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HomeMy WebLinkAbout11950 W 52nd AvenueA 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: �2o k r—Lt cz/rC 6u� '-- Cc)I.D. Job Address: l i ``I yJvi. SZ /v o Permit Number: _2,U-1004 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for rd -inspection at 303-234-5933 Date: /l� ��' Inspector:Ap ' DO NOT REMOV 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: Job Address: .5 Permit Number: Z-, IF 9 ❑ No one available for inspection: Time "AM�PM Re -inspection required: Yes (N-0,2- When No/*When corrections have been made, call for re -inspection at 303-234- Date:- 03 -234 -Date:-' I Inspector: _ C,q � ��-- 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: Job Address: I I g T-0 w SD Permit Number: '9 c 1g o o i y g 1 l7 D S!4 ve,'� re Pee 4- -Por eSs e S /o or -ee r,I v30S..ze55 --Par- C om v-,-e°r r �lk 42r-aom �J6,5.:PSS It/earJ1 r!S.�a s� re 5, 4? l n C o tr7L Ie ; ,c ❑ No one available for inspection: Time PM Re -Inspection required: Ye No When corrections have been made, call for re -inspection at 303-234-5933 Date: L;?,3 &5 Inspector: `�( > DO NOT REMOVE THIS NOTICE / V A 1>> 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: _ v s• nFcs L � e rsE Job Address: )17S-0 Permit Number: o 10 18 C, a 8 I to G Is a, - -471 4- T cc e C,d ❑ No one available for inspection: Time '6: 30 /PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date:3 S l<9 Inspector: TLS DO NOT REMOVE THIS NOTICE 9 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: �� a C - S ' i Job Address: 04719-0 w 4 Permit Number: -9 C 18 r, c C -3 Incl N04 H C)icl(bUe 0r-f'q nej�®ID C -fl-w is on s, �EIt ng r r1 I iYl �.t�sPC4, X7/1 fe¢ v r�� I ❑ No one available for inspection: Time f o = i 7 QPM M Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date:3 t.- / // Inspector: `-t--t DO NOT REMOVE THIS NOTICE 00 d) a) H P. ;1m b o �ro v N CN a O d ' z° M y m O N m w v v .. m .c s o 1.) fd a c O 0 c 0 0 LA 3 U ro 0 N b U '" � •ri U a to o a � O N N 4 ..W m a Um 0 b1 U (d U U ,I U 'C1 a) Sroj 1 OD o m 0 4J E, a vii �v1 W W M a41 x-A a b� Orr4 H (a O H -0 J43' `m r. b 9 m uj oMo Mow Wp 0 i1 0 44 �� .041 v m x H +' 4.)CN o 3 y q ^� cu N u y o U •rl µ{ p +W w a o N o 00 `n d o m o H cd �y o ° 0 M ro ViW � v.0 a o a) a) p o .0ro R m Q•� w H� U 0 O u m a m N N aJ H a tr1 N W 0 m�0 �.� as a a a O r a o U a! v 0 c ,moi U o m p A O U 00 d a s 7 H O b 00A0 x o m Ea V a ri p `N a O N m o W 41 P4 U N 0 v 0 .. n a U a) O U ro :i cn •• U z b w ro ro d Q Q W I H U td q .Ui w oG o m o W A -H Nw W. a o °, y .d N CpCN N U F W b U N 1�1 Cr �-I 4 N v a �a w w HCi gO zWW �Z o a o a U W + [-a ro O u a a 0 0 civ Cily of _/P- V`Iheat R idle BUSINESS LICENSE INSPECTION PERMIT NO. 201800148 BUSINESS NAME: Computer Works ADDRESS: 11950 W. 52nd Ave CONTACT NAME: Scott ! C SQ FT OCCUPANCY TYPE q OCCUPANCYLOAD SPRINKLERED NON-SPRINKLERED Inspector Signature INSPECTION DAY/TIME Mon. Jan 22 CI 10:00 AM s t e" City of �W heat jge MUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29`h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 DATE: February 27, 2018 TO: Accounting Department FROM: Meredith Reckert, Senior Planner SUBJECT: ESCROW REFUND/RELEASE Request for Release Reimbursement is requested for funds in the amount of $10,875.00 (Ten thousand eight hundred seventy five and no cents) being held for landscaping for property located at 11950 W. 52nd Avenue. $1000.00 (One thousand dollars and no cents) is being kept for grass seed. The landscape improvements have been completed to the City of Wheat Ridge's satisfaction. If you have any questions, I can be reached at 303-235-2848 or mreckert(Lci.wheatrid eg co.us. MAKE PAYMENT TO: SEND TO: Construction Dimensions, LLC 1245 Rock Creek Circle Lafayette, CO 80026 Meredith Reckert for Ken Johnstone Director of Community Development www.ci.wheatridge.co.us City of __� �V`I heat Ridge Co�,MLJNITY DEVELOPMENT Landscaping Escrow A�,,reenient This agreement made this 28th day of November, 2017, by and between the City of Wheat Ridge and Construction Dimensions, LLC for escrow in the amount of Eleven thousand eight hundred seventy-five dollars and zero cents ($11,875.00) being held by the City of Wheat Ridge until landscaping is competed at 11950 W. 52"d Avenue In the event that the installation of landscaping is not completed by the developer by June 28, 2018, 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 28, 2018, has expired. Approved and Agreed: General Contractor: a Y)5_�-"� V n -D ""'v%ov-) % �_ L X-11 (-) v Signature �o�,Gc Cye�1� clll �t.NamLG.ktt.�C14e _ CZ) ��D�.� 3n3 {p(� 5 -a �Icl3 Business Address / Phone `" Date Title City of Wheat Ridee, Colorado r By: Xx Title: . Date: it- 2-9-1�- City of Wheat Ridge Commercial Sign PERMIT - 201800029 PERMIT NO: 201800029 ISSUED: 01/24/2018 JOB ADDRESS: 11950 W 52nd AVE EXPIRES: 01/24/2019 JOB DESCRIPTION: Flat cut aluminum letters, stud mounted to the exterior walls. Wall 7 is 82 sq feet and wall 2 is 45 sq ft. *** CONTACTS *** OWNER (720)810-0543 STEVE AND JANE SHELTON LLC SUB (720)772-7446 Chad Smith 160156 Smith Sign Company LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 5010 / METES AND BOUNDS BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 2,500.00 FEES Total Valuation 0.00 Plan Review Fee 60.68 Use Tax 52.50 Permit Fee 93.35 ** TOTAL ** 206.53 *** COMMENTS *** *** CONDITIONS *** Graphic on western wall is not considered a sign but can have no text added. 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. 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 applicab nicipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal o e of the property autho ized to obtain this permit and perform the work described and approved in conjunction with this permit. I rth r attest that I Iegg y auth rized to include all entities named within this document as parties to the work to be perfrme an th all k to b perfon ed is isclosed in this document and/or it ' accompanying 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, 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 pe t shall not be construed to be a ermit for, or an approval of, an violation of any provision of any applicable code or any ordinance�r regulation of this jurisdictioiprovAl 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 of (r 1 jd // COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 291' 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 FOR OFFICE USE ONLY I Date: I / y/ 1 q- Plan/Permit # Plan Review Fee--/� Building Permit Application " Please complete all highlighted areas on both shies of this form. Incomplete applications may not be processed. f�750L6)'5� 21c-�Property Address: � Property Owner (please print): JeZeZ 6, jh-'C.. 6� Phone: Property Owner Email: eon—c . Mailing Address: (if different than property address) Address: City, State, Zip: , Architp&ttEt{giB2tf' /V/A ArchitecttEn,gineer E-mail: 1 66. -1 N/"' . Phone: Contractors City License #: Contractor E-mail Address: C&'l L For Plan Review Questions & Comments (please print): CONTACT NAME (please print): k l L' S>rsl 0 CONTACT EMAIL(p/ease print): 2� L-4,4AC-4 Sub Contractors:C I V Electrical: Plumbing: n 4 M9 W.R. City License # W.R. City License # �1 Other City Licensed Sub: Other City Licensed Sub: City License # City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form 11 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) c (For ALL projects, please provide a 5fiftilled description of work to be perforated, 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 //s . W,� �l 7 Btu's Squares WA It 2 — 5 b M 0 UN fuels /0 �2 Sq FF Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ 5e)b °b 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 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 perforin 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. (0WNEf�(CONTRACTOR).�d'r (AUTHORIZjKD REPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and fast name): /'L `-- DATE: c., ZONING COMMMSNTS: / Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer. DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: Building Division Valuation: $ Wall Sign Calculation Sheet 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. Project Address: 119-50 AJ Jr) "44AVE Contractor:-19m&tL 12k�l C,:nAA15 � 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. Step 1: Measure the length of the wall(s) where you are attaching the sign: Wall 1 - feet Wall 2 - YS feet Wall 3 - feet Step 2: The length of the wall is the allowable square footage for the wall sign. Wall 1 allowable signage- OLL square feet Wall 2 allowable signage- L% 5" square feet Wall 3 allowable signage- square feet Site Plan Gong 0 oo2y U vw p w w a z 0 a O u_ ll a - w U b r r m v O Q 3 olm a o� )WW IAIA Q _ 4 LU > o CcCL CL d o', d . 2 2 olm a o� )WW IAIA Q _ 4 LU > o CcCL CL d o', d . m LL CIL .. . ... ...... LL z Z,:: a Z'l 'C Ul w Ls Pti R n LJ u z z N Z z c 1-00 Wo 0 IrD z L A0S&, & tt, W F7 w '0 -n m 0 Z KO ICDL I -E Z7 m LL CIL =3 A- .. . ... ...... Z,:: a Z'l 'C =3 A- i City of Wheat Ridge Commercial New Struc PERMIT - 201700468 PERMIT NO: 201700468 ISSUED: 05/17/2017 JOB ADDRESS: 11950 W 52nd AVE EXPIRES: 05/17/2018 JOB DESCRIPTION: New commercial construction - 7,445 sq ft total - Office 1,429 sf and shop 6,016 sq ft; Construction type IIB; Use is automobile repair service **Revision: Changing a rated wall assembly on the east end wall due to above ground power lines on exterior of neighbor, safety concernns; Added valuation: $350.00 *** CONTACTS *** OWNER (303)946-1685 STEVE AND JANE SHELTON LLC GC (303)665-9893 Mark P. Russell 022286 Construction Dimensions, LLC SUB (303)651-9700 Judson Hanks 060189 H.B. Electric SUB (303)666-4480 Thomas Jurhs 170090 Country Plumbing & Htg Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 5010 / METES AND BOUNDS BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 565,000.00 FEES Total Valuation 0.00 Plan Review Fee 2,645.21 Use Tax 11,865.00 Permit Fee 4,069.55 ** TOTAL ** 18,579.76 *** COMMENTS *** *** CONDITIONS *** Approval from presiding fire department required prior to final building inspection sign -off. All roughs to be done at Framing Inspection. As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to project completion or granting of a Certificate of Occupancy, an As -Built Survey, Improvement Survey Plat, or ALTA/ACSM Land Title Survey shall be submitted to the City to verify compliance with approved plans. 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. All parking and driving areas shall be in conformance with Section 26-501 of the Zoning and Development Code. Site signage will require separate permits. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall be installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125% of the cost of the installation shall be required. Freestanding handicapped sign required. Street trees to be installed by others but must be tied into the irrigation for the site, Native grass seeding must be irrigated until established. 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. Signature of AER or CONTRACTOR (Circle one) Date I . This permi 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 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, 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. City of Wheat , d.�e 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: perm its(&d.wheatridge.co.us FOR OFFICE USE ONLY Date: / 11-7 Add to Permit # Building Permit Revision/Amendment Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: i/zsCj'' w S� Property Owner (please print): "P nC� �_ a0 0� Phone: 36;3 Property Owner Email: Yck �-w 0 1 cc lj Mailing Address: (if different than property address) rr Address: 1-41 rJ U�'t �� YC `f . q 0 i°1 O City, State, Zip: Contact Person: Y k --puSSli' Phone: -1�6 -s 1c (05 Contractor: Contractors City License #: 0 f-2 8 G Phone: �.�C� . (- G S , 4 A � Contractor E-mail Address: ,—�6:9 A 4t tk!�, e QCT I + C,c7M Please Note: Additional valuation must include all general and subcontracted work to be performed related to the revisions and/or amendments declared in the description of work and which were not included in the original permit valuation. If revisions or amendments increase the original valuation, additional fees will be due at the time of approval. Depending on the scope of work, additional plan review fees may be due upon approval ($60.00 an hour — 2 hour minimum). Description of revised/amended work: —� r6p-�Y Sq. Ft.ILF Amps II-. � o'c�vc- rw5 Btu's Squares Gallons Other Project Value: (Must include all general and subcontracted work to be performed related to revisions/amendments described above) 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. CIRCLE ONE: (OWNER) ,(CONT C r (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) PRINT NAME: ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: y 7 ' } (( r I —) ,I pi&t & 0 - PUBLIC PUBLIC WORKS COMMENTS: Reviewer: SIGNATURE: DEPARTMENT USE ONLY DATE: OCCUPANCY CLASSIFICATION: 9 PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required c� Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ Kimberly Cook From: steeldims@aol.com Sent: Thursday, November 9, 2017 8:05 AM To: Kimberly Cook Subject: Fwd: REVISED FIRE WALL Japanese Auto permit # 2017-00468 11950 W 52nd Ave Kim. Attached is the confirmation that the revised plans for the rated wall have been submitted to the fire department. Thank you, Mark Russell Construction Dimensions, LLC 1245 Rock Creek Circle Lafayette, CO 80026 t: 303-665-9893 f: 303-665-2160 -----Original Message ----- From: Steven Parker <steven. parker@arvad afire. com > To: steeldims <steeldims@aol.com> Cc: Scott Plumer <scott.plumer@arvadafire.com>; Brian Tardif <btardif@ci.wheatridge.co.us> Sent: Wed, Nov 8, 2017 3:45 pm Subject: RE: REVISED FIRE WALL Japanese Auto Sharon, Thank you for providing these plans. I will forward them on to Scott Plumer who is reviewing this project. I have copied Brian Tardiff with the City of Wheat Ridge as well. Steven Parker Deputy Fire Marshal Community Risk Reduction Division Arvada Fire Protection District 7903 Allison Way Arvada, CO 80005 Direct: 303-403-0477 www.arvadafire.com fire S Everyone's Fight 4nterwtlbwally Accndlted From: steeldims@aol.com [mailto:steeldims@aol.com] Sent: Wednesday, November 8, 2017 1:54 PM To: Steven Parker <steven.parker@arvadafire.com> Subject: Fwd: REVISED FIRE WALL Japanese Auto Hello, Steven! We submitted a revised fire wall drawing to the City of Wheat Ridge, but they told us that we needed to send it to you as well and that we needed you to respond that you received it. Also, I've attached the floor lay -out for fire extinguishers and Knox Box locations. Thanks! Sharon Construction Dimensions, LLC 1245 Rock Creek Circle Lafayette, CO 80026 t: 303-665-9893 f: 303-665-2160 -----Original Message ----- From: Colorado Steel <coloradosteel(cDhotmail.com> To: Mark Russell <steeldims(a-)aol.com> Sent: Wed, Nov 8, 2017 8:54 am Subject: REVISED FIRE WALL Japanese Auto Q 0 0 o ro z o° a m a m b n p N m z ro a m H m , J H [•J pa mn P, t4 cam+ Y .. m n nrt (D c •Nam' N H n rt 9 ik 4 H m p M a p, rt r• o z o w w b M; o m o d m °a rt N� F+• r� H r t+! d � p ry p � � n J Ul A R a R ~ 1'h a [s7 N N a n O N n ro N r �' m p M w N a rt r., oto Na W x r p� 'b m m O 0 0 y p n n .° 0 m M rr O n a 0 rt 1 kN iv (D n 3 a m r a" ° Q1 O :7 mm a 00 n M m nn rr a O N Z ro( N P m P. n m E rt N n a a C7 N N x o p, oW 4' O F' n ° Ct FrG a x m E n �` — `J rn tr n CA° n a m L=] 0��� O N N 0 x z a N m e m a o n y � a Mei rt 0 PW o k 0 �o cn z 5rl as row vb H� N a N 0 1 rm K 9 ^do ON N N o o m b a y 0 H- CJ N y m o a rr p• m 0� p m O Ill O M H - n m p y W a "' x '" r 0 " M ImD H N o o xnb o� O H- w NPi H0 m° mxb wC m m H rt ° r ro m a OO rr H. Vj f�i. n o o H to ro OH. O C n O m W r r fr O rt N tf o p m Ft ° O P w ? W b nP n r o a PO PO P- r- y o ". w 1 H- W o rt ry p'm „ m m m � N tti m a a \ m ry m n O r• p' J r \ m p m w N m p 0 to �/ ,�2�'' INSl"ECT'16N RECORD Date I �q`t�rfif�ti INSPECTION REQUEST LINE: (303) 234-5933 — -� Inspections will not b<; 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." i Inspector Must Sign ALL Spaces pertinent to this project Foundation Inspectios Date Inspector nInitials Comments —--, Pier _ -�- - -- _---- - Concrete Encased Ground (CEG) - �y Foundation / P.E. Letter- - ocrgTi Cl chaniGai ---- Ian Nnt Pniiir C_nne---riatp Prinr Tn Annrnvail (1f Tti a Ahrvum Underground/Slab Inspections Date InspIniti.-*r Comments Electrical Sewer Service t.%`f"1>�' ` -- 474Z Plumbing ZG' --—jON���' �Cr%`�'Z _ Do Not Cover Undevaround or Below/ll lata Work Prior To Aaaroval Of The :0-mve Insnectinns3E; - - Rough Inspections -- Date Inspector r Initials--j-- Wall Sheathing ----- - _Comment-. — - -- Mid -Roof -I— ----------- Laih /Wall Tie i----- - — — -- -- Rough--E4ectric. _ �v I 7 -�- - -- _---- - Rough Plumbi "/Gas Linei� �y [� ocrgTi Cl chaniGai ---- i ,:� -- -- --- — —da'"— Rough Framing ,,r—� Rough Grading- ----- � Insulation— �� -- --- — Drywall Screw / Nail Fina; Inspections Inspector ' Date Comments Initials Landscaping & Parking / Planning Dept. 1411,,.; ,, e ; Inspections from these entities should be requested -; �,, � ROW &Drain e5/�u�,. s Dept.121,71q one week in advance. For landsca ing and ar'cJ p � P n9 Floodplain Inspection (if appliceble) - inspections call 303-235-2846. For ROW and drainage inspections call 303-235-2861. For fire inspections Fire Inspection /Fire Protectior Dist. Z I t Sim contact the Fire Protection District frEr your project. Final Electrical Final Plumbing tL — Final Mechanical Roof Final Window/Doors Final Building ------ NATE. All items must be completed and approved by Plannh7g, Public Works, Fire and Building 6fore a Certificate of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of ;xcupancy. ror iow voltage permits - vieEse De sure mat rougn inspections ars:., c:ompietea trom the --ire Uistrict ana electrical low voltage by the Building Division. "For Inspection Time Window -- Please email insptimerequest@ci.vviheatridge.co.us by 8:00 A.M. the mornk, ;q of the inspection with the property address in the •ubject line of the email. Time windrow is based on the inspector's route. Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued Protect This Cara From The Weather r'" ae cost of the installation shall be required. Freestanding handicapped sign .required. Street trees to be installed by others but must be tied into the irrigation for the site, Native grass seeding must be irrigated until established. I, by my signature, do hereby attest that the work to be performed shall comply with all accnmpanyin,+,� 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 an authorized to obtain this permit and perform the work described and approved in conjunction with this perm t I further attest that I am leg�ally authorized to include all entities named within this document as parties to the work to be performed and that all work to be pertonned is disclose jn 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 thepermit 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 roust be made in writing and received prior to the date of expiration. An extension of no more than 180 days made he 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 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 ar.,proval 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:Ap d 8: j� ; imjAlmAn 'e taori. Please put the address of the inspection in the subject line. City of Wheat Ridge Commercial New Struc PERMIT - 201700468 PERMIT NO: 201700468 ISSUED: 05/17/2017 JOB ADDRESS: 11950 W 52nd AVE EXPIRES: 05/17/2018 JOB DESCRIPTION: New commercial construction - 7,445 sq ft total - Office 1,429 sf and shop 6,016 sq ft; Construction type IIB; Use is automobile repair service *** CONTACTS *** OWNER (303)946-1685 STEVE AND JANE SHELTON LLC GC (303)665-9893 Mark P. Russell 022286 Construction Dimensions, LLC SUB (303)651-9700 Judson Hanks 060189 H.B. Electric SUB (303)666-4480 Thomas Jurhs 170090 Country Plumbing & Htg Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 5010 / METES AND BOUNDS BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 565,000.00 FEES Total Valuation 0.00 Plan Review Fee 2,645.21 Use Tax 10,170.00 Permit Fee 4,069.55 Sidewalk Comm Develo 22,005.00 ** TOTAL ** 38,889.76 *** COMMENTS *** *** CONDITIONS *** Approval from presiding fire department required prior to final building inspection sign -off. All roughs to be done at Framing Inspection. As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to project completion or granting of a Certificate: of Occupancy, an As -Built Survey, Improvement Survey Plat, or ALTA/ACSM Land Title Survey shall be submitted to the City to verify compliance with approved plans. 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. All parking and driving areas shall be in conformance with Section 26-501 of the Zoning and Development Code. Site signage will require separate permits. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall be installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125% City of Wheatp, Ijd RKmmuNiTyN DEVELOPMENT Escrow/Letter of Credit Transmittal Sheet An escrow agreement has been executed for the installation of landscaping at 11950 W. 52nd Avenue. The escrow is in the amount of Eleven thousand eight hundred seventy-five dollars and zero cents ($11,875.00) for installation of site landscaping. The above amount is to be held in escrow for: ® Landscaping and parking under Planning & Development: ❑ Street Improvements under Public Works: ❑ Other: Escrow expires June 28, 2018 The escrow shall be held by the City as reimbursement to offset cost to City for completion of site work. Notes: r -- Name 8-Z9/ / -F- Date City of �c M Wheat -Midge MUNITY I�EVtL�1 Mi NT Landseapin,a Escrow Ag-reement This agreement made this 28th day of November, 2017, by and between the City of Wheat Ridge and Construction Dimensions, LLC for escrow in the amount of Eleven thousand eight hundred seventy-five dollars and zero cents ($11,875.00) being held by the City of Wheat Ridge until landscaping is competed at 11950 W. 52nd Avenue In the event that the installation of landscaping is not completed by the developer by June 28, 2018, 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 28, 2018, has expired. Approved and Agreed: General Contractor: U Signature clv; �- Na me_A STK W 8-o%�.Jo 3103 -(0� 5 -q ?C1 3 Business Address / Phone Date City of Wheat Rid1je, Colorado By: Title: Date: II—E9-1�- Title GREEN VALLEY LANDSCAPE P.O. BOX 594 LOUISVILLE, CO 80027 Phone: (303) 412-6701 Fax: (303) 412-7636 Cell: (303) 332-2543 Landscape Proposal Mark Russell Steel Dimensions LLC 1245 Rock Creek Cir. Lafayette, CO 80026 Ph# 303-665-9893 Fax# 303.665.2160 Email: steeldims@aol.com Job Site: 11950 W. 52nd Avenue in Wheat Ridge CO Thank you for giving Green Valley Landscape an opportunity to provide you with a proposal. This contract agreement is executed and agreed to be effective upon signing the contract. It is agreed to hire Green Valley Landscape (Contractor) to perform the work as identified. SPRINKLER: Install auto irrigation for grass and drips for all plants Hunter auto controller Febco Vacuum Breaker Rainbird valves 180 PSI Manifold Hunter & Rainbird Pop Up heads Poly & Swing Pipe All heads have to reach from one head to other head for efficient water coverage PLANTING 3 Autumn Flane Maple(2") 10 Buffalo Juniper(5gal) 31 Plume Grass(5gal) 6 Knockout rose(5gal) EDGING: Steel Edger Soft Top GVL DECORATION STONE: Lay landscape fabric Fill the area with 25 tons or River Rock(1 1/2) SEEDING: Add 10 yards of Bio -Compost for plants and REP Native Mix Grass seeding Seeding area is 1000 SQ FT. The total landscaping area is 3000SQ FT. The total amount of the landscaping services offered in the contract is nine thousand five hundred dollars ($9,500). Payments are broken into two segments. First payment will be paid 1/2 before the job starts for contractor to run materials. Final payment- the remaining'/2 will be paid after the job is completed. If full payments are not made within 30 days of the completion date, 8% will be applied towards the balance. Green Valley Landscape Date Steel Dimensions(Mark Russell) Date 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: `4 / - Job Address: I l 'I 5O 14) . 