a C22WITH gptlgpp5 •E / n m 6TRnN5 ssxm PROPOSED CATCH CURB (SEE DETAIL 3B ON SHEET C21) C21 2' WIDE CONCRETE TRICKLE CHANNEL f TIM. ,ns �� WATER QUALITY POND 3'CURB CUT 0-) _ e,`T[xc.4T 30.0 _ Eteeµ.Pp >�+ ISKSS'SIG., DISTANCE TRIANGLE y PROPOSED FIRE HYDRANT I 1 WATER SURFACE ELEVATION eD,fC / - Fn ni U'ss PROPOSED SIGN R, Rllllf - i �ZPP TO BE APPROVED UNDER SEPARATE PERMIT IX 30.00" ORMWIGE y / wF.v E xeepi »-\ « ' y n. >,i si PROPOSED W DETACHED SIDEWALK EASEIMEN/ - ,ssn n p, 35.P R2,P 30 a f >i,m sx 3' CURB CUT RCC Ab. 7015/ZONO / ` ANAGER S t 1R1.0' PROPOSED GROUTED PROPOSED RIFRAP 3' TO 5' ROUNDED RIVER STONE, 3' WIDE BO 0.RUNDOWNS = '/��.iii[ssK•�°fxATm waMrs NDewxu B.0 �': 30.0'35.P eifineAi R3.P % CA�3'�� 3 .T,xmlN ( RELOCATED VTiIItt POIEm C21 ., nufix / 35.0' / j >rynFW.>n4 ,xt,+� x,[ma+-- PAVEMENT WIDENING FOR FUTURE BIKE LANE B' MIN. LOW t. iii•mM - ' '� i , , x. iii s.,e 4 M „ 0 ; D4xx,4' uRRr KY[ PERMEABLE SOIL M ELEVATION TO BE RELOCATED BEHIND PROPOSED SIDEWALK 21 WIDE AR FENCE WITH CAME / s', tax VERTICAL CURB AND GUTTER IN PUBLIC ROW CITYWATER RE: ARCM. DRAWINGS [ CLIMATE 1 .REFER TO CITY DETAIL C-001 VCG ON SHEET C22 - DETAILS ] ,i+ :LL�Lt� �.� •� \ QUALIIT' sD M ~' ,�4.�J PROPOSED' i'�,9 . T , ,.w CONTROL , • . .. -...'ti" :Ya (�:;• POND e: 1_5 A, LLA19 0' Of R.O.W. TO BE VACATED BY CRY BORD t,e,n,.m o�.i' •,;j+,::: PROPOSED OUTLET %\''I MP) \ ~ �� x»PMA 14A;`.. M1,`: N•. " STRUCTURE I/ \ e. ms,xAT M - "i: Q'\�'(.::; =i. Cs .( , R4.0' GRASS SWALE RETAHEO WL 'Y •i'! s , P AIMING ALL SEPARATE WALL PERMIT REQUIRED E\'1 12 13 BLDG A •A REQ C21 C21 C21 \ 2� \ DENOTES -Y ysp n sYRWS 9.a . R4.0' - tENTERUNF FLOOR \` i' [�tllDO1 .5' 1 � \ \ � i�� _ �.f� IMPORTED COOT CLASS 2BACKFlLL T,�. REMFbK:FD ... -�T COLORADO IXPARTMENi 1 /^ '•"-'• \ STEP y I6 E]OSF xE x, 8.0- UTILITY EMENT 6p9�A(. \ ` ..rY�, 3/4" CRUSHED OF TRANSPORTATON ,:� ��'' tlIDG C E D,[mm ! ew .- ROCK OR STONE \ r 30.0' nwsAs ezms «, P 30.E 9. ' x\ Dans PROPOSED 6' OETACFLED UNITS OF 'F e POND MAINTENANCE �� / A 241.0. CONCRETE SIDEWALK E%CAVATION TO BE i5 BUM D � �_� ` ] 0, \ \ \ 6'WK4THia (TYP) _ DETEWINEO BY � \ C21 AUE55 ROAD ' �. \ .44,9 ^ IEAe05i 2].P y\rte 6 \�924, PROPOSED ASPHALT DYP) DESIGN CONTRACTOR. NOT SJ` �. ,em.p BLDG F ePeein } 27.0' ✓ '� �SINF ILEX �iw mWa ADD SHOWN TO SCALE [. ,x,•sxAc j - i �' BpeBSF-R4.0' M' TO BE RELOCATED BEHIND BW ELEVATION PROPOSED SIDEWALK 405.0' .0 \ ! ,x,•[x m $, i \ aLOG f \ ` 91OG F \ _ 30.0' / / ') E E s,sy� 6' TREE LAWN GEO-GR30 ME BOW) MFAW 96.0' [EBB 5F eAmN 1� \ / 343.0' f-n>qmu s '\ METAL PICKET FENCE AND MANUAL IEYGfH DETERMINED BY TWO (3) COURSES M;N. 27 0' r •E 6.0 METAL PICKET SWING GATE MIN 2l,' 0 WALL DESIGN CONTRACTOR BELOW GRADE 4 \ 6.0' CLEAR WITH DRAWINGS BOX 2M,0� "iesane fli AOA ARKING SIGN (TYP) 4s6aEm 3.a RE: ARCH. DRAWINGS 4BN nx >e,W.[x PROPOSED IxiPRAP UNREIRCED �LEVELINGPAD CONCRETEEn,.>.•, --5. PROPOSED FIRE HYDRANT ELEVATION PROPOSED SWALE� '.\\ pusx.n CENTERLINE\ _ . MP+15'KSS' SIG., A -As , DISTANCE TRIANGLE 61ACK' CYC1E P .44 x. i»sssAa 54 MD.A 50.0 « ! C22 13.0' ' iilsxsMSMxws'. w, 'Yy ' � '-6• (MAX) METAL •0' .m I � _ _ A SEGMENTAL RETAINING WALL DETAIL \ e. ,x,•M.as ,r �\ a iLN0.7! i VRATE 31. RAMP \EDBEH IND DRAWINGS 00' POSEDS I DEWALK20.0' 20.0 20.0\ C 3 LllSn.n i� E,x, E,xUN.fT > f.leMm.D 0' 10.� ci7mHA.un R2D50' AD11 P \ «. T319f0 tx \` xuxwH 0.0'200. A—— e.x . 20,0'mv CI RELOCATED UTILITY POLE 31 PeoPosDovD�F9 STOP Of ls'K55' SIGHT v DISTANCE TRIANGLE NOTES pJ. 15.0' i ' 37.0' r 90.0' CENTERLINE SWALE 1600' x.7etMuu eLOG I f CENTERuxE M; ne.n 1. MODULAR BLOCK RETAINING WAILS 4.0' IN Ex 5'•WnARK SEWER \ \ sA, BmosF , HEIGHT OR GREATER SMALL BE ENGINEERED. EAS£YEN7 , PUCE TWO (3) RED DIAMOND SIGNS IO BE MAG7F0 L�� 30.E .L tlLOC H ) (MUfCD OM -4) AT THE END Of SIDEWALK SEPARATE STRUCTURAL PLAN SUBMITTAL PROPOSED FlRE ` 20.0`y E >u>ro�m �, emOSE i "PER TO SHEET C23 - DETAILS 7 WILL BE REQUIRED PRIOR TO CONSTRUCTION. HYDRANT " 175.E E' T„•M'n WAGS LESS THAN 4.0' IN HEIGHT TO BE f. ,ees�isii e>.as �•0• f DESIGN -BUILD. COLORADO DEPARTMENTAD ux�m PROPOSED ls.D '= _+�+_ \ E. i.� 2- SEE GENERAL RETAINING WALL NOTES ON OF TRANSPORTATION E.>„ssT.ss ASPHALT \ ; [' ) 1 s SHEET 2. NSJ• M' 49.89'E 19.00' RELOCATED BILLBOARD x. P,ursm 20.0' . uxm,.n SEGMENTAL RETAINING W_(_ ALL A 3. ALL CURB NOTED ASIS SPILL CATCH. [URB EXCEPT WHERE UNDER SEPARATE PERS \ `A 7:71 , I MAX HEIGHT .5.53' S.O. D.N° CA3 /tea ,miw 3o.a WATER '`E+xuuss W 4. REFER TO SPECIFICATIONS ON SHEET Gl,l EASEMENT `- >sz.m .,x,Mss > i ___ _-� ... _ ..... ...._ .._.. ....... . PROPOSED , \ E n 1 r RE HYDRANT cmTro R� �N� xu9x.n \ .,nDmFe:a� 26.E Ris.a Ij Nsr'4AF [u,ers.P, - \2D.4 ATER LINE EASEMENT W . 30.0' \� 0.0, / CIWN LANK FENCE . - � / MArcN EwsTLNG PROPOSED / PRE HYDRANT \ 150.0' FENCE TO BE REMOVED AND REPLACED DBTP`I _ _ SPILL CURB 9w)C21 3A DA'TF;: P S - /�� t� •��"�� � wpw3FnB1'sbebw. Can before yp0 dig. DM Subrvexbn/xwbkn 4MBpBT4 CD SUBNRTAL IKIO/IUIC OD RESWYITTAL N7R9es4 REVSBIpRB 12 q R i B c a C B e�pgR�ggQe` CL � 6 E w $€g8 V S A gg 2 $B LII $ C $ 81 i i8 O�y,DD LF *aFuos'�msp{s 40551_ C,X'I��ES r ch W W O rr nn Z vW0 CL ~tea' Z U) cn o U J O =U Q��� Z JCC O W w It Q L Dngn P+DMNHD. -. -- 15-908 D,-" TND SITE PLAN CO3 Approximate property boundary i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:``- Job Address:�� Permit Number: ❑ No one available for inspection: Time/'?AM/PM Re -Inspection required: YesNo When corrections have been made, call for re-inspection0303- 4- 33 Date:Inspector: DO NOT REMOVE THI NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (30 234-5933 Inspection line (303) 5-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE ❑ No one available for inspection: Time Re -Inspection required: Yes No When corrections have been am d , call for re -i' Date: 7 r Inspector:(t' AM/PM at 303-234-5933 i CITY OF WHEAT RIDGE X/ Building Inspection Division (303) 234-5933 Inspection line _:�9�(303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Typea` t { Job Address: Permit Number: "2101 6'QJ 0 1 ❑ No one available for inspection: Time, AWPM Re -Inspection required: Yes ( No� When corrections have been made, call for re-inspectio t 303-234-59:. f, Date: Inspector: A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: F 11V Job Address: >h q f5 Permit Number:12 1(0 G r �-o 1 ❑ No one available for inspection: Time fes- a AM/PM Re -Inspection required: Yes (N)o Whencorrec ions have been made, call for re -inspection at 303-234-5933 Date: 7 Inspector: DO NOT REMOVE THIS NOTICE W, _r._ CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Re -Inspection required: Yes No When corrections have been made, call for re --8 le ion at 303-234-5933 Date: 5 Inspector: ( ' i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION WITCES ) Inspection Type: ro (-) � CST Job Address: Permit Number: ❑ No one available for inspecti;_1 Time/l Xl "" AM/PM Re -Inspection required: Yes � When corrections have been made, call for re-inspo tiog4 t 303-234-5933 Date; .�- `/ Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT= RIDGE �(303) Building Inspection Division (303) 234-5933 Inspection line 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �-Qk ) Job Address: A9 (D C M 1,,rz. F L-, L L_ -5-r- Permit Number: 2-01 �' 0 l S 0 ❑ No one available for inspection: Time , 1 M Re -Inspection required: Yes ( to When corrections have been made, call for re -inspection at 303-234- Date:- t I I G /1 -1 Inspector: DO NOT REMOVE THIS NOTICE f k, #*CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Job Address: Permit Number: ', 0f C / ? v (( 4 " -% , w ❑ No one available for inspection-- 'Time' ' AM/PM Re -Inspection required: Yes ' No) When corrections have been made, call for re -inspection, aft 30 34-5933 Date: _ J )-Inspector: DO NOT REMOVE THI9``NOTICE t; i CITY OF WHEAT RIDGE `Building Inspection Division (303) 234-5933 Inspection line (�03) 235-2855 Office • (303) 237-8929 Fax Inspection Type: Job Address: Permit Number: INSPECTION NOTICE T-0 U 4:- ❑ No one available for inspection: Time AM/PM Re -Inspection required: YesNo' When corrections have been made, call for re-inspe.rri 303-234-5933 Date: -g"2- Inspector i r �''� DO NOT REMOVHHS� NOTICE s i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: L— Job Address: Permit Number: i_0/ e- ❑ No one available for inspection, me AM/PM Re -Inspection required: Yes &Q-) When corrections have been made, call for reg-insq` at 303-234-5933 Date: '` Inspector: DO NOT REMOVE THIS NOTICE 41 CITY OF WHEAT,13, IDGE Bufldirtg -tnspection-I)ivision (303) 234-5933 Inspection line (303) 235-2855 Office o (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: P ( ) G- ct�_ I'- 5 Job Address: �Zkcll . � — Permit Number: 2eam'1,4_012_01 U No one available for inspection: Tirne�M/pm Re -Inspection requiredf, Yes No When corrections have been made, call for re-inspqctidh at 303-234-5933 inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �Qy Job Address: 4� Q i�1 /�C��I�I�,l�� ST Permit Number: ZU k (�P 0 1 2 Q ❑ No one available for inspection: Time OMPM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: b /1-7 /IVlnspector: E*K- DO NOT REMOVE THIS NOTICE 1* � A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: CVG Job Address: LAoi AAA1zSuA .L Permit Number: 20) (0 01 Z'J j ❑ No one available for inspection: Time . 0; /PM Re -Inspection required: Yes No When corrections have been made, ca;r re -inspection at 303-234-5933 Date AD '_Qnspecto DO NOT REMOVE THIS NOTICE r' CITY OF WHEAT RIDGE _1�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax Inspection Type: �C Job Address: .\ Permit -(lumber: .ter _ (.r PECTION NOTICE of G o / 2 c/ l ❑ No one available for inspection: Time AM/PM Re -Inspection required: YesNo` When corrections have been made, call for re -inspect" Aat 303-234-5933 Dater Inspector:6�' /Z DO NOT REMOVE THIS NOTICE J Nt A. UtY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection Iinp (303=235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: E UG,y Job Address: ❑ No one available for inspection: Time - ' AM/PM Re -Inspection required: Yes(.