5 Z Permit Number: ZO / q o 0 4 69 S P s c ruvJ S L), L.v k e c ❑ No one available for inspection: Time !TV,- :� A M Re -Inspection required �Yes,No When corrections have been e, call for re -inspection at 303-234-5933 Date: -Z I --- 0 fit- Inspector: 1/w DO NOT REMOVE THIS NOTICE N 44, . ..CITY.OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: .444- f-iN1. FG T• COMM Job Address: I I ISO w. `S -.N® Atir- Permit Number: 'Wj?00469- < ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, calll& re -inspection at 303 -234 - Date: I Inspect '�E- DO NOT REMO E THIS NOTICE i CITY OF WHEAT RIDGE ��P�Building Inspection Division (303) 234-5933 Inspection line '(303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: "' O QQAU b ❑ No one available for inspection: TimeOWA M PM Re -Inspection required: Yes No When co1rre1/2p� tions have been made, call f y�e-inspection at 303-234-5933 Date: I t r Inspector: ,J 4)C, NL� DO NOT REMOVE THIS NOTICE A 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: Permit Number: 12-01 C)041 I n ❑ No one available for inspection: Time I LC,)_ A Re -Inspection required: Yes No When corrections have been made, call fol -7f -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 INSPECTIONNOTICE Inspection Type: 3�Q/ b� I" Job Address: 0 Gv W31 -e Permit Number: Q/7QD P Mare ❑ No one available for inspection: TimeAM/.PM Re -Inspection required: Yeso When corrections have been made, call for re -inspection at 303-234-5933 Date:-//, ' / 7 Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial New Struc PERMIT - 201700468 PERMIT NO: 201700468 ISSUED: 05/17/2017 JOB ADDRESS: 11950 W 52nd AVE EXPIRES: 05/17/2018 JOB DESCRIPTION: New commercial construction - 7,445 sq ft total - Office 1,429 sf and shop 6,016 sq ft; Construction type IIB; Use is automobile repair service **Revision: Changing a rated wall assembly on the east end wall due to above ground power lines on exterior of neighbor, safety concernns; Added valuation: $350.00 *** CONTACTS *** OWNER (303)946-1685 STEVE AND JANE SHELTON LLC GC (303)665-9893 Mark P. Russell 022286 Construction Dimensions, LLC SUB (303)651-9700 Judson Hanks 060189 H.B. Electric SUB (303)666-4480 Thomas Jurhs 170090 Country Plumbing & Htg Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 5010 / METES AND BOUNDS BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 565,000.00 FEES Total Valuation 0.00 Plan Review Fee 2,645.21 Use Tax 11,865.00 Permit Fee 4,069.55 ** TOTAL ** 18,579.76 *** COMMENTS *** *** CONDITIONS *** Approval from presiding fire department required prior to final building inspection sign -off. All roughs to be done at Framing Inspection. As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to project completion or granting of a Certificate of Occupancy, an As -Built Survey, Improvement Survey Plat, or ALTA/ACSM Land Title Survey shall be submitted to the City to verify compliance with approved plans. 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. All parking and driving areas shall be in conformance with Section 26-501 of the Zoning and Development Code. Site signage will require separate permits. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall be installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125% of the cost of the installation shall be required. Freestanding handicapped sign required. Street trees to be installed by others but must be tied into the irrigation for the site, Native grass seeding must be irrigated until established. 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 ermit. I further attest that roper am legally authorized to include all entities named within this document as parties to the work to be performed and that all work tobeperrmeisdisclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date I . This permi was issued based on the information provided in thepermit 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 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 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, 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 Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City Of �Wheat j�ge MUNITY DEVELOPMENT 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(oki.wheatridge.coms FOR OFFICE USE ONLY Date: [17 Add to Permit # Building Permit Revision/Amendment Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: Il Lo ccs -i-, Al Property Owner (please print): Phone: 363 %J Property Owner Email: :7-5 1-c ill �u'q C� yo, t-70 0 t co M Mailing Address: (if different than property address) r Address: .�� 45 �'�y N �1 `+�C-� nylicL�YI co City, State, Zip: 0 Contact Person: Phone:0�� Contractor: Contractors City License #: 0 R (o Phone: a;O �, G,15 , 4 A i -� Contractor E-mail Address: ,� � (t l6A% ( ac, C om Please Note: Additional valuation must include all general and subcontracted work to be performed related to the revisions and/or amendments declared in the description of work and which were not included in the original permit valuation. If revisions or amendments increase the original valuation, additional fees will be due at the time of approval. Depending on the scope of work, additional plan review fees may be due upon approval ($60.00 an hour - 2 hour minimum). Description of revisedlamended work: Sq. Ft./LF Amps Btu's Squares Gallons Other ©/J -EE� k- :E>V1(4 A Y',P-- Y -A o T Additional. Project Value: (Must include all general and subcontracted work to be performed related to revisions/amendments described above) 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 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. CIRCLE ONE: (OWNER) (CONTRA O mor (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) PRINT NAME: ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: Z 1 , 1(r') I—) PUBLIC WORKS COMMENTS: Reviewer: SIGNATURE: PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required DEPARTMENT USE ONLY DATE: OCCUPANCY CLASSIFICATION: J9 Building Division Valuation: $ Kimberly Cook From: steeldims@aol.com Sent: Thursday, November 9, 2017 8:05 AM To: Kimberly Cook Subject: Fwd: REVISED FIRE WALL Japanese Auto permit # 2017-00468 11950 W 52nd Ave Kim. Attached is the confirmation that the revised plans for the rated wall have been submitted to the fire department. Thank you, Mark Russell Construction Dimensions, LLC 1245 Rock Creek Circle Lafayette, CO 80026 t: 303-665-9893 f: 303-665-2160 -----Original Message ----- From: Steven Parker <steven.parker@arvadafire.com> To: steeldims <steeldims@aol.com> Cc: Scott Plumer <scott.plumer@arvadafire.com>; Brian Tardif <btardif@ci.wheatridge.co.us> Sent: Wed, Nov 8, 2017 3:45 pm Subject: RE: REVISED FIRE WALL Japanese Auto Sharon, Thank you for providing these plans. I will forward them on to Scott Plumer who is reviewing this project. I have copied Brian Tardiff with the City of Wheat Ridge as well. Steven Parker Deputy Fire Marshal Community Risk Reduction Division Arvada Fire Protection District 7903 Allison Way Arvada, CO 80005 Direct: 303-403-0477 www.arvadafire.com !' Fred os -<°�*,F p.a �3 • Everyone's Fght Mt.ra.�lesaily Acchd7tsd From: steeldims@aol.com [mailto:steeldims@aol.com] Sent: Wednesday, November 8, 2017 1:54 PM To: Steven Parker <steven.parker@arvadafire.com> Subject: Fwd: REVISED FIRE WALL Japanese Auto Hello, Steven! We submitted a revised fire wall drawing to the City of Wheat Ridge, but they told us that we needed to send it to you as well and that we needed you to respond that you received it. Also, I've attached the floor lay -out for fire extinguishers and Knox Box locations. Thanks! Sharon Construction Dimensions, LLC 1245 Rock Creek Circle Lafayette, CO 80026 t: 303-665-9893 f: 303-665-2160 -----Original Message ----- From: Colorado Steel <coloradosteel(cDhotmail.com> To: Mark Russell <steeldims(cD_aol.com> Sent: Wed, Nov 8, 2017 8:54 am Subject: REVISED FIRE WALL Japanese Auto A 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: :37 A eec_+' � • )eo,& `) Job Address: 54 /tzt Permit Number: ❑ 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: '%'17 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 G R FC_ Job Address: %f 4760 �/ 5 a d� Permit Number: Vej- / 70d y ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes to When corrections have been made, call for re -inspection at 303-234-5933 Date: f 011 Inspector:�T7 DO NOT REMOVE THIS NOTICE i CITY OFWHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: J"4 -s L 'vim Job Address: i �� k� �2 Old IfV'.:�> ❑ No one available for inspection: Time U 7 .'>C.AM/PM Re -Inspection required: Yes; No, When corrections have been made, call for re -i spection at 303-234-5933 nn / Date: o- -Z cr �/ Inspector:/ DO NOT REMOVETHIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax Inspection Type:. Job Address: Permit Number: !, PECTION NOTICE Of"7 c01/ ❑ No one available for inspection: Timex ,,QQy/ AM/PM Re -Inspection required: Yes No When corrections have been made, call for re-inspection`yt�303-234-5933 Date �cI 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 IN$PECTIOV N�OT�CE inspection Type: I �t� Job Address: `� w SZ N0 . "VC Permit Number: 2_U1�C�04F� ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made,caU-for e -inspection at 303-234-5933 Date: ��� g J(�i ` 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 4E(f, Job Address: 1/96_6 L✓ ✓G Permit Number: Q Vo ❑ No one available for inspection: Time Q&�: AM/PM Re -Inspection required: Yes No When corrections have been made, call for re-inspecti n at 303-234-5933 Date: % (� Inspector: MT DO NOT REMOVE THIS NOTICE `J i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (3,03) 235-2855 Office • (303) 237-8929 Fax Inspection Type: i Job Address: /Permit Number: NSPECTION NOTICEL.t�'` < CJc�G h / it14114f e U-�. T ` O 6-,,5— L) 0-1 ',,5— v0-1 P< ❑ No one available for inspection: Tim Re -Inspection required: Yes Co When corrections have been made, call for re -i Date:Inspector: S AM/PM at .303-234-5933 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: TC- C Job Address: 119 5<9 A/5"2 " i9✓C Permit Number: 2 01700 4/&F ❑ No one available for inspection: Time wUbl/ I AM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: -5)76 //7 Inspector:s--- DO NOT REMOV THIS NOTICE City of �VAI heatjidge ML)NIIY DEVELOPMENT City of Wheal Ridge Municipal Building 7.500 W. 29" AMC. Wlleat Ridge. C 0 300334001 P:303.235.2846 F:303.235.2857 FOUNDATION SETBACK AND ELEVATION CERTIFICATION This fonn, including the Exhibit on the reverse side, must be fully completed by a Professional Land Surveyor licensed in the Stale of Colorado. This Certification must be submitted for review and approval prior to the placement of concrete and before proceeding with any further construction. DATE: Ve1� PERMIT# Zo l -7()( ADDRESS: BLOCK LOT ?�rN�ft SjAf-NI)LF--f E4 CI Ca14TS SUBDIVISION � � 14 14 ,, I hereby certi tv that the elevation and location of the structural foundation for the above property described above has been measured by me or directly under my supervision. The foundation setbacks and elevations for all building corners as stated herein have been found by me to be in compliance with all municipal setback and elevation requirements, and all civil engineering and Building Pennit construction plans as approved by the City of Wheat Ridge. The MINIMUM SETBACK DISTANCES from the property lines have been determined to be: r 3 1 ,r FRONT: (�' t L tt REAR: 72 t-�D �� SIDE: G5,-G"�2t SIDE: ( f- k -n ttow) W -e ->J- P—+5T The MINIMUM ELEVATION has been de(ennined to be: 57457Jt) FFE (NAVD88). The above measurements have been determined on the following location: Check only one): Top of foundation prior to placement of concrete Top of proposed foundation subsequent to placement of concrete The setback and elevation measure me locations qre identified on the attached exhibit. Signed 4,144u// Print f2o 6 EP-- T A. P i c KH v-9 Date _ 2G -�7 oI'R h/ '/'l Prolcssiunal Surocy�,r . s O\:` SA R/ •F' f / FOR OFFICE USE ONLY /o.`�_ 1' Al,pnncJ hy: 28283 4W Inspector Date non .d.o Kral rldgr.rn.us Rev 02J12 4 tit :C�•+3 gqR I 2 i 4 tit :C�•+3 gqR e i i ±7 ' F' �d Ej Ei I •a q I $ ' N89• r 27"E 130.02' - J _ __ co r„_t - ' o z I' r t UNRUH 7F ZAK CIO ------ ----- wo HOPI 589Y2'S8"W 130.02' 4 tit :C�•+3 gqR 3O11ON S/HI >hOW3bl ION OO j :ioloadsul :ale(] E6691'07 -EOE le u0113aasui- a ao{ /jeo `apew uaaq aneq suoiloaaaoo uayM„ ON sa), :paiinbai uoiloadsul-ab Nd/NV awl -L :uoiloadsui aol ajgejiene auo ON r C}nL1�Z :aagwnN livaaad :ssaippd qof a V - Ind :adA1 uoiloadsul 331ION NO1133dSNI xeJ 6069 -LOO (COO) • Oq/40 9982-900 (000) mql uoijoadsul ££6SITE (£0£) uolsinia u0113adsul 6uipp8 300181V3HM =10 A113 A CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office * (303) 237-8929 Fax INSPECTION NOTICE 01 Inspection 'Type: V-1 A wc_ Job Address: V/ 5- 2 Permit Number: L9 7 1.j No one available for inspection: Time 0y'/!r AM/PM Re -Inspection required: Yesj (--`No When corrections have been made, call for re -inspection at 303-234-5933 Date:,, Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial New Struc PERMIT - 201700468 PERMIT NO: 201700468 ISSUED: 05/17/2017 JOB ADDRESS: 11950 W 52nd AVE EXPIRES: 05/17/2018 JOB DESCRIPTION: New commercial construction - 7,445 sq ft total - Office 1,429 sf and shop 6,016 sq ft; Construction type IIB; Use is automobile repair service *** CONTACTS *** OWNER (303)946-1685 STEVE AND JANE SHELTON LLC GC (303)665-9893 Mark P. Russell 022286 Construction Dimensions, LLC SUB (303)651-9700 Judson Hanks 060189 H.B. Electric SUB (303)666-4480 Thomas Jurhs 170090 Country Plumbing & Htg Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 5010 / METES AND BOUNDS BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 565,000.00 FEES Total Valuation 0.00 Plan Review Fee 2,645.21 Use Tax 10,170.00 Permit Fee 4,069.55 LPC--t-) Sidewalk Comm Develo 22, 005.00 ** TOTAL ** 38, 889.76 *** COMMENTS *** *** CONDITIONS *** Approval from presiding fire department required prior to final building inspection sign -off. All roughs to be done at Framing Inspection. As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to project completion or granting of a Certificate of Occupancy, an As -Built Survey, Improvement Survey Plat, or ALTA/ACSM Land Title Survey shall be submitted to the City to verify compliance with approved plans. 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. All parking and driving areas shall be in conformance with Section 26-501 of the Zoning and Development Code. Site signage will require separate permits. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall be installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125% of the cost of the installation shall be required. Freestanding handicapped sign required. Street trees to be installed by others but must be tied into the irrigation for the site, Native grass seeding must be irrigated until established. 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 roperty and am authorized to obtain this permit and perform the work described and approved in conjunction with this_permit. I further attesfthat 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 per ormed is disclosed in this document and/or its' accompanying 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, 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 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 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.wbeatridge.co.us between 7:300&iWd 8.00ahi 4he,morni bf the inspection. Please put the address of the inspection in the subject line. I FOR OFFICE USE ONLY I City of Date: 4 6117 Wheat id e 4 ONtMUNITY DEVELOPMENT "� Plan/Permit # 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 Email: perm its(a)-ci.wheatridge.co.us Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 11950 W. 52nd Avenue, Wheat Ridge, CO 80033 Property Owner (please print): Steve and Jane Shelton Phone: 303-946-1685 Property Owner Email: jshelton278@yahoo.com Mailing Address: (if different than property address) Address: 5645 Orion Circle City, State, Zip: Golden, CO 80403 Architect/Engineer: STEEL DIMENSIONS, LLC Architect/Engineer E-mail: STEELDIMS@AOL.COM Phone: 303-665-9893 Contractor: CONSTRUCTION DIMENSIONS, LLC Contractors City License M TBD Phone: 303-665-9893 Contractor E-mail Address: STEELDIMS@AOL.COM Sub Contractors: Electrical: HB ELECTRIC W.R. City License # TBD Other City Licensed Sub: City License # Plumbing: COUNTRY PLUMBING W.R. City License # TBD Other City Licensed Sub: City License # Mechanical: EXTREME AIR W.R. City License # TBD 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) (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.) CmmcItI*L, Cst+►'reJLv,- mq SF TIT*L TF JFftCfc lr'f z4f rfo- ,r 5 Frpl (o, at G s F Sq. FULF 7/ ¢f5- SF Amps Cam: r,�x �+•� T'� � L sx B Btu's Squares U SE A-1irtgAtWeL4 tWA-K. Swevi E Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) t 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. CIRCLEONE: (OWNER) CON_ TR CTORY or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Electronic Signature (first and last name): DATE 1414117, DEPARTMENT USE ONLY ZONING COMMMENTS: / x OCCUPANCY CLASSIFICATION: Reviewer. J� BUILDING DEPARTMENT COMMENTS: ;7 Reviewer:,ollh faoQrd SJRl�'f`t tS tCCv �1"jb� �J PvL'� UIC C61�1c�2L�� vr,..G-t kJ Lt RI N s P i G'i eta -F, 5� C= is c�F c� 5TRc1 c(� ,21�Z` �6 C7L -C , is ha F-, Z0A4 774- T ,94 b4141CII-7 c b 7�f�� C • O , Filding Division Valuation: $ Selection Guide NKS City of Wheat Ridge Building Division Available In Black EPDM DIDN'l %"1:1�,OTW'lrAj I'mSI(in, &,i lie rooft'illo, of - W06 ( 5'[ 11 11c), i I !YT; (239'v '11A lip to i !)G -T 1"fP'1- � f:qjy J. L ril, -rni;1 Fastening methods vr1F•,' V UN I ownipwPool Tray Fbdwith 9And&dRb acijM ii J-�I' FixFasteners at points where base has creased to confirm to roof profile, "Al C'Pa j*! 14p V"A'xU/! "n TwVftdvAhHigh Rb Y BOX hem tell d0r.1 famam k ;"IJ111-11111 "it it".. tP" al '1471:% Installation Information Trlm tone W A to suit Slide down pipe Using press base to the Fasicn using self, PIPC lit '"s nq WO$ 4 lubriont, rod profile by hand. teaung fallenet or sharp fin %n:P1' Smooth out say pop (sealed) dyets. Creases, (3Q't fully rwod to allow [at Vibtaddr). A Dtktkc nWW fitted on tbe'diamor& for qnla,gtd holes and penetrations on It" mt(j up to 45, or deep corrugations. Need to flash a larger penetration? Contact DEKS to discuss the the roof flashing range. Dekfit6 EZILSeal Forget Silicone - just screw it down iso fst.ia9 ,; •.c a 100% waterproof wheat Ridge No Silicone to apply, just screw it down in minutes 5uildin9 pivision Installs faster u Up to 30% faster UV, ozone and temperature resistant foam Seals on wet or oily surfaces f 1 Seals completely waterproof with only 40% compression (� No worries on polycarbonate u No silicone means no slippery surface or mess 10 Twenty year warranty Just fit it and forget it - we've got you covered 6- C1" pl V�Meat RxdOe stols s 'Dwiax°ll uz�W e �5 41 C1" pl V�Meat RxdOe stols s 'Dwiax°ll iii e 11 iii April 12, 2017 11950 W. 52nd Standley Heights Questions for Plan Review 1. On the cover sheet please change the occupant load for the S-1 from 30 People to 21 People, 6016 -div. x 300 = 20.053 Or 21 people revised cover sheet 2. Please provide location on the plans and we require third party inspection for the backflow preventer location on sheet 1.1 note added 3. Please provide break room on sheet 1.1 with ADA accessible counter top and toe kick. not required per section 606.2 exception #1 of the ADA guidelines. parallel approach allowed with no cooking apparatus. 4. Please provide required safety glazing where required Revised schedule sheet 5. Please provide Sewer underground one line with clean outs and venting separate sheet added 6. Please provide one line drawing for gas lines separate sheet added 7. Please provide a Com Check. provided at submittal (envelope, interior lighting, mechanical) 8. Please provide roof penetration details N/A vents only (pipe boots) provided cut sheets for boots 9. Please provide roofing details. refer to metal building drawings 10. Please provide safety egress sheet with calculations added to sheet 1.1 and cover sheet 11. Please provide structural steel erection drawings and data provided at submittal (stamped drawings & calcs.) 12. Please show gas meter placement see site plan and sheet 1.1 13. Please provide one female and one male ADA accessible bathroom, the unisex will not meet IBC 2012 requirements. restroom revised to h/c accessible. 14. What will be stored in the storage area on Sheet 1.1 and will it be required to be fire rated. tools/parts/misc. fire rating not required 15. 6" address numbers will be required on the structure visible from the street. will be provided 16. 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. 17. Prior to CO or final, the GC shall provide as built in PDF. 18. Signs on building permitted separately. 19. Sheets resubmitted are your responsibility to reinsert into plans, please leave the old ones you take out in the office. 20. Please address comments under each numbered one along with where I can find on sheets. City of Wheat Ridge CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION' 7500 W 29th Ave Wheat Ridge. CO 80033-8001 p. 303.235.2955-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. Date: 4 16 L /'-�- Project Address: 11-15-6W- $L= AVQ. l,�/(-E,EA�W6E, Cs X0033 Name of Firm/Individual submitting documents: .5rrao-e- P,'AW.ArStonrs, t.C.0 Project Type/Description: XeA-1 deAVAJEA-4. fWcC ve.n+� .Ivo rF ANZJP;'J G Av "A ae% fe r SOF"241 e -E Awk mi- S'Qe( Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY I, r , 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 Arvada Fire Protection o Wheat Ridge Water District o Consolidated Mutual Water District o Valley Water District o Denver Water Agency Notes: c Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District o Westridge Sanitation District o Other Signature: ��YI /f, t� /� Date: -lam - 'Al (Agency Representative) City of Wheat -Midge 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: oyfot, 12-,o/-7 Location of Construction: i GJ . 52 4_D Purpose of Construction: Single Family Commercial _ Multi -Family Development Review Processing Fee: ................................................ $100.00 (Required of all projects for document processing) $ IDD • oo Single Family Residence/Duplex Review Fee: .... 1. ............................... $50.00 $ Commercial/Multi-Family Review Fees: (Fees include reviews of the 1St and 2" submittals) • Review of existing or minimal technical documents: ........................ $200.00 $ • Initial review' of technical civil engineering documents: ................ $600.00 $_ to D O •OD • 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 (%z initial review fee):. 4th submittal (full initial review fee) :............ ............................... $300.00 All subsequent submittals: ........... ......................... (Full initial review fee) ................... $600.00 ......... I......... $600.00 TOTAL. REVIEW FEES (due at time of Building Permit issuance) 7DD.0� 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 City of COMMERCIAL/MULTI-FAMILY PUBLIC %WORKS �i e BUILDING PERMITAPPL KATION REVIEW Date: c7!!z 4 (e Lze/ z Location: l I'MO W, SL `b ✓� i/�-�y� ATTENTION: BUILDING DEPARTMENT I have reviewed the submitted application documents to construct a Ca -11 •N�,f-Z- ,/� located at the above referenced address. Please note the comments checked below. 1. ✓ Site Survey: 1_/0K 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: SOK _ 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: Yes No d. standard street lights: Yes _✓ -L,--No e. pedestrian lights: Yes ----NO f. storm sewer: Yes 1—, -No g. Letter of Credit (LOC) required: Yes �✓No h. Funds in lieu of construction: ✓Yes No If an LOC or funds in lieu of are required, for what improvements? e- G� s� PAV" ut,� Pt -a Ls ��F r3 Amount of the LOC or funds: zz , 00 , o �S f! sT�?G�f>✓.a 5. ✓ SIA/PIA required: Yes 6. ./ Traffic impact analysis required & approved: Yes _✓No 7. ✓ Street Access Permit required: Yes _i, --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: A%!?f If R.O.W. is required, has the deed been received? 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. �1 o Zz) zb/ 7 Signature David F. Brossman, P.L.S. Date 10. 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: 12. t/ 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 06%2013 APPROVED, 04/06/2017, DFB Costs shown below in RED are City -contractor prices for 2017. These values are to be used unless actually quotes can be furnished; actual quoted costs will be honored. PUBLIC IMPROVEMENTS - Cash in Lieu ITEM QUANTITY UNIT UNIT COST ITEM COST LANDSCAPING TREES GRADING - ROUGH GRADING - FINE RECONDITION & PROOF ROLLING SIDEWALK CURB AND GUTTER ASPHALT LANDSCAPING SOD STREET L4GHTING- TOTAL Lighting 3 108.34 108.34 108.34 72.22 108 108.34 86.7 1 1 EACH $500 $1,500.00 SQUARE YARDS $5.98 $647.87 SQUARE YARDS $1.23 $133.26 SQUARE YARDS $1.97 $213.43 SQUARE YARDS $43:02$55.84 $3,106.90 $4,033 LINEAL FEET $18.00$27,71 $1,944.00$2,993 SQUAREYARDS $35.00$117.54 $3,791.90$12,734 SQUARE YARDS $18.00 $1,560.60 EACH $2,500:00 $2,500.59 - SUM $15,397.96 Pedestrian Light Concrete Base 2 EA $574.43 $1,149 Pedestrian Light Standard 2 EA $1,847.94 $3,696 Pedestrian Light Luminaire 2 EA $3,746.27 $7,493 2" Electrical conduit 60 LF $17.52 $1,051 Revised amount per discussions with the Development Review Team on April 5, 2017: Per current requirements, TOTAL = $37,204. Original fee amount per Pre -Application Meeting Dec 2015 = $k807. The difference between these two amounts = $30,397. Splitting the difference of the two amounts = $30,397/2 =$15,199. FINAL AMOUNT = $159199 + $69807 = $22,005. 1 CITY OF WHEAT RIDGE PUBLIC WORKS DATE 02/28/2017 RECEIVED 02/28/2017 3rd Submittal Oily (-)(, h6 at Ridge 1'u1st IC kVo1iKs 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: D ADDRESS: ll ISO LcJ • Sz'�`�' �{ U/y� 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 303.235.2564. Sincerely, David F. Brossman, P.L.S. Development Review Engineer CC: File "--cLiv heatridge.co.us Rev 2/08 03/30/17 THU 13:24 FAX 303 424 0828 VALLEY WATER DIS . ......------- -�• t-y� , WCiO of heat Pidpre C1 rV Or Will •Nt RiXit lit IM14c %ND I%1SPiC 110K SRR\ U1S OIN MON 7500 W 24th A%r 11 heat R,idkr. Cp 90033-S06I p. ;03.235 ?KSS,/ 303.237.tiY29 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: -f6 -t ` Project Address !I Z_S'o tom. S2 � �'=-,q f 14f(+ A%6,aa Co 706 3 3 Name of Firm/individual submitting documents: 15-rwL "-a- Project Type/Description: ffe&J NAA94-t--o-c- c4si ,atts; J 7, 4.06 SF �t/Ta S^IiP1LJtC_t. i�t..�At it. �Tfi-a � Signature of firm Representative or Individual: M/ IZ% 4 1Z // /�1U// 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 rep[R5C. fed; (Please theca one} c, West Metro Fire Protection v Arvada Fire Protection Wheat Ridge Water District <, Consolidated Mutual Water District 9/Valley Water District o Denver Water Agency Notes: Signature; (Age"ncy"9e'prese* Em/ ail: / �v` / V/6 -:;/ alive} —/' /� W. //-/ o Wheat Ridge Sanitation District a Clear Creek Sanitation District u Fruitdale Sanitation District Q Westridge Sanitation District o Other Date: lit 0 01 City of W heat Midge CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICFS DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235-28551303.237.8929 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: April 5, 2017 Project Address: 11950 W. 52nd Avenue Name of Firm/Individual submitting documents: Steel Dimensions, LLC Project Type/Description: New commercial construction metal building 7,000sf Auto Service Repair Shop Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY I, Bill Willis 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 Ridge Water District o Consolidated Mutual Water District o Valley Water District o Denver Water o Wheat Ridge Sanitation District o Clear Creek Sanitation District x Fruitdale Sanitation District o Westridge Sanitation District o Other Agency Notes: See attached letter stating requirements for sanitary sewer service. Signature: Date: 04/05/2017 (Agency Representative) Email: bwillis@martinmartin.com COMcheck Software Version 4.0.5.5 Envelope Compliance Certificate Section 1: Project Information Energy Code: 2009 IECC Project Title: Japanese Auto Project Type: New Construction Construction Site: 11950 W. 52nd Avenue Mark Russell Wheat Ridge, CO 80033 Construction Dimensions, LLC 1245 Creek Circle Lafayette, CO 80026 303-665-9893 steeldims@aol.com Wheat Ridge, Colorado 5b 2% Owner/Agent: Building Location (for weather data): Climate Zone: Vertical Glazing / Wall Area Pct.: Building Use: Activity Type(s) 1 -Automotive Facility : Nonresidential Floor Area 7000 Section 2: Envelope Assemblies and Requirements Checklist code.Envelope PASSES: Design 3% better than Envelope Assemblies: Component Name/Description Gross Cavity Cont. Proposed Budget Area or R -Value R -Value U -Factor U -Factorial Perimeter Roof 1: Metal Building, Standing Seam, [Bldg. Use 1 - Automotive City of 33.0 0.0 0.048 0.055 wheatR�aee Designer/Contractor: Mar Construction Dimensions, LLC 649 1245 Rock Creek Circle 0.113 Lafayette, CO 80026 [Bldg. Use 1 - Automotive Facility] 303-665-9893 steeldims@aol.com Section 2: Envelope Assemblies and Requirements Checklist code.Envelope PASSES: Design 3% better than Envelope Assemblies: Component Name/Description Gross Cavity Cont. Proposed Budget Area or R -Value R -Value U -Factor U -Factorial Perimeter Roof 1: Metal Building, Standing Seam, [Bldg. Use 1 - Automotive 7000 33.0 0.0 0.048 0.055 Facility] Exterior Wall 1: Metal Building Wall, Single Layer Mineral Fiber, 649 13.0 0.0 0.113 0.069 [Bldg. Use 1 - Automotive Facility] Exterior Wall 2: Metal Building Wall, Single Layer Mineral Fiber, 907 13.0 0.0 0.113 0.069 [Bldg. Use 1 - Automotive Facility] Exterior Wall 3: Other Metal Building Wall, [Bldg. Use 1 - Automotive 1311 --- --- 0.050 0.069 Facility] (b) Exterior Wall 4: Other Metal Building Wall, [Bldg. Use 1 - Automotive 662 — --- 0.050 0.069 Facility] (b) Window 1: Metal Frame with Thermal Break, Perf. Type: Energy 96 --- --- 0.650 0.550 code default, Double Pane with Low -E, Tinted , SHGC 0.60, [Bldg. Use 1 - Automotive Facility] Door 1: Insulated Metal, Swinging, [Bldg. Use 1 - Automotive 84 --- --- 0.650 0.700 Facility] Door 2: Other Door, Swinging, [Bldg. Use 1 - Automotive Facility] 360 --- --- 0.660 0.700 Exterior Wall 5: Other Metal Building Wall, [Bldg. Use 1 - Automotive 1800 --- --- 0.050 0.069 Facility] (b) Exterior Wall 6: Other Metal Building Wall, [Bldg. Use 1 - Automotive 893 --- --- 0.050 0.069 Facility] (b) Floor 1: Slab-On-Grade:Unheated, Vertical 2 ft., [Bldg. Use 1 - 340 --- 12.5 -- -- Automotive Facility] (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. Air Leakage, Component Certification, and Vapor Retarder Requirements: Project Title: Japanese Auto Report date: 04/06/17 Data filename: C:\Users\Admin\Documents\COMcheck\Japanese Auto.cck Page 1 of 9 Lj 1. All joints and penetrations are caulked, gasketed or covered with a moisture vapor -permeable wrapping material installed in accordance with the manufacturer's installation instructions. 2. Windows, doors, and skylights certified as meeting leakage requirements. 3. Component R -values & U -factors labeled as certified. 4. No roof insulation is installed on a suspended ceiling with removable ceiling panels. 5. 'Other' components have supporting documentation for proposed U -Factors. F1 6. Insulation installed according to manufacturer's instructions, in substantial contact with the surface being insulated, and in a manner that achieves the rated R -value without compressing the insulation. 7. Stair, elevator shaft vents, and other outdoor air intake and exhaust openings in the building envelope are equipped with motorized dampers. ❑ 8. Cargo doors and loading dock doors are weather sealed. ❑ 9. Recessed lighting fixtures installed in the building envelope are Type IC rated as meeting ASTM E283, are sealed with gasket or caulk. ❑ 10. Building entrance doors have a vestibule equipped with self-closing devices. Exceptions: ❑ Building entrances with revolving doors. Doors not intended to be used as a building entrance. 0 Doors that open directly from a space less than 3000 sq. ft. in area. Doors used primarily to facilitate vehicular movement or materials handling and adjacent personnel doors. Doors opening directly from a sleeping/dwelling unit. Section 3: ComDU"ce Statement CompliancepTe nvelope design represented in this document is consistent with the building plans, specifications and other Ga i t tc pi lbr 'i e t(S`t % ermit application. The proposed envelope system has been designed to meet the 2009 IECC Name - Voe:o Fo • ....... \\ \� IN N}- _ \V and to comply with the mandatory requirements in the Requirements Checklist. Signature t Date Project Title: Japanese Auto Report date: 04/06/17 Data filename: C:\Users\Admin\Documents\COMcheck\Japanese Auto.cck Page 2 of 9 COMcheck Software Version 4.0.5.5 Interior Lighting Compliance Certificate Section 1: Project Information Energy Code: 2009 IECC Project Title: Japanese Auto Project Type: New Construction Construction Site: 11950 W. 52nd Avenue Wheat Ridge, CO 80033 Owner/Agent: Mark Russell Construction Dimensions, LLC 1245 Creek Circle Lafayette, CO 80026 303-665-9893 steeldims@aol.com Section 2: Interior Lighting and Power Calculation Designer/Contractor: Mark Russell Construction Dimensions, LLC 1245 Rock Creek Circle Lafayette, CO 80026 303-665-9893 steeldims@aol.com A B C D Area Category Floor Area Allowed Allowed Watts (ft2) Watts / ft2 (B x C) Automotive Facility 7000 0.9 6300 Total Allowed Watts = 6300 Section 3: Interior Lighting Fixture Schedule A Fixture ID : Description / Lamp / Wattage Per Lamp / Ballast B C D E Lamps/ # of Fixture (C X D) Fixture Fixtures Watt. Automotive Facility (7000 sq.ft.) LED 1: LED Panel 38W: 1 15 38 570 LED 2: LED Panel 110W: 2 10 225 2250 Compact Fluorescent 1: Twin Tube 40W: Magnetic: 2 2 40 80 Total Proposed Watts = 2900 Section 4: Requirements Checklist Interior Lighting PASSES: Design 54% better than code. Lighting Wattage: F1 1. Total proposed watts must be less than or equal to total allowed watts. Allowed Watts Proposed Watts Complies 6300 2900 YES Controls, Switching, and Wiring: 2. Daylight zones under skylights more than 15 feet from the perimeter have lighting controls separate from daylight zones adjacent to vertical fenestration. 3. Daylight zones have individual lighting controls independent from that of the general area lighting. Exceptions: L] Contiguous daylight zones spanning no more than two orientations are allowed to be controlled by a single controlling device. ❑ Daylight spaces enclosed by walls or ceiling height partitions and containing two or fewer light fixtures are not required to have a separate switch for general area lighting. Lj 4. Independent controls for each space (switch/occupancy sensor). Project Title: Japanese Auto Report date: 04/06/17 Data filename: C:\Users\Admin\Documents\COMcheck\Japanese Auto.cck Page 3 of 9 Exceptions: Areas designated as security or emergency areas that must be continuously illuminated. L] Lighting in stairways or corridors that are elements of the means of egress. Fi 5. Master switch at entry to hotel/motel guest room. ❑ 6. Individual dwelling units separately metered. ❑ 7. Medical task lighting or art/history display lighting claimed to be exempt from compliance has a control device independent of the control of the nonexempt lighting. Lj 8. Each space required to have a manual control also allows for reducing the connected lighting load by at least 50 percent by either controlling all luminaires, dual switching of alternate rows of luminaires, alternate luminaires, or alternate lamps, switching the middle lamp luminaires independently of other lamps, or switching each luminaire or each lamp. Exceptions: Only one luminaire in space. ❑ An occupant -sensing device controls the area. L] The area is a corridor, storeroom, restroom, public lobby or sleeping unit. ❑ Areas that use less than 0.6 Watts/sq.ft. 9. Automatic lighting shutoff control in buildings larger than 5,000 sq.ft. Exceptions: ❑ Sleeping units, patient care areas; and spaces where automatic shutoff would endanger safety or security. 10.Photocell/astronomical time switch on exterior lights. Exceptions: Lighting intended for 24 hour use. 11.Tandem wired one -lamp and three -lamp ballasted luminaires (No single -lamp ballasts). Exceptions: ❑ Electronic high -frequency ballasts; Luminaires on emergency circuits or with no available pair. Section 5: Compliance Statement Compliance Statem ghting design represented in this document is consistent with the building plans, specifications and other calcul aG`F� • it eiit� rmit application. The proposed lighting system has been designed to meet the 2009 IECC requirements i FAck�le�3}' 'O d to comply with the mandatory requirements in the Requirements Checklist. Name - Titl ) u Signature Date "YON L Project Title: Japanese Auto Report date: 04/06/17 Data filename: C:\Users\Admin\Documents\COMcheck\Japanese Auto.cck Page 4 of 9 COMcheck Software Version 4.0.5.5 Exterior Lighting Compliance Certificate Section 1: Project Information Energy Code: 2009 IECC Project Title: Japanese Auto Project Type: New Construction Exterior Lighting Zone: 4 (High activity metropolitan commercial district) Construction Site: 11950 W. 52nd Avenue Wheat Ridge, CO 80033 Owner/Agent: Mark Russell Construction Dimensions, LLC 1245 Creek Circle Lafayette, CO 80026 303-665-9893 steeldims@aol.com Designer/Contractor: Mark Russell Construction Dimensions, LLC 1245 Rock Creek Circle Lafayette, CO 80026 303-665-9893 steeldims@aol.com Section 2: Exterior Lighting Area/Surface Power Calculation A B C D E F Exterior Area/Surface Quantity Allowed Tradable Allowed Proposed Watts Wattage Watts Watts / Unit (B x C) Illuminated length of facade wall or surface 135 ft 5 No 675 50 Total Tradable Watts' = 0 0 Total Allowed Watts = 675 Total Allowed Supplemental Watts** = 1300 Wattage tradeoffs are only allowed between tradable areas/surfaces. ** A supplemental allowance equal to 1300 watts may be applied toward compliance of both non -tradable and tradable areas/surfaces. Section 3: Exterior Lighting Fixture Schedule A Fixture ID : Description / Lamp / Wattage Per Lamp / Ballast B C D E Lamps/ # of Fixture (C X D) Fixture Fixtures Watt. Illuminated length of facade wall or surface (135 ft): Non -tradable Wattage LED 1: LED A Lamp 13W: 1 5 10 50 Total Tradable Proposed Wafts = 0 Section 4: Requirements Checklist Lighting Wattage: ❑ 1. Within each non -tradable area/surface, total proposed watts must be less than or equal to total allowed watts. Across all tradable areas/surfaces, total proposed watts must be less than or equal to total allowed watts. Compliance: Passes. Controls, Switching, and Wiring: C] 2. All exemption claims are associated with fixtures that have a control device independent of the control of the nonexempt lighting. F-1 3. Lighting not designated for dusk -to -dawn operation is controlled by either a a photosensor (with time switch), or an astronomical time switch. n 4. Lighting designated for dusk -to -dawn operation is controlled by an astronomical time switch or photosensor. 5. All time switches are capable of retaining programming and the time setting during loss of power for a period of at least 10 hours. Exterior Lighting Efficacy: Project Title: Japanese Auto Report date: 04/06/17 Data filename: C:\Users\Admin\Documents\COMcheck\Japanese Auto.cck Page 5 of 9 F -I 6. All exterior building grounds luminaires that operate at greater than 100W have minimum efficacy of 60 lumen/watt. Exceptions: ❑ Lighting that has been claimed as exempt and is identified as such in Section 3 table above. Lighting that is specifically designated as required by a health or life safety statue, ordinance, or regulation. Emergency lighting that is automatically off during normal building operation. Lighting that is controlled by motion sensor. Section 5: Compliance Statement Compliance Statement: T,� d`2zt600040" design represented in this document is consistent with the building plans, specifications and other calculations s FEcd �ittfIthi i ( rpl, tion. The proposed lighting system has been designed to meet the 2009 IECC requirements in COMc ,*6rr,-ion 4.0.5.5 arf� t co " y with the mandatory requirements in the Requirements Checklist. Name - Title Signature T Date Project Title: Japanese Auto Report date: 04/06/17 Data filename: C:\Users\Admin\Documents\COMcheck\Japanese Auto.cck Page 6 of 9 �( COMcheck Software Version 4.0.5.5 Mechanical Compliance Certificate Section 1: Project Information Energy Code: 2009 IECC Project Title: Japanese Auto Project Type: New Construction Construction Site: 11950 W. 52nd Avenue Wheat Ridge, CO 80033 Owner/Agent: Mark Russell Construction Dimensions, LLC 1245 Creek Circle Lafayette, CO 80026 303-665-9893 steeldims@aol.com Section 2: General Information Building Location (for weather data): Wheat Ridge, Colorado Climate Zone: 5b Section 3: Mechanical Systems List Quantity System Type & Description HVAC System 1 (Single Zone) : Heating: 4 each - Radiant Heater, Gas, Capacity = 400 kBtu/h No minimum efficiency requirement applies Fan System: None Designer/Contractor: Mark Russell Construction Dimensions, LLC 1245 Rock Creek Circle Lafayette, CO 80026 303-665-9893 steeldims@aol.com HVAC System 2 (Single Zone) : Heating: 1 each - Duct Furnace, Gas, Capacity = 80 kBtu/h Proposed Efficiency = 92.10% Ec, Required Efficiency = 80.00% Ec Cooling: 1 each - Split System, Capacity = 80 kBtu/h, Air -Cooled Condenser, Air Economizer Proposed Efficiency = 13.00 EER, Required Efficiency: 11.00 EER Fan System: None Water Heater 1: Electric Storage Water Heater, Capacity: 10 gallons w/ Circulation Pump No minimum efficiency requirement applies Section 4: Requirements Checklist Requirements Specific To: HVAC System 1 None Requirements Specific To: HVAC System 2: F-1 1. Equipment minimum efficiency: Duct Furnace (Gas): 80.00 % Ec ❑ 2. Equipment minimum efficiency: Split System: 11.00 EER ❑ 3. Integrated economizer is required for this location and system. ❑ 4. Cooling system provides a means to relieve excess outdoor air during economizer operation. Requirements Specific To: Water Heater 1 : 1. Water heating equipment meets minimum efficiency requirements: No efficiency requirements for water heater with storage capacity less than 20 gallons. F-1 2. All piping in circulating system insulated F1 3. Hot water storage temperature controls that allow setpoint of 90°F for non -dwelling units and 110°F for dwelling units. ❑ 4. Automatic time control of heat tapes and recirculating systems present Project Title: Japanese Auto Report date: 04/06/17 Data filename: C:\Users\Admin\Documents\COMcheck\Japanese Auto.cck Page 7 of 9 ❑ 5. Controls will shut off operation of circulating pump between water heater/boiler and storage tanks within 5 minutes after end of heating cycle Generic Requirements: Must be met by all systems to which the requirement is applicable: ❑ 1. Plant equipment and system capacity no greater than needed to meet loads Exception(s): ❑ Standby equipment automatically off when primary system is operating ❑ Multiple units controlled to sequence operation as a function of load ❑ 2. Minimum one temperature control device per system ❑ 3. Minimum one humidity control device per installed humidification/dehumidification system ❑ 4. Load calculations per ASHRAE/ACCA Standard 183. Cl 5. Automatic Controls: Setback to 55°F (heat) and 85°F (cool); 7 -day clock, 2 -hour occupant override, 10 -hour backup Exception(s): ❑ Continuously operating zones ❑ 6. Outside -air source for ventilation; system capable of reducing OSA to required minimum ❑ 7. R-5 supply and return air duct insulation in unconditioned spaces R-8 supply and return air duct insulation outside the building R-8 insulation between ducts and the building exterior when ducts are part of a building assembly Exception(s): ❑ Ducts located within equipment ❑ Ducts with interior and exterior temperature difference not exceeding 15°F. ❑ 8. Mechanical fasteners and sealants used to connect ducts and air distribution equipment ❑ 9. Ducts sealed - longitudinal seams on rigid ducts; transverse seams on all ducts; UL 181A or 181 B tapes and mastics ❑ 10. Hot water pipe insulation: 1.5 in. for pipes <=1.5 in. and 2 in. for pipes >1.5 in. Chilled water/refrigerant/brine pipe insulation: 1.5 in. for pipes <=1.5 in. and 1.5 in. for pipes >1.5 in. Steam pipe insulation: 1.5 in. for pipes —1.5 in. and 3 in. for pipes >1.5 in. Exception(s): ❑ Piping within HVAC equipment. ❑ Fluid temperatures between 55 and 105°F. ❑ Fluid not heated or cooled with renewable energy. ❑ Piping within room fan -coil (with AHRI440 rating) and unit ventilators (with AHRI840 rating). ❑ Runouts <4 ft in length. ❑ 11.0peration and maintenance manual provided to building owner ❑ 12.Thermostatic controls have 5°F deadband Exception(s): ❑ Thermostats requiring manual changeover between heating and cooling ❑ Special occupancy or special applications where wide temperature ranges are not acceptable and are approved by the authority having jurisdiction. ❑ 13.13alancing devices provided in accordance with IMC 603.17 ❑ 14.Demand control ventilation (DCV) present for high design occupancy areas (>40 person/1000 ft2 in spaces >500 ft2) and served by systems with any one of 1) an air -side economizer, 2) automatic modulating control of the outdoor air damper, or 3) a design outdoor airflow greater than 3000 cfm. Exception(s): ❑ Systems with heat recovery. ❑ Multiple -zone systems without DDC of individual zones communicating with a central control panel. ❑ Systems with a design outdoor airflow less than 1200 cfm. ❑ Spaces where the supply airflow rate minus any makeup or outgoing transfer air requirement is less than 1200 cfm. ❑ 15.Motorized, automatic shutoff dampers required on exhaust and outdoor air supply openings Exception(s): ❑ Gravity dampers acceptable in buildings <3 stories ❑ 16.Automatic controls for freeze protection systems present ❑ 17.Exhaust air heat recovery included for systems 5,000 cfm or greater with more than 70% outside air fraction or specifically exempted Exception(s): ❑ Hazardous exhaust systems, commercial kitchen and clothes dryer exhaust systems that the International Mechanical Code prohibits the use of energy recovery systems. ❑ Systems serving spaces that are heated and not cooled to less than 60°F. ❑ Where more than 60 percent of the outdoor heating energy is provided from site -recovered or site solar energy. ❑ Heating systems in climates with less than 3600 HDD. Project Title: Japanese Auto Report date: 04/06/17 Data filename: C:\Users\Admin\Documents\COMcheck\Japanese Auto.cck Page 8 of 9 ❑ Cooling systems in climates with a 1 percent cooling design wet -bulb temperature less than 64°F. ❑ Systems requiring dehumidification that employ energy recovery in series with the cooling coil. ❑ Laboratory fume hood exhaust systems that have either a variable air volume system capable of reducing exhaust and makeup air volume to 50 percent or less of design values or, a separate make up air supply meeting the following makeup air requirements: a) at least 75 percent of exhaust flow rate, b) heated to no more than 2°F below room setpoint temperature, c) cooled to no lower than YF above room setpoint temperature, d) no humidification added, e) no simultaneous heating and cooling. Section 5: 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 2009 IECC requirements in COMcheck Version 4.0.5.5 and to comply with the mandatory requirements in the Requirements Checklist. Name - Title Signature Section 6: Post Construction Compliance Statement Date ❑ HVAC record drawings of the actual installation, system capacities, calibration information, and performance data for each equipment provided to the owner. ❑ HVAC O8M documents for all mechanical equip x( sof pTA ' ed to the owner by the mechanical contractor. Written HVAC balancing and operations repo r ^tfc17t" th' rrQr The above post construction requirements have bwzmpob ed. Principal Mechanical Designer -Name ~ WSJpNAi Date Project Title: Japanese Auto Report date: 04/06/17 Data filename: C:\Users\Admin\Documents\COMcheck\Japanese Auto.cck Page 9 of 9 a Alliance Consulting Engineers 8 Surveyors PLANNING - ENGINEERING - SURVEYING • PROJECT MANAGEMENT - CONSTRUCTION MANAGEMENT Final Drainage Report Japanese Auto Standley Heights 11950 W. 52°d Avenue Wheat Ridge, Colorado Prepared for: Construction Dimensions 1245 Rock Creek Circle Lafayette, CO 80026 303-665-9893 December 2016 Revised 1-30-17 Project No. 16033 Prepared by: Alliance Consulting 16415 W 85th Ln Unit B Arvada, CO 80007 CITY OF WHEAT RIDGE' PUBLIC WORKS, ENGINEERING APPROVED FOR: Jd DRAINAGE ❑ SIDEWALK O CURB & GUTTER ❑ STREET O MISCELLANEOUS O PLAT COMMENT Final Drainage Report & Plan 41�4—� 02/13/2017 CIVIL ENGINEER DATE SUBJECT TO FIELD INSPECTIONS David Moore, PE 720-625-1571 demoorepegallianceengineer.com rwe'v� . �ops�0 4 22495 CITY OF WHEAT RIDGE PUBLIC WORKS DATE 02/06/2017 RECEIVED 02/06/2017 2nd Submittal 16415 W 85h Lane Unit B Arvada, CO 80007 • Phone: 720-625-1571 a email: demoorepe@ailianceengineer.com GENERAL LOCATION AND DESCRIPTION - SITE LOCATION The site is known as Standley Heights at 11950 West 52"d Avenue and is situated in the Southeast quarter of section 17, Township 3, Range 69 West of the 6`b Principle Meridian, City of Wheat Ridge, County of Jefferson, State of Colorado and contains 0.45 acres. The property is in the Northwest quadrant of the City of Wheat Ridge grid number 16. Developments adjacent to the site include the Standley Heights neighborhood across West 52"d to the North, Pet Cremation Service to the West and by an undeveloped RV storage facility to the South and East. The site is bordered by a small retaining wall (under 3 feet tall) on the East property line separating the site from the existing RV storage facility buildings. — SITE DESCRIPTION The existing property is occupied by a 1700 square foot house, two