�Ns�-� When correctidriis have been'made, call for;re-injs��P�fqh7rwt' l�-5933 Date: Inspector: a DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: '�F en Job Address: q a o I Oyj e-, ?,600 S7— Permit Number: U( &0! 4 9 r 0 No one available for inspection: Time AM/PM Re -Inspection required: Yes No *When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE a� i CITY OF WHEAT RIDGE Building Inspection Division / (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: P it Job Address: 4/!�t-) i UP i' - _ Permit Number: l) / C) ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No * When corrections have been made, call for re -inspection at 303-234-5933 Dater Inspector: U DO NOT REMOVE THIS NOTICE City of Wheat Ridge F. Commercial Sign PERMIT - 201601675 PERMIT NO: 201601675 ISSUED: 03/29/2017 JOB ADDRESS: 4901 Marshall ST EXPIRES: 03/29/2018 JOB DESCRIPTION: Replace existing billboard structure; Place new structure 22 ft east of existing structure; New structure to be in a "V" configuration. Faces to remain same size; overall height to remain 50 ft above grade. Illumination to remain the same. *** CONTACTS *** OWNER (303)424-0545 SUB (303)881-1137 SUB (303)421-3390 MARSHALL 76, LLC Ted & Lucia Mills Thomas N. Edlund 021876 Hi -Country Sign Service, Inc. 019555 Viking Electric, Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: / SUBDIVISION CODE: UA / Unassigned BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 101,000.00 FEES Total Valuation 0.00 Plan Review Fee 740.03 Use Tax 1,818.00 Permit Fee 1,138.50 ** TOTAL ** 3,696.53 *** COMMENTS *** *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued.**Existing billboard sign will need to be removed prior to building and zoning finals being completed. All conditions of 10/06/2016 Johnstone letter shall apply. City of Wheat Ridge Commercial Sign PERMIT - 201601675 PERMIT NO: 201601675 ISSUED: 03/29/2017 JOB ADDRESS: 4901 Marshall ST EXPIRES: 03/29/2018 JOB DESCRIPTION: Replace existing billboard structure; Place new structure 22 ft east of existing structure; New structure to be in a "V" configuration. Faces to remain same size; overall height to remain 50 ft above grade. Illumination to remain the same. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications; applicable building codes, and all applicable municipal codes, policies and procedures, and that I am t�e legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This. permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspection time requests will be accepted by email only. Please email requests to insptimerequest@ci.wheatridge.co.us between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line. ACity of Wheat Ridge Commercial Sign PERMIT - 201601675 PERMIT NO: 201601675 ISSUED: 03/29/2017 JOB ADDRESS: 4901 Marshall ST EXPIRES: 03/29/2018 JOB DESCRIPTION: Install 22 ft billboard sign. Remove existing billboard sign. *** CONTACTS *** OWNER (303)424-0545 SUB (303)881-1137 SUB (303)421-3390 MARSHALL 76, LLC Ted & Lucia Mills Thomas N. Edlund 021876 Hi -Country Sign Service, Inc. 019555 Viking Electric, Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: / SUBDIVISION CODE: UA / Unassigned BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 101,000.00 FEES Total Valuation 0.00I `a `' Plan Review Fee 740.0 Use Tax 1,818.00 i Permit Fee 1,138.50 ** TOTAL ** 3,696.53 *** COMMENTS *** *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued.**Existing billboard sign will need to be removed prior to building and zoning finals being completed. All conditions of 10/06/2016 Johnstone letter shall apply. City of Wheat Ridge Commercial Sign PERMIT - 201601675 PERMIT NO: 201601675 ISSUED: 03/29/2017 JOB ADDRESS: 4901 Marshall ST EXPIRES: 03/29/2018 JOB DESCRIPTION: Install 22 ft billboard sign. Remove existing billboard sign. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and that all work to b0performed�is disclosed in this document and/or its accompanying approved plans and specifications. 41, Signature of OWNER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and ui received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Offial and is not guaranteed. 4, No -work of an manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official dd Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspection time requests will be accepted by email only. Please email requests to insptimerequest@ci.wheatridge.co.us between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line. City of Wheat�idge COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits anci.wheatridge.co.us +I FOR OFFICE USE ONLYi, I I t I1 ll' Date: Plan/Permit # Plan Review Fee:® Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: ,+101 Property Owner (please print): �l ,p�Si�gL ^a Phone: Property Owner Email: C,L�sy L&Nz Mailing Address: (if different than property address) Address: GJk 2-LYT 2-LAGD Sh e City, State, Zip:j Architect/Engineer E-mail: C gA6W. Phone: Contractor: Contractors City License #: 1D2A bq% Phone: 30( -- �3?21 " u3 Contractor E-mail Address: KA 60,A,Ct %S ("1 I L C�� Sub Contractors: Electrical: '\w ° T Fwm u W.R. City License # O i�_Ts Other City Licensed Sub: City License # Plumbing: W.R. City License # Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form COMMERCIAL ❑ RESIDENTIAL Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT CSYjTf�pQ/TP�A�ICEREeAIR or REPLACEMENT THER Describe V� (ForJELECTRICAL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) Com. %03u- \AEA61�r -D N30\)F_ GSA► a TLW)J\i bVA->>w Ilk► � Sq. Ft./LF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ 1V1, -OCT OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any pen -nit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on t ' p kation. 1-1*1 CIRCLE ONE: (OWNER)�(CONTRACTOR) o AUTHORIZED REPRESENTA IVE) o (OWNER) (CONTRACTOR) PRINT NAME: I- t /Y l� C WtC`� l SIGNATURE: DATE: l� 2 DEPARTMENT USE ONLY ZONING COMMMENTS 1 v'�A OCCUPANCY CLASSIFICATION: Reviewer: \ V 11 2� TYPE OF CONSTRUCTION: :J SPRINKLERED: BUILDING DEPARTMENT COMMENTS: OCCUPANT LOAD: Reviewer: L PUBLIC WORKS COMMENTS: Reviewer: PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ ZONING AND DEVELOPMENT § 26-801 C. B-2 district. Maximum number allowed is sixteen (16); provided, that existing billboards located within the B-1 district may be relocated to the B-2 district regardless of the maximum number. Maximum size equals seven hundred fifty (750) square feet. Setbacks shall be as required for a principal structure in the zoning district where located. J 0 � \A" Maximum height shall be thirty-two (32) feet. '�; 6 ' -P-�- v- >J A - p b - 0 L5"'_ Length shall not exceed three and one-half (3'/2) times the height. L&.' No new billboard may be located closer than six hundred (600) feet to any other billboard facing in the same direction on the same roadway as defined by roadway name or number. 7. Nonconforming billboards are subject to the provisions of section 26-707A. hereof. (Ord. No. 2001-1215, § 1, 2-26-01; Ord. No. 1288, §§ 1, 2, 5-12-03) Secs. 26-712-26-800. Reserved. ARTICLE VIII. FLOODPLAIN CONTROL* Sec. 26-801. Authorization; findings, objectives. A. Statutory authorization. The Legislature of the State of Colorado has in C.R.S. § 31-23-301, delegated the responsibility to local governmental units to adopt regulations designed to promote the public health, safety, and general welfare of its citizenry. Therefore, the city council of Wheat Ridge, Colorado, acting pursuant to its powers and authorities granted and reserved in Title 29 of the Colorado Revised Statutes under Article 20 of the Constitution of the State of Colorado and the Home Rule Charter adopted thereunder, does hereby ordain following as its floodplain zoning provisions. B. Findings of fact. The city council hereby finds that: 1. The flood hazard areas of Wheat Ridge are subject to periodic inundation which results in loss of life and property, health and safety hazards, disruption of commerce and governmental services, extraordinary public expenditures for flood protection and relief, and impairment of the tax base, all of which adversely affect the public health, safety and general welfare. 2. These flood losses are caused by the cumulative effect of obstructions in areas of special flood hazards which increase flood heights and/or velocities and when inadequately anchored damage uses in other areas. Flood losses are also caused by uses that are inadequately floodproofed, inadequately elevated or otherwise protected from flood damage. C. Public objectives to be achieved. The city council hereby finds it in the public interest, and in the furtherance of the public health, safety and welfare, that the following objectives be fulfilled: 1. To promote the public health, safety and general welfare, to minimize flood losses in areas subject to flood hazards, and to promote wise use of the special flood hazard area by: a. Prohibiting certain uses which are dangerous to life or property in time of flood. b. Restricting uses which would be hazardous to the public health in time of flood. *Editor's note -Ord. No. 1544, § 1, adopted Jan. 13, 2014, amended Art. VIII in its entirety, in effect repealing and reenacting said article to read as set out herein. The former Art. VIII, §§ 26-801-26-810, pertained to similar subject matter and derived from Ord. No. 2001-1215, § 1, adopted Feb. 26, 2001; Ord. No. 1293, § 1, adopted June, 9, 2003; Ord. No. 1288, §§ 1, 2, adopted May 12, 2003; Ord. No. 1411, § 1, adopted March 24, 2008; Ord. No. 1423, § 1, adopted Nov 24, 2008; Ord. No. 1431, adopted §§ 1-4, Feb. 23, 2009; Ord. No. 1475, § 1, adopted Jan. 24, 2011; and Ord. No. 1482, §§ 1, 2, adopted April 25, 2011. Supp. No. 53 1859 7500 West 29th Avenue The City of Wheat Ridge, Colorado 80033 Wheat Telephone 303/235-2846 Ridge FAX 303/235-2857 May 12, 2006 Mark Giordano 498 W. Iliff Ave. Denver, CO 80223 Dear Mr. Giordano: RE: Case No. WA -06-05 Please be advised that at its meeting of April 27, 2006, the Board of Adjustment APPROVED your request for a variance to the maximum allowable height for billboards under Section 26-711 for property zoned Commercial One and Industrial and located at 4901 Marshall Street for the following reasons: 1. The hardship is topographical and is created by a severe grade change which would render a conforming billboard substantially invisible. From the perspective of the highway, the billboard at 50 feet will not appear as over -height. 