sheds and a well house along with asphalt driveway and concrete path with ground vegetation consisting of grass, weeds and trees in planted areas. A ditch runs adjacent to West 52"d Avenue in the Right -of -Way and runs across the front of the property. The site is accessed by a driveway that crosses over this ditch. The existing site topography slopes to the Southeast with slopes ranging from less than 1% on the Northwestern portion of the property up to 8%4: on the Southeastern portion of the property with the average site slope of 3.51/o::L. Stormwater runoff flows Northwest to Southeast across the site and leaves the site via sheet flow onto the RV park to the Southeast where it infiltrates into the ground. The site lies in Zone X outside the 100 -year floodplain per FEMA Flood Insurance Rate Map number 08059CO192F revised February 5, 2014. Please refer to Appendix C for a copy of the Flood Insurance Rate Map. Per the Natural Resources Conservation Service (MRCS), soils on this site are classified a Nunn Clay Loam with 2 to 5 percent slopes. Please refer to Appendix C for a copy of the NRCS soils map. The Nunn Clay Loam strata is categorized as NRCS Hydrologic Soil Group `C". Group `C' soils have a slow infiltration rate when thoroughly wet. They consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. - PROPOSED PROJECT DESCRIPTION The proposed project is to install a rectangular 7000 square foot (70 ft. x 100 ft.) steel building to accommodate a Japanese Auto Service Garage including associated parking, underground utilities, landscaping and expansion of the existing access drive to West 52"d Avenue. The building occupies nearly 36% of the overall site, 47% is occupied by parking and 3% is occupied by sidewalk/curbs/gutters. The remainder of the site is primarily occupied by vegetation surfaces. DRAINAGE BASINS AND SUB -BASINS — MAJOR B isiN DESCRIPTION The project site is in the Clear Creek Watershed which is Tributary to Clear Creek. The Clear Creek Watershed is bounded by Van Bibber Creek to the North and Clear Creek to the South. The site is located uphill from Van Bibber Creek at one half mile distant and uphill from Clear Creek at just over one mile distant. — SUB -BASIN DESCRIPTION — EXISTING CONDITIONS The existing topography associated with this site primarily generates a single on-site drainage basin along with two off-site drainage basins contributing to the Northwest to Southeast flow onto the property. Additionally, there are two small on-site drainage basins that flow from the North end of the site to the North into the ditch adjacent to West 52nd Avenue. Please refer to the Existing Drainage Map in Appendix C for the following basin locations. Historic Basin EX -C consists of 0.44 acres or 97% of the entirety of the site. Run-off sheet flows from North and Northeast of the site to the South and Southeast toward the undeveloped RV storage facility located to the South and East. The remaining 3% of the site consists of Basins EX -A and EX -B that drain off the site into the ditch that runs adjacent to West 52nd Avenue. Rational Method calculations yielded a flowrate of 0.39 cfs for the 5 -year storm event and 0.64 cfs for the 100 -year storm event for basin EX -C. Basins EX -A and EX -B both yielded flowrates near 0 cfs for the 5 -year and 100 -year storm events. Off-site Historic Basin OS -1 consists of 0.04 acres and is comprised of a portion of the driveway and grass areas of the neighboring animal crematorium to the West of the property. Off-site Historic Basin OS -2 consists of 0.002 acres and is comprised of the grassy area adjacent to the ditch running along West 52nd Avenue. Stormwater run-off from these areas sheet flows onto the site and combines with the on-site run-off flowing Southeast to the adjacent undeveloped RV storage area. Rational method calculations yielded flowrates near 0 cfs for the 5 -year and 100 - year storm events for both off-site basins. Historically, the ditch that lies in the West 52nd Avenue Right -of -Way has prevented water from flowing onto the site from Standley Heights. A portion of the Pet Cremation facility has typically drained onto and across the site ultimately ending up on the RV storage facility property. Therefore, it is reasonable to presume that the RV storage facility is the only adjacent property influenced by historic flows from the site. The RV storage facility sheet flows to the Southeast and has an average slope of 4%±. The RV storage facility is not paved but rather consists of rough earth covered by gravel or road base without any vegetative cover. - Sub -Basin Description — Proposed Conditions The proposed site is comprised of four drainage basins. Two of the drainage areas flow on-site and two flow off-site. Please refer to the Proposed Drainage Map for basin location. Basin PR -A is 0.018 acres and contains the area directly North of the proposed building comprised of landscaping. Run-off sheet flows away from the proposed building overland into the ditch running adjacent to West 52nd Avenue. Rational Method calculations yield a flowrate of 0.03 cfs for the 5 -year storm event and 0.04 cfs for the 100 -year storm event. Basin PR -B is 0.094 acres and consists of the northern half of the building roof and the grass area adjacent to the East side of the building. Run-off is directed from the roof to down spouts attached to the building on the East side and outfalls over the curb into the parking lot on the south side of the building. Rational Method calculations yield a flowrate of 0.32 cfs for the 5 - year storm event and 0.40 cfs for the 100 -year storm event. Basin PR -C is 0.309 acres and consists of the Southern half of the building roof, driveway and associated parking. Run-off sheet flows away from the building and toward the gutters where it is conveyed to a grated manhole inlet located in the east corner of the parking area. A grated manhole inlet will serve as an inlet to a sand grease interceptor that discharges into the underground detention/infiltration basin for the minor storm. The major storm event will be detained in the parking lot with a curb cut forming a spillway weir for excess Stormwater to be released. Rational Method calculations yield a flowrate of 1.40 cfs for the 5 -year storm event and 1.67 cfs for the 100 -year storm event. Basin PR -D is 0.027 acres and consists of the grass area located to the South of the parking area and consists of grass which will sheet flow off the site onto the adjacent undeveloped RV storage facility located to the South and East of the site. Rational Method calculations yield a flow rate of 0.01 cfs for the 5 -year storm event and 0.03 cfs for the 100 -year storm event. No impact to neighboring parties is anticipated. DRAINAGE DESIGN CRITERIA — REGULATIONS This drainage study is prepared in conformance with the City of Wheat Ridge, Site Drainage Requirements and the Urban Drainage and Flood Control District Criteria Manuals 1-3 (UDFCD Criteria Manual), latest editions. — HYDROLOGY The City of Wheat Ridge, Site Drainage Requirements state that the following are the return frequencies of the minor and major storms. Minor Storm: 5 -Year Major Storm: 100 -Year The project site is less than 90 acres in size; therefore, the Rational Method (i.e., Q=CIA) was used to estimate the excess existing (historic) and developed runoff. The existing and developed runoff coefficients were calculated using Table RO-5 from the UDFCD Criteria Manual. The 100 -year and 5 -year rainfall intensity data for the existing and developed conditions were taken from the current T -I -F curves the City developed on 11-24-16 that now incorporates the NOAA Atlas 14 values. The site will use an underground detention/infiltration basin for storm water detention and water quality. The release rate of the infiltration basin is based upon the City of Wheat Ridge, Site Drainage Requirements methodology: the bottom area of the basin multiplied by the adjusted average percolation rate. — WATER QUALTTYENHANCEMEA'T The structural BMP to be utilized for water quality is the underground infiltration/detention basin utilizing NDS Triton M-6 Chambers and for pre-treatment a 1000 -gallon sand -grease interceptor. The sand -grease interceptor will be a two-compartment structure to capture grease and solids in the first chamber with a baffle separating the second clear water chamber. Access to both chambers will be via manholes with the sand -grease manhole lid being a slotted drain inlet and a standard manhole lid for the clear water chamber. STORMWATER CONVEYANCE OR STORAGE FACILITIES — STORWWA TER CONVEYANCE FACILITIES The storm water run-off pattern for most the site directs drainage overland, along curb and gutter and a concrete gutter pan into a manhole inlet in a sand/grease interceptor in the parking area. In contrast, a very small drainage area flows at the north end of the site sheet flows away from the proposed building toward the ditch running adjacent to West 52nd Avenue. The north facing roof drains through down spouts into a pipe directed around the building to the underground detention/infiltration basin. The remainder of the site lying South of the parking area sheet flows off-site and onto the RV storage facility. — STORI'IWATER STORAGE FACILITIES An underground detention/infiltration basin designed for infiltration and storage in combination with parking lot storage is proposed for this site. The NDS M-6 storm water system is being utilized for the underground basin. This infiltration basin is in general conformance with the City of Wheat Ridge Public Works Site Drainage Requirements and the UDFCD Underground BMP criteria for feasibility of use. The underground detention/infiltration basin will provide storage for the minor (5 year) storm event. The parking lot detention will be in addition to the underground infiltration basin and will be sized to be more than the 100 -year detention volume. The depth of ponding for the 100 -year storm in the parking lot will be less than eleven inches at the lowest point in the parking lot (SOG Grate). The outlet for the parking lot detention will be a combination of a V -notch weir and a horizontal rectangular weir in a concrete curb wall that will control the discharge flows to be less than the 5 -year and 100 -year release rates. The volume of the infiltration basin is sized to accommodate the five-year volume. Water Quality Capture Volume (WQCV) is not required for the site because full infiltration of the minor storm is proposed. The release rate of the underground detention/infiltration basin is based upon the City of Wheat Ridge, Site Drainage Requirements methodology: the bottom area of the basin multiplied by the average percolation rate. The percolation rate has been determined to be approximately 0.062 efs. A soils test was performed on the North side of the site for the building foundation on March 18, 2016 by Scott, Cox & Associates and a Subsurface Investigation Report was produced on April 5 6, 2016 providing soils classifications, water table elevations and foundation recommendations. The water table was discovered to be 6 feet below existing grade at the building location site. Please refer to Appendix B for a copy of the Subsurface Investigation Report. Based on this report, the on-site soils consist of three different strata of soils as follows: • 2Y2 to 3 feet • 2 %2 to 3 feet — 13 '/2 to 15 feet • 13 '/2 to 15 feet — 20 to 25 feet Silty, Sand & Clay Fill material (on-site fill materials) Silty,Slightly Clayey, Sand & Gravel Gray, Silty, sandstone/claystone Based on this soil test it is feasible to assert that the first 2 '/2 to 3 feet of on-site fill materials described are the same soils classified as Nunn Clay Loam by the NRCS. Additionally, it is equally feasible to classify the substrata soils ranging from 3 to 13 '/2 feet described as silty, slightly clayey, sand and gravel from the soils report mentioned above as SC -SM with Gravel by the Unified Soils Classification System. The Unified Soils Classification System describes SC soils as Clayey Sand and SM soils as Silty Sand. Per the United States Department of Agriculture (NRCS) Part 630 Hydrology Chapter 7, soils having 10-20% clay and 50-90% loamy sand with 35% rock fragments are classified as Hydrologic Soil Group `B'. Group `B' soils have a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately course texture. These soils have a moderate rate of water transmission. Hinging on these feasibilities, it can be surmised that an underground infiltration basin would produce a higher infiltration rate due the substrata Hydrologic Soil Group classification. Three percolation tests were conducted on August 16, 2016. The detailed results of these tests include a percolation test location map, test hole depth below existing grade and percolation test rate results. The adjusted percolations rates (with a 20% safety factor) for the three perc tests were 22.5, 43, and 29.6 minutes per inch. These perc test rates were adjusted to account for just the bottom area of the perc holes resulting in an average perc rate of 31.7 minutes per inch. The perc rate was further increase by 20% in accordance with the City of Wheat Ridge Infiltration Drainage Regulations resulting in an average per rate of 38 minutes per inch. The percolation tests were performed at three to four feet below existing grade in the Silty, Slightly Clayey, Sand & Gravel strata where the infiltration basin will be placed. Please refer to appendix `B' for a copy of the Percolation Test Report. A soil profile hole was dug in the area of the infiltration basin and the static water level was measured to be eight feet from the existing grade. The soil above the static water level was moist two feet above the static water level to a depth of six feet from the existing grade, therefore, the water table has been confirmed to be six feet below the existing grade. In consideration of the percolation test data, the proposed underground infiltration basin will be placed a minimum of three feet below existing grade and to a depth where the more porous Silty, Slightly Clayey, Sand & Gravel Hydrological Soil Group `B' soil layer is achieved. Pending the preservation of 3 feet of cover over the top of the highest water table in accordance with the City of Wheat Ridge requirements. The drain time for the infiltration basin (five-year storm) is eight hours based upon the adjusted perc rates and a 20% safety factor. Actual drain times will be much less. A four -foot horizontal rectangular weir with a 90 degree V -Notch weir below it will be utilized to control the release of water from the parking lot detention pond. The 90 degree V -Notch weir will serve as the controlled outlet for the 100 -year storm and the four -foot rectangular weir will serve as the emergency spillway. Ponding in the parking lot will not exceed one foot in depth at the 100 -year storm event. - Potential Permitting Requirements This proposed development is seeking required approvals from the City of Wheat Ridge. Given that the site area is less than one acre, a Stormwater Management Plan or State permits are not required. CONCLUSIONS This development improves drainage conditions for the adjacent undeveloped RV storage facility by significantly reducing the amount of Stormwater flowing into the RV storage facility property from this property. The five-year storm will be completely stored in the infiltration basin with an emptying perc rate time of eight hours or less. The site will rarely discharge water from the site, during the 100 year storm the site will discharge 0.32 cfs less than the historic rate of 0.45 cfs in the 100 -year storm. This Storm Drainage Study Report complies with the City of Wheat Ridge Site Drainage Requirements 11/15/2016 and the UDFCD Criteria Manual for water quality and detention requirements. REFERENCES City of Wheat Ridge Site Drainage Requirements, City of Wheat Ridge Public Works, Colorado, 11/15/2016. Urban Storm Drainage Criteria Manual, Vol. 1, 2 and 3, Urban Drainage and Flood Control District, Denver, Colorado. Latest Edition Part 630 Hydrology National Engineering Handbook, Chapter 7 Hydrologic Soil Groups, United States Department of Agriculture, Natural Resources Conservation Service, May 2007 APPENDIX B - HYDRAULIC CALCULATIONS - CALCULATIONS FOR INFILTRATIONBASIN - DETENTION VOLUME BY THE MODIFIED FAA METHOD - AVAILABLEDETENTIONSTORAGEVOLUME - WEIR CURB CUT CAPACITY - PERCOLATION TEST SUMMARY - GRATE INLET CAPACITY COMPOSITE C CALCULATION PROJECT NAME. Japanese Auto PROJECT N0: 16033 Alliance Consulting LOCATION: 11950 W 52nd Ave Wheat Ridge CO E°�' "" F s -." 'Calculations on this sheet come from UDFCD: Urban Storm Drainage Criteria Manual (V.1) (2016) EXISTING DRAINAGE AREA BASIN ID NRCS Hydrologic Soil Group: C Lawns, clayey soil ft2 paved ft2 Roofs ft2 Drive and walks ft2 0% COMPOSITE C 5 yr 110 Yr 1100 0.00 Percent impervious 0.00 0.00 0.00 76 Lawns, clayey soil 2% Impervious 0.31 0.00 5 yr = 0.07 10 yr = 0.21 100 yr = 0.52 Paved 100% Impervious 0.21 0.00 5 yr = 0.92 10 yr = 0.94 100 yr = 0.96 1881 2669 Roofs 90% Impervious 0.38 0.00 5 yr = 0.84 10 yr = 0.87 100 yr = 0.91 Drive and walks 90% Impervious 0.21 0.00 5 yr = 0.84 10 yr = 0.87 100 yr = 0.91 EXISTING DRAINAGE AREA BASIN ID I Atotal f 2 Lawns, clayey soil ft2 paved ft2 Roofs ft2 Drive and walks ft2 A clal ^t Ac COMPOSITE C 5 yr 110 Yr 1100 Yr Percent impervious EX -A 539 463 76 0.01 0.19 0.31 0.58 16% EX -B 41 41 0.00 0.07 0.21 0.52 2% EX -C 18961 14411 1881 2669 0.44 0.26 0.38 0.62 24% OS -1 78 78 0.00 0.07 0.21 0.52 2% OS -2 1534 1089 445 0.04 0.32 0.42 0.65 30% Subtotals:1 21,153 1 0 1 16,082 1 2,402 1 2,669 1 0 124% Drainage Area= 0.49 D:1Alliance\Alliance Consulting 2016\16033 Japanese Auto Wheat Ridge\Cdiwrco0l\Documents\Dr2Meogri�epdMom"74w1 CU134 AM (drainage calculations - V.1) COMPOSITE C CALCULATION -- PROJECT NAME: Japanese Auto PROJECT NO: 16033 011--l' ;ance ConsultingLOCATION: 11950 W 52nd Ave Wheat Ridge CO E *Calculations on this sheet come from UDFCD: Urban Storm Drainage Criteria Manual (V.1) (2016) PROPOSED DRAINAGE AREA BASIN ID NRCS Hydrologic Soil Group: C Lawns, clayey soil ftz Paved ft-I-.--ft2 Roofs 0% '°`t°Lal Ac 0.00 0.00 0.00 0.00 774 Lawns, clayey soil 2% Impervious 0.00 5 yr = 0.07 10 yr = 0.21 100 yr = 0.52 PR -B Paved 100% Impervious 12 0.00 5 yr = 0.92 10 yr = 0.94 100 yr = 0.96 77% Roofs 90% Impervious 179 0.00 5 yr = 0.84 10 yr = 0.87 100 yr = 0.91 0.94 Drive and walks 90% Impervious 1194 0.00 5 yr = 0.84 10 yr = 0.87 100 yr = 0.91 PROPOSED DRAINAGE AREA BASIN ID At otal ftz Lawns, clayey soil ftz Paved ft-I-.--ft2 Roofs Drive and walks '°`t°Lal Ac COMPOSITE C 5 yr 1 10 Yr 1100 Yr Percent Impervious PR -A 774 574 200 0.02 0.29 0.40 0.63 27% PR -B 4105 593 12 3500 0.09 0.73 0.77 0.85 77% PR -C 13468 179 9789 3500 0.31 0.89 0.91 0.94 96% PR -D 1194 1194 0.03 0.07 0.21 0.52 2% Subtotals: 19,541 0 2,540 1 10,001 1 7,000 0 84% Drainage Area= 0.45 D:IAllianceWlliance Consulting 2016/16033 Japanese Auto Wheat RidgakCdlwrco011DocumentslDratdeggfiapdugom"7-WcM34 AM (drainage calculations - V.1) 0 W U Z O U O O U P m O t N Q Q W M M O N V, 0 0 0 u a� 0 m c 9. N E 0 0 I, ■ n ilii � i Q W M M O N V, 0 0 0 u a� 0 m c 9. N E 0 0 I, W U 0 U LL C) W 0 0 U c N LO O CD r m Z O C) v O a G O N 75 7 c cu 2 m U N O c O E 0 m n Q W M N V n Q W M N V Q) z _0 C) U LL y O Y 0 l Q% L Q 0 LO N CO c co O m CD Q Q0 � M �- � ,111 111 111 Hill 1 �11111M III ■ ■ 1 �1mill 111111011 ■ 11 INI 11130110011101 �111011101 ■u� iii ti z 0 G c LL G E a E v a N t OO U N N o U co t N Q J � 7 � t to D D co m O o lba o LU Z,> ■111 milli�milli111 III olul � I loom 1 11 milli� 111 1 ' i n ni� l I INNE 1101111001 M11111 1101111 oil i MillNil11In 1111 1 IIMEMO � Z,> APPENDIX B HYDRAULIC CALCULATIONS - CALCULATIONS FOR uYFILTRATIONBASIN - DETENTION VOLUME BY THE MODIFIED FAA METHOD - AVAILABLE DETENTION STORAGE VOL UME - WEIR CURB CUT CAPACITY - PERCOLATION TEST SUMMARY - GRATE INLET CAPACITY LLLs > L CD Ln u to CK E7 CC d) a CD 0 AM X_— cl) cl cu I It 40 LI g ill ro lxj o CL LU LL- ry .2d 2, dr CL w T- LL Lr- m F dj C7 lF, 7 LL L -L !LI Ci jj 0 Ln a C) o .71 C� IL 4iU. ► 'fLl, , kl'l -M r4 13;a m l7i -3) d) LLc-, a) fa P3 x L: L) ;=7 _j _ LL —o cr L i f i °� t` h � �' i i S S r 1 ja DETENTION VOLUME BY THE MODIFIED FAA METHOD Project. JAPANESE AUTO Basin ID: Infiltration Detention for Entire Site (For catchments Is" than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUNp n'.!iir:g are recommended) Determination of MNOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (input): Dalian IMormation (Impar: Catchment Drainage imperviousness 1a= 84.00 percent Cattllmenf Drainage Imperviousness 1r= 84.00 percent a Catchment Drainage Area A= acres Catchment Drainane Area A= 0.450 saes Pradmelopment NRCS Soii Group type = C A, S. C. or D Pradevelopment NRCS Soil Group Type = A. 8. C, .0 5 Return Period for Detention Cartrol T = years (2, 5, 10, 25, 50, or 1001 Rerun Penod for Detention Control T= 100 years (2, S. 10, 25, 50, or 100) Tlma of Corcantrtln of W.Inrchd Te = 5 minutes Tma of Cancentratbn of Watershed Tt= 5 minutes Allmrable Unit Release Rate q = 0.17 cw_ Alioweble Una RMaase Rate q = 1.00 dagae One-hour Prwpifall- P, = 135 Inches Onehour Precip"na0on P, = 281 inches Design Rainfall mF Formula i- C, P,l(Ca-Trj-rs Design Rainfe111DF Formula i -C, P,1(C2tTrC, Coemdenl One Ct = 28.50 C-Iffident One O. - 28.50 Coemdent Two Cr = 1D CaeMdent Two CI = 10 Coemdent Three G = 0.784 Coemdenl Three Ct = 0,789 Determination of veraae Outflow from the Basin 1 alpWaled): DeOerninatlon of Average Outflow from ffie Basin al land Runoff Coefficient C= 0.74 Runoff Coaffident C= 0.83 Inflow Peek Runoff Qpin=_ _-1.61 cis Inflow Peak Runoff Qp4n=_ 328 _ cfe Allowable Peak Outflow Rate Qpout = 0.08 d4 Newell. Peak Outflow Rate Qpout - OAS cis Mod. FAA Minor Storage Volume- _ - 1.11W cubic fart Mod. FAA Major Storage Volume- 2,882 cubic het Mod. PAA Minor Storage Volume - 0D41 ears -R Mod. FAA Major Storage Volume- 0.062 -ft 30 <-toter Rantali Durdbon Ine:8 a -I InG'sase Valva Hera (e.c. 5 for 5-A1ir.me5 Rainfall Rainfall inflow AdjuslmeM Average Oumow Storage Rainfall Rainfall Inflow Adjlahnem Average Outflow a. g. Duration Intersity Volume Fade Outflow Volume Volume Duration Intensify Volume Factdr OuMow Volume Volume minutes inches l hr acrs•teef "m" era ave -feet acteicet minutes inches I hr acre-feet 'm" de aaa-feet acre-feet ir, u< o ut o a ut o o ut o at m ut o ut (output) o ut o ut o 0 D 0,00 0.000 0.00 i 0.00 0.000 D.6Do a _ 0.00 0.000 0.00 MOO 0.000 0,0000 30 2.09 -r-_ O.m19 - - -o:5e --6.-04 - - - 0.aoz _ - ooz7 - --- _ 3e- _ - ----- 4.05 --- 0.ae3 _ 8 0se ise o.o{{ - 17 o.osn 80 - -- 135 - 0.037 0.54 0.04 _-.- 0.003 0.034 80 260 0.080 0.54 - 0.24 0.020 0.0602 --_ .. - 901-02 0.042 0.53 0.00 0.005 0.037 _ 90 1.07 0.091 0.53 0.24 0.029 --_- 0.0616 120 0.83 0.045 0.52 - _ 0.04 0 OD7 - 0.039 120 1.60 _ _ 0.089 0.52 0.23 0 039 0.0599 150 0.70 ' 0048 _. ._.052 004 O.ODB 0040 1502 138 : 0105 0.52 0.23 0.048 0.0588 I80 �. 210 0.61 __-- ___- 0.55 j 0-051 0-M 051 -_ -. ..t.. 0 51 __ 404 0.04 Om0 0 011 ... 0.041 ; 0041 _ 180 - 210 _. ,-, 718 _ _.._.- I 108 0110 - 0 114 0.51 0-51 0.23 0.23 0.057 0067 j 0.0524 0.0470 240 0.69 I 0.054 OSt OOt3 ( 0041 210 -- I 0.95 0.119 O.St 013 0.078 O.O419 270 0.46 1 0.068 --_t-_-_004 0.61 0.014 l 0.041 270 0.87 0.121 � 0.61 0.23 0.085 0.0360 300 0.42 0.057 0.67 i--._---004- ! 004 -_ 0018 ! 0041 000 _, 0.81 O.t24 -_._.._. O.6t 023 0095 _.___ 0,0297 330 0.39 i 0.059 0.51 004 0.010 � _ 0.047 330 0.75 0.727 0.51 023 0104 00232 300 0.30 0080 O 57 0.04 O 0-18 0.041 380 0.70 0.730 057 0.23 1 - 0.173 ...._. 0.0705 380 0.34 ' 0.001 _ _ _ O.St '. 0.04 - 0.027 ', 0.040 _. 390 _ 0.88 _- 0.732 - -. 0.51 0.29 0.122 I .._ 420 0.32 -_- _..:. 0.052 _. 6.51 0.04 O OS2 _- _.- 0.040 ._. 420 0.52 ._ -5 0.134 .- _.. 0.51 _. __.-- 0.23 _ _.-___ _0.0097 ___ 0.0028 _.__._ 450 - _. 0_30 0.063 _.-- 0 51 - � 004 : O @4 0.939 450 i 0 59 0.737 0.51 0.23 _0.132 - 0.141 480 0.20 I 0.084 051 � 004 I 0 mB :' 0.0311 480 510 0.56 _4 0.54 0139 _ 0140 0.51 :..-. 0.50 0.50_ 023 -- _ 0.23 0.150 - --- O.1fi0 1 -0.0118 -0.0192 _ - _ 510 028 ! 0.085 050 - 004--0027 f 0038 1__- 540 .. 0.28 0.066 __...5 0.50 0.04 -- _-� 0.029 _- _- 0.037 -0.-657- - -__ -_ 540 - ! 0.51 0.142 0.50 __._ 0.23 -._- 0.1� -0.0266 - 570 ._ _-- 0.25 0.068 050 004 _ .___0.030 1_0.030 :- 0036,-_ ... 57(!_ 0.49 0.144 0.50 ___ 0.23 0.178 -0.0342 800 -- 0.24 0.087 � D 50 0.04 i-. 0.032, 0.035 600 '. 0 4', i 0.148 ' 0.50 0.23 0.108 I X10418 830 0.24 I 0 068 0.50 , 0.04 _ _ _ 0033 _ _ 0.034 _ 630 _ 045 _ _ 0.147 -� 0.50 0.23 -- 0.197 -0.0495 860 0.23 '. 0.069 050 � 004. 0035 1. 0034 080 �, 044 ! 149 0 0.50 0 23 02(16 -0.0.F73 890 _. - 0.22 i _-0-.22 -.660 0.0 � __ 080 i 0.04 0037 ..__ ._ 0.033 - -. 890 .. 0.42 _ 0.150 _ ' 0.50 023 ._-_. 0215 00657 720 0.21 0.070 050 004 0.038 0032 720 0.4' 0752 0.50 023 0.225 -0.0730 750 0.21 0.071 0.50 004 -. -, 0090 ,` 0.031 750 0.40 0.153 _-_ _ 0.50 023 0234 -0.0809 780 0.20 0.071 0.50 0.04 0 041 0.03D 760 0.38 0.154 0.50 0.23 0.243 0.0089 810 0-19 0.072 0.50 i 004 __.._ y-_- _0.043 I 0.029 810 0.3] -._..-_ 0.156 O.SO 0.23 0.253 ( it -ages 840 0.19 0_072 0.50 0.04 0.615 0020 840 : 0.36 U 157 0.50 0.23 0.262 _.- 1__-0.1048_ 870 _--. 0.18 0073 I 050 0.04 0-M 1 002/ 870 035 0.158 0.50 023 0277 _ -0.1138 900 0.10 0.073 _ 004 I 0049 I 0028 900 0.34 0.759 0.50 0.23 0280 � -0.1211 930 _ p.77 0.074-- _ --060 050 006 -i 0049 1-.-- -6 0-0 930 0,34 O.t61 0.50 023 0296 ,- -0.1203 960 0.17 ! 0.075 - 0.50-- 0.04 0.051 I 0.024 960 _-- 890 0.33 032 0.162 0183 0.50 ---- - 0:50 _.._ 0.23 - --.. - 0.23 0.299 - .--- 0.308 ! -0.1374 _-----.- -0.1456 _ ---- - -- --- --- -- _--- -- 89C _-0.17 __J ___ 0.075. 050 __�.,___ 004 _ 0052 _ 0.023 _, 1020 COS aW6 0.50 0.04 0.054 0.071 tO20 0.31 0.164 0.50 0.23 .23 ____ _ 0.318 __. -0.1538 1050 0.18 :. 0.078 0 50 0.01 0 056 _ _ _ 0020 _ 1050 , _ 0.3f 0 165 050 023 0327 -0.1627 1080 0-15 0078 0.50 0.61 0057 0.019 1090 0.30 0.168 0.50 0.23 0338 -0.1704 1110 0.15 0.077 050 0.04 0.059 I -06018 1710 0.29 0.187 0.50 0.23 0.346 -0.1787 1140 0.76 0.077 0 60 I 0.01 0.080 �; 0.017 - t 140 0.29 0.168 0.50 0.23 0.355 j -0.1870 _._ ___ 1770 . 0.15 -0.14 0078 .. 0.50 0.04 0082 0.016 1770 0.28 0.169 0.50 _.. 0.23 _ __._..__- 0-384 -0.1934 1200 0.078 0.50 0.e- o.ao3 o.o1s 1zo0 0.27 70 o.no 0.50 0.23 x373 oso3T 1230 0.14_ 0.079 0.50 0.D4 0.065 0.014 1230 0.27 0 171 0.50 0 23 0.383 _ -0.2121 1260 0.14 ! 0.079 050 004 l.O.G67 .__. ._ 0 012 _ -__ __ 1280 � 0.28 _ ._ 0.172 0.50 -__ 0.23 _-__. 0.392 _.... -0.2205 1290 "� _ _0.13 0.000 0.50 j.-04-- OOBB 0.011 7�0 0.26 0.172 0.50 0.23 0.407 ( -0.2289 1320 0.13 0.08D 0 50 0.04 0.070 0.010 1320 0.26 0.173 0.50 0.23 0.411 -0.2374 1350 0.13 0.090 0.50 '.. 0.04 0.071 0.009 1350 0.25 0.174 0.50 0.23 0.420 I -0.2458 1360 0.13 0.081 i. 0.50 0-04 0873 0.008 1380 0.25 0.175 0.50 0.23 0.429 I -0.2543 1410 .. 0.13 0.081 -. 0.50 .____ _ .i ! 004 ...._ _.....�- - 0.075 _. 0.006 1410 0.24 _ .-_.. . 0176 0.50 0.23 .____ 0439 -_._._. 42620 1440 0.12 _ ,0_081 6.50 0.00--- 0.078-._ - _ 0.005 1440 0.24 0177 0.50 0.23 0.448 1 -0.2713 1470 _ _,.., 0.12 0.082 _050 0.04 .- _ 0.078 _- �._.__ 0.004 _ _ 1470, 023 _ O.t 77 0.50 0.23 0.457 -0.Z7� 1500 _ _i i 4082 050 0.04 0.078 0.003 7500_ 0.23 O.t78 0.50 0.23 0.486; -02883 1530 _-0.12 0.72 I 0.082 050 .-.__ 004 0081 0-002 .4_ 1590 '. 023 0179 0.50 0.23 0470 �,.. -0.2905 _.__.. 1560 - _..-.._ 0.12 0.083 .__ __. 0.50 0.04 0.062 0.000,._ - 1560 -_.. ._- 0.22 __. 0180 0.50 0 023 0.465 -0.3061 _.. 1580 -- - I _. 0.17 i _.. 0.083 0 0.50 0.04 0 084 -0.001 1690 - 0.22 0.190 0.60 0.23 __. 6494 ._._.. -0 3139 1620 0.17 0.0e4 oso 0.04 DDea 4.ao2 t6zo :. o.a2 otst - oso 0:23 osa 105) 0.17 0.084 0.50 0.04 0067 -0.003 1850 021 x182 0.50 0.23 0813 -0.3911 1680 0.11 4084 0.59 004 0088 -0 OOS 1880 0.21 O 1113 _ '�, 0-50 023 4522 1 _ .03397 171,1 _ _ _ 0.71 0.084 - - _ 0.50 0.09 _ _ � 0.090 .- -0006_ -- 1710 � 0.21 - 0.183 ..____. i 030 _ .___r 0.23 ___._-+ ) 0.832 _ -0.3483 1740 . 0.11 0.085 0.50 009 0.092 -0.007 1740 I 0.21 0.184 0.50 0.23 ' 0.547 -0.3560 ' 7770 0.10 0-085 I 0-50 0.04 0.094 -0.008 7770 0.20 0185 0.50--- -� 0.23 _--i 0550-- --0.3665-- 1800 0.10 0.086 -.. 0.50 _ 0.04 O.OBS _.._ -0.010 1800 0 20 0.:85 0.60 0.23 -.-.. 0.558 . ..- -0.3741 Mod. FAA Minor Storage Volume (cubic ft) - 1,804 Mod. FAA Major Storage Volume (cubic ft) - 2,682 Med. FAA Minor Storage Voluma (acre -l.) - OMA14 Mad- FAA Major Storage Volume (acre -R) - 0.0616 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2,35, Released January 2015 201607-28 Cdl wrco0l - (FAA) UD-Detentiorn_Q-35, Modified FM 12/12016, 1 t:4a AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: JAPANESE AUTO Basin to: Infiltration Detention for Entire Site Inflow and Outflow Volumes vs. Rainfall Duration 0.6 0.5 i i 0.4 I � I m w i d 0.3-- E 0.2 –--..._.. --- –. ----- -- — -- — — -- -- 0.1 _A011 f 0000acjc0000 00000 01 JG0000 000p0 G O . 0 200 400 600 800 1000 1200 1400 1600 1800 2000 Duration (Minutes) -�ww.s�•uniowvawna —rMmor smmanowvowm. c e.�w smmsw.•v.vavm<—.—wa«smm, b,nw.vom•.—.—r.p.svm o.mo.va•m. • rao'sm�sm.•o.va�•I UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 2016-07-2e UL -01 -(FAA) uo-oeie�eo� /L35, Moditd FAA 12tin016,11:48 nM JOB NO. 16033 DATE 11/16/16 BY DEM PROJECT JAPANESE AUTO DETENTION VOLUME PROVIDED AT JAPANESE AUTO VOL W.S. ELEVATION CONTOUR AREA VOLUME E VOLUME AC FT SYR 100 YR 81.50 745.00 372.50 82.00 745.00 372.50 0.0086 372.50 82.50 745.00 745.00 0.0171 372.50 83.00 745.00 1117.50 0.0257 372.50 83.50 745.00 1490.00 0.0342 372.50 84.00 745.00 1862.50 0.0428 83.92 186.25 84.50 0.00 2048.75 0.0470 0.00 85.00 0.00 2048.75 0.0470 425.00 85.50 1700.00 2473.75 0.0568 86.67 587.50 85.75 3000.00 3061.3 0.0703 1000.00 86.00 5000.00 4061.3 0.0932 -r'7FTn, pa j) C /&'o 7W 10 EL � -17, C7 - C,4 I Y, 7� 5 qt R R Igo YF R R' - 3-106 Head, Head, H I Discharge, Q Head, H Discharge, Q Head, H Discharge, Q Feet Inches Second feet Feet Inches Secand-feet Feet Inches Seeand jed 0.15 1134. 0.022 0.55 634 0.564 0.95 11% 2. 19 .16 11946 .025 .56 6H 590 .96 1154 2.25 .17 2H# .029 .57 6'346 .617 .97 1194 2,31 .18 2%. .034 .58 6134. .644 .98 11% 2.37 .19 23. .04D .59 754. .672 .99 11% 2. 43 .20 I 2% .046 .60 7H1 .700 1.00 12 2.49 .21 254 .052 .61 7%. .730 1.01 1231 2.55 .22 2y# .058 .62 7He .760 1.02 12% 2.61 .23 2. .065 .63 795. .790 1.03 12% 2.68 .24 2% .072 .64 71Ha .822 1.04 1234 2.74 25 3 .080 .65 71He . 854 1.05 12% 2 81 .-Z6--_-- -'-1jW _ - . 088 .66 71346 .887 1.06 12% 2-97 .27 3'/ .096 .67 SHa .921 1.07 121H. 2.94. .28 3% .105 .68 8�, a .955 1.08 121X, 3.01 .29 3% .115 .69 81 .991 1.09 13H. 3.08 .30 3'1 .125 .70 8% 1.03 1.10 13%6 3.15 .31 3% .136 .71 854 1.06 1. 11 13%6 3.22 . 32 Wye .147 .72 834 1.10 1. 12 13%6 3.30 .33 3194a .159 .73 SH 1. 14 1. 13 13%. & 37 .34 454# .171 .74 8% 1.18 1.14 13'546 3.44 .35 4%. .184 .75 9 1.22 1.15 13,H6 & 52 .36 4H. .197 .76 951 1.26 1. 16 13% 3.59 .37 4H. .211 .77 9H 1.30 1.17 149e 3.67 .38 4K. .225 .78 9% 1.34 1.18 14%. 3.75 . 39 4155. _ 246 .79 95; 1-39 1. 19 14% 3.93 .40 4'258 .80 9% 1.43 1.20 14% 3 91 .41 4, a .272 .81 9% 1.481.21 14% ( 3.99 42 5546 .289 .82 9135. 1.52 1.22 14% 4.07 .43 5%. .306 .83 9194. 1.57 1.23 14H 4.16 .44 5H .324 .84 lox, 1.61 1.24 14% 4.24 .45 5% .-343 .85 1095# 1.66 1.25 15 4.33 .46 5% .362 .86 10%, 1.71 1.26 15% 4.42 .47 _._ 5% -.382 . _ _ .87 10% 1.76 1.27 15H 4-51 .48 Sy. .403 .88 10%. 1.81 1.29 15% 4.60 .49 535 .424 .89. logy. 1.96 1.29 15H 4.69 .90 91 10% 10134. 1.92 1.97 1. 30 1. 31 15% 15X, 4.78 4.87 .51 6 468 .52 6. .491 .92 11556 2.02 1.32 15% 4.96 .53 6. .515 .93 11H. 2.08 1.33 15144. 5.06 .54 OH .539 .94 11% 2.13 1.34 16446 5.15 Exhibit 3-17 Discharge for 901 v -notch weirs (Ref. Parshall, R.L., Measuring Water in Irrigation Channels, U.S. Dept. Agr. Cir. 843, 1950) Head, H' Feel Inches 0.10 1M" it 13ia 12 13 14 1 15 1 "!ia 16 1'316 17 2 i6 18 2316 19 2j; 20 2 21 23- 22 2% 23 2% 24 2%a 25 3 26 3;e 27 3 28 3% 29 3Le 30 33§ 31 33i 32 31316 33 _) 3'31-6 -..3P 431-6 .35 4iie . 36 4'16 .37 4iie .38 4ii6 .39 413ia .40 41356 .41 41%o .42 5%a .43 5%6 .44 5N .45 5% .46 53Z .47 5% .48 5% .49 ( 5% .50 6 .51 6 e .52 j 6'/s .53 634 .54 6% .55 634 56 6 57 6'3ia 58 613ia .59 7ji6 .60 73'1-6 .61 734a .62 7'1-6 .63 7%a .64 713ia 3-100 Discharge, Q, for crest length, L, of- I 1 foot I 1.5 feet. 2 feet 3 feet. I 4 feet 6 feet 8 feet 10 feet Second -feed i Serono! -f- Second -fret Second -feet Second feet Serond feel Serond-feet Second -feet 0. 11 0. 16 0. 22 0. 33 0. 44 0. 62 0. 84 1. 05 12 1 18 25 37 50 73 . 97 1. 21 14 20 28 42 57 83 1. 10 1.38 15 22 32 47 64 93 1.24 1.56 17 25 35 53 71 1.04 1.39 1.74 19 28 39 58 79 1. 15 1.54 1.93 .21 31 43 .64 .86 1. 27 1.70 2. 12 23 .34 .47 .70 .95 1.39 1.86 2.33 25 .37 .51 .76 1.03 1.52 2.03 2.53 27 40 55 .83 1. 11 1.64 2 20 2. 75 .29 .44 .59 .89 1.19 1.78 2.37 2.97 31 .47 .63 .95 1.28 1.91 2.55 3.19 34 50 68 1.02 1. 37 2. 05 2 73 3.42 36 .54 .72 1.09 1.46 2.19 2.92 3.66 38 57 77 1. 16 1, 55 2. 33 3. 11 3.90 40 .61 .82 1.23 1.65 2.48 3.31 4.14 .43 65 86 1.31 1.75 2.63 3.51 4.39 .45 .68 .91 1.38 1.85 2.78 3.71 4.65 48 .72 .96 1.46 1.95 2.93 3.92 4.91 .50 .76 1.02 1.53 2.05 3.09 4.13 5.17 .53 .80 1. 07 1. 61 2. 16 3,25 4- 34 5-44 .55 .84 1. 12 1.69 2.26 3.41 4.56 5.71 .58 .88 1.18 1.77 2.37 3.58 4.78 5.99 .61 .92 1.23 1 1.86 2.48 3.75 5.01 6.27 F3 of" 1 2A i Q4 2 fin 3. 92 5. 24 fi_ 5f, 66 1.00 1.34 2.02 2.71 4.09 1 5.47 6.85 .69 1.04 1.40 2.11 2.82 4.26 j 5.70 7.14 .72 1.08 1.45 2.20 2.94 4.44 j 5.94 7.44 .74 1.13 1.51 2.28 3.06 4.62 6.18 7.74 .77 1.17 1.57 2.37 3.18 4.80 6.43 8.05 .80 1.21 1.63 2.46 3.30 4.99 6.67 8.36 .83 1.26 1.69 2.55 3.42 5.17 6.92 8.67 .86 1.30 1 1.75 2.65 3.54 5.36 7.18 8.99 .89 1.35 1.81 2.74 3.67 5.55 7.43 9.31 92 1.40 i1.88 2.83 3.80 5.75 7.69 9.63 96 1.44 1.94 2.93 3.93 5.94 7.95 9.96 99 1. 49 2. 00 3.03 4. 05 6. 14 & 22 10.3 1.02 1.54 2.07 3.12 4.18 6.34 8.48 10.6 1.05 1.59 2. 13 3.22 4.32 6.54 8.75 11.0 1. 08 1-64 2. 20 3.32 4. 45 6. 74 9. 03 11.3 1. 11 1.68 2.26 _ 3.42 4. 58 6.95 9.30 11.7 1.15 1.73 2.33 3.52 4.72 7.15 9.58 12.0 1.18 1.78 2.40 3.62 4.86 7.36 9.86 12.4 1.21 1.84 2.46 3.73 4.99 7.57 10.1 12.7 1.25 1.89 2.53 3.83 5.13 7.79 10.4 13.1 1.28 1.94 2.60 3.94 5.27 8.00 10.7 13.4 1.31 1.99 2.67 4.04 5.42 8.22 11.0 13.8 1.35 2.04 2.74 4.15 5.56 8.43 11.3 14.2 1.38 2.09 2.81 4.26 5.70 8.65 11.6 14.5 1.42 2. 15 2.88 4.36 5.85 8.88 11.9 14.9 1.45 2.20 2.96 4.47 6.00 9.10 12.2 15.3 1.49 2.25 3.03 4.59 6.14 9.33 12.5 15.7 1. 52 2. 31 & 10 4. 69 6.29 9. 55 12. 8 16. 1 1.56 2.36 3.17 4.81 6.44 9.78 13.1 16.4- 1.60 2.42 3.25 4.92 6.59. 10.0 13.4 16.8 Exhibit 3-15 Discharge for contracted rectangular weirs (Ref. Parshall, R.L., Measuring Water in Irrigation Channels, U.S. Dept. Agr. Cir. 843, 1950) (Sheet 1 of 3) Weir & Orifice Calculator Company Name: Alliance Consulting Project Name: Japanese Auto Notes: Infiltration Basin MH Inlet Grate The Weir and Orifice Calculator is used to determine the inlet capacity in sag (ponding) conditions by use of the Weir and Orifice equations. Knowing this information will allow you to select the proper grate type and size for your specific job or project. Weir Flow Calculations Weir Equation: Q = 3.3P(h)1•5 • Q = Capacity in CFS • P = Feet perimeter • h = Head in feet • Weir information Catalog Number and Grate Type. R -2412-A5: K Feet perimeter (P)- 6.3 Orifice Flow Calculations Orifice Flow Equation: Q = o.6A 2gh • Q = Capacity in CFS • A = Free open area of grate in sq. ft. g = 32.2 (feet per sec/sec) • h = Head in feet • Orifice Information Head in feet (h): Free open area in sq. ft. (A): .75 0.8 Weir capacity in cfs: Transitional flow in cfs: Orifice capacity in cfs: 3.3 For additional information regarding Neenah Inlet Grate Capacities, please contact Ryan Bonell P.E., at (920) 729.3463 or email at ryan.bonell aneenahenterprises.com, or)oe Falle P.E., at (920)729.3653 or email at ioseph.falle@neenahenterorises.com. PERCOLATION TEST FORM Al1Eaq ��: a s.. s-ovo :meg PROPERTY OWNER: CONSTRUCTION DIMENSIONS PROPERTY LOCATION: 11950 W 52ND AVE, Wheat Ridge, CO SOIL DESCRIPTION HOLE ID # TEST HOLE 1 DIA. OF HOLE (IN) 12 DEPTH OF HOLE (IN) 30 DATE OF PERC TEST 8/16/2016 DATE & TIME OF PRESOAK 8/15/2016 PERCOLATION RATE AT FINAL INTERVAL (MINUTES PER INCH) 22.5 PERCOLATION RATE AT FINAL INTERVAL (FT PER SEC PER SF) 6.17E-05 Time Interval Depth (in) Avg Depth (ft) mins/in Adjusted (mins) (in) Depth (ft) mins/in Start 11:00 173/4 1.48 30 7 83/4 0.58 4.3 16.8 Stop 11:30 243/4 2.06 Start 11:45 30 17 61/2 93/4 1.42 0.54 4.6 19.6 Stop 12:15 231/2 1.96 Start 12:45 30 17 61/4 9 7/8 1.42 0.52 4.8 20.6 Stop 1:15 23 1/4 194 Start 1:33 30 17 61/4 97/8 1.42 0.52 4.8 20.6 Stop 2:03 231/4 1.94 Start 2:10 30 17 51/2 101/4 1.42 0.46 5.5 24.1 Stop 2:40 221/2 1.88 Start 2:46 161/2 1.38 30 6 101/2 0.50 5.0 22.5 Stop 3:16 221/2 1.88 Start 3:25 161/2 1.38 30 6 101/2 0.50 5.0 22.5 Stop 3:55 221/2 188 PERCOLATION RATE AT FINAL INTERVAL (MINUTES PER INCH) 22.5 PERCOLATION RATE AT FINAL INTERVAL (FT PER SEC PER SF) 6.17E-05 PERCOLATION TEST FORM Alttance Consulting PROPERTY OWNER: CONSTRUCTION DIMENSIONS PROPERTY LOCATION: 11950 W 52ND AVE, Wheat Ridge, CO SOIL DESCRIPTION HOLE ID # TEST HOLE 2 DIA. OF HOLE (IN) 10 DEPTH OF HOLE (IN) 24 DATE OF PERC TEST 8/16/2016 DATE & TIME OF PRESOAK 8/15/2016 41.8 Average PERCOLATION RATE AT FINAL INTERVAL (MINUTES PER INCH) 43.0 PERCOLATION RATE AT FINAL INTERVAL (FT PER SEC PER SF) 3.23E-05 Time Interval. Depth (in) avg I Depth tl (ft) mins/in Adjusted (mins) (in) depth (ft) mins/in Start 10:30 12 1.00 30 31/2 101/4 0.29 8.6 43.7 Stop 11:00 151/2 1.29 Start 11:06 21/2 0.21 30 61/4 18 3/8 0.52 4.8 40.1 Stop 11:36 83/4 0.73 Sta rt 11:40 21/2 0.21 30 61/2 181/4 0.54 4.6 38.3 Stop 12:10 9 0.75 Start 12:45 21/4 0.19 30 61/4 185/8 0.52 4.8 40.6 Stop 1:15 81/2 0.71 Start 12:50 2 0.17 30 6 19 0.50 5.0 43.0 Stop 1:20 8 0.67 Start 1:30 11/2 0.13 30 6 191/2 0.50 5.0 44.0 Stop 2:00 71/2 0.63 Start 2:08 2 0. 17 30 6 19 0.50 5.0 43.0 Stop 2:38 8 0.67 41.8 Average PERCOLATION RATE AT FINAL INTERVAL (MINUTES PER INCH) 43.0 PERCOLATION RATE AT FINAL INTERVAL (FT PER SEC PER SF) 3.23E-05 PERCOLATION TEST FORM Alliance Consulting PROPERTY OWNER: CONSTRUCTION DIMENSIONS PROPERTY LOCATION: 11950 W 52ND AVE, Wheat Ridge, CO SOIL DESCRIPTION HOLE ID # TEST HOLE 3 DIA. OF HOLE (IN) 10 DEPTH OF HOLE (IN) 24 DATE OF PERC TEST 8/16/2016 DATE & TIME OF PRESOAK 8/15/2016 PERCOLATION RATE AT FINAL INTERVAL (MINUTES PER INCH) 29.6 PERCOLATION RATE AT FINAL INTERVAL (FT PER SEC PER SF) 4.69E-05 Time Interval Depth (in) avg Depth 1� (ft) mins/in Adjusted (mins) (in) depth (ft) mins/in Start 10:29 121/2 1.04 30 41/2 91/4 0.38 6.7 31.3 Stop 10:29 17 1.42 Start 11:10 30 3 81/2 163/4 0.25 0.71 3.5 27.2 Stop 11:40 111/2 0.96 Start 11:42 30 8 41/2 13314 0.67 0.38 6.7 43.3 Stop 12:12 121/2 1.04 Start 12:20 2 1/2 0.21 30 81/4 173/8 0.69 3.6 28.9 Stop 12:50 103/4 0.90 Start 12:57 30 2 81/2 173/4 0.17 0.71 3.5 28.6 Stop 1:27 101/2 0.88 Start 1:30 30 2 81/2 173/4 0.17 0.71 3.5 28.6 Stop 2:00 101/2 0.88 Start 2:05 30 2 81/4 17718 0.17 0.69 3.6 29.6 Stop 2:35 101/4 0.85 PERCOLATION RATE AT FINAL INTERVAL (MINUTES PER INCH) 29.6 PERCOLATION RATE AT FINAL INTERVAL (FT PER SEC PER SF) 4.69E-05 INFILTRATION BASIN BASIN WIDTH BASIN LENGTH AREA PERC RATE CFS 22 75.0 1650.0 3.92E-05 0.0646 DRAIN TIMES BASIN VOLUME CF PERC RATE CFS DRAIN TIME HOURS 1865 0.0646 8.02 [Alliance Consulting Engineers Ex Surveyors AVERAGE PERC TEST RATE PERC TEST HOLE PERC RATE MIN/IN FT/SEC/FTZ Perc'+20% FT/SEC/FTZ 1 22.5 6.17E-05 27.0 5.14E-05 2 43.0 3.23E-05 51.6 2.69E-05 3 29.6 4.69E-05 35.5 3.91 E-05 Average 31.7 4.70E-05 38.0 3.92E-05 INFILTRATION BASIN BASIN WIDTH BASIN LENGTH AREA PERC RATE CFS 22 75.0 1650.0 3.92E-05 0.0646 DRAIN TIMES BASIN VOLUME CF PERC RATE CFS DRAIN TIME HOURS 1865 0.0646 8.02 Weir & Orifice Calculator Company Name: Alliance Consulting Project Name: Japanese Auto Notes: Infiltration Basin MH Inlet Grate The Weir and Orifice Calculator is used to determine the inlet capacity in sag (ponding) conditions by use of the Weir and Orifice equations. Knowing this information will allow you to select the proper grate type and size for your specific job or project. Weir Flow Calculations Weir Equation: Q = 3.3P(h)'•5 • Q = Capacity in CFS • P = Feet perimeter • h = Head in feet • Weir Information Catalog Number and Grate Type: R-2412-A5:K • Feet perimeter (P): 6.3 Weir capacity in cfs: Head in feet (h): 75 Orifice Flow Calculations Orifice Flow Equation: Q = o.6A 2gh • Q = Capacity in CFS • A = Free open area of grate in sq. ft. • g = 32.2 (feet per sec/sec) • h = Head in feet • Orifice information Transitional flow in cfs: Free open area in sq. ft. (A): 0.8 Orifice capacity in cfs: 3.3 For additional information regarding Neenah Inlet Grate Capacities, please contact Ryan Bonell P.E., at (920) 729.3463 or email at rvan.boned@neenahenter_prises.com, or Joe Falle P.E., at (920)7293653 or email at ioseph.falle@neenahenternrises.com. m %r) Fl- Ln N � a LoX N a Cl) v Iz N d Q go NW �Q 0Om Q N K] ww�aal nSi ----i w MV vi In N a } c-'ak'� Ian E I �WiA1i l9] ui% ^'G Wrap Q��Z Sj .Z7 --- Q wo rco co w} WZ3 <oo o z�� iP F O c0 z H _ W- o h oma¢ wv) M o z d I _ Jz OLm, N _ a w d o-== � rw--- N 2 k' ° oo¢zw 2! c) o v g o i i is❑❑❑❑o. a❑❑❑❑o{. o 0 r N N O N l� W R' (7 3 a U APPENDIX C — FIGURESAND BACKGROUND INFORMATION - FLOOD INSURANCE RATE MAPS - SOIL MAP - EXISTING DRAINAGE MAP - PROPOSED DRAINAGE MAP - GRADING PLAN - Soils Report n 117 MAP SCALE 1" = 500' / 50 0 500 1000 �j! FEET '^ METER FIRMPANEL 0192F UNINCORPORATEDAREAS JEFFERSON CO �1�1= N 16 o FLOOD INSURANCE RATE MAP 8008 w (ILD ata�e D JEFFERSON COUNTY, o COLORADO AND INCORPORATED AREAS 50TH PL PANEL 192 OF 675 (SEE MAP INDEX FOR FIRM PANELtAYOUf) D CONTAINa: COMMtINT' NU1.ItiEA PA SUFFIX ARYFa.�C'tt OF ®SD'✓2 M@ F dEFFET 90NCWNfY oa1t.ROAO wNFw mpa,cm of mwre F or@ CITY OF WHEAT RIDGE 085079 W Notice to User The Nap Number shown bek)w should be used when PlMng msp orders: the Community Number shown above should be used on imurance applications for the subject community. MAP NUMBER Tim im a 08059CO192F 91( MAP REVISED FEBRUARY 5, 2014 Federal Emergency Naaagemest Agency =s Is an Oficial copy OF a porion o}the abOrB referenced food map . rc was pxtmotetl using F-Mri Oniinp Thie mop tlees rot cacao[ changes or emendmenta wfiich may haee been mada—b.-,mM to the data on the titte bock. Fpr the Iffiest product W rmation about National'rlood ineumnce Program flood maps check theFEMA Flood Map Store at w.ew. mac.fama.gm 39° 472PN 39' 472SN 3 Hydrologic Soil Group --Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties 3 (11950 West 52nd Avenue) � o 488538 468547 488556 488565 488574 488583 3 Map Scale: 1:353 If prirted on A portrait (8.9"x 11') sheet. oo Meters N ° 0 5 10 20 30 A0 15 30 60 90 Map projection: Web Meritor Gmw coadrtaffi: WCS84 Edge tics: UM Zone 13N WG584 USDA Natural Resources Web Soil Survey 7/7/2016 ' Conservation Service National Cooperative Soil Survey Page 1 of 4 39° 4727"N 39° 472SN Hydrologic Soil Group—Golden Area. Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties (11950 West 52nd Avenue) MAP LEGEND Area of Interest (AOI) The soil surveys that comprise your AOI were mapped at 1:24,000. Area of Interest (AOI) Solis Warning: Soil Map may not be valid at this scale. Soil Rating Polygons 0 A Q AID Q B E] BID Q C soils that could have been shown at a more detailed scale. GD Q D Q Not rated or not available Soil Rating Lines �.r A A/D v B sy B/D R C .:. CID �. D .. Not rated or not available Soil Rating Points El A 0 A/D ® a 0 B/D MAP INFORMATION E3 C The soil surveys that comprise your AOI were mapped at 1:24,000. E3 C/D Warning: Soil Map may not be valid at this scale. C3 D Enlargement of maps beyond the scale of mapping can cause 0 Not rated or not available misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting Water Features soils that could have been shown at a more detailed scale. Streams and Canals Transportation Please rely on the bar scale on each map sheet for map e -+-r Rails measurements. Interstate Highways Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http:/fwebsoilsurvey.nres.usda.gov US Routes Coordinate System: Web Mercator(EPSG:3857) Major Roads Maps from the Web Soil Survey are based on the Web Mercator Local Roads projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Background Albers equal-area conic projection, should be used if more accurate Aerial Photography calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Sal Survey Area: Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties Survey Area Data: Version 10, Sep 22, 2015 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun10,2014—Aug21, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. t15Dn Natural Resources Web Soil Survey 7f7/2016 "tom Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties Hydrologic Soil Group 11950 West 52nd Avenue Hydrologic Soil Group— Summary by Map Unit — Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties (CO641) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 1 103 j Nunn clay loam, 2 to 5 C 0.6 j 100.0% percent slopes Totals for Area of Interest 0.6 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (AID, BID, and CID). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, BID, or CID), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method. Dominant Condition �,sDn Natural Resources Web Soil Survey 7/7/2016 '� Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties 11950 West 52nd Avenue Aggregation is the process by which a set of component attribute values is reduced to a single value that represents the map unit as a whole. A map unit is typically composed of one or more "components". A component is either some type of soil or some nonsoil entity, e.g., rock outcrop. For the attribute being aggregated, the first step of the aggregation process is to derive one attribute value for each of a map unit's components. From this set of component attributes, the next step of the aggregation process derives a single value that represents the map unit as a whole. Once a single value for each map unit is derived, a thematic map for soil map units can be rendered. Aggregation must be done because, on any soil map, map units are delineated but components are not. For each of a map unit's components, a corresponding percent composition is recorded. A percent composition of 60 indicates that the corresponding component typically makes up approximately 60% of the map unit. Percent composition is a critical factor in some, but not all, aggregation methods. The aggregation method "Dominant Condition" first groups like attribute values for the components in a map unit. For each group, percent composition is set to the sum of the percent composition of all components participating in that group. These groups now represent "conditions" rather than components. The attribute value associated with the group with the highest cumulative percent composition is returned. If more than one group shares the highest cumulative percent composition, the corresponding "tie-break" rule determines which value should be returned. The "tie-break" rule indicates whether the lower or higher group value should be returned in the case of a percent composition tie. The result returned by this aggregation method represents the dominant condition throughout the map unit only when no tie has occurred. Component Percent Cutoff.