2. The hardship has not been created by a person having interest in property. 3. Granting the variance would not change or alter the character of the neighborhood. 4. As a mitigating circumstance, there is no residential zoned property within the direct line of sight for several hundred feet in all directions. 5. A letter of approval of the variance was submitted by an adjacent property owner. 6. Three other billboards exist with height variances with similar reasons occurring. 7. A 50 -foot billboard has occurred historically on this site with no complaints registered with the city. 8. Staff recommended approval. With the following conditions: 1. The face of the billboard must be oriented perpendicular to Interstate 70. Enclosed is a copy of the Certificate of Resolution, as well as a draft copy of the minutes, stating the Board's decision which became effective the date of the meeting, April 27, 2006. This variance shall automatically expire within one hundred eighty (180) days of the date it was granted, October 24, 2006, unless a building permit has been obtained. Mark Giordano Page 2 May 12, 2006 Please feel free to contact me at (303) 235-2846 if you have any questions. Sincerely, 7" 4-LW� Kathy Field Administrative Assistant Enclosures: Certificate of Resolution Draft of Minutes cc: Copper Fields Land Holdings, LLC 4901 Marshall St. Wheat Ridge, CO 80033 WA -06-05 (case file) Building File %rv-ci-eng-001\users\k ield\Kath"OA\CORRFSP\2006\wa00605approval.wpd CERTIFICATE OF RESOLUTION C(DPY I, Ann Lazzeri, Secretary to the City of Wheat Ridge Board of Adjustment, do hereby certify that the following Resolution was duly adopted in the City of Wheat Ridge, County of Jefferson, State of Colorado, on the 27th day of April, 2006. CASE NO: WA -06-05 APPLICANT'S NAME: Copper Fields Land Holdings LLC LOCATION: 4901 Marshall Street WHEREAS, the applicant was denied permission by an administrative officer; and WHEREAS, Board of Adjustment Application Case No. WA -06-05 is an appeal to this Board from the decision of an administrative officer; and WHEREAS, the property has been posted the fifteen days required by law, and in recognition that there were protests registered against it, in particular by CBS Outdoor and Mile High Outdoor; and WHEREAS, the relief applied for MAY be granted without detriment to the public welfare or substantially impairing the intent and purpose of the regulations governing the City of Wheat Ridge. NOW, THEREFORE, BE IT RESOLVED that Board of Adjustment Case No. WA -06-05 be, and hereby is APPROVED. FOR THE FOLLOWING REASONS: The hardship is topographical and is created by a severe grade change which would render a conforming billboard substantially invisible. From the perspective of the highway, the billboard at 50 feet will not appear as over -height. 2. The hardship has not been created by a person having interest in property. Granting the variance would not change or alter the character of the neighborhood. 4. As a mitigating circumstance, there is no residential zoned property within the direct line of sight for several hundred feet in all directions. A letter of approval of the variance was submitted by an adjacent property owner. 6. Three other billboards exist with height variances with similar reasons occurring. Board of Adjustment Resolution WA -06-05 Page two (2) 7. A 50 -foot billboard has occurred historically on this site with no complaints registered with the city. 8. Staff recommended approval. WITH THE FOLLOWING CONDITION: The face of the billboard must be oriented perpendicular to Interstate 70. VOTE: YES: ABBOTT, BELL, BLAIR, HOVLAND, HOWARD, LINKER, REINHART NO: None ABSENT: DRDA DISPOSITION: A request for a variance to the maximum allowable height for billboards under Section 26-711 for property zoned Commercial One and Industrial was APPROVED. ADOPTED and made effective this 27th day of April, 2006. (k�AW'e., - J t Pell, Chair Ann Lazzeri, Secretary Board of Adjustment Board of Adjustment UNITED ADVERTISING CORPORATION September 19, 2016 Kenneth Johnstone, Director City of Wheat Ridge, Community Development 7500 West 291h Ave. Wheat Ridge, CO 80033 RE: 4901 Marshall St., Billboard Relocation Dear Ken: It has been several months since we spoke about this project. To refresh your memory, the new owners of 4901 Marshall St. asked if it is possible to move our billboard approximately 22' east of its present position. Would this be possible? We hired a surveyor to measure the distance between the existing 4901 Marshall billboard and the billboard immediately east, at 6470 West 48th Ave. They performed two measurements. One showing the distance between the front edges of the signs and, the other, showing the distance between the rear edges of the signs. The front edges are 638.8' apart and the rear edges are 624.4' apart. A stamped, close-up drawing is attached to this package. In addition, I had the surveyor create a large -area Site Plan showing both billboards and the respective spacing. A cropped/close-up of the site plan is also attached for easier viewing. We would like to move the pole 21.88' east of its current position. Per the attached Site Plan, we will maintain spacing of more than 600' from the 6470 W. 48th billboard. The rear edges will be 602.7' apart and the front edges will be 616.2' apart. A cropped/close-up image of the Site Plan is attached. Please note that the setback from the south property line will remain identical. And, the overall height of the structure will remain at 50'. To enhance the visibility of the west billboard face, we would like to change the structure from a "back-to-back" to a "V" structure. Presently, the faces are parallel and are 4' back-to-back. The billboard faces would be 4' at the point (nearest 1-70) and 26' at the rear (the open end). An engineered drawing of the proposed structure is attached. And, a close-up image showing the existing and proposed structure is also attached. Please note this proposed configuration was contemplated in the measurements/spacing listed above. DENVER LOS ANGELES NEW JERSEY NEW YORK CITY Page 2 Finally, this letter should not be construed as notice or intention to abandon this billboard site. If denied, UAC will retain the current billboard in its current position. Is there anything else I can provide for your evaluation? I can be phoned at 303-929-7333. My email is mark@ uacworldwide.com. Thank you for yoVconsicl�ration. Sincerely, Mark W. GiordZ-no President (Seven attachments) 02/05/2017 15:24 032823866 I_IhdITED ADW CORP IZ —i�-l�- COLORADO DEPARTMENT OF TRANSPORTATION ISSUE DATE: January 23, 2017 OUTDOOR ADVERTISING PERMIT EXPIRATION DATE June 30, 2017 Permit No. 11671 This is to certify that: United Advertising Corporation Conforming 498 W. Iliff Avenue Denver, CO 80223 is authorized to erect and maintain a legal outdoor advertising device with two (2) faces placed in V -type construction located on the north side of Intersate 70 at latitude 39°47' 5,.823", longitude -10514' 12.6588" and mile point 269.55, not closer than ninety-two (92) feet from the edge and outside of the State highway right-of-way. The overall structure height shall not exceed fifty (50) feet and each sign face shall not exceed fourteen (14) feet high or forty-eight (48) feet wide for an overall sign face area of not greater than thirteen hundred forty-four (1,344) square feet. The metal structure will be lighted displaying static messages only. Both sign faces shall have at least one common vertical structural component. This permit is issued pursuant to Section 43-1-401, et. seq., Colorado Revised Statutes and 2 CCR 601-3, Rules Governing Outdoor Advertising in Colorado, both of which are available online at: htt www.coloradodot.info libra . This permit is subject to concurrence with the local jurisdiction and all terms, conditions, standards and requirements contained within State statutes and Department rules, the permit application, and this permit. All work in constructing, maintaining and changing advertising messages shall be conducted without encroachment onto the State highway right-of-way at any time without prior specific written Department authorization. This permit expires on the above -noted date and may be renewed annually or transferred as a legal off -premise outdoor advertising device pursuant to Section 43-1-401, et, seg., Colorado Revised Statutes and 2 CCR 601-3, Rules Governing Outdoor Advertising in Colorado prior to expiration. Permit status may be reaffirmed or updated upon annual renewal. Permit owners are entitled to request a hearing pursuant to the Administrative Procedures Act, and any such request must be made in writing, by certified mail, and addressed to: Colorado Department of Transportation Outdoor Advertising Program Manager 4201 E Arkansas Avenue Denver, CO 80222 CDOT Region 1 Outdoor AdvaiAising Inspector COOT Form # 294 4/11 ^ City of WheatR COMMUNITY DEVELOPMENT ( it} of 1V h1 —! Riede Muni�ipul Builaint, 7500 \\. 29" A October 6. 2016 Mark W. Giordano United Advertising Corporation 498 West IliffAvcnue Denver, CO $0223 • 11hcaiRidge.!(1 stNt;;-fiO{)I P: �0?'+5._'N46 F: ;ll.;. -'15, Re: 4901 'Marshall Street 131111)(Mrd - request to relocate Dear Mr. Giordano. 1 received your September 19, 2016 correspondence and supporting documents. requesting relocation of an existing billboard located on the property reterenced above. The propert}" is in the process of being dcv eloped into a self -storage facility and you have requested authorization to relocate your existing building in order to accommodate the new property owners' development plan. As you know. the City has a limit on the maximum number of Billboards (16) and because of that limitation, we have adopted a policy for how to handle vacancies when and if they occur. The polic% is currently pending codification III all ordinance scheduled for public hearing on October 10, 2016. The policy allows existing billboards to be relocated (without creating a vacanc)7) under certain teens and conditions. Anong those ce�nditions are the following: • Written notice of the intent to temporarily remove the billboard must be prodded to the Community Development Director - reference September 19, 2016 letter • The billboard .will be relocated on the same property and in substantially the same location - the billboard is proposed to be moved approximately 22 feet on a property that measures 6.3 acres and has 955 feet of frontage (in 1-70 • The period which the billboard will be removed for shall not exceed 140 days • Written approval of the temporary removal has been issued by the CDD - herehv �gI-anted with this letter Please be advised that you arc hereby authorized to proceed with the temporary removal of your billboard at 4901 Marshall, subject to the following conditions: Temporary removal shall not exceed 130 calendar days A buildim, permit shall be obtained f')r the demolition (removal) and suhscqucut reconstruction The nein building_ shell elect all apl)licablC adopted building and �ioning regulations, subject to permit review and inspection %N %% %% xim licit ridgc.co.us • The billboard shall not incoiliorate LEC) changeable copy as this technology is not authorized for billboards in Wheat Rld_,e • The billboard shall comply with all applicable size. height and separation requirements established in Article VII of Chapter 26 of the Municipal Code • The billboard shall receive all necessary state and federal approvals Please let me kno�� should you have any questions. 1 can be reached at a► -23 -hank YOU. Respectfullyj r kenneth P. Johnstone. AIC'Pt ` Community Development Director CC: Lisa Ritchie. Planner li F�y�9 3 Z mfw 3 4$$g s � y `g gq$#y � p> > z 3 Y Y g 8 0��$ ` K Y € a a22p vY I ;jig a P �4 p � fig{ S�- ° ELL 4 Asa $ gs5 ff-1 At M 2 F EIN k _ e I_. '� ap �g6F9 4 �— I E @LY T -- 1111 H -------------- I 11 _ r tS Y \3vb 999 ------- li $ $� ' o leg $�s lits $ g9 �s 9 BELL SURVEYING COMPANY 500 KALAMATH STREET Date: 1/19/2016 DENVER, COLORADO 80204 BILLBOARD SIGN 303-629-0165 FAX 303-629-0168 DISTANCE VERIFICATION Ordered By: www.bellsurveying.com ADVERTISING CORPORATION www.Sheet 1 of 1 498 WEST ILIFF AVENUE 1601-105 DENVER, COLORADO 80223 SIGN FACE THIS EXHIBIT DOES NOT REPRESENT A MONUMENTED LAND SURVEY. IT IS INTENDED TO DEPICT THE DISTANCE BETWEEN BILLBOARD SIGNS SHOWN HEREON. a 3k" � � gam Bg CL Y 8�a ; j;sni �¢4 - o W N NRPM �g�CgRBk4j�$ gz$ a8Y Y5� GG -AgkMnSt,� gal PP �8� R �a �6 � 8al g$g� SR _ oz 1AA ,SB'l8Z 3 ,fZ,S0.00 S 0 0 owm w`w+" z 0 3. F,dU Y' U � M ? O zza� CLoxF F= h U X CL N N Z ? O �Ot m Y w V1�4w WOW � 3 D W W 030 wm� z�nz Owl A� 6dr 2 U W 20 3� 00 g 0 W 9 i O �< a v ZCL � a e <g V 14 vo i 13 Sill ft ALLI "Mm 7ki 7 TV I_� i� m h fig. Ma ii,32ho-Pain 11, Is 6� 2 ,S6'!BZ 3./&50.00 //7 0 oz M `so MARS��H�.qP`„,«"5"°.REEj q K C0�"" R'i2p6��� d U 0,0'.32,03, ?O U M O F. ZZ, W y" O M;5 _a.I V X N 6`3 yP W g N W O t:o F W N FOW 3 O e°dY W W X OZ Owe O w aU �� I 3 0: x r 0 O vn 8 U a =g 3 $ O' . �b .W 15 N Z2k2 p0 IO 2 , , , , q1 � 1 .qp X :1 bE€ \ 8b 11` bQ b$„ pp 1 e`N -_�r/"�..__--__ nmarss �raraaro---.-wsri _.-.-_--------- --- Lu Q d' O (n5t zmZ W J O1 } J ^QLYU��F 2'> > Qowx U JOp LL J... W'az 2z� 0� W 'O zr�j<Q}�OWWOOOoZw�N Ni���w=in <JO ��� Chaco Z Q v�00E =Ljc) Z W HF- 00004N Z U mF-F- W U O W Q O Z 0 O O JOO W 0 UN U N a' Q m x d' <K oz? WOQ:�00 QW F- (� J O w?O Q F -m F- a- JQ �F-QF-� NO U f- zz z NO z J JU =�'rQ V �UC?F-HOZ w�CjQ ZD J Q' O J7_ w ^ (n V) Z>�L�W�pV�OocO�w �o' w -O tea° ��o0���wQCt== �� ��< �Z< Zw �i—QU0N(nZUm�� w U w Q O Z- F O O w o Utn Q U cv [ Q a, C 00 di� O H O 0 -)Q�m I- �� Q I- Ir w 00 � Z V)0 JZO ri City of ` Wheat I,dge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29" Ave October 6, 2016 Mark W. Giordano United Advertising Corporation 498 West Iliff Avenue Denver, CO 80223 Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 Re: 4901 Marshall Street Billboard — request to relocate Dear Mr. Giordano, I received your September 19, 2016 correspondence and supporting documents, requesting relocation of an existing billboard located on the property referenced above. The property is in the process of being developed into a self -storage facility and you have requested authorization to relocate your existing building in order to accommodate the new property owners' development plan. As you know, the City has a limit on the maximum number of Billboards (16) and because of that limitation, we have adopted a policy for how to handle vacancies when and if they occur. The policy is currently pending codification in an ordinance scheduled for public hearing on October 10, 2016. The policy allows existing billboards to be relocated (without creating a vacancy) under certain terms and conditions. Among those conditions are the following: • Written notice of the intent to temporarily remove the billboard must be provided to the Community Development Director — reference September 19, 2016 letter • The billboard will be relocated on the same property and in substantially the same location — the billboard is proposed to be moved approximately 22 feet on a property that measures 6.8 acres and has 955 feet of frontage on I-70 • The period which the billboard will be removed for shall not exceed 180 days • Written approval of the temporary removal has been issued by the CDD — hereby granted with this letter Please be advised that you are hereby authorized to proceed with the temporary removal of your billboard at 4901 Marshall, subject to the following conditions: • Temporary removal shall not exceed 180 calendar days • A building permit shall be obtained for the demolition (removal) and subsequent reconstruction • The new building shall meet all applicable adopted building and zoning regulations, subject to permit review and inspection www.ci.wheatridge.co.us The billboard shall not incorporate LED changeable copy as this technology is not authorized for billboards in Wheat Ridge The billboard shall comply with all applicable size, height and separation requirements established in Article VII of Chapter 26 of the Municipal Code The billboard shall receive all necessary state and federal approvals Please let me know should you have any questions. I can be reached at 303-235-2844. Thank you. Respectfully, P enneth P. Johnstone, Community Developm CC: Lisa Ritchie, Planner II tWEST OUARIER CORNER OF 1EC110N 13, T 3 S. R 69 W OF THE 6TH P.M. I I J r� I I E 495 � N T4'47 E 403 5000M£ST CORNER OF SECTION 13, iyT 3 S, R 69 W OF THE 6TH P.M. V FOUND 3-1/4' C IN RANGE BOx P.L.S. NO. 13212 SITE PLAN SOUTHWEST ONE-QUARTER OF SECTION 13, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE SIXTH PRINCIPAL MERIDIAN COUNTY OF JEFFERSON, STATE OF COLORADO LEGEND 0 FOUND REBAR & CAP L.S. NO. 14112 GRAPHIC SCALE ( IN FEET ) I i..h = 50 ft W. 58TH AVE. Q 76 )F W. 52ND AVE. SITE 70 3 m W. 44TH AVE VICINITY MAP - NOT TO SCALE PARCEL DESCRIPTION THAT PART OF THE SOUTHWEST ONE-QUARTER OF THE SOUTHWEST ONE-QUARTER OF SECTION 13, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE SIXTH PRINCIPAL MERIDIAN, DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHWEST CORNER OF SAID SECTION 13; THENCE N 00'05'24" W. ALONG THE WEST LINE SAID SOUTHWEST ONE-QUARTER, A DISTANCE OF 594.3 FEET TO A POINT; THENCE N 7447'00" E, ALONG THE NORTH LINE OF TRACT DESCRIBED IN BOOK 694 AT PAGE 203, A DISTANCE OF 295.30 FEET TO THE POINT OF BEGINNING; THENCE N 74'47'00" E, ALONGTHE NORTH UNE OF TRACT DESCRIBED IN BOOK 694 AT PAGE 203. A DISTANCE OF 609.03 FEET TO A POINT ON THE WESTERLY RIGHT OF WAY LINE OF MARSHALL STREET (COLORADO HIGHWAY NO. 72) SAID POINT BEING ON THE ARC OF A CURVE CONCAVE TO NORTHEAST; THENCE SOUTHEASTERLY ALONG THE WESTERLY RIGHT OF WAY UNE OF MARSHALL STREET AND ALONG THE ARC OF A CURVE TO THE LEFT, HAVING A CENTRAL ANGLE OF 22'32'03", A RADIUS OF 1206.3 FEET, AN ARC DISTANCE OF 474.43 FEET TO A POINT WHICH 15 THE NORTHEAST CORNER OF TRACT DESCRIBED UNDER RECEPTION NO. 82074789, AS CORRECTED BY INSTRUMENT RECORDEDUNDER RECEPTION NO. 90024405, THE CHORD OF SAID ARC BEARS S 22'32'03" E, 471.38 FEET; THENCE S 00'05'24" E, PARALLEL WITH THE WEST UNE OF SAID SOUTHWEST ONE-QUARTER A DISTANCE OF 281.95 FEET TO THE SOUTHEAST CORNER OF SAID TRACT; THENCE N 610630 W ALONG THE SOUTHERLY LINE OF SAID TRACT AND ALONG THE NORTHEASTERLY LINE OF TRACT DESCRIBED UNDER RECEPTION NUMBER 80069724, A DISTANCE OF 644.17 FEET; THENCE N 41'17'30" W ALONG SAID NORTHEASTERLY LINE A DISTANCE OF 67.60 FEET; THENCE N 29'55'15" W. ALONG SAID NORTHEASTERLY LINE A DISTANCE OF 242.00 FEET TO THE POINT OF BEGINNING, SAID PARCEL CONTAINS 6.615 ACRES, MORE OR LESS. COUNTY OF JEFFERSON, STATE OF COLORADO. NOTE LEGAL DESCRIPTION DERIVED FROM THE RECORDED LAND SURVEY PLAT BY KURT 0. UNN, JR., PLS NO. 14112, RECORDED IN THE RECORDS OF JEFFERSON COUNTY, COLORADO IN SURVEY BOOK 6, PAGE 3 UNDER RECEPTION NO. 90066278. NOTES: 1. BEARINGBASE: THE WEST UNE OF THE SOUTHWEST ONE-QUARTER OF SECTION 13, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE SIXTH PRINCIPAL MERIDIAN AS BEARING N 00'05'24 W (AS DESCRIBED IN LEGAL DESCRIPTION) TITLE: Cover Sheet JOB 4425 N 24TH ST. - STE 200 ENG.. #: G-10603 PHOENIX, AZ 85016 DATE: Jul -16 Out inc. 602-230-8634 / 800-525-8509 BY: FS FAX 602-230-9071 