- None Specified Components whose percent composition is below the cutoff value will not be considered. If no cutoff value is specified, all components in the database will be considered. The data for some contrasting soils of minor extent may not be in the database, and therefore are not considered. Tie-break Rule: Higher The tie-break rule indicates which value should be selected from a set of multiple candidate values, or which value should be selected in the event of a percent composition tie. usa.x Natural Resources Web Soil Survey 7/7/2016 i" Conservation Service National Cooperative Soil Survey Page 4 of 4 wd w_-- 7eu u�. M r'ari.m�vw re o,'sm xi e iNn a.n wm . s�, o LN31vr�oa do asnM ': •��.u,m. oavNo103am lv3W k' .. .... i �.,�. anNanvoNMIS3Moseuvee ' o ZS6I-ZZ6-OOB-IFrorosOB!o but Insuo� awull o3rrvasarvavr NOLLY.IIfM3A3M5 sNasl, aN dvw Hf)VNM U ONUSIX3 osd boa 3 y � u ig 9 5 g 3y9 <CSW X14 --1---ZZ --[-1 zo �1 �o I W� N J AVM3AI110313N:)NOJ I W^ 2.1 W m I LI MIT A3L M9 'd tl3 3'JONn SNUSllfUM NVM\SMMM T IA9N3\9AAM1003WAIW\3'JON IV M=V 353MIdtlr£ I\SWIn JW 3JN—Wj&W3Wn3W\TMJtlW00 s 1Dltllv4vnsnv\ J17— SCOTT, COX & ASSOCIATES, INC. consulting engineers • surveyors April 6, 2016 Construction Dimensions 1245 Rock Creek Circle Lafayette, CO 80026 Attn: Ms. Sharon Jourgensen Dear Ms. Jourgensen: Project: 16216 Enclosed with this letter are three copies of the Subsurface Investigation Report for the proposed new structure to be constructed at 11950 W. 52nd Avenue in Wheat Ridge, Colorado. If there are any questions regarding our investigation or the report, please do not hesitate to contact us. Sincerely, SCOTT, COX & ASSOCIATES, INC. By - r z - ?IL� Kevin L. Hinds, P.E. Enclosures 1530 55th Street • Boulder, Colorado 80303 • (303) 444-3051 • Fax; (303) 444-3337 Project 16216 SUBSURFACE INVESTIGATION Proposed New Structure 11950 W. 52nd Avenue Wheat Ridge, Colorado Prepared For: Construction Dimensions 1245 Rock Creek Circle Lafayette, CO 80026 April 2016 Prepared By: Scott, Cox & Associates, Inc. 1530 55th Street Boulder, Colorado 80303 (303) 444-3051 Table of Contents Project 16216 Page Purpose 1 Investigation Details 1 Proposed Development 2 Site Conditions 2 Subsoils 3 Groundwater Conditions 3 Foundation Recommendations 3 Slabs -On -Grade 4 Site Drainage Considerations 8 Earth Retaining Structures 9 Limitations 9 Inspection and Quality Control 11 Figures, Tables and Appendixes Figure 1 Boring Location Map Figure 2 Graphic Boring Logs Table 1 Summary of Laboratory Testing Appendix A Soil Removal and Replacement Risk Analysis SUBSURFACE INVESTIGATION PROPOSED NEW STRUCTURE 11950 W. 52nd AVENUE WHEAT RIDGE, COLORADO PURPOSE This report presents the results of a subsurface investigation performed March 18, 2016, for the proposed new structure at 11950 W. 52nd Avenue in Wheat Ridge, Colorado. This investigation was made to provide design criteria for the foundation system of the new structure to be located on this site. Three (3) foundation related borings were completed during the course of this investigation, in the proposed new building envelope, where accessible with a truck mounted drilling rig. The locations of the borings are indicated on the Boring Location Map (Figure 1). Factual data gathered during the field and laboratory work is summarized in Figure 2 and Table 1 attached. The results of this investigation, our opinions that are based on this investigation, and our experience in the general area, are summarized in this report. INVESTIGATION DETAILS The field investigation consisted of drilling three (3) deep foundation related borings in the area of the proposed structure as outlined below. The borings were completed with 4 -inch diameter, continuous flight power augers using a truck mounted drill rig. The augers are utilized to bore and clean the hole to the desired sampling depth. The augers are then removed, and a 2 -inch I.D. California spoon sampler is inserted to the desired testing depth. The sampler is then driven with blows of a standard 140 -pound hammer falling a distance of 30 inches. The sampler is driven a total of 12 inches or a maximum of 50 blows. The number of blows required to drive the sampler 12 inches, or a fraction thereof, constitutes the penetration test. The test is similar to the Standard Penetration Test described in ASTM D1586. This test, when properly evaluated, is a measure of the soil strength and density. The results of these tests are shown on the Graphic Boring Logs (Figure 2). All soil samples recovered were inspected, and some samples were selected for testing by the project engineer. A limited laboratory testing program was performed due to the cohesionless nature of the upper level soils and the available samples. No samples of the fill materials were available for testing. The testing program consisted of performing the following tests where appropriate: Consolidation/ Swell • Consolidation/ Swell tests were performed to determine the relative stability of the different subsurface soil types. Natural Dry Density • The dry density of the soils provides us with an indication of the relative compaction of the surficial soils. Natural Moisture Content • The moisture content test provides us with information, which may indicate the probability of instability due to consolidation or swell that, may be caused by excessive wetting or drying. Unconfined Compressive Strength • The approximate unconfined compressive strength was determined by use of a calibrated hand penetrometer. The unconfined compressive strength can be useful in determining the bearing capacity of a soil. PROPOSED DEVELOPMENT The new structure will be one story, constructed using metal framing. The structure will be supported by poured -in-place reinforced concrete foundation walls. The structure will be constructed over a slab -on -grade. The loadings are anticipated to be light to moderate with no unusual loading conditions. If actual building plans differ from the above description, we should be notified so that our recommendations can be reviewed and revised, if necessary. SITE CONDITIONS At the time of our investigation, the site consisted of a developed lot which had an existing residence and outbuildings. The site was bordered all sides by multi- family structures, single-family structures or commercial developed property. West 52"d Avenue runs along the north side of the site. The ground surface was relatively flat a slope down to the south. Vegetation on the site consisted of a moderate growth of grass, weeds and some trees in the planted areas. Page 2 SUBSOILS One of the borings encountered a layer of asphalt at the surface. All of the borings encountered approximately 21/2 to 3 feet thick layer of fill material consisting of mottled brown, silty, sand and clay at the surface or beneath the asphalt. A yellow-brown to brown, silty, slightly clayey sand and gravel was encountered in all of the borings at depths of approximately 21/s to 3 feet and extended to depths of approximately 13Yz to 15 feet in the borings. Gray, silty, sandstone/claystone was encountered beneath the surficial soils in all of the borings and continued to the bottom of the borings, approximately 20 to 25 feet beneath the existing grade. A detailed description of the soils encountered in this investigation is presented in the Graphic Boring Log (Figure 2). GROUNDWATER CONDITIONS Groundwater was encountered in all of the borings at the time of drilling and when checked subsequent to drilling was encountered in the borings at depths of approximately 6 feet below the existing ground surface. While we are just past the time of the seasonal low groundwater table, some rise of the groundwater table must be anticipated. It is not possible to forecast the seasonal high groundwater table based on short duration monitoring. The only sure method of such determination is monitoring of the water table through the spring and early summer (typical seasonal high groundwater levels occur about July1). We recommend that the bottom of any below grade space be maintained a minimum of 4 feet above the seasonal high groundwater table. There is also a potential for a future "perched" groundwater table as discussed further in the "Site Drainage Considerations" section of this report. Any ditches, streams or other water features can influence the depth to groundwater at the site. FOUNDATION RECOMMENDATIONS The existing fill is not considered suitable to support any foundation loadings and it should be noted that deeper fills may be encountered where the existing structures are razed. The sand and gravel is considered to be non -expansive to very low expansive potential. The claystone portions of the bedrock are of high to very high expansion potential. Footings are considered suitable to support the proposed structure as outlined below. Drilled piers could be considered as a foundation option, but due to the wet caving soils and deep bedrock are not recommended at this time because of construction difficulties. If you would like to pursue drilled piers as an option, we are available to provide appropriate recommendations at your request. Page 3 Fill was encountered in all of the boring locations. Fill which has not been specifically controlled for footing support (both fill content and fill compaction) presents an unknown risk for footing support. However, the native sand and gravel layer is satisfactory for footing placement. Therefore, it is our opinion that the structure can be supported on spread footings, either continuous spread footings or isolated pad footings, founded on the sand and gravel layer utilizing a uniform soil bearing pressure not to exceed 2,500 PSF. The loadings should be based on the dead load plus 100% of the maximum anticipated live load. 2' ! 21-a Please note that the sand and gravel layer ranges from approximatelyi)3 feet, or possibly deeper below the existing ground surface (prior to any new overlot grading). Therefore, the depth to the satisfactory footing elevation needs to be considered in the overall design and construction scenario. There may be the need to over -excavate down to the acceptable soils or provide other remediation, to allow the placement of footings. The footing lines should be carefully inspected by an engineer from our office prior to placement of the footings. All footings should be placed below any fill down to the sand and gravel layer. The footings should also be placed deep enough for frost protection. Footings can then be placed directly upon the acceptable soils or the excavation can be backfilled to the desired footing elevation with compacted, select granular fill placed in lifts not to exceed 9 inches in thickness and compacted to a minimum of 100% of maximum density as determined by the moist -Lire /density relationship ASTM D698. Differential settlement must be considered in the design of the foundation system. Differential settlement should be kept to a minimum which can be achieved by keeping loads as uniform as possible throughout the foundation elements. SLABS -ON -GRADE Most of the soils anticipated to be beneath the slabs -on -grade are anticipated to have a very low expansive potential. However, the fill materials are of unknown placement and compaction. Therefore, some slab movement is anticipated if the soils beneath the slab become wetted. The possibility for wetting can be mitigated by following the site drainage recommendations presented in this report. However, it is probable that some slab damage (such as cracking and heaving) will take place if slab -on -grade construction is utilized. The actual amount of possible slab heave is very subjective due to variability in the soils resulting in variability in expansion and also the degree and depth of wetting beneath the slabs. Outlined below is a prediction of the possible slab movements for the general soils at this site based upon a typical maximum wetting depths of five feet, which is an average worse case scenario. There were Page 4 typically two different soil types at the site, which could influence the slabs -on - grade. The first soil type being a silty, sandy clay fill material which cannot be predicted due to its highly variable characteristic. The second type being the non expansive to very low expansive sand and gravel. Sand and Gravel, (Non to Very Low expansion potential) Approximately 0 to 1/i inch It should be noted that these potential movements are only a prediction based upon the soils tested and typical slab movements seen from similar soils and wetting conditions. There are typically four different slab -on -grade scenarios on typical construction. These are interior slabs in finished spaces, unfinished area/garage slabs, patios (and stoops) and other exterior concrete like the driveway and sidewalks. We will discuss these in separate sections, below... Interior Finished Spaces There are basically three different scenarios for floor slab construction at the site. They are as follows from least expensive with most risk of potential movement to most expensive with least risk of movement. Place slabs -on -grade on existing site soils with limited subgrade preparation. The owner should be aware that some slab damage is likely to occur. Please note that any slabs placed in areas where all fill soils are removed down to the sand and gravel, the risk of slab movement is low. 2. Remove and replace a portion of existing fill soils with a non -expansive granular fill soil. This will buffer the slabs from localized heave or settlement to an extent, but some slab damage is still likely to occur. Attached to this report, Appendix A, is a discussion of the risk reduction with different depths of removal and replacement. 3. Utilize structural floor system which would isolate it from the existing site soils. Unfinished/Non-Critical Areas Standard practice in this area is to found the unfinished/non critical areas on native soils, with a small depth of moisture treatment (soils compacted to a relatively high moisture content). It has become common for the unfinished/non- critical area to be dug out to the foundation level, the foundation installed and the Page 5 foundation walls constructed, with the area inside the unfinished/non-critical area filled with compacted soils. This results in a depth of fill below the unfinished/non-critical area slab of 3 feet or greater. As such, there are three options for the unfinished/non-critical area slab, as follows... 1. Fill the unfinished/non-critical area with moisture stabilized native soils. Since this is a confined space and sealed by a concrete slab, we believe that this option can be considered. This will buffer the slabs from localized heave or settlement to an extent, but some slab damage is still likely to occur. Attached to this report, Appendix A, is a discussion of the risk reduction with different depths of removal and replacement, which we consider to be applicable to moisture stabilized native soils at this site. The fill should be compacted in maximum 9 inch lifts at 0 to +3% from optimum moisture content and compacted to a minimum of 95% of maximum density as determined by the standard moisture/ density relationship test ASTM D698 (commonly called a standard proctor test). 2. Remove and replace portion of existing fill soils with a non -expansive granular fill soil. This will buffer the slabs from localized heave or settlement to an extent, but some slab damage is still likely to occur. Attached to this report, Appendix A, is a discussion of the risk reduction with different depths of removal and replacement. 3. Utilize a structural floor system, which would isolate it from the existing site soils. While this is technically possible, it is very expensive due to the potential high slab loading it is generally not done due to the high cost and the fact that some slab movement in the unfinished/non-critical area is generally tolerable. We consider options 1 and 2 to be approximately equivalent in risk of floor slab movement and either of these options would be better than standard practice in the industry. Patios and Stoops Standard practice in this area is to found patios and stoops on native soils, with a small depth of moisture treatment (soils compacted to a relatively high moisture content) or designing them as structurally supported slabs on drilled piers or on haunches support by the adjacent foundation walls (primarily for stoops). Page 6 As such, it is our opinion that there are two options for these slabs, as follows... 1. Remove some thickness of the fill soils and replace them with moisture stabilized native soils. There is a slightly greater risk of movement due to shink and swell of these soils with seasonal variations of the moisture content of the soils supporting the slab. This process will buffer the slabs from localized heave or settlement to an extent, but some slab damage is still likely to occur. Attached to this report, Appendix A, is a discussion of the risk reduction with different depths of removal and replacement, which we consider to be applicable to moisture stabilized native soils at this site. The fill should be compacted in maximum 9 inch lifts at 0 to +3% from optimum moisture content and compacted to a minimum of 95% of maximum density as determined by the standard moisture/ density relationship test ASTM D698 (commonly called a standard proctor test). 2. Utilize structural floor system, which would isolate it from the existing site soils. Other Exterior Slabs Standard practice in this area is to found other exterior slabs on native soils or properly compacted fill soils, with a small depth of moisture treatment (soils compacted to a relatively high moisture content). This has generally been acceptable, with, overall, a relatively small percentage of the slabs requiring replacement. General Considerations If slabs -on -grade supported by soil are utilized (native, moisture stabilized native or replaced with non -expansive materials), the following construction techniques will help to prevent secondary damage that could be caused by slab movement. 1. Separate slabs from the foundation elements with a slip joint. One method of doing this is to use two layers of tempered hardboard with a silicone lubricant between the boards. A slip joint should be used around the perimeter of the slab and adjacent to any other structural elements. 2. Moderately reinforce slabs with reinforcement continuous through interior slab joints. Slab joints must be provided to control the cracking. The floor joint grid should be designed to allow no more than 150 square feet of continuous slab. Page 7 3. Any load bearing partitions must be provided with their own foundation system and the slab separated as outlined above. 4. Provide a 11/ -inch minimum air space below any interior non -load bearing partition. It should be noted that we have seen slab movements in this area in excess of 11/2 inches, which have typically been caused by poor surface drainage causing seepage into the backfill and then into the soils supporting the slabs. In our opinion, 11h inches should be adequate as long as the surface drainage is properly maintained and controlled. Slab movements should be monitored so that the slab is not allowed to exert pressure on the bottom plate of non -load bearing partitions. If the slab moves within. 1/4 inch of the bottom plate, additional void space will have to be provided. If unsure of the proper construction methods to achieve the recommended air space we should be contacted for further recommendations. 5. Any pipes rising through the slab should be provided with flexible couplings or other means to allow substantial movement without damage to the piping. Any ducts connecting to equipment founded on the slab should be equipped with flexible or crushable connections to allow for some slab movement. b. Equipment and other building appurtenances constructed on the slab should be constructed so that slab movement will not cause damage. Following the recommendations given above will not prevent movement of the floor slabs in the event that the moisture content of the soil beneath the slab changes. However, if movement occurs, the damage may have been reduced for a relatively small investment. Prior to pouring a slab it is essential that all debris, topsoil and organic materials be removed. The slab subgrade soils should then be prepared and compacted utilizing the recommendations presented in the previous sections. It should be noted that failure to provide adequate fill compaction can result in settlement, which may cause slab damage such as cracking and tilting. SITE DRAINAGE CONSIDERATIONS Site grading must be provided to prevent infiltration of surface water into the foundation system. The following methods of preventing this infiltration are recommended: Page 8 1. Mechanically compact all fill around the building, including the backfill. Compaction by ponding or saturation must not be permitted. The backfill should be compacted to not less than 90% of maximum density as determined by the standard moisture/density relationship ASTM D698. Backfill, which is to support slabs, should be compacted to 95% of maximum dry density. Note that some moisture may need to be added to the soils in order to obtain the proper compaction. 2. Provide an adequate grade for rapid runoff of surface water away from the structure (a minimum of 10% for the first 10 feet away from the structure is recommended, 2% if paved). 3. A well constructed, leak -resistant series of gutters, or other roof drainage system, is essential. 4. Discharge roof downspouts and all other water collection systems well beyond the limits of the backfill, a minimum of 5 feet. 5. Observe and comply with any other precautions which may be indicated during design and construction. 6. No watering of plants within the backfill zone, a minimum of 5 feet away from the foundation walls. It is our opinion that a perimeter drainage system is not necessary with the at or above grade construction. If plans change to include any below grade spaces, we should be contacted to provide appropriate recommendations. EARTH RETAINING STRUCTURES At this site we recommend that the walls be designed using a lateral earth pressure equivalent to that developed by a fluid weighing 45 pcf plus any additional surcharge loads. Use of this value assumes that the wall will be backfilled with the site soils and that these soils will not be allowed to become saturated at any time during the life of the wall. Saturation can be prevented by proper site grading and drainage and installation of drainage systems at the base of any walls that are to retain soil above grade. This value is. valid for walls up to 10 feet in height. LIMITATIONS The borings in this investigation are believed to present a reasonably accurate knowledge of the existing subsoils. However, variations of subsoils not indicated Page 9 by the borings are always possible. Therefore, we recommend that all excavations be inspected by an engineer from our office to confirm that the soils actually are as indicated by the investigation and to make recommendations if differences are noted. It should be noted that the foundation system recommendations in this report are in accordance with the normal standard of practice assuming that the drainage recommendations provided in this report are strictly adhered to. If the soil supporting the foundation becomes wetted over a substantial period of time due to poor grading and drainage (or any other cause) , it is very possible that there could be damage to the foundation system and the slabs -on -grade. It is impractical to design a foundation system on expansive clay soils where poor site grading and drainage is allowed. In many areas along the front range expansive soil layers are relatively thick and when abnormally deep wetting occurs then typical foundation systems would not be adequate. Identification of potential hazardous waste material, if any, at this site is beyond the scope of work for which the activities of this project were intended. We are not aware of any method to accurately determine the amount of radon at any site from a standard soils investigation. The use of construction technology to easily retrofit a .radon system, if needed, could be implemented, and is also beyond our scope of work. We would like to stress that it is not possible to fully determine the seasonal groundwater table fluctuations (and, therefore, the seasonal high groundwater table) with the short duration monitoring completed during the scope of this investigation. We have presented the method necessary to do such determination in the section titled "Groundwater Conditions". It is always possible that the groundwater table could rise to unanticipated levels, due to unknown or unrecognized groundwater sources. Unanticipated groundwater levels will also impact the recommendations, contained in this report, for the perimeter drainage system type and extent, which may be inappropriate for groundwater table levels that rise to unanticipated levels. Due to the changing nature of geotechnical engineering practices, the information and recommendations provided in this report shall only be valid for two (2) years following the date of issue. After that time, our office should be contacted to review the information presented in this report and provide updated recorrunendations and design criteria appropriate for the engineering methodologies used in standard practice at that time. Page 10 INSPECTION AND QUALITY CONTROL Placement of any significant thickness of fill, particularly fill that is to remain in place beneath loaded slabs or other structural elements, should be inspected and tested by a qualified soils engineer. We also recommend that any excavations be inspected by an engineer from our office. Sincerely, 60�'��`� SCOTT, COX & ASSOCIATES, INC. �a 4Py �z. B Z, Kevin L. Hinds, P.E. Reviewed: By Sk M. Edwa d Gl sgow, P.E. Page 11 i, Scale: 1" = 30' U 7.5 15 59 GYEST 52ND A (/ENUE" LEGEND SOILS INVESTIGATION BORING LOCATION e i e e PART OF LOT 11 e STANDLEY HEIGHTS e SUBDIVISION e e FIGURE 1 BORING LOCATION MAP SCOTT, COX & ASSOCIATES, INC. consulting engineers o surveyors 1530 55th Street • Boulder, Colorado 80303 (303) 444 — 3051 3/22/16 JOB NO. 16216 DRAWING N0. 16216 U 5 d� v t N 10 O SLR V 3 _O m 15 W CL 0 Ral 25 30 Graphic Boring Logs TH #1 TH #2 TH #3 w SCOTT, COX &ASSOCIATES, INC. consulting engineers •surveyors 1530 55th Street Boulder, Colorado 80303 Figure 2 (303) 444-3051 Page 1 Project 16216 Description of Soil Types Asphalt Fill - Mottled brown, silty, sand and clay Yellow brown to brown, silty, slightly clayey sand and gravel ® Yellow brown to gray, rust, silty, interbedded sandstone/claystone TH #1 Soils investigation boring number Indicates a change in soil type - May be gradual. 12/12 12/12 indicates that 12 blows of a 140 -pound hammer falling 30 inches were required to drive a 2 -inch, inside diameter sampler 12 inches. 3/22 Indicates the groundwater table and the date that the measurement was taken Notes 1. Borings were performed March 18, 2016 with four -inch diameter, continuous flight power augers. 