SHEET: COV COVER SHEET CUSTOMER: UNITED OUTDOOR ADVERTISING LOCATION: 4901 MARSHALL ST. WHEAT RIDGE, CO SIZE OF FACE: 14' X 48 (ft) H.A.G.L.:OA HEIGHT: 50 WIND LOAD: 135 MPH - EXPOSURE C SOIL: SEE SOIL REPORT (psf/ft) STRUCTURE DESIGN: (ft) CENTER MOUNT PARTIAL FLAG - DISTANCE _ X FULL FLAG - COLUMN LOCATION OFFSET= (ft) X V -BUILD 260 ANGLE OR _ (ft) MAX OPENING BACK TO BACK SINGLE -FACE MULTI POST DESIGN - SPACING = (ft) ENCLOSURE FOOTING DESIGN: X ROUND SQUARE SPREAD SPECIAL CONDITIONS: 1. LED CAPABLE 9000 LBS EACH REVISIONS: r %A .. y N 25225 SEP 292016 A DESIGN SPECIFICATIONS CODE: STEEL: WIDE FLANGES: OTHER PLATES AND SHAPES: PIPE SECTIONS: WELDING: BOLTS: CONCRETE: REINFORCING STEEL: WOOD: FOUNDATION: DESIGN LOADS: 2012 IBC ASTM A992, Fy = 50 ksi ASTM A36, Fy = 36 ksi ASTM A536, A252 OR API 5LX, Fy AS NOTED PER AWS D1.1 ASTM A307 OR A325 (ZINC PLATED) fc = 3000 psi AT 28 DAYS (DESIGNED AT 2500) ASTM A706, GRADE 60 (Fy = 60 ksi) DOUGLAS FIR LARCH #2 GEOTECHNICAL INVESTIGATION REPORT KUMAR &ASSOCIATES, (PROJECT NO. 15-1-511) (DATED DEC. 14,2015) WIND: 135 MPH - EXPOSURE C LIVE: CATWALKS: 40 psf OR 300# DEAD: SIGN PANEL 2.5 PSF DIGITAL DISPLAY: 9000 LBS. EACH OTHER MEMBERS AS NOTED IN CALCULATIONS TITLE: Specifications JOB #: N 24TH ST. - STE 200 YvG— /4425 ENG. #: G-10603 —wPHOENIX, AZ 85016DATE: Jul -16 Outdoor Inc. 602-230-8634 / 800-525-8509 FAX 602-230-9071 BY: FS SHEET: 1 DESIGN SPECIFICATIONS CODE: STEEL: WIDE FLANGES: OTHER PLATES AND SHAPES: PIPE SECTIONS: WELDING: BOLTS: CONCRETE: REINFORCING STEEL: WOOD: FOUNDATION: DESIGN LOADS: 2012 IBC ASTM A992, Fy = 50 ksi ASTM A36, Fy = 36 ksi ASTM A536, A252 OR API 5LX, Fy AS NOTED PER AWS D1.1 ASTM A307 OR A325 (ZINC PLATED) fc = 3000 psi AT 28 DAYS (DESIGNED AT 2500) ASTM A706, GRADE 60 (Fy = 60 ksi) DOUGLAS FIR LARCH #2 GEOTECHNICAL INVESTIGATION REPORT KUMAR &ASSOCIATES, (PROJECT NO. 15-1-511) (DATED DEC. 14,2015) WIND: 135 MPH - EXPOSURE C LIVE: CATWALKS: 40 psf OR 300# DEAD: SIGN PANEL 2.5 PSF DIGITAL DISPLAY: 9000 LBS. EACH OTHER MEMBERS AS NOTED IN CALCULATIONS '� / TITLE: Wind Pressures qz = JOB #: cf = ��V/�J 4425 N 24TH ST. - STE 200 Kn = 1.0 ENG. #: 0-10603 ,.,, � PHOENIX, AZ 85016 0.85 V = DATE: Jul -16 Out Inc. 602-230-8634 / 800-525-8509 70 1.17 BY: FS FAX 602-230-9071 1.24 100 SHEET: WIND (2) Wind Load Design for 2012 1 B / ASCE 7-10 pW = gZGcf qz = 0.00256(KZ)(Kn)(Kd)(V2) cf = See Below Kn = 1.0 Kd = 0.85 G = 0.85 V = 135 KZ = 1.09 (Exposure C) ASCE 29.4.1 (Eq. 29.4-1, modified to change to pressure in lieu of force) ASCE 29.3.2 (Eq. 29.3-1) ASCE Figure 29.4-1 ASCE Table 26.6-1 Risk Category II ASCE Table 29.3-1 Structures to be designed using load combination D + L + 0.6W cf Calculations per ASCE Figure 6-20 Sign Width (B) = 48 Sign Overall Height (h) = 50 Sign HAGL = 35.5 Sign Face Height (s) = 14.5 Clearance Ratio (s/h) = 0.29 Aspect Ratio (B/s) = 3.310 S� �'?)eL `fur Case A and Case B G = 1.8 0.6pw = 39.68 tAVERAGE WIND LOAD) - USE FOR GLOBAL DESIGN Case C - Only aonlicable for R/s > 9 U�c Psi ;= O 0-15 U n w Y 0.85 20 0.90 25 0.94 30 0.98 40 1.04 50 1.09 600 1.13 70 1.17 80 1.21 90 1.24 100 1.26 120 1.31 140 1.36 160 1.39 0 to s cf= 2.73 R, = 60.18 s to 2s cf = 1.79 py = 39.46 2s to 3s cf = 1.21 p,N = 26.68 Balance cf = 1.1 pW = 24.25 ;MAXIMUM WIND LOAD) - USE FOR ELEMENT DESIGN two woo Lt��� `, C�e6,r r,�%alfG� fraMi41 5'r�t,lar) MAI S�rnP� 50ah� Jl� LA Clq ,4ux & : -,o tu) : \-Zm"o- 3 Nvr L�x3x N LLV Q� �MPPcL�s _'O�7 103 3 ► � Uta TV -AZ \A4L\,L.AA� Ie9'tjt i ifs �tt7� '*4 Expanded Metal a CARBON STEEL GRATING -ASTM A1011 Plain Galv. Width Length Width Length Width Length Width Thickness S��'�'"�°��Si'�"'��i ��o�t�M.,��`f�ti����nf i'¢'��t�4a, ii� e "�'` V��d''�.��t$�-t�•'e��.`+�.�6,�a]`n����k:. > ��e.�.�x`-"'t°�-�'a'��> 316 300 320 4-6 8-10 0.938 3 436 1.333 5.330 0.261 0.183 73 9 0.500 4 ib 400 430 4 5 6 8.10 0.938 3 438 1.333 5.330 0.297 0.215 65 9 0.625 5 ib 500 550 4.5-6 8-10 0.813 3 375 1 333 5.330 0 327 0.250 52 9 0.625 "+�i��''����u-t>.��'>:�.���� ��:1�.r�t�"�"n"'��5��t�r;"��`�:►��F`���;������'K���,�`�:�'Ci,'€'�k:��u�r1�o'�'�t,��' 71b 700 750 4-6 8 0.813 3.375 1.412'1 5.330 0.386 0.312 60 8.5 0.750 Above conforms fa f3AMA 567• NW t*(?4U `�. ",&rn � -1 "1S 51AWDeD �S AMW At& ALUMINUM GRATING -ALLOY 5052jlH32 \ 2 l 200 - 4-6 8 1.000 3.600 1.333 5.330 0.235 0.250 77 9 0.460 Above conforms to EMMA 557.99 CARBON STEEL LONG LENGTH SWO (CATWALK GRATING) -ASTM A 569/569M 3 Ib 300 320 8-10 2.2.6 3 4 0 938 3 438 1.333 5.330 0.261 0.183 73 9 0.500 4 lb 400 430 8-10 2-2.6-3-4 0.938 3.438 7.330 5 330 0.297 0 215 65 9 0.625 5 ib 500 550 8 10 2 2.6 3-4 0.813 3 375 1.333 5 330 0.327 0.250 52 9 0.625 Above conforms to EMMA 557.99 ALUMINUM LONG LENGTH SWD (CATWALK GRATING) -ALLOY 5052 H32 Above conforms to EMMA 557.99 2.0 Ib -3.0 Ib -4.0 Ib -5.0 ib -6.25 Ib -7.0 Ib 3.14 Ib 4.27 Ib ORNAMESH CARBON STEEL -ASTM A A1011 -ALUMINUM ALLOY 5005 H34 Plain Width Length Width Length Width Length Width Thickness Steel 1.590 4.6 8 1.327 6.400 1.550 7.100 0.122 0.131 65 Aluminum 0.630 4.6 8 1.250 6.125 1.500 5.330 0.125 0.134 65 Above conforms to EMMA 557.99 W AAS ; �AD Q S� f.)L ZM�t U t4 UWAO °� p�s��,idv��. � 1bD"► 4�1 C� ate® d�VOU V �-13D� a �1) i \F (L S�W� c,t4\ A ss-) -qr 35500 LOAD & DEFLECTION TABLE Deflections shown In shaded areas can be safely used at the discrellon of the engineer; however, Those deflections exceed W. 2.0# 30' .24 .081 CARBON STEELYhrh .245 3R;. ' 18" 049 99 .196 .245 .25019 5©5 of 42" .199 mg -M WZ11 48" 24' .068 .132 .197 %WT .-1,16 .2 1, ' I "...N.- M, c Sp , In') V � , : " 3,0# 42" .079 .120 .160 ZO .240 CARBON STEEL 48" 30" .078 .156 .236 :,,*�-Z 155 fX ift", 3) u 36' 2' )4 Fat 31 wk(k,► 24" .049 .094 .140 157 .234 42u 3G.. .099 .198 3.14# C W, 42 .180 .225 CARBON STEEL 48' ---7593 24' .057 .115 .173 .230 24- 3 0. "Ib11,. .070 .116 .140. 164 .186 u 36. 30" 42' ....... ...... .130 .174 .217 36" .078 34 .096 .128 .160 .192 .224 .256 .230 14 y KN 5Y i 30' .060 .120 .180 .240 42" 361. 101 .205 pg 42" .158 N. 4.0# 48' 9 .218{51 CARBON STEEL M' 30" .037 .073 .111 .147 .184 .222 .13 .068 5 .205 30" .081 A63 .245 3R;. ' 36" .124 .25019 5©5 4.27# 42" .199 mg CARBON STEEL 48" 242 450 24' .038 .079 .120 .160 ZO .240 30" .078 .156 .236 :,,*�-Z u 36' .186 N 42u 48' ---7593 24- .023 .047 .070 .116 .140. 164 .186 .210 .234 30" .033 .087 .130 .174 .217 36" .078 .154 .230 14 y KN 5Y i 42" .103 .206 48" .155 54" .242 486 7, CARBON STEEL 24" .025 .050 .075 .100 .125 .150 .175 1. .200 .225 .250 30" .061 .123 .184 .246 007 309' 430 , ..,491 36, .133 265 395 52fi:• 42' 20 400 .600 48"31 706. 54" 10 LOAD & DEFLECTION TABLE 7.0# CARBON STEEL 24" .017 1.6d III Panes r'511.,itr .054 .072 .090 r rr r i rr 24" ,015 .030 .045 .060 .075 .090 .105 .120 .�135 .150 30" .035 .069 103 137 171 206 240 36" 054 .108 A61 216 §$ 54" ................. C 42" .084 .166 247 329 48" .117 236 345a� :474 b1': 64' 1673 ,: 5f6° y67su; 350# 4.0# 625# 6.25# 60' 225 427#** CARBON STEEL 72" 45r; *3.14# grating in lieu of 3# It the application requires a grating having a larger dla- **427# grating may be used in Ileu of 4# If the application requires a smaller dia- 7.0# CARBON STEEL 24" .017 .035 .054 .072 .090 30" .045 .091 .135 .180 .226 36" .092 184 rt i$ 41) 42' 1504.0' T�968f 48" 1 +. 3$7, 72" 54" 30" .039 .079 .118 30" .030 .061 .090 36, .051 .101 .151 42" .065 .130 .195 48"095 190 �t6 54" 143 i? i2d 60 203k X0, 72" 30" .039 .079 .118 36" ,085 170 57 42" 126 125818 48" .210 250# 54" ................. 60" 121 157 .195 110 .127 .145 .164 .181 .212 Id" .U19 .Uu9 'U59 'U19 .D99 .119 .139 24' .046 092 138 .184 .230 2.0# c 30" :092 181 ALUMINUM 36" .125 18" 017 .034 .051 .068 085 AD3 ,121 .139 .157 u 24' .047 .094 .141 .189 .236 30' .108 216 32L 36" .213 (T9Q CONCENTRATED LOAD: A load that is concentraled over a small area. Example, a DEFLECTION: The deviation In Inches from the original plane when the grating Is pedestrian load, or light equipment load. Concentrated loads are shown In lbs per ft. placed under load. of grating width measured perpendicular to span. (le, In SWD Direction) CLEAR SPAN: The distance between supporting members measured from the Inside UNIFORM LOAD: A load that Is equally distributed over all of the clear span. Measured bearing point of one supporting member to the inside bearing paint of the next sup - in lbs per sq. It. (i.e., inventories stacked on shelving.) porting member, AMICO GRATING APPLICATION GUIDE This table Is a convenient means of selecting grating for typical walk -way installations. If the distance between supports, and the toad to be carried are known, the most eco- nomical type of grating to be used may be selected from the table below. Expanded metal grating has its greatest resistance to bending In the direction of the long way of the diamond. The LWD should always be placed across the span for best results. twinaow vvasners) 314#* 3.14#* 314# 27# 4 27# i5 NdrfpBl i!edest Load ` 100# 3 0�� �0#f 4 Q+ , Heavy Pedest 150# 3.0# 4.0# 5.0# 6.25# ( With Light Equip) 314#* 4,27#** 250# 4.0# 5.0# 427#** 350# 4.0# 625# 427#** *3.14# grating in lieu of 3# It the application requires a grating having a larger dla- **427# grating may be used in Ileu of 4# If the application requires a smaller dia- mond. Example: Outside catwalk in ice and snow. mond to afford protection from dropped tools and other objects. 4w�wv WW= 0.06 a WpL= 2.5X5+5.8= 18.3 PLF Ww= MAX WIND LOAD [ksf] a= TRIB AREA [FTJ MAB = W/ (8 X 8^2) X 12^2 X 4^2 = 4.5W M,3= W X 4"2/2 = 8W <----------CONTROLS TRY (ANGLE)3 X 3 X 1/4 fb = 8 X 12 ((0.0602a + 0.0183)/.577) = 21.6ksi a = 1.85257 ft MAX SPC'S 1'-10" O.0 TRY (ANGLE)4 X 3 X 1/4 LLH fb = 8 X 12 (0.0602a/1.0 + 0.0183/.599) = 21.6 ksi a = 3.23005 ft MAX SPC'S 3'-3" O.0 TRY (ANGLE)5 X 3 X 1/4 LLH v5e 'fl"e- Ace. fb = 8 X 12 (0.0602a///1.53 + 0.0183/.614) = 21.6 ksi a = 4.96095 ft MAX SPC'S 5'-0" O.0 rol .;P0 IV Outdoor Inc. TITLE: CALCULATIONS FOR STRINGER DATE: 7114 BY: SHT#: I i -ins oi�iv . TITLE: JOB H: 4425 N 24TH ST. - STE 200 ORtuol- ENG. k: G-10603 PHOENIX, AZ 85016 HEAD STRUCTURE DEAD LOAD DATE: Jul -16 Outdoor InC. 602-230-8634/800-525-8509 _ 6 BY: FS FAX 602-230-9071 Brace (L3x3xl/4) = SHEET: i -ins oi�iv . DEAD LOAD: 14x48 HEAD STRUCTURE WITH LED PANELS gee Per Upright Per Upright LED Panel = 9000 ertr�:vee _ 6 Uprights = 1500.00 lbs Brace (L3x3xl/4) = FACT= x MTAI Trib. x 1 = 39.20 lbs Rear Walkway (L3x3xl/4 = 4.9 pit x 8 ft Trib. 0 4 = 156.80 lbs grating = 2.00 psf x 8 ft Trib. x 2 ft °mss 2 = 64.00 lbs Front Walkway (L4x3xl/4) = 5.8 pit x amr�c_rt Trib. x 2 = 92.80 lbs grating = 3.14 psf x w, x 3 ft x 1 = 75.36 lbs Upright (W12 x 16 ) = 16.0 pit x 14.5 It = 99.00 lbs = 232.00 lbs Front Ledger (W6x9) = 9 pit x 6.20 ft 55.80 lbs Stringer (L5x3x1/4) = 5.8 pif = 55.80 lbs Rear Ledger (W6x9) = 9 pif x 11.0 ft Misc. 10% = _8., MISC. 10%= = 128.06 lbs _ 9ql sn 1h. a DEAD LOAD: 14x48 HEAD STRUCTURE WITH LED PANELS PpL = 2546.5 lbs 9 S DEAD LOAD: 14x48 HEAD STRUCTURE WITH VINYL FACE PANELS Per Upright Per Upright LED Panel = 9000 lbs _ 6 Uprights = 1500.00 lbs Brace (L3x3xl/4) = 4.9 pit x 8 ft Trib. x 1 = 39.20 lbs Rear Walkway (L3x3xl/4 = 4.9 pit x 8 ft Trib. x 4 = 156.80 lbs grating = 2.00 psf x 8 ft Trib. x 2 ft x 2 = 64.00 lbs Front Walkway (L4x3xl/4) = 5.8 pit x 8 ft Trib. x 2 = 92.80 lbs grating = 3.14 psf x 8 ft Trib. x 3 ft x 1 = 75.36 lbs Upright (W12 x 16 ) = 16.0 pit x 14.5 It = 99.00 lbs = 232.00 lbs Front Ledger (W6x9) = 9 pit x 6.20 ft 55.80 lbs Stringer (L5x3x1/4) = 5.8 pif = 55.80 lbs Rear Ledger (W6x9) = 9 pif x 11.0 ft Misc. 10% = = 99.00 lbs MISC. 10%= = 128.06 lbs _ 9ql sn 1h. PpL = 2546.5 lbs 9 S DEAD LOAD: 14x48 HEAD STRUCTURE WITH VINYL FACE PANELS PDL = 1408.62 lbs Per Upright SIGN Panel = 2.5 psf x 8 It Trib. x 14 It = 280.00 lbs HANG RAIL (L3x3xl/4) = 4.9 plf x 8 It Trib. x 1 = 39.20 lbs Rear Walkway (L3x3xl/4 = 4.9 plf x 8 It Trib. x 4 = 156.80 lbs grating = 2.00 psf x 8 ft Trlb. x 2 ft x 2 = 64.00 lbs Front Walkway (L4x3x1/4) = 5.8 pif x 8 ft Trib. x 2 = 92.80 lbs grating = 3.14 psf x 8 ft Trib. x 3 ft x 1 = 75.36 lbs Upright ( W12 x 16 ) = 16.0 plf x 14.5 It = 232.00 lbs Rear Ledger (W6x9) = 9 pif x 11.0 ft = 99.00 lbs Front Ledger (W6x9) = 9 pif x 6.20 ft = 55.80 lbs Stringer (L5x3x1/4) = 5.8 pif x 8 ft Trib, x 4 = 185.60 lbs Misc. 10% = = 128.06 lbs PDL = 1408.62 lbs UPRIGHT DESIGN 4Ip FACE x'u` 3 CONNECTION L.E.D. PANEL WTG., PDL = 2.55 K TITLE: JOB #: 4425 N 24TH ST. - STE 200 Max Wind Pressure = ENG. #: G-10603 PHOENIX, AZ 85016 UPRIGHT DESIGN DATE: Jul -16 fluf oor Inc. 602-230-8634/800-525-8509 Upright S acin = BY: FS FAX 602-230-9071 e= ± SHEET: UPRIGHT DESIGN 4Ip FACE x'u` 3 CONNECTION L.E.D. PANEL WTG., PDL = 2.55 K # Of U ri his = 2 Max Wind Pressure = 0.0602 ksf He! ht, H = 10.83 ft Upright S acin = 8 ft e= ± 2 ft DEAD LOAD: w = 0.0602 x 8 = 0.4816 klf Per Upright LED Panel = 9000 lbs Mwind = 0.4816 x ( 10.83 ) z / 2 = 28.24 ft -k 1 2 uprights Mwind = 28.24 ft -k / 2 Uprights = 14.12 ft -k per upright g„ Msl9n = PDQ x e = 2.55 x 2 = 5.09 ft -k per upright x 4 = Mtotal = 19.21 ft -k per upright i•_6• x 2 ft x 2 = 64.00 lbs Front Walkway (L4x3xl/4) = 5.8 plf USE: W 12 x 16 Trib. x 2 = 92.80 lbs Mca acct = 30 ft -k UBL : 8 ft x 8 ft Trib. DEAD LOAD: Per Upright LED Panel = 9000 lbs 6 Uprights = 1500.00 lbs Brace (L3x3xl/4) = 4.9 pit x 8 ft Trib. x 1 = 39.20 lbs Rear Walkway (L3x3xl/4) = 4.9 pit x 8 ft Trib. x 4 = 156.80 lbs grating = 2.00 psf x 8 ft Trib. x 2 ft x 2 = 64.00 lbs Front Walkway (L4x3xl/4) = 5.8 plf x 8 ft Trib. x 2 = 92.80 lbs grating = 3.14 psf x 8 ft Trib. x 3 ft = 75.36 lbs Upright (W12 x 16 ) = 16.0 pif x 14.5 ft = 232.00 lbs Front Ledger (W6x9) = 9 plf x 6.2 ft = 55.80 lbs Rear Ledger (W6x9) = 9 pit x lift = 99.00 lbs Misc. 10%= = 231.50 lbs PDt, = 2546.5 lbs Xi = 3Tin Try : 5/8 o A325 Bolts AbIlt = 0.307 in' X2 = 4.5 Mlotai = 19.21 ft -k V = 2.55 k I = 4 ( 4.5 )2 + 4 ( 7.5 )Z = 306 in T = 19.21 x 12 x 7.5 = 5.65 k/boit 306 V= 2.55 = 0.32 k/bolt 8 bolts FT = 45 ksi fT = 5.65 k = 18 ksi 0.307 int fT < FT OK USE: (8) - 5/8 0 A325 BOLTS TITLE: JOB a: ..► 4425 N 24TH ST. - STE 200 ENG. a: G-10603 L PHOENIX, AZ 85016 UPRIGHT FLANGE BENDING DATE: Jul -16 Outdoor Inc. 602-230-8634/800-525-8509 BY: FS CJI FAX 602-230-9071 SHEET: , V WK11iff FLANGE BENDING: Prying action governs design. Design flange thickness per AISC 13th Edition on pg. 310 aj prying Woos in too tmin = 0.390 in. > 0.265 In. NG NOTE: 1 . Provide 1/4" stiffener btwn bolts 6.66T6' tmin = pFu(1 + 8a') Where : F� = Specified minimum tensile strength of connecting element, ksi. 6 = 1 — ratio of the net area at bolt line to gross area oat face of the stem or P leg of angle. a'=1 if0>_1 a' = the lesser of 1 and s (1pR)if R < i 1((B l b' Q= plT —1) P=af a'= la+ lb 11.25b+ Zb1 b'= Ib — 2 T = Required strength, /kips \\\ 111 b = Distance from bolt centerline to the face of the tee stem, in. db = Bolt diameter, in. a = distance from the bolt centerline to the edge of the fitting, in, B = available tension per bolt per Table 7-2 p = Tributary length per pair of bolts for a tee. Which should preferably not to exceed the gage between the pair of bolts, g Check Saddle Beam : W12X16 9 T = 8.05 K tr= 0.265 in. bi= 3.99 in. tw= 0.220 in. b'= 0.7025 b = 1.02 in. gage = 2.25 in. b = 0.6944 a = 0.870 in. dbolt = 0.625 In. o'= 1 F„ = 65 ksi d'boit = 0.688 in p = 1.202 B = 13.8 K p = 0.5941 p = 2.25 in a' = 1.1825 tmin = 0.390 in. > 0.265 In. NG NOTE: 1 . Provide 1/4" stiffener btwn bolts 6.66T6' tmin = pFu(1 + 8a') Where : F� = Specified minimum tensile strength of connecting element, ksi. 6 = 1 — ratio of the net area at bolt line to gross area oat face of the stem or P leg of angle. a'=1 if0>_1 a' = the lesser of 1 and s (1pR)if R < i 1((B l b' Q= plT —1) P=af a'= la+ lb 11.25b+ Zb1 b'= Ib — 2 T = Required strength, /kips \\\ 111 b = Distance from bolt centerline to the face of the tee stem, in. db = Bolt diameter, in. a = distance from the bolt centerline to the edge of the fitting, in, B = available tension per bolt per Table 7-2 p = Tributary length per pair of bolts for a tee. Which should preferably not to exceed the gage between the pair of bolts, g TITLE: JOB #: 4425 N 24TH ST. - STE 200 ENG. #: G-10603 RA L PHOENIX, AZ 85016 SPREADER DESIGN DATE: Jul-16 Outdoor Inc. 602-230-8634 /800-525-8509 BY: FS FAX 602-230-9071 SHEET: SPREADERS : SPREADERS CANTILEVER FROM FIXED CONNECTION AT TORSION W12 = 0.026 x ( 13 )2= 2.03 ft -k Msetf wtg. = 2 2 Head = P �l + 2.55 x 13 + 2 36.98 ft -k MDL o/' e)_ ) _ MTOTAL = Mwind From Upright+ Mself Mg. + MOL of Head = 61.08 ft -k CONNECTION DISREGARD BALANCED DEAD LOAD x1 = 8 in x2 = 4 in Max Wind = 0.0602 ksf Hsi n Face = 14.50 ft Upright Trib. =1 8 ft MTOTAL= 61.1 + 22.07 = 83.1 ft -k V= 0.0602 x 14.5 x 8 = 6.98 k I = 4 ( 8 )2+ 4 ( 12 )2 = 832 in' T= 83.1 x 12 x 12 = 14.39 k/bolt 832 Provide x-bracings as shown on plan for the 2 USE: W 12 x 35 longest members Mallow = 121.5 ft -k @ UBL = 7 FT & USE: W 12 x 26 For the 4 remainders Mallow = 83.5 ft -k @ UBL = 8 FT TRY: I' _W teT 0.442 L -- 1 Provide x-bracings as shown on plan for the 2 USE: W 12 x 35 longest members Mallow = 121.5 ft -k @ UBL = 7 FT & USE: W 12 x 26 For the 4 remainders Mallow = 83.5 ft -k @ UBL = 8 FT TRY: 3/4 DIA.80LT Ahog= 0.442 int V= 6.98 = 0.87 k/bolt TOP -- 8 bolt Check Stresses : fT = 14.39 k = 32.59 ksi < FT = 45 ksi OK 0.442 int fv = 0.87 k = 1.98 ksi < Fv = 24 ksi OK 0.442 int j'} 1 1/2' 1 11 -}-} r 11 1-825 ElOL75 r��7:v����llllllllllll x I —:— x 1 -- x-7- 1 1!2' x2 112 SECTION C -C USE : ( 8) - 3/4 DIA. A325 BOLTS Provide 3/8" plate x fit x fit Stiffeners TITLE: JOB #: MIT4425 N 24TH ST. - STE 200 ENG. #: G-10603 R PHOENIX, AZ 85016 TORSION DESIGN DATE: Jul -16 Outdoor Inc. 602-230-8634/800-525-8509 BY: FS I� FAX 602-230-9071 SHEET: TORSION DESIGN WDL Torsion - 0.240 klf PDL = 2.55 k wind = 0.04 ksf Sign height = 14.5 ft Sin length = 48 ft bot. of upright to center of torsion = 1.5 ft # of Uprights Total = 6 e= 2 ft # of Faces = 2 TRY: 36" X 0.625 PIPE Fy = 45 ksi Ws reader ' 0.035 jklf 1 1.1 = 8 ft L5 reader 25 Ift I 11-2=12.75 ft LTorsion = 44 Ift L2 I L1 Li I L1 DEAD LOADS L1 L1 PDL = 2 x 2.55 + ( 25 x 0.035 ) = 5.98 k VDL = 6 x 5.98 + ( 44 x 0.240 ) = 46.41 k MDL = 5.98 ( 2.75 + 10.8 + 19 + 26.75 + 35 + 43 ) + 0.240 ( 44 )2 = 1047.9 ft -k 2 Torsion due to unbalanced load = 6 x 5.98 k x 2 ft = 71.70 ft -k WIND LOADS Case B Governs Design Pwind = Vwind = 0.040 x 14.5 x 48 = 27.84 k Mwind = 27.84 x ( 22.75 + ( 0.2 x 48 ) = 900.62 ft -k Torsion = 27.84 x ( 14.5 - 1.5 ) = 160.08 ft -k 2 COMBINED LOADS V = VDL2 -I- Vwind2 Torsion= 71.70 ft -k + 160.08 ft -k = 231.78 ft -k V= 54.12 ft -k M = MDL2 + Mwind2 USE : 36" p x 0.625 In. PIPE Fy = 45 ksi M = 1381.75 ft -k ( See Attached Shts. ) TITLE: TOT'S10n ]OB #: 4425 N 24TH ST. - STE 200 ENG. #: G-1060 .