2. Boring logs shown in this report are subject to the limitations, explanations and conclusions of the report. SCOTT, ASSOCIATES, INC. consultingng engineers •surveyors 1530 55th Street- Boulder, Colorado 80303 (303)444-3055 Figure 2 Page 2 Project 16216 Table 1 Summary of Soils Properties Page 1/1 Project 16216 PROPERTIES AT NATURAL MOISTURE CONTENT CONSOLIDATION/SWELL IDESCRIPTION Natural Natural Unconfined Loading Settlement Settlement Swell Moisture Dry Density Compression (Dry) (Saturated) (°lo) (PCF) (PSF) (PSF) M) M M TH#1(24 21.8 96.8 >9000 100 0.50 8.80 Yellow brown to gray, silty, 1000 5.80 slightly sandy claystone 2000 4.40 4000 1.90 8000 0.50 9.3 % Swell upon the addition of nater TH#3 r@24 20.1 99.5 >9000 100 0.10 9.00 Yellow brown to gray, silty, 1000 6.40 slightly sandy to sandy 2000 5.00 claystone 4000 3.10 8000 1.10 16000 2.00 9.1 % Swell upon the addition of water Appendix A Soil Removal and Replacement Risk Analysis An option to help mitigate or reduce slab movement is to remove and replace some of the expansive soils. The basic concept is that sub -excavation of the expansive soils beneath the slabs or paving and replacement with suitable non -expansive materials is a method that might improve the performance of the slabs or paving. There is a relationship between the amount of material removed and the reduction of the risk. This relationship is non-linear and we consider it to be akin to a logarithmic curve with no significant risk reduction with less than 1 foot of removal and replacement and close to a 95% risk reduction with 10 feet of removal and replacement. Therefore, we recommend that if a removal and replacement scenario is considered, that no less than 1 foot of removal and replacement be done. We anticipate that this reduces the risk by about 10% (the risk of movement being defined as the total vertical movement anticipated). The removal and replacement provides an additional benefit in that a buffer between the expansive soils and the pavement provides for moderation of the movement over a larger area. The total magnitude of the movement may be the same, but will be spread out over a larger area, which may cause less of the immediate differential cracking and heaving type of damage, which is usually associated with expansive soils. Therefore, we summarize the risk reduction as follows: 1' of removal and replacement 10% reduction in risk 2.5' of removal and replacement 35%> reduction in risk 5' of removal and replacement 70% reduction in risk 7.5' of removal and replacement 90% reduction in risk 10' removal and replacement 95% reduction in risk There are other factors that tend to make these values somewhat subjective. Clayey soils, such as those at this site, are very impermeable. Any non -expansive replacement soils will have permeabilities several orders of magnitude higher than the natural site soils. Therefore, water is much more easily transported through these soils. Any areas of poor grading and drainage may result in a more widespread problem than if no removal and replacement was done. Additionally, digging out an area can be analogous to digging a bathtub as there is no way for water to escape a depression that is dug and refilled with granular soils. We have seen this result in massive saturation of the soils beneath the replacement materials, resulting in very damaging heaving, essentially defeating the entire removal and replacement scheme. There are a number of other possible scenarios to help reduce the effects of the expansive potential of the clay soils such as chemical stabilization or moisture stabilization schemes. Chemical stabilization generally requires the mixing of either flyash, cement, lime, or other chemical into the subgrade soils for a specified depth to reduce or almost eliminate the expansion potential of the clay particles however this is only good for the depth of treatment similar to the removal and replacement as outlined above. Another method would be moisture conditioning which requires the mixture of water to the clay soils and re - compacting them generally from 1 to 3 percent above optimum moisture content. Moisture conditioning is also limited to the depth of the treatment and is also subject to problems with proper mixing of the soil and water (i.e. dry areas and wet areas) and when the clay soils are above optimum moisture content tend to pump excessively and are difficult to compact. AMERICAN BUILDINGS COMPANY A PYLJCGR COMPANY DESIGN CALCULATIONS FOR ABC JOB #M17F0076A Japanese Auto AMERICAN BUILDINGS /� �rVCpR GOMPAtVY 2101 East Main Ph: (309) 527-1500 E1 Paso, IL 61738 Fax: (309) 527-1522 CONST. DIMENSIONS, LLC Project Name: Japanese Auto 1245 ROCK CREEK CIRCLE Buildings: A->70'-0"x100'-0"x18'-0"(EMG,0.5:12) LAFAYETTE, CO 80026 Attn.: Mark Russell Project Location: Wheat Ridge, CO 80033 ABC Proiect #: M17F0076A This Letter of Design Certification ensures that the materials supplied by Nucor Buildings Group are designed in accordance with the information specified to NBG on the order documents and summarized by the loading information listed below. The Project Engineer of Record (not Nucor Buildings Group) is responsible for verifying that the building code and design loads meet any and all applicable local requirements. Version 2017.1.23 (1123117) March 1, 2017 The Professional Engineer whose seal appears on this Letter of Certification is employed by Nucor Buildings Group, a Member of MBMA, and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. DESIGN LOAD CRITERIA: Roof Dead Structural Loads Applied in General Accordance with: IBC 2012 Risk Category: II - Standard Buildings PROJECT -WIDE LOADING INFORMATION: (psf)* 2.1 Ground Snow Load: 30.0 psf Snow Exposure Factor,Ce: 1.00 Snow Imp. Factor, Is: 1.00 Roof Live Load: 20.0 psf Not Reducible Per Code. Ultimate Design Wind Velocity: 115 mph Is Roof to meet UL 90 Requirements?: Yes Wind Exposure: C Seismic Criteria: Ss: 0.226 S 1: 0.058 • No ground snow included in seismic calculations. Design Sds / Shc: 0.241/0.093 Analysis Procedure: Equiv. Lat. Force Procedure Seis. Imp. Factor, Ie: 1.00 Basic SFRS: Not Detailed for Seismic Seis. Design Category: B Site Class: D RITTIMING-CPF.CiFiC LOAnNNG YNFnRMAT11nN- Mezzanine Information: *Prtmary Structural Not Included Floor Dead Load: N/A Floor Collateral Load: N/A Floor Live Load: N/A Crane Information: No cranes on building. Roof -Top Unit Information No roof -top units on building. The design of structural members supporting roof gravity loads is controlled by the more critical effect of roof live load or roof snow applied in accordance with the governing building code. DESIGN STANDARDS REFERENCED: • AISC Specification for Structural Steel Buildings - Steel Construction Manual, 14th Edition, (D 2010. • AISI North -American Specification for the Design of Cold -Formed Steel Structures, © 2007 Edition. • IBC codes are designed in accordance with ASCE7-10 Edition. O O JFK A J,1 <<1 - C? C' �Z : u) 41582 - a • MBMA Low Rise Building Systems Manual, Latest Edition. • AWS Latest Edition of Structural Welding Code. • No buyout structural components provided on this project. M B M A Excellence from the ground up ACCREOITE6 AC472 Roof Dead Collateral Dead _ Snow Wind Seismic Bldg A (psf)* 2.1 Pri (psf) Sec (psi) 5.0 5.0 Ct I Cs 1.0 1.00 Ps (psf) Enclosure GCpi 30.00 Enclosed f 0.18 R Cs V (kips) 3.00 0.080 5.6 Mezzanine Information: *Prtmary Structural Not Included Floor Dead Load: N/A Floor Collateral Load: N/A Floor Live Load: N/A Crane Information: No cranes on building. Roof -Top Unit Information No roof -top units on building. The design of structural members supporting roof gravity loads is controlled by the more critical effect of roof live load or roof snow applied in accordance with the governing building code. DESIGN STANDARDS REFERENCED: • AISC Specification for Structural Steel Buildings - Steel Construction Manual, 14th Edition, (D 2010. • AISI North -American Specification for the Design of Cold -Formed Steel Structures, © 2007 Edition. • IBC codes are designed in accordance with ASCE7-10 Edition. O O JFK A J,1 <<1 - C? C' �Z : u) 41582 - a • MBMA Low Rise Building Systems Manual, Latest Edition. • AWS Latest Edition of Structural Welding Code. • No buyout structural components provided on this project. M B M A Excellence from the ground up ACCREOITE6 AC472 r'9 „�—.��-•—,-.� ATv1EI2.I+C.t�1`+� SLTILI7�2`+1'+G� 2101 East Main Ph: (309) 527-1500 El Paso, IL 61738 Fax: (309) 527-1522 Name: Title: Affiliation: Date: NONR wu mww uurunun uwuw STRUCTURAL DESIGN CALCULATIONS FOR CONST. DIMENSIONS, LLC 1245 ROCK CREEK CIRCLE LAFAYETTE, CO 80026 PROJECT Japanese Auto 11950 W. 52nd Avenue Wheat Ridge, CO 80033 ABC Project No. M17F0076A Design Engineer = Joshua Huang Stamping Engineer = PROJECT DATA Structural Design Calculations - Pages 1 to 93 Version 2017.1.23 (1123117) Professional Seal The Professional Engineer whose seal appears on these Structural Design Calculations is employed by Nucor Buildings Group, a Member of MBMA, and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. Excellence from the ground up 51"11,120 l7 ACCREDrTEO ACA72 SU11LDI140S GROUP A DIVISION OF NUCOR CORPORATION Project No. Description Engineer M17F0076A Japanese Auto JH Wind Loading per ASCE 7-10 Date : 2/24/2017 Geometry (with AISI 2007 Specification and 2010 Supplement to the 2006 MBMA Manual.) Version: 2015.1.26 (Date: 01/26/15) By NBG-GS Building Name: Building A Building Type: Gable Roof. Nucor CFRTM Bldg. Width [B]: 70.0000' Dist. To Ridge [W]: 35.0000' Bldg. Length [D]: 100.0000' Left Eave Ht. JLEH]: 18.0000' Right Eave Ht. [REH]: 18.0000' Left Roof Slope: 0.50:12 Right Roof Slope: 0.50:12 L E H Pressure € Suction Suction Bay Width [Bay]: 25.0000' Zones 4,5 Purlin Trib. Width JPJ: 5.0000' <n4f: EW Girt Trib Ht. [GEJ: 6.0000' (Psf) l SW Girt Trib. Ht. JGS]: 6.0000' EW Girt Length: 20.0000' 450 SW Girt Length: 25.0000' -23.22 EW Col. Trib. Width [CE]: 5.0000' BSW Top -of -Parapet: FSW Top -of -Parapet: SW Col. Trib. Width [CS]: 1 25.0000' Opening Area:E] EW Top -of -Parapet: Loadine Information Wind Speed:1 115 mph Wind Exposure: C Building Porosity: Enclosed Interior Partition Walls? No General Loading Calculations h: 18.0000' Kd: 0.85 Kz1: 1.00 Ri: 1.00 qh: 25.38 psf K. or Kh: 0.88 G: 0.85 GCP;: f 0.18 Components and Cladding, Walls a= 7.00 ft. Tributary Pressure € Suction Suction \ Area Zones 4,5 Zone 4 Zone 5 <n4f: i Item (ft) (Psf) l (Psf) (Psf) Sidewall Wind Column 450 20.75 = -23.03 e -23.22 ® ...................................................................................................................:.....................................a.............. Endwall Wind Column 450 ..................................................................................................................................................... 20.75 - -23.03 = -23.22 gOj ................................................................. �a Sidewall Girt O................��...............,................-................„ 208 �........... ...... ......... ..............�� 22.10 ..... ....... ................... -24.38 ......................... ..... -25.91 ...................................... Endwall Girt 133 22.88 ..........57,.1.0......... -25.16 ' -27.48 ..... ..35.92........ y a G a C .,.,,,,.,.,,.,,,,.,.,..........Wall Panel ,,,,,,,,,,,,,,,,,,,,,,.......,.... ...............1Z.......... ..... ,--- ,...... ,,,,....................................,,.,.,,,;.,,,,...........................,......,,,,....,,.,,,,.,.......,. _......._,29..Jg,.,,,,. ..... ,,, Note: Value of GCp in results above reduced by 10% per Note 5 of Figure 30.4-1 since slope angle is < 10°. Wind Loading Continued... Case 1: Windward Total Load (ft) Maximum Windward: Leeward Case 2: Leeward Total Load - Projection Kh Par qP Notal LoadTotal Load Item (ft) (psf) _ (psf)- (psi) 1 ---- 1 -32.49 1 --- ............................. ........,.., BSW Parapet ..... ..... ...,.................. _...............,.,.......,,.,.,....,,.. --- ... ...... ..... ...... ..._...............................,................,.._ --- --- _ --- - .......... ........ ... .:...,_..............,..........,.,,.................... _.................. -29.95 FSW Parapet _............................................ --- ... _.............. ...... ............... ,,,...... ....-....... ....... .......,,..............-...-..,..,.,,.........= .... ..............-..-... .....A.........-..-... .............. -8.88 ...... ..... ..... ...... _....... ...... EW a- -18.02 ...... ..... ..... ...... --- = --- _ --- Components and Cladding, Roofs -0.89 1 -0.71 .. -1.25 -1 a r -- a f-� Applicable Roof Slope Angle = 2.39 deg C4E: -0.25 a a= 7.00 ft. (psfl 3 2__ 2_ 3 1 -15.48 T- } Tributary Pressure .........,....... ...... ..... ..,,..,,,,...,.,...........,,,.,,,. Suction in Zones ...... ... .,.,,,,,..,,..... ...... ..... ..... ..... .,...,,,..,.,.......,.,,.,......... Area All = 1 ........... ,.,,.,,,,......,.,,,.,,..,,, 2 2' 3 = 3' Item (ft) (psi) (psf) (psf) (psf) _ (psf) (psf) Purlin/Joist ............,,..........._,........................I......... 208 ............ 16.00 = ... ................ -27.42 1 .... -32.49 ......... 1 ---- 1 -32.49 1 --- ............................. ........,.., Panel ....__.....,....,............,....,..,,..................,..... 10 16.00 ................................T........,.........................,,,..................,,,,.,,,,.........,....,..................,,,......._._,.......,....................,...,....,..................................... -29.95 -50.26 ................................... ---- € -75.65 ---- F t -8.88 ...... ..... ..... ...... _....... ...... -31.73 :.......... ..... ..,,......-.... ..... ....... -18.02 ...... ..... ..... ...... CH: -0.35 as ener - - ---- _ -7.65 - 1 Values Below are for Overhang Portion of Roof 3 2 2 3 a e } Purlin/Joist 208 ---- -34.83 -34.83 € ---- -20.31 ---- .... .... ...... ...... ...... ......... .......... ............. ....... ............................. .,,.,.,,.,:_.............. ..........,,,,.......,,,,.,,,,,................ ..... ..... ....... :..,..,..,...............,.,.........;,,,.,,,,...... ..... ..... ...... ... ,,.,,, Panel 10 ---- 43.15 -43.15 ---- - -71.08 ---- ..... .................................,..,,...,..................... ...,.,............. ...... ..,,,...... .... .......,,,.,;.,.........,,.,,,..,,,...,.,,,..,,,..... ..... ... .,..,,,,.,,,,..................... ....,....,,,,.,,,,.I .......... ............... . ......,.......,........................... ..,..... ..... ...... ..... ...... .....- .... ... Jh Fastener 10 ---- -43.15 -43.15 € ---- _ -71.08 ................ .€... . .... ..... ...... ...... ...... .... .... - IViain Wind Force Resisting Systems (Transverse Wind Direction) Applicable Roof Slope Angle = 2.39 deg a = 7.00 ft. Transverse Wind Direction ................................_.....................,........,,......v................................. ... ..................... ... ........................ ..........,..,... ........ Item W1R ' W1L I W2R W2L W3R W31, 1 W4R _ W4L Cl: 0.58 = -0.11 0.22 -0.47 ---- --- = ---- FIntemal Load, s 14:72„ -2.79 5.58 ,. _ ,,..:11 ;93.... ...,.,.:,.,,.,,.,..,,...(P fl ..... ...... .....,....,,,,.....,..0 ..5. ..1onC2: -0.51 - --- ---- -----0.19 -0.87 = -0.55Load, sf)fl -12.95 1 -4.82 -22.08 -13.96ction ..... ...... ... .......-�p,.`/.,,,,....... ,,,...... ........... .... a..... ,.......... .,,....... ...... ..... a........... ,,,,,,,.,,,,.,.,,,...... ,o ... ......... ...... ..... ... ,,..........,,... ..... ..... ..... ............ .......................... _ ............................,,, ,,,,,i..... ....a,,,., C3: -0.19 -0.51 -0.55 -0.87 ---- WIND W1 R W 1 L Load, (psf) -4.82 -12.95 -13.96 -22.08 = ---- ---- ---- .........................................................................:........................................_..,.._._,..............................,...................,.............,...,.,...............................,,:.::....,,......;.... ..... ...... ..... ..... ,............... .... ..... ...... ..... ...... ..... .... W3R W3L C4: -0.11 1 0.58 -0.47 0.22 _ ---- 14.72 -11.93 5.58 .Load (psf) .,2.79 = ---- = --- _ --- - .......t.......................... ...,....,.... ...... .......... .... _.... ...,,.e ............... ........... ......... ;....... ..... ....................... .;............ ......... ..... ..... ...... :............,,,_........ ....... ,,,,... ... ..... ..... ...... ..... ...... .,,,,.... C5: -0.27 -0.27 -0.63 = -0.63 ---- f .€ --- --- ---Load, (psf) -6.85 1 -6.85 -15.99 -15.99 ..................................,._....,......o..................,,...,..........o...........................,.........o.....,,..................... a..................,,,,............,,,,,,,..............,.,...............o.,...............,.,,...,,,,_,..._. Internal C6: -0.27 -0.27 = -0.63 -0.63 ---- --- ---- Load.(nsfl -6.85 1 -6.85 -15.99 1 -15.99 ---- P ---- _ --- = ---- ressure Wind Direction WIND W2R W21- W4R 2LW4R W4L Item Edge Zone Pressure Coefficients ....................................................._........,.............................._.......,_.,,...... ..... ..... ...... .. W1R & € W1L & 1 W2R & W21, & W3R W3L W4R W4L C1E: 0.79 1 -0.25 ' 0.43 -0.61 (psf) .................. 20.05 1 ....-............,......._................._.................. -6.35 1 10.92 -15.48 C2E: -0.89 -0.35 ...........................................,.............._, -1.25 - -0.71 (psf) ...........,,,......_ -22.59 .................. -8.88 ...... ..... ..... ...... _....... ...... -31.73 :.......... ..... ..,,......-.... ..... ....... -18.02 ...... ..... ..... ...... CH: -0.35 -0.89 1 -0.71 .. -1.25 (psf) _.._.,,..... -8.88 1 ..... ...... ..................... -22.59 ............ ........ _..,_.,.......,,...........,..,,............,...: 1 -18.02 -31.73 C4E: -0.25 0.79 - -0.61 ... ..... ...... ..... ..... ...... .. 0.43 (psfl -6.35 20.05 1 -15.48 10.92 Wind Loading Continued... Main Wind Force Resisting Systems (Longitudinal Wind Direction) Applicable Roof Slope Angle = 2.39 deg a= 7.00 ft. Longitudinal Wind Direction _.,......,,,,........._...................._,.._.. ....._, ............. _..,,,,...,. _, ..... .,_ Item WSB W5F W6B W6F W7B W7F W8B W8F ---- Cl: -0.27 -0.27 -0.63 -0.63 --- I>ema Load, (psf) -6.85 -6.85 -15.99 -15.99 ---- --- ---- S..,......_.....,,,....._............._..._................_.............,..............>._....... __....__.,,......,......... ..... _.._...,,._..._.--. ..............._---...............-......__._...........N._........,...----....... C2: -0.51 -0.19 0.87 0.55 Load, (psf) -12.95 _ -4.82 -22.08 -13.96 ---- _ --- _ --- -- _ ..............,,W ._.........._........................... ...,.,............. ..... _._... i.....,.... _..._.............._.....-_......._........._...s .... _....,,.,_.............. �...-......__ ..-...... _ ..-..-.......__.... ,,,.,,,,._................._ C3: -0.19 -0.51 -0.55 -0.87 € ---- --- WIND W5B W5F Load, (psf) -4.82 -12.95 -13.96 -22.08 - ---- --- -- ....... ..-..........,,._.._,.,...... .__...............................................,.,,,.,...............,......,..._........,,..,..__.,..............__......,:,,.....__.............._.,,:....,..,....._......,,.,................_,,......._.............. �...............__........ W7B W7F C4: -0.27 -0.27 -0.63 -0.63 ---- _ --- --- Load, (psf) -6.85 -6.85 -15.99 _ -15.99 - --- --- -- w......... .................. .................... ..... .... ........ .,....................................i..,,.,...........-........,.,, ......................... ....................... ........................ _ CIE: -0.30 -0.30 _ -0.66 -0.66 - - - _ ---- --- yLoamd.,.,,, C.�...p.3...s,E.fl,,...-7.62 -7.62 -1 6.75 -16.75 ,,,,,,,,,,,.,,,,__...._,,..,,,,_.......,.............._............,..,....__..,..... .. _ „_......-.:..... ,.,..... - ...... ..._-.�:-,,,...,.. _ ..,..,,_---_-.-..,,,.. ........---fal -0.89 -0.35 -I.zS -0.71 essuePressurLoad, (ps-22.59 -8.88 -31.73 -18.02 ............,,,,__-,,,,,,,,,,,,... ............. ...... -... ..........................-- ..... ........ -....... -0.35 -0.89 -0.71 -1.25 -_-- ---- --- --- ---- Load, (psf) -8.88 -22.59 -18.02 -31.73 ---= ---- --- --- _....__..._........ ._....... ..............n.......... -....-............-...1...._. .......... _...... ....�......._........._.....�......_._ ....,,_ ..a ...... ...... �_....._...... ........,..a ..,..__._...._...... WIND W6B W6F C4E: -0.30 = -0.30 _ -0.66 -0.66 - W8B W8F Load, (psf) -7.62 € -7.62 -16.75 -16.75 ---- ---- --- End -Wall Pressure Coefficients .,...... ._...... _._ .,.__...._ W513 & W5F & W6B & WO & Item W7B € W7F I W811 W8F 2 6E C5: 0.58 = -0.11 _ 0.22 -0.47 6 1 Load, (psf) 14.72 -2.79 = 5.58 -11.93 .,..,_.._.................................;_._.......,,....,,-.....,....,,,,......................... W.. .............. ......... ......... . 3C6: -0.11 0.58 = -0.47 0.22 3E Load. (psf) ... 14.72 = -11.93 5.58 lE CSE: 0.79 -0.25 = 0.43- -0.61 h Load, (psf) 20.05 -6.35 10.92 -15.48 _...._ ......_..._ _.._.....0.._-......_.._.........._......_.................._._._......._..... „...................-....._ - 4 C6E: 0.25 0.79 - -0.61 _ 0.43 5 Load, (psf) -6.35 20.05 -15.48 € 10.92 4E 2. Wind Uplift for Bracing Input: -8.88 psf Longitudinal Force Resisted by Bracing: 12.62 kip Total Longitudinal Net Pressure Applied to Building: 19.25 psf Total Longitudinal Force Applied to Building: 25.24 kip IBC 2012 Seismic Considerations: Input Data Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) Spreadsheet Revision Number: 2016.03.14 Latest Revision Date : 3/14/2016 Building Data Input: Nature of Occupancy Gable/Single Slope Building Width Building Length Distance to Ridge (from BSW) Roof Slope, s:12 (slope to BSW) Low Eave Height (Front SW) High Eave Height (Back SW) Mean Roof Height Roof Level Diaphragm Mezzanine Level Diaphragm Seismic Data Input: Short period response acceleration, Ss 1 -second period response acceleration, Su Site Classification Roof Loading: Lateral Frame Self weight (SW) Roof Dead Load (RDL) Roof Collateral Load (CDL) Roof Self Weight (Bracing, Beams etc.) Roof Snow (Pf) Exterior Wall #1 (Left EW) Loads: Building A Standard Buildings Gable 70.00 feet 100.00 feet 35,00 feet 0.50 : 12 18.00 feet 18.00 feet 18.73 feet ProjectNo.: M17F0076A Description: Japanese Auto Engineer: 3H Date 2/28/2017 Flexible * *Note: ASCE 7 states "Where diaphragms are not flexible, the design shall include the torsion moment None * plus the accidental torsional moments caused by an assumed 5% displacement in either direction of the building masses. Due to the configuration of rigid frame metal buildings, accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragm[ rigidity shall only be applied to the longitudinal seismic calcs. I D** 2.00 psf 2.50 psf 5.00 psf I.00 psf 30.00 psf *** Ss = 0.226 S1 = 0.058 **Note: ASCE 7 Section 11.4.2, states "Where the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site." As a result, Site Class D will be used on nearly all buildings. ***Note: 20% of flat roof snow load used in seismic dead load calculations per NBS standards when flat roof snow load is greater than 30 psf DO NOT include snow drift loads in seismic dead load. ****Note: Full Height Hardwall is applied at mean roof height (mrh) at Endwalls. Enter the height required to account for the full dead load of the wall. Exterior Wall #3 (Right EW) Loads: Q Full Height Wall Q Full Height Wall w/ Parapet 8 Full Height Wall Q Full Height Wall w/ Parapet Q Partial Height Hardwall Q Partial Height Hardwall w/ Parapet Q Partial Height Hardwall Q Partial Height Hardwall w/ Parapet ❑ Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 70.00 feet Top Elevation 18.73 feet **** Wall Weight 2.50 psf Exterior Wall #2 (Front SW) Loads: ❑ Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 70.00 feet Top Elevation 18.73 feet **** Wall Weight 2.50 psf Exterior Wall #4 (Back SW) Loads: ig Full Height Wall Q Full Height Wall w/ Parapet ® Full Height Wall Q Full Height Wall w/ Parapet Q Partial Height Hardwall Q Partial Height Hardwall w/ Parapet Q Partial Height Hardwall Q Partial Height Hardwall w/ Parapet ❑ Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 18.00 feet Wall Weight 2.50 psf Interior Wall 45 (Partition) Loads: IN Full Height Wall Q Full Height Wall w/ Parapet Q Partial Height Hardwall Q Partial Height Hardwall w/ Parapet 0 Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 18.73 feet **** Wall Weight 0.00 psf ❑ Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 18.00 feet Wall Weight 2.50 PsT Note: The weight of a concrete or masonry wall maybe excluded from the seimic load calculations for lateral / longitudinal seismic force resisting systems, provided that details permit unrestrained movement of the seismic force resisting system relative to the wall. (This exclusion does not apply to metal panel walls, wood, EIFS, or other flexible wall systems that are attached to