� L„ PHOENIX, AZ 85016 DATE: Jul -16 Outdoor Inc. 602-230-8634 / 800-525-8509 BY: FS FAX 602-230-9071 SHEET: Pipe Properites: Dia. = D = 36 (in) S = 603.8 (in') Wall = t = 0.625 (in) I = 10868 (in') Fy = 45 (ksi) Z = 782.2 (in3) D/t = 57.6 Noncompact Section A = 69.5 (int) L = 44 (ft) Ag = 64.7 (in) Lv = 44 (ft) Nominal Flexural Strength: Yeilding Mn=Mp=FyZ= Local Buckling (not applicable for Compact Section) Noncompact Sections 11 1 Mn= 0.021E +FY S= D t Slender Sections 11 N Mn= 0.33E S= D t Nominal Shear Strength: V = F,,Ag/2 = Fir = Greater of 1.60E 5/4 or 0.78E2 VIDKt 0Dt 1 F,r _< 0.6Fy 2933.3 kip -ft 2796.2 kip -ft Mn = 2796.2 kip -ft 76.4 ksi 27.0 ksi = 873.1 kips Nominal Torsional Strength: T„ = F,.0 2 Fir = Greater of 1.23EFLll D (Dl F,r <— 0.6Fy 1228.5 (in 3) 0.60E or — (DI 3/2 — 58.7 ksi 27.0 ksi Tn = 2764.2 kip -ft Nominal Compressive Strength: Structures are relatively light and compression loads are minimal when compared to flexural stressds. Conservatively assume that P, Pc = 0.05. Applied Loads: P, — TITLE: Torsion Mr = JOB #: V,. = _ 4425 N 24TH ST. - STE 200 T,. = 232.00 kip -ft ENG. #: G-10 r 03 PHOENIX, AZ 85016 DATE: Jul -16 Out inc. 602-230-8634 / 800-525-8509 FAX 602-230.9071 1 BY: SHEET: FS / Nominal Torsional Strength: T„ = F,.0 2 Fir = Greater of 1.23EFLll D (Dl F,r <— 0.6Fy 1228.5 (in 3) 0.60E or — (DI 3/2 — 58.7 ksi 27.0 ksi Tn = 2764.2 kip -ft Nominal Compressive Strength: Structures are relatively light and compression loads are minimal when compared to flexural stressds. Conservatively assume that P, Pc = 0.05. Applied Loads: P, — kips Mr = 1382.00 kip -ft V,. = 55 kips T,. = 232.00 kip -ft P. + M,. + V,+ T,. z = P, M, J C V, T, ) J Final Selection: Use 36" Dia. X 0.625" Wall - 45 ksi steel P� = P„ /Q, where np = 1.67 M, = M„ /n,ti, where 52,x, = 1.67 V, = V„ /S2, where 52,, =1.67 T,, = T„/52,. where QT = 1.67 0.936 < 1.0 Pipe OK / TITLE: JOB #: �/j 4425 N 24TH ST. - STE 200 ENG. #: (;- - f v iJ o 3 �► L PHOENIX, AZ 85016 ROUND PLATE DESIGN DATE. Jul -16 Outdoor Inc. 602-230-8634/800-525-8509 BY: FS FAX 602.230-9071 SHEET: ROUND HEAD PLATE: PLAT �'�� DOLT CIRCLE COLUMN 51ZE LOADS k FMP-IND27.84 sion = 901 ft -k wwd = _Zc�, NJ ft -k Moi = 1048 ft -k MUnhM = 72 ft -k L1 = 23.000 in. L2 = 22.219 in. L3 = 18.922 in. L4 = 16.266 in. L5 = 11.5 in. L6 = 1 5.950 In. COLUMN SIZE = 42 in. # of BOLTS = 24 BOLT SIZE = 1 1/2 in. BOLT CIRCLE = 46 in. PLATE SIZE= 50 in. J, = 2 bolts x L12 +[ 2 bolts (2 sides) x [ (L2)2 + (L3)2 + (L4)2 + (L5)2 + (L6)2] ] = 6349 IN' J = 12698 in' C= 23 in. r = 23 in. Tbult = (MDL') + (MUnbal + Mwind)2 = O -1 Z T 7-0 o 2 X 2 37, 7 l -341 ub-It = ( 901.00 ) x 12 x 23.00 + 27.84 k - 20.74 k/bolt 12698 24 BOLTS BOLT011-2STRESSES fT = k = 2%.71 ksi E 3L t•« d LC 1.766 int F'T = 1.3 FFnnt — 11 v fv where : Fit = 90 ksi F,,,, = 48 ksi R=2 FT = 36 ksi > fT OK Tallm = 64.4 k fv = 20.74 k = 11.74 ksi < OK 1.766 int for A325N bolts per Table J3.2 AISC 13TH Edition USE( 24 ) 1 1/2 " DIA. A325 BOLTS Outdoor Inc. 4425 N 24TH ST. - STE 200 PHOENIX, AZ 85016 602-230-8634/800-525-8509 FAX 602-230-9071 fl15'%P�:{�.rr� �1�25� 1StJ '"cD 3�H � �' pL� 1�►f,�-05 { ,L,,��Z 1g� �►H3���D U�15D Li�3 a: E: %// c, FS �i�s��► � wcv DLo�C arso -mots ,.rte i=L= /oyg K k L%4 y 2 �x 7--5 d ..s 1Z� V-1. UZI 411N Tans�cr Manz � v ET C--�) swKs TITLE: JOB #: �r 4425 N 24TH ST. -STE 200 ENG. #: G-10603 X L PHOENIX, AZ 85016 COLUMN DESIGN DATE: Jul -16 Outdoor Inc. 602-230-8634 / 800-525-8509 BY: FS q FAX 602-230-9071 SHEET: � f COLUMN DESIGN: wind = 0.040 ksf Sign height = 14.5 ft Sign length = 48 ft O.A. HEIGHT = 68 ft H.A.G,L. = 53.5 ft UPPER COLUMN DESIGN: TRY: MDL' 1048 ft -k (From Torsion Design) MDL Unbalanced = 72.00 ft -k (From Torsion Design) Torsion = 901 ft -k (From Torsion design) Upper Column Dia.= 42 in H 1 = 24,5 ft Lower Column Dia.= 48 in H2 = 29 ft 42 X 0.625 in PIPE Fy= 42 ksi PF Fwind = 0.040 x 14.5 x 48.0 = 27.84 k Pcoi _ — wind 1 — 0.040 x 3.5 x 24.50 — 3.43 k Pcol _ — wind 2 — 0.040 x 4.0 x 29 — 4.64 k Pwind total = 35.91 k CHECK COLUMN AT SPLICE MIX = 1048.00 ft -k MDL Unbalanced = 72.00 ft -k Mwind - 27.84 x ( 14.5 + 24.5 ) + 3.43 x ( 24.5 ) = 925.94 ft -k 2 2 Wending = V M 2 M = 1447.13 ft -k DL C DL Unbalanced 'i- Mwind USE: 42 cp x 0.625 in. PIPE Fy = 42 kst (SEE ATTACHED SHTS LOWER COLUMN DESIGN: TRY: 48 X 0.626 in PIPE FY= 4t� ksl CHECK COLUMN AT ?I &6(,0W 40 -of (ro?of BCv(0'#Je- MDL = 1048.00 ft -k MOL Unbalanced = 72.00 ft -k Mwind = 27,84 x ( 14.5 + 24.5 + 29 ) + 3.43 x ( 24.5 + 29 ) + 4.64 x ( 29 ) = 1900.05 ft -k 2 2 2 Mbending = I MDL2 + CMDL Unbalanced -+ Mwind )2 = 2233.22 ft -k V USE: 48 " x 0.625 in. PIPE Fy = 45 ksi 2 (SEE ATTACHED SHTS TITLE: Upper Column JOB #: _ 4425 N 24TH ST. - STE 200 ENG. #: G-10603 .� PHOENIX, AZ 85016 DATE: Jul -16 Outdoor Inc. 602-230-8634 / 800-525-8509 BY: FS FAX 602-230-9071 1 SHEET: /f p Pipe Properites: Dia. = D = 42 (in) S = 828.0 (in3) Wall = t = 0.625 (in) I = 17388 (in4) Fy = 42 (ksi) Z = 1070.0 (in3) D/t = 67.2 Noncompact Section A = 81.2 (in2) L = 24.5 (ft) Ag = 75.6 (in2) Lv = 24.5 (ft) Nominal Flexural Strength: Yeilding Mn=Mn=FyZ= Local Buckling (not applicable for Compact Section) Noncompact Sections Mn= 0.021E +Fy S_ t Slender Sections Mn= 0.33E S= D t Nominal Shear Strength: V = F,,Ag/2 = Fir = Greater of F,r 5 0.6Fy 1.60E (D/}5/4 FI -D 0.78E or 3/2 _ rD/l 3745.0 kip -ft 3523.3 kip -ft Mn = 3523.3 kip -ft 91.2 ksi 25.2 ksi Vn = 953.0 kips Nominal Torsional Strength: Tn=F,C C_ g(D—t)2t = 2 F,, = Greater of 1.23E FLTD `D�) F,, <_ 0.6 Fy 1680.6 (in3) or 0.60E — E (D/)3/2 — 70.1 ksi 25.2 ksi Ta = 3529.4 kip -ft Nominal Compressive Strength: Structures are relatively light and compression loads are minimal when compared to flexural stresses. Conservatively assume that Pr/P, = 0.05. Applied Loads: P,_ _ M= r V, = T,. _ kips 1448.00 kip -ft 36 kips 901.00 kip -ft 2 P, + M,. + �" + T' = P,, M, l V, T J � l J Final Selection: Use 42" Dia. X 0.625" Wall - 42 ksi steel P, = P„lQp where np = 1.67 M, = Mn/52, where 52,,,, = 1.67 V, = V. IQ,, where n, = 1.67 T� = T„ /52,. where 52,. =1.67 0.976 < 1.0 Pipe OK TITLE: Upper Column JOB #: _ 4425 N 24TH ST. - STE 200 ENG. #: G-10603 PHOENIX, AZ 85016 DATE: Jul -16 Outdoor Inc. 602-230-8634 / 800-525-8509 BY: FS FAX 602-230-9071 SHEET: li' Nominal Torsional Strength: Tn=F,C C_ g(D—t)2t = 2 F,, = Greater of 1.23E FLTD `D�) F,, <_ 0.6 Fy 1680.6 (in3) or 0.60E — E (D/)3/2 — 70.1 ksi 25.2 ksi Ta = 3529.4 kip -ft Nominal Compressive Strength: Structures are relatively light and compression loads are minimal when compared to flexural stresses. Conservatively assume that Pr/P, = 0.05. Applied Loads: P,_ _ M= r V, = T,. _ kips 1448.00 kip -ft 36 kips 901.00 kip -ft 2 P, + M,. + �" + T' = P,, M, l V, T J � l J Final Selection: Use 42" Dia. X 0.625" Wall - 42 ksi steel P, = P„lQp where np = 1.67 M, = Mn/52, where 52,,,, = 1.67 V, = V. IQ,, where n, = 1.67 T� = T„ /52,. where 52,. =1.67 0.976 < 1.0 Pipe OK TITLE: JOB r, 4425 N 24TH ST. - STE 200 ENG.. #: G-10603 PHOENIX, AZ 85016 TELESCOPED SPLICE CONNECTION DATE: 7u1-16 Outdoor Inc. 602-230-8634 / 800-525-8509 AND FOOTING DESIGN BY: FS FAX 602-230-9071 SHEET: 27i 'GI GC('!'1DCIl CI]1 rn� nr�wrwrri+Tr�wl _ Design the Welding of top ring plate for Bending + Torsion Mbending = 1447.13 ft -k Splice = 5.50 ft Shear due to bending = Wending = 1447.13 ft -k = 263.11 k Splice 5.50 ft Torsion = 901.00 ft -k Shear due to torsion = 901.00 = 450.50 k 2 Total Shear Force = 263.11 k + 450.50 k = 713.61 k Circumference of 48 dia. Pipe = TO = 150.72 in 713.61 k = 4.73 Win < 7,42 Win O 150.72 In Design the Welding of bottom ring plate to the outer pipe Plug weld capacity: Inner Ring Plate = 1.5 Outer pipe thickness = 0.625 in * of plug welds = 6 @ 45 degrees • Min slot height = outer pipe thickness + 5/16" 0.625 + 0.3125 = 15/16 in • Max slot height = Inner ring plate -1/8" = 1.50 - 1/8 = 13/8 in 263.11 k= 0.3 x 70 ksi x Lrequired x 1.25 x 8 welds 2 263.11 k = 105.00 k x Lrequired Lrequired = 2.51 in FOOTING DESIGN UP'CZ COWl.IN P:^C � ry Splice 1/2 !I Fillet weld ; capacity = 7.42 Win USE: 1/2 Fillet weld at the top plate and 1.25 in X 2.50 in, long plug welds @ 45 degrees c@ bottom plate q = 0.800 psf/ft Moment, M = 2233.22 ft -k Pwind total, P = 35.91 k h = M - 2233.22 P 35.91 = 62.19 ft i USE: 5.0 ft 4, X � I = 0" DEEP DRILLED FOOTING (SEE ATTACHED SHTS 25/ ) FI..iC z• MIN. Q-_ LDY2[ OOWNN PIP[ USE: 1/2 Fillet weld at the top plate and 1.25 in X 2.50 in, long plug welds @ 45 degrees c@ bottom plate q = 0.800 psf/ft Moment, M = 2233.22 ft -k Pwind total, P = 35.91 k h = M - 2233.22 P 35.91 = 62.19 ft i USE: 5.0 ft 4, X � I = 0" DEEP DRILLED FOOTING (SEE ATTACHED SHTS 25/ ) TITLE: Lower Column JOB #: L _ 4425 N 24TH ST. - STE 200 ENG. #: G-10603 X�v _ PHOENIX, AZ 85016 DATE: Jul -16 Outdoor Inc. 602-230-8634 / 800-525-8509 BY: FS 2 FAX 602-230-9071 SHEET: 3 Pipe Properites: Dia. = D = 48 (in) S = 1087.6 (in) Wall = t = 0.625 (in) I = 26101 (in4) Fy = 45 (ksi) Z = 1402.8 (in3) D/t = 76.8 Noncompact Section A = 93.0 (in2) L = 20 (ft) Ag = 86.6 (in) Lv = 20 (ft) Nominal Flexural Strength: Yeilding Mn = Mp = FyZ = 5260.6 kip -ft Local Buckling (not applicable for Compact Section) Noncompact Sections M» = 0.021E + Fy S= D 4797.0 kip -ft t Slender Sections Mn= 0.33E S= D t Mn = 4797.0 kip -ft Nominal Shear Strength: V, = F,,Ag/2 F,r = Greater of 1.60E 5/a or 0.78E _ 91.3 ksi J17D (Dt) lDt ) 3/2 F,rS0.6Fy 27.0 ksi Vn = 1169.0 kips TITLE: Lower Column JOB #: v4425 N 24TH ST. - STE 200 ENG. #: G-10603 - , - PHOENIX, AZ 85016 DATE: Jul -16 Out602-230-8634 / 800-525-8509 BY: FS FAX 602-230.9071 SHEET: Nominal Torsional Strength: Tn = F,,.0 C _ )r(D—t)2t = 2 F,r = Greater of 1.2((3E FLTD lD� F,,< 0.6 Fy 2203.4 (in3) 0.60E or — (D/q 1t) 3/2 — 70.2 ksi 27.0 ksi Tn = 4957.7 kip -ft Nominal Compressive Strength: Structures are relatively light and compression loads are minimal when compared to flexural stresses. Conservatively assume that P, P, = 0.05. Applied Loads: 1'r = kips Mr = 2233.22 kip -ft V,. = 36 kips T,, — 901.00 kip -ft 2 P + M, + V, + T' = ( PM, } V� T, , l J Final Selection: Use 48" Dia. X 0.625" Wall - 45 ksi steel P, = P„ /S2 p where Op =1.67 M� = M„ /Q,u where 52,E =1.67 V, = V,/92, where 92, = 1.67 T� = T„ IQT where 52,. = 1.67 0.953 <I .0 Pipe OK TITLE: FOOTING DESIGN JOB #: 4425 N 24TH ST. - STE 200 ENG. 4: G-10603 L PHOENIX, AZ 85016 DATE: 20 -Jul -16 K602-230-8634/800-525-8509 BY: FS Outdoor Inc. FAX 602-230-9071 SHEET: 2 Nonconstrained Embedded Pole Footing Design Round Pole Footing Design based on CBC or IBC section 1807.3.2.1. d= 11+ FI -4. � h Where: A= 2.34P Sib b= diameter of round post or footing. (ft) q = allowable lateral soil bearing pressure. (ksf/ft) d = actual depth of embedment in earth. (ft) h = distance in feet from ground surface to point of application of 'P' P = applied lateral force. (k) S, = allowable lateral soil -bearing pressure as based on a depth of one third the depth of embedment, 12' maximum depth for this consideration. (ksf/ft) Data: b= 5 q (D-1 — ,, 5; . , I h = 62.19 P = 35.91 S, = 3.2 A = 5.252 d= 21.68 22 Use 5'-0" Diameter by 22' 0" deep drilled footing TITLE: JOB #: 4425 N 24TH ST. -STE 200 ENG. #: G-10603 ..► PHOENIX, AZ 85016 COLUMN SETBACK DATE: Jul -16 Outdoor Inc. 602-230-8634/800-525-8509 BY: FS FAX 602-230-9071 SHEET: Z� COLUMN BACK SET Moment, M = 1048.00 ft -k Length, L = 44.5 ft I = 26101 in ML 2_ 1048.00 x ( 534 )Z Q = - 2 E I 2 x 29000 x 26101 = 2.369 in REF : A = 2.369 in = 0.053 in / FT 44.5 ft USE: 2.50 in AT TOP ) 1/4 @ 4 ft FOR OFFICE USE ONLY City of' Dole-, 1 ["T W h e z it COMMUNITY Dt,.vULOPMENT Plawperinit # *2/.- ) I rD 0 Building & Inspection Services Division 1 7500 W. 2e Ave., Wheat Ridge, CO 80033 Plan Review Fee. Of 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Building Permit Application Prop#rtyowner Email: Address: I -LLA Ci�, Stag, Zi Contractor-, 034=7 *UD k;OnTraCtom: J)PC Electrical: Plumbing: Mechanical: W,R, City License # W.R. City License # WR City License Other City Licensed Sub: Other City Licensed Sub, City License # City License # Complete all information on BOTH sides of this form NEW COMMERCIAL STRUCTURE El ELECTRICAL SERVICE UPGRADE NEW RESIDENTIAL STRUCTURE El COMMERCIAL ROOFING El COMMERCIAL ADDITION El ENTIAL ROOFING i ADDITION WINDOW REPLACEMENT COMMERCIAL ♦O'eM STRUCTURE k.'ter (Garage, .,w shed, .* deck, E] RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT TRIJ TRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT Amps Squares Other Nov 14 09 10:50a ASI Contracting Inc 303-752-5232 P.6 ........ .... .... INSPECTION RECORD OcanaancvfTYDe 'O 'SPINSPECTION LINE: (303) 2345933 Inspections will not be made unless this card is posted on the building site Call by 3:00 PM to receive inspection the following business day. 4qt)j ftar3 5:E. INSPECTOR MUST SIGN ALL SPACES PERTAINING To THIS J013 FOUNDATION INSPECTIONS DATE INSPECTOR COMMENTS: FootinsfCalssons Sternwall I (GEG) Concrete Encased Ground or Monofflhic � Reinforcing Wealherproof I French Drain Sewer Service Lines Water Service Lines CONCRETE SLAB FLooR Electrical (Underground) PkAmbing (Underground) Heating (Underground) � ROUGHS Sheathing' Lath t wall tie Mid -Roof Service Rough Electric h Plu Rough ,g Plu Gas Piping LROugh Mechanical Insulation RmALs XGVE HAS BEEN-Sf- i MME HAS Or - R= , .--ffSP-ReTvdA1k.sqs Vwds- ----- -- 479.68-- IISL Tax 29.41 K 6944 1,088.88 9%746 I)PODIRf0i; MY W NFAT RMW Ele ctricai PlUmbing Mecbanical Roof C Building Final Fire Department ROM & Drainage INspEctioms Fcx - RTCE AND FL.5' - 44XAS� Parking & Landscapi WO TE: ALL JTEA (S MUS T BE OONPLtT AND APPROVED 0 Y PLANNING -A NO Z-Lr VI-- f3 -11111ft G A, Rf.l P,; G wio.� aw.w-- CERnTm47E or OccUpA Afcy IS ISSUED. FML 1AWPECTM BY THE BVILDMIC- :_ 5- �, : , OFA C&mr4cA7 NaRPawss10N - - OCCUPANCY NOT PERMITTED UNTIL CERTIFICATE OF OCCUPANCY Is ISSUED 'PR9T--r---CT7HIS CARP FROM THE WEATHER ♦ i CITY OF WHEAT RIDGE ~~r Bung Inspectioh Division 1 (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax Inspection Type: Job Address: Permit Number: NOTICE I ❑ No one available for inspection: Time ` 5 / M Re-Inspection required: Yes' No ' When corrections have been made, call for re-inspection at 303-234-5933 Date: sj /U Inspector: r7 LN4 DO NOT REMOVE THIS NOTICE ♦ i CITY OF WHEAT RIDGE Building Inspection Division 0000 (303) 234-5933 Inspection line r (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ~ rv,- Job Address: ~49D I y1y\4V`S c Permit Number: (0C)3g50 ❑ No one available for inspection: Time _ Re-Inspection required: Ye No "When corrections have been made, calf/ffox~r re-f Date: ( t 1 Inspector: t ~ t DO NOT REMOVE THIS AMiM sction at 303-234-5933 )TICE ♦ i CITY OF WHEAT RIDGE Building.-Inspection Division (303) 234-5933 Inspection line (303) 235-28550ffice,- (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: `i~/lam S Permit Number: 0~3g1 1 ~ V, ❑ No one available for inspection: Time M Re-Inspection required: Yes 1Q "When correcti ns have been made, call forge-inspection at 303-234-5933 Date: Inspector: (t(Ji~~ DO NOT REMOVE THIS OTICE 01/22/10 04:56PM ASI CONTRACTING - LAKEWOOD 3039862123 P.01 Maud S/5<M 12980 West Cedar Drive LLO Lakewood, CO 80228 (877) 784-7663 office 1-70 U~ T**~T (303)986-2123 Fax R ^C: ~Tf NC:~ SPI: C IAt-IZIS IN NAI UR At. i MSAS H 1 It it 1. ItlA"I 1tv" Fax Cover Sheet I LAIt_ N9N1? SIaaRM i?AAt4. .l. To: Or From: Chris Schoppe Attn: lJK ~a(, i Q BJ~2r 9~ Pages: Fax: 603.) Z37' 89Z`1 Fax: (303) 986-2123 Phone: 363) Z3 Phone: (866) 948-0929 Re: PayswGy v~ Re-Irtye4 Fee Date: //ZZ fZ0/tJ NOTES: 7X;s /`s A G?u.44r; Ze 1, 41~ewi -(a r Re- I rtsl2c -e 0, peerl"; f -jet o939 SCE , Gee CITY OF WHEAT RID 01/25/10 33 AM edha n Cf~ Jody Castle RECEIPT NO:CDAB83673 AMOUNT Plo~ut (t Oh r?.A~er BP$P Reroof 118 sqs Noodm 61.00 093950 Reinspection Fee 61.08 PAYMENT RECEIVED AMOUNT MC 6944 61.80 Auth Code: 213724 TOTAL 61.08 " ' City of Wheat Ridge Residential Roofing PERMIT - 093950 r40000r_ PERMIT NO: 093950. :ISSUED: 11/09/2009 JOB ADDRESS: 4901.. MARSHALL ST EXPIRES.: 05/08/2010 DESCRIPTION:-Reroof : 118 sqs-, Woodmoor Shingles ***CONTACTS owner 303/232-7297 Copperfields Landholding LLC SUB ' 866/948-0933 Chris Nussbeck 09-0168 ASI Contracting PARCEL INFO ZONE CODE: UA :USE: UA SUBDIVISION:- 0718 -BLOCK/LOT#: 0/ FEE SUMMARY ESTIMATED PROJ$CTCVALUP.7.'rON: 55,719.00. 4 FEES # ``Cuozoz g Permit Fee .....891.55._' Total Valuation .00 Use Tax 1,0.02.94 **.TOTAL 1,894.49 ~ Conditions: ' Both front and back of permit need to be posted on job site. If one or the other is not present, INSPECTION. WILL NOT BE :PERFORMED. 6 nail installation mid roof inspection required. Board sheathing spaced more than `a 1/2 of an inch apart requires plywood overlay on entire roof. Ice and water shield` required from eave edge to 2' inside exterior walls. ***Contractor/Property owner shall provide .ladder(s) secured in place for inps;ections. Subject to field inspection. I hereby certify.. that the. setback distances proposed by this permit application'. are accurate, and do not violate applicable ordinances,: rules or regulations of the city of Wheat Ridge. or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions . printed on this application and that I assume full responsibility for compliance with the Wheat.. Ridge Building Code(I.B.C) and all other-; applicable Wheat Ridge Ordinances, for work under this permit. Planssubject to field inspection. Signature of contractor/owner 'date This permit was issued in accordance with the. provisions set forth in your application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building codes of Wheat Ridge, Colorado or any. other applicable ordinances of the City..'. This permit shall expire 180 days from the issue date. Requests for an extension must be received prior to expiration date. An extension maybe granted at the discretion of the Building Official. If this permit expires, <a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonmenthas not exceeded one (1) year. If changes: have been or if suspension or abandonment exceeds one (1) year,'. full feesshall be paid for anew permit. 1235-2855 FOLLOWING BUSINESS DAY.'- INSPECTION RECORD occupancy/TVpe 'O-INSPECTION LINE: (303) 234-5933 Inspections will not be made unless this card is posted on the building site Call by 3:00 PM to receive inspection the following business day. I INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB FOUNDATION INSPECTIONS DATE INSPECTOR INITIALS COMMENTS: Footings/Caissons Stemwall / (CEG) Concrete Encased Ground Reinforcing or Monolithic Weatherproof/ French Drain Sewer Service Lines Water Service Lines CONCRETE SLAB FLOOR Electrical Plumbing Heating (I ROUGHS Lath / Wall tie Mid-Roof Electrical Service Rough Electric Rough Plumbing Gas Piping Rough Mechanical Framing Insulation Drywall Screw TO BE HAS BE CITY OF WHEAT RIDGE 11/09/09 1:55 PH cdba Jody Castle RECEIPT 1,10011803169 AMOUNT BPSP Reroof_118 sgs Woodm _ 1,000.00 093950 -Permit Fee 478.60 Use Tax 529.40 PAYMENT RECEIVED AMOUNT MC 6944 1,000.00 Auth Code: 996746 TOTAL 1,080.00 FINALS CITY OF WHEAT RIDGE Electrical Plumbing - Mechanical Roof Building Final M - Fire Departmen R.O.W & Draina I CTIONS F Parking & Land LD BE CAL 11!09109 1:56 PH cdba Jody Castle _ RECEIPT NO-CDA803178 AMOUNT BPSP-Reroof-118 sqs Woodm -894.49 893950 Permit Fee 420.95 Use Tax 473.54 PAYMENT RECEIVED AMOUNT MC , 6944 894.49 Auth Code: 996933 NOTE: ALL ITEMS MUST BE COMPLETED AND APPROVED BY PLANNING AND . TOTAL - 894.49 CERTIFICATE OF OCCUPANCY IS ISSUED. FINAL INSPECTION BY THE BUILDING 7-- OF A CERTIFICATE OF OCCUPANCY NOR PERMISSION FOR occl IPANCV ruuH NO OCCUPANCY NOT PERMITTED UNTIL CERTIFICATE OF OCCUPANCY IS ISSUED PROTECT THIS CARD FROM THE WEATHER 09-Nov-2009 01 20 PM ASPEN 3037457363 2/2 I le 20-0581 ~1 7X 7 City ofi .T _ _1 - _ Dare: 0ffice: 303-235-2855 " Fax.' 303-237-8929 ipspection Line: 303-234-5933 Facsimile Suiiding Permit Appilcation RIMMMOMON 4901 Marshall Street, Wheat Ridge, CO 60033 Property OWner(pleassprint):copperfi.eIds Landholding, LLC phone: 303-232-7297 Mailing Address: (ifdifferent than property address) Address: City, State, Zip: ASI/Aspen Contracting, Inc. Contractor license 090168 Phone: 866-693-2773 Urge ofs ace dascrlptlon): Re-Roof Owens Corning - Woodmoor Shingle a. 55,719 Plan Review (due at Ume of submltloo. S Sq, FL/L.Ft added: Squares 118 BTUs Gallons -AMPS OWNEWCONTRACTOR SIGNATURE OP UNn ERSTAN011 , I hereby certify that the setback distances pproposed by this rules or regulations of the City of Wheat Ridge or covenant alleastions made are accurate; that ],have road and agree t rosponsibliltY for compliance with the Wheat Ridgge Building under this permit. Plans subject to ffatd lnsoeotten. CIRLCEONO.: (OWNER) (CONTRACTOR) or PERSONALREI PRNTNAME: Jody Caatle SIGNATURE: and do not violate epPiloable ordinances, acord; that all measurements shown,-and on this application and, that 1 assume full cable Wheat Ridge ordinances, for work of Date: 2219, / 09 Bldg Valuation: Credit Card Payment: Use credit card listed Print name: _ Jody castle Sigm