the building framing at several points.) Per MBMA "Seismic Design Guide for Metal Building Systems. Page 1 of 5 2/28/2017 IBC 2012 Seismic Considerations: (Continued) Input Data Equivalent Lateral Force Procedure (per ASCE 7 Section 12.8) Spreadsheet Revision Number : 2016.03.14 Latest Revision Date : 3/14/2016 Project No.: M17F0076A Description: Japanese Auto Engineer: JH Date : 2/28/2017 Mezzanine 91 Loads: Mezzanine #2 Loads: Floor Dead Floor Dead Floor Collateral Floor Collateral Estimated Joist weight Estimated Joist weight Floor Live **** Floor Live ❑J Storage ❑ Partisan loaaing ❑ staraw ❑ Paraaan ioaong Partition load Partition load Elevation Elevation ****Note: 1) 25% percent of Floor Live Load used when mezzanine is designed for Storage. (Typical storage loads are 125 psf or greater.) Put in full live load! Crane Loads: Aisle #1 Crane Loads: Aisle #2 Number of Aisles with this crane info. Number of Aisles with this crane info. Crane Type: (TR / UH / Mono) E MG Crane Type: (TR / UH / Mono) TRDG Crane Beam+Channel Crane Beam+Channel Independent Crane Column Independent Crane Column Rail Wt Rail Wt 0.00 if 0.00 Pif Bridge Wt. Bridge Wt. Hoist & Trolley Hoist & Trolley Elevation Elevation Crane Loads: Aisle #3 Number of Aisles with this crane info. Crane Type: (TR / UH / Mono) TRDG Crane Beam+Channel Independent Crane Column Rail Wt 0.00 plf Bridge Wt. Hoist & Trolley Elevation Page 2 of 5 2/282017 I IBC 2012 Lateral Seismic Calculations: Lateral Cates. (1) Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) Spreadsheet Revision Number: 2016.03.14 Alt. Roof Weight: Alt. Panel Load: 13.00 psf 0.013 kips/ft Seismic Considerations Roof Loads Latest Revision Date: 3/14/2016 Frame Description /Location: FLl&5 Vertical Dist. Factor, C,,, 9195 Seismic Force F, 0.74 kips Seismic Base Moment M 13.84 ft -kips - Frame uniform Loads Roof Weight: Pauel Load: 12.38 psf 0.012 kips/ft Project No.: M17F0076A Building Data Input Echo: Building A 9.37 feet Description: Japanese Auto 0.26 kips 2.47 ft -kips Engineer: JH Occupancy Category I1 563 His Date : 2/28/2017 Seismic Force Resisting System Post & Beam 0.05 kips 0.41 ft -kips Gable/Single Slope Gable Exterior Wall #4Back S Loads ( � 563 lbs Width 70.00 feet 563 0.05 kips Length 100.00 feet 0.024 kips 16.67 fed Crane Aisle #1 Distance to Ridge 35.00 feet - - Roof Slope, s:12 0.50 : 12 Low Eave Height 18.00 feet 0 lbs - High Eave Height 18.00 feet - Mean Roof Height 18.73 feet Crane Aisle #3 0 lbs Bay Width F 12.50 feet - - Frame Located at Bay: Mezzanine #1 ig Left Endwall 0 Interior Frame - O Right Endwall p Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information: 0 lbs Wall Length Exterior Wall #2 (Front SW): 12.50 feet - Wall Length Exterior Wall #4 (Back SW): 12.50 feet Roof concentrated loads:-� Totals 13598 lbs Mezzanine Information: 13598 Crane Information: Is Mez #1 or #2 Considered a Story? Frame Buse Shear: 0.919 kips Loading Area - Mezzanine # 1: Quantity of Cranes / Bay - Aisle # 1: Concentrated Loads - Mezzanine #I: Length of Runway - Aisle # 1: Loading Area - Mezzanine #2: Quantity of Cranes / Bay - Aisle 92: Concentrated Loads - Mezzanine 42: Length of Runway - Aisle 42: ** Seismic Data Inuut Echo: Quantity of Cranes / Bay - Aisle 43: Length of Runway - Aisle 43: Short period response acceleration, Ss Ss = 0.226 1 -second period response acceleration, S1 Sl = 0.058 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa: Fa = 1.60 Site Coefficient Fv: Fv = 2.40 ***Note: ASCE 7 - Sections 12.2.3, 12.23.1 through 12.2.3.3 states, "Where different seismic force -resisting Max spectral response for short periods (Eq 11.4-1): Sms = 0.362 systems are used in combination to resist seismic forces in the same direction of structural response, Max spectral response for 1 -second period (Eq 11.4-2): Still = 0.139 other than those combinations considered as dual systems, the more stringent system limitation Design spectral response for short periods (Eq 11.4-3): Sds = 0.241 contained in Table 12.2-1 shall apply." The value of the response modification coefficient, I2, used Design spectral response for 1 -second periods (Eq 11.44): Shc = 0.093 for design in the direction under consideration shall not be greater than the least value of R for any Seismic Design Category: B of the systems utilized in that direction. The deflection amplification factor, Cd, and the over - Response Modification Coefficient, R: 3 *** strength factor, R", shall be consistent with R required in that direction; excluding buildings with a System Overstrength Factor, Do: 2.5 *** risk category of I or 11, and flexible diaphragms. In which case, resisting elements are permitted to Deflection Modification Factor, Cd: 3 >** be designed for the least value of R for each independent line of reference. Building Period Coefficient, Ct: 0.02 Approximate Fundamental Period, To (Eq 12.8-7): 0.180 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) 0.92 kips Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.080 Distribution Exponent, k 0.00 Multistory Distribution Alt. Roof Weight: Alt. Panel Load: 13.00 psf 0.013 kips/ft Seismic Considerations Roof Loads Eff. Seismic Weight W� 9195 lbs Elevation hs 18.73 feet Vertical Dist. Factor, C,,, 9195 Seismic Force F, 0.74 kips Seismic Base Moment M 13.84 ft -kips - Frame uniform Loads Roof Weight: Pauel Load: 12.38 psf 0.012 kips/ft Exterior Wall #I (Left EW) Loads 3278 lbs 9.37 feet 3278 0.26 kips 2.47 ft -kips Frame Concentrated Loads Load Elevation Exterior Wall #2 (Front SW) Loads 563 His 9.00 feet 563 0.05 kips 0.41 ft -kips 0.024 kips 16.67 feet Exterior Wall #4Back S Loads ( � 563 lbs 9.00 feet 563 0.05 kips 0.41 ft -kips 0.024 kips 16.67 fed Crane Aisle #1 0 lbs - - - Crane Aisle #2 0 lbs - - - Crane Aisle #3 0 lbs - - - Mezzanine #1 0lbs - - - - Mezzanine 42 0 lbs - Totals 13598 lbs - 13598 1.09 kips 17.12 ft -kips Frame Buse Shear: 0.919 kips Page 3 of 5 2/282017 IBC 2012 Lateral Seismic Calculations: Lateral Cales. (2) Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) Spreadsheet Revision Number: 2016.03.14 Alt. Roof Weight: Alt. Panel Load: 11.13 psf a 022 kips/ft Seismic Considerations Roof Loads Latest Revision Date : 3/14/2016 Frame Description / Location: FL24 Vertical Dist. Factor, Cryo 18391 Seismic. Force F. 1.48 kips Seism ic Base Mom ent h1 27.68 ft -kips Frame Uniform Loads Roof Weight: Panel Load: 10.51 psf 2021 kips/ff Project No.: M17F0076A Building Data Input Echo: Building A - Description: Japanese Auto - - Engineer: JH Occupancy Category Il 1125 lbs Date : 2/28/2017 Seismic Force Resisting System Ri id Frame 0.09 kips 0.81 ft -kips Gable/Single Slope Gable Exterior Wall 94 (Back SW) Loads 1125 lbs Width 70.00 feet 1125 0.09 kips Length 100.00 feet 0.049 kips 16.67 feet Crane Aisle #1 Distance to Ridge 35.00 feet - - Roof Slope, s:12 0.50 : 12 - - - Low Eave Height 18.00 feet 0 lbs - High Eave Height 18.00 feet - - Mean Roof Height 18.73 feet Crane Aisle 0 0 lbs Bay Width F 25.00 feet - - Frame Located at Bay: - - Mezzanine #1 0 Left Endwall QD Interior Frame - © Right Endwall fl Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information: Mezzanine #2 Wall Length Exterior Wall #2 (Front SW): 25.00 feet - Wall Length Exterior Wall #4 (Back SW): 25.00 feet Roof concentrated loads:-� - - Totals Mezzanine Information: Crane Information: Is Mez #I or 92 Considered a Story? 2931 ft -kips I Frame Base Shear: 1.75 kips Loading Area - Mezzanine #I - Quantity of Cranes / Bay - Aisle # 1: Concentrated Loads - Mezzanine #1: Length of Runway - Aisle # 1: Loading Area - Mezzanine #2: Quantity of Cranes / Bay - Aisle #2: Concentrated Loads - Mezzanine 92: Length of Runway - Aisle 92: Seismic Data Input Echo: Quantity of Cranes / Bay - Aisle #3: Length of Runway - Aisle 43: Short period response acceleration, Ss Ss = 0.226 1 -second period response acceleration, S 1 S I= 0.058 `Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa: Fa = 1.60 Site Coefficient Fv: Fv= 2.40 ***Note: ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force -resisting Max spectral response for short periods (Eq 11.4-1): Sms = 0.362 systems are used in combination to resist seismic forces in the same direction of structural response, Max spectral response for 1 -second period (Eq 11.4-2): Soil = 0.139 other than those combinations considered as dual systems, the more stringent system limitation Design spectral response for short periods (Eq 11.4-3): Sds = 0.241 contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used Design spectral response for 1 -second periods (Eq 11.4-4): Sill = 0.093 for design in the direction under consideration shall not be greater than the least value of R for any Seismic Design Category: B of the systems utilized in that direction. The deflection amplification factor, Ca, and the over - Response Modification Coefficient, R: 3 *** strength factor. n, shall be consistent with R required in that direction; excluding buildings with, a System Overstrength Factor, 4o: 2.5 *** risk category of] or Il, and flexible diaphragms. In which case, resisting elements are permitted to *** be designed for the least value of R for each independent line of reference. Deflection Modification Factor, Cd: 3 Building Period Coefficient, Ct: 0.028 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.292 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) 1.58 kips P--- 4 n oO 1mviultistory Distribution Alt. Roof Weight: Alt. Panel Load: 11.13 psf a 022 kips/ft Seismic Considerations Roof Loads FIT. Seismic Weight W, 18391 lbs Elevation h, 18.73 feet Vertical Dist. Factor, Cryo 18391 Seismic. Force F. 1.48 kips Seism ic Base Mom ent h1 27.68 ft -kips Frame Uniform Loads Roof Weight: Panel Load: 10.51 psf 2021 kips/ff Interior Wall #5 (Partition) Loads 0lbs - - - - Frame Concentrated Loads Load Elevation Exterior Wall #2 (Front SW) Loads 1125 lbs 9.00 feet 1125 0.09 kips 0.81 ft -kips 0.049 kips 16.67 feet Exterior Wall 94 (Back SW) Loads 1125 lbs 9.00 feet 1125 0.09 kips 0.81 ft -kips 0.049 kips 16.67 feet Crane Aisle #1 0lbs - - - - - - Crane Aisle 92 0 lbs - - - - - - Crane Aisle 0 0 lbs - - - - - - Mezzanine #1 0lbs - - - - - - Mezzanine #2 0 lbs - - - - Totals 20641 lbs 20641 1.66 kips 2931 ft -kips I Frame Base Shear: 1.75 kips Page 4 of 5 7/282017 IBC 2012 Longitudinal Seismic Calculations: Longitudinal Calm Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) Spreadsheet Revision Number : 2016.03.14 Latest Revision Date: 3/14/2016 Building Data Input Echo: Building Elevation Project No.: M17F0076A Seismic Farce Seismic Base Moment Description: Japanese Auto Occupancy Category II Engineer: JH Low SW Force Resisting System Portal Frame Factor, C„ Date : 2/28/2017 High SW Force Resisting System X -Bracing Gable/Single Slope Gable 73564 lbs 18.73 feet Width 70.00 feet 5.91 kips 110.71 ft -kips Length 100.00 feet Exterior Wall #1 (Left EW) Loads 3278 lbs Distance to Ridge 35.00 feet 3278 0.26 kips Roof Slope, s:12 0.50: 12 Roof Snow: 30.00 psf Low Eave Height 18.00 feet High Eave Height 18.00 feet Mean Roof Height 18.73 feet 10.98 psf Exterior Wall #3 (Right EW) Loads 3278 lbs 9.37 feet Ha rdwall Information: Roof Concentrated Load Information: 2.47 ft -kips Wall Length Exterior Wall 42 (Front SW): 100.00 feet 10.98 psf Wall Length Exterior Wall 94 (Back SW): 100.00 feet Roof concentrated loads: Qty. = 0 Wall Length Interior Wall 45 (Partition): 70.00 feet Mezzanine Information: Seismic Factor: Crane Information: Is Mez 41 or 92 Considered a Story? 0lbs 9.37 feet I Loading Area - Mezzanine 4, - Quantity of Cranes - Aisle # 1: Concentrated Loads - Mezzanine #1: Length of Runway - Aisle #1: Quantity of Ind. Crane Columns - Aisle #I: Loading Area - Mezzanine #2: Load Elevation Concentrated Loads - Mezzanine #2: 4500 lbs Quantity of Cranes - Aisle 92: 4500 0.36 kips Length of Runway - Aisle #2: Seismic Data Input Echo: 18.00 feet Quantity of Ind. Crane Columns - Aisle 42: Short period response acceleration, Ss Ss = 0.226 Quantity of Cranes - Aisle #3: 1 -second period response acceleration, S 1 SI = 0.058 Length of Runway - Aisle #3: 18.00 feet Crane Aisle # 1 Quantity of Ind. Crane Columns - Aisle 43: Seismic Data Output: - - - _ *Note: Enter quantity of cranes for one aisle only, DO NOT increase the Occupancy Importance Factor, Ie 1.00 crane quantities when crane information is used for more than one aisle. Site Coefficient Fa: Fa = 1.60 Site Coefficient Fv: Fv = 2.40 Crane Aisle #3 Max spectral response for short periods (Eq 11.4-1): Sms = 0.362 **Note: ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force -resisting Max spectral response for 1 -second period (Eq 11.4-2): Sail = 0.139 systems are used in combination to resist seismic forces in the same direction of structural response, Design spectral response for short periods (Eq 11.4-3): Sds = 0.241 other than those combinations considered as dual systems, the more stringent system limitation Design spectral response for 1 -second periods (Eq 11.44): Sd 1 = 0.093 contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used Seismic Design Category: B for design in the direction under consideration shall not be greater than the least value of R for any Response Modification Coefficient, R: 3 ** of the systems utilized in that direction. The deflection amplification factor, Cd, and the over - System Overstrength Factor, D,: 2.5 +* strength factor, 0,,, shall be consistent with R required in that direction; excluding buildings with a Deflection Modification Factor, Cd: 3 ** risk category of I or II, and flexible diaphragms. In which case. resisting elements are permitted to Building Period Coefficient, Ct: 0.02 be designed for the least value of R for each independent fine of reference. Approximate Fundamental Period, Ta (Eq 12.8-7): 0.180 Bracing Base Shear: Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) 6.54 kips Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.080 Distribution Exponent, k 0.00 Multistory Distribution Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist. Seismic Farce Seismic Base Moment W. h, Factor, C„ F. M Roof Loads 73564 lbs 18.73 feet 73564 5.91 kips 110.71 ft -kips Bracing Uniform Loads Exterior Wall #1 (Left EW) Loads 3278 lbs 9.37 feet 3278 0.26 kips 2.47 ft -kips Roof Snow: 30.00 psf Seismic Dead W: 10.98 psf Exterior Wall #3 (Right EW) Loads 3278 lbs 9.37 feet 3278 0.26 kips 2.47 ft -kips Total Seismic W: 10.98 psf Seismic Factor: 0.080 Interior Wall 45 (Partition) Loads 0lbs 9.37 feet - - -- B r aedbwie,Co"acentcatediisr ds Load Elevation Exterior Wall #2 (Front SW) Loads 4500 lbs 9.00 feet 4500 0.36 kips 3.25 ft -kips 0.181 kips 18.00 feet Exterior Wall #4Back S ( � Loads 4500 lbs 9.00 feet 4500 0.36 kips 3.25 ft -kips 0.181 kips 18.00 feet Crane Aisle # 1 0 lbs - - - - _ Crane Aisle 92 0 lbs Crane Aisle #3 0 lbs - - Mezzanine #1 0 lbs Mezzanine #2 0 lbs Totals 89119 lbs - 89119 7.16 kips 122.16 ft -kips Bracing Base Shear: 6.536 kips rage , oe , 2/28/2017 BiJI11-113IM43S GHORIP A DMSION OF NUCOR CORPORATION Project No. Description Engineer M17F0076A Japanese Auto JH Alternate Snow Loading on Gable Roofs (ASCE 7-10) Date : 2/24/2017 (per ASCE 7-10 Section 7.6.1 and Figure 7-5) Version: 2012.10.12.1 (Date: 10/12/12) By DJE BUILDING NAME: GENERAL INFORMATION: Nature of Occupancy: Building Width: Left Distance to Ridge: Right Distance to Ridge: Left Roof Slope: Right Roof Slope: Building A BASIC LOAD INFORMATION: II - Standard Buildings 70.0 ft. 35.0 ft. 35.0 ft. 0.5 :12 0.5 :12 Wind Exposure: 0 B * C 0 D Roof Surface: Unobstructed Slippery Surfaces Ground Snow Load, Pg : 30.0 psf. Exposure Factor, Ce : 1.0 Thermal Factor, C,: 1.0 Importance Factor, IS : 1.0 CALCULATIONS: Left Slope Factor, CS Left Roof Snow, P,: Left Roof Angle, 0 : Left Angle Limit (Min): Snow Density, y : Min. Uniform Roof Snow 1.0 21.0 psf. 2.3859° 2.3859° 17.9 pcf. 21.0 psf. WIND DIRECTION TO RIGHT: (ALT. 1) Windward Snow Load: 6.3 psf. Leeward Snow Load: 21.0 psf. Surcharge Snow Load: 7.444 psf. Surcharge Snow Length: 26.6153 ft. Total Surcharge Load: 28.444 psf. HNNJiv¢+\ WaR \t ------------ I..n Y,arw�sNl4e lNa N MP..wtrNNe.INry Wlnd Dlre¢Non \ OL OR/ I Inif — S,-- t ,( Only Right Slope Factor, C, : 1.0 Right Roof Snow, P,: 21.0 psf. Right Roof Angle, 0 : 2.38590 Right Angle Limit (Min): 2.38590 Min. Uniform Roof Snow: 21.0 psf. WIND DIRECTION TO LEFT: (ALT. 2) Windward Snow Load: 6.3 psf. Leeward Snow Load: 21.0 psf. Surcharge Snow Load: 7.444 psf. Surcharge Snow Length: 26.6153 ft. Total Surcharge Load: 28.444 psf. IW WIN¢\\WIR\1' y It L.n Yv+.vw.Nle¢s lNn Nit e.rwW tNq ... .................. Wind Qi—ft t 8R r,ir Alternnte,Gnlns' t _ ... �.__Lrn Farwb.N IMN. _ NIQM N+• wwNWet lN.0 Zia M "I w Vt 3333 a o 0 7 cn CD 8 cS + + + > CD 00++0000 c 0 O + + + + > + 0 C) c 0 Z own s Ux O ON t" C1 cn E,> ca < 4= 3333 00 cn CD 8 cS + + + > 00++0000 c 0 U U a U U C-) U + + + + > + 0 C) c 0 Z 0 00 0 > c 0 > c + + > + 0 C) c O ON t" C1 cn E,> O1 M 4= a) + 0 0 2 t U. t! + 00 ,g O ON t" C1 cn ON O1 M 4= E D1 r Q1 M a1 h. Q1 cn tri 91 <? CC kn 9 M 9 99 C? 9 O 6 -, --! —I N. 9 "? :? 1:7 91 CL CL OH Beam -14th AISC Diagonal Girt Depth 1.50 in FJA325) = (D * F, * PI r2 =_> R, (for (4) A325) R2 (for (2) A325) C -C Bolt Spread Bolt Size 17.00 in 1/2 inch 13.25 kip/bolt B Ri = wa2/21 (T1)RI = 1.64 R2 = wa(21+a)/21 R2 = 3.5 8 Check Beam M = w12/2 MX = 2.32 kip -ft 27.8 kip -in Check Flange Compact(?) bf/2tf < 0.38* SQRT(E/Fy) Non -Compact Check Web Compact (?) 90.55 Beam: 137.27 Compact W8x10 Due to Overhang, Cb = 1 F2.1 Yielding Mn = Mp = Fy*ZX = N/A MP Fy*ZX 443.5 kip -in F2.2 Lateral -Torsional Bueklinz If LP < Lb <= Lr; Mn = Eq. F2-2 If Lb > Lr ; Mn = Eq. F2-3 Lb = 19.52 in F2.2 Does Not Apply With (D = 0.90 Mn = N/A T.A. 25.000- 5.000"Overhang OverhangBeam Projection 1.500 _ Girt Depth 0.125 ft Total OH (a) 1.625 ft 1 Bolt Pattern (1) 1.417 ft Eave Strut Axial 2.84 kips / Dead Load 2.5 psf Snow Load 42.0 psf Wind Load 15.30 psf Wind Coeff. 2.38 Roof Pitch 0.5 :12 Sy = 2.3859 degrees Dead Load Factor* 1.2 Snow Load Factor* 1.6 Wind Load Factor* 1.6 Total gravity load, wg = 1.755 kip/ft Total uplift load, w„ = 1.400 kip/ft * Load Factors for LRFD. Beam & bolt check is done by 1 (4) A325 Bolts OK (2) A325 Bolts OK Zy = 1.66 in3 F2-2 = Cb[MP (Mp 0.7*Fy*SX){(Lb-Lp)/(Lr- Lp)l] N/A F2-3 = Fir*Sx, where F,= per Eq. 2-4 N/A 3/1/2017 OH Beam -14th AISC Diagonal 1:27 PM ZX = 8.87 ir- Lp = 35.65 _ . k = 0.51 in Lr = 102.25 in J = 0.04 in4 E = 29000 ksi d = 7.89 in IX= 30.80 in4 bf = 3.94 in SX = 7.81 in3 tf = 0.21 in Iy = 2.09 in4 FY = 50 ksi Sy = 1.061, tW = 0.17 in ho = 7.69 in rts = 1.01 in ry = 0.84 in h/t„ = 44.00 C,,, = 30.90 in6 F2-2 = Cb[MP (Mp 0.7*Fy*SX){(Lb-Lp)/(Lr- Lp)l] N/A F2-3 = Fir*Sx, where F,= per Eq. 2-4 N/A 3/1/2017 OH Beam -14th AISC Diagonal 1:27 PM OH Beam -14th AISC Diagonal F3.1 Lateral -Torsional Buckling (Section F2.2 APPlies) If Lp < Lb <= Lr; Mn = Eq. 172-2 If Lb > Lr ; Mn = Eq. F2-3 Lb = 19.52 in F2-2 controls Mn = 443.5 kip -in F3.2 Compression Flange Local Buckling -yp = 9.15 yr = 24.08 kc = 0.603 Mn = 438.3 kip -in F2-2 = Cb[Mp (MP 0.7*Fy*Sx){(Lb-Lp)/(Lr Lp)}] = 443.5 kip -in 172-3 = F,r*Sx, where Fir = per Eq. 2-4 = N/A F3-1 = [Mp (Mp 0.7FySo{(Y-Yp)/(Yi Yp)}] F3-2 = (0.9*E*kC*SX)/y2 = N/A Controlling Loads Mn = 43 8.3 kip -in With (D = 0.90 (DM,, = 394.5 kip -in Ratio = 0.070 Deflection = 0.004 in = _ > L / 4807 F6 Weak Axis Bending For Weak Axis Bending, Equations F6-1 thru F6-3 will govern, depending on flange classification. Minimum of F6-1 & F6-2 governs My = 20.4 kip -in F6.1 Yielding Mny = Mpy = Fy*Zy < 1.6*Fy*Sy Fy*Zy = 83.0 kip -in 1.6*Fy*Sy = 84.8 kip -in Mny = 83.0 kip -in F6.2 Flange Local Buckling y = b/t 19.22 yp = 9.15 Yr = 24.08 Mny = - 52.1 kip -in (DMny = 46.8 kip -in Combined Loads: 0.507 < 1.03 Stiffeners @ 4 -bolts Stiffeners are not required @ 2 -bolts Stiffeners are not required OK 176-2: = [Mpy-(Mpy-0.7FYSy){(Y-Yp)/(YrYp)}] = 52.05 kip -in F6-3: N/A Ratio = 0.436 3/1/2017 OH Beam -14th AISC Diagonal 1:27 PM Prying Action LRFD (Section 9) Upper Bolts (due to gravity loads) g= tw = b= bf = a= d= b' = at= r= T= b= d'= distance between bolt rows = p= d= a'= tf = t min Lower Bolts (due to uplift) g= b= bf= a= d= b' = a,= r= T= b= an _ P= d= a'= tf t min OH Beam -14th AISC Diagonal 2.75 in 0.17 in 1.29 in 3.94 in 0.60 in 0.50 in 1.04 in 0.85 in 1.23 0.41 25.52 9/16 in 2.00 in 2.00 0.72 1.00 0.21 0.09 in 2.75 in 0.17 in 1.29 in 3.94 in 0.60 in 0.50 in 1.04 in 0.85 in 1.23 1.79 5.20 9/16 in 2.75 in 0.80 1.00 0.21 0.16 in Clearance OK Connection OK For Prying action! Clearance OK Connection OK For Prying action! q 9 q T+q 1�T+q b' at b a �2T 3/1/2017 OH Beam -14th AISC Diagonal 1:27 PM NUCOR BUILDINGS GROUP Job 4: M17F0076A Frame : FL1 By: JH Job Name: Japanese Auto *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** 19.4 y X z 20.00 12.00 0.50 Page: Date: 03-03-17 File: FOIA 25.50 y 24.50 12.00 ---I 0. 50 COL01 COLD COL03 18_.00 COL04 X Y ll� X Y Z COL01 COLD COL03 18_.00 COL04 X Y Z X Y Z Member --- ----------- (kips) (kips) (kip --------' -ft) Member -------------- (kips) (kips) (kip -ft) LOAD CASE 1 - DEAD LOAD CASE 9 -------------------------------- - WIND CASE 2 TO LEFT COL01 0 1 0 COL01 1 -3 0 COL02 0 2 0 COL02 0 -6 0 COL03 0 2 0 COL03 0 -9 0 COL04 ----------------------- 0 1 0 COL04 3 -7 0 LOAD CASE 2 — ------ - COLLATERAL —-------------------- -----------' LOAD CASE 10 ------------------------ - LONG. WIND 1 TO BACK COL01 0 1 0 COL01 -2 -4 0 COL02 0 2 0 COL02 -4 -10 0 COL03 0 2 0 COL03 -4 -12 0 COL04 ---------- 1 --------- 1 0 COL04 -2 -5 0 LOAD CASE 3 - ROOF LIVE ------- ------ I LOAD CASE — 11 --------------- - LONG. WIND 1 TO FRONT — --------- COL01 -1 3 0 COL01 2 -4 0 COL02 0 7 0 I COL02 4 -10 0 COL03 0 8 0 COL03 5 -12 0 COL04 ' ----------- 1 3 0 COL04 3 -5 0 LOAD CASE 4 - SNOW ---------- LOAD CASE 12 -------------------------- - SEISMIC TO RIGHT - COL01 -1 3 0 COL01 0 0 0 COL02 0 7 0 COL02 0 0 0 COL03 0 8 0 COL03 -1 -1 0 COL04 ---------- 1 ------------ 4 0 COL04 0 1 0 LOAD CASE 5 - USER OVERRIDE SNOW ----------------------------- LOAD CASE 13 ---------------------------- - SEISMIC TO LEFT COL01 -1 4 0 COL01 0 0 0 COL02 0 10 0 COL02 0 0 0 COL03 0 11 0 COL03 0 1 0 COL04 --------------------' 1 5 0 I COL04 1 -1 0 LOAD CASE 6 - WIND CASE 1 ------ TO RIGHT ----------- I LOAD CASE ----------' 14 ----------'-------- - ALTERNATE SNOW 1 COL01 1 -3 0 COL01 -1 3 0 COL02 0 -7 0 COL02 0 9 0 COL03 -4 -6 0 COL03 0 4 0 COL04 ---------' -1 -----------'- 1 0 COL04 1 2 '0 LOAD CASE 7 - WIND CASE 1 TO LEFT ----------' -------------------------- LOAD CASE 15 — -----'------------ - ALTERNATE SNOW 2 COL01 1 -2 0 COL01 -1 2 0 COL02 0 -3 0 - COL02 0 2 0 COL03 0 -6 0 COL03 0 9 0 COL04 -------------- 3 -6 ----------- 0 I COL04 1 4 0 LOAD CASE 8 - WIND CASE 2 TO RIGHT — --------------- ---------- -------------------- — COL01 1 -4 0 COL02 0 -10 0 COL03 -4 -10 0 COL04 --------------------------------------------------------------------------------------------------------- -1 -1 0 NUCOR BUILDINGS GROUP Job # M17F0076A Job Name Japanese Auto Frame FL1 Date 2/24/2017 Designer JH File F01a.nfr App Version : 2016.10.18.2 ------------------------------------ ______________ __C O N N E C T I O N S U M M A R Y C ------------------------------------ Pinned Column Cap from COLO1 to PAFO1 Cap Bottom Cap B/R - BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips __..... Ft -kip _ Ratio Ratio _ Comb ------ Kips ------ Kips Ft -kip Ratio ---------------- ______ _ F8.38 4-0.500-5 ____..... 23 1.7 1.3 0.0 0.01 Pinned Column Cap from COL02 to RAF01 Cap Bottom Cap B/R -------------- BOLT --------------- Co- Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips __ Ft -kip Ratio _ Ratio -______________________________________ Comb Kips Kips Ft -kip Ratio ______________ _ F8.38 4-0.500-5 - ------------------------------------------------------------------------------------------------------------------------------------- _ ___ 23 5.3 2.5 0.0 0.04 Pinned Column Cap from COL03 to PAF02 Cap Bottom Cap B/R -------------- BOLT --------------- Co- Plate Rft F1g Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft -kip Ratio ------ Ratio ___..... Comb ------ Kips ------ Kips __________ Ft -kip Ratio ___________________ __ F8.38 4-0.500-5 ______ 23 6.1 2.7 0.0 0.05 Pinned Column Cap from COL04 to RAF02 Cap Bottom Cap B/R -------------- BOLT --------------- Co- Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft -kip _ Ratio _-________________________ Ratio Comb Kips Kips _ Ft -kip __ Ratio _______________ ___________________________ F5.38 4-0.500-5 ------------------------------------------------------------------------------------------------------------------------------------- 23 2.1 1.5 0.0 0.01 Base Plate - COLO1 Base T/L B/R - WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design _________________ _ F8.38 4-0.750 FWS3 FWS3 __ FWS3 __ 0.28 _ _______________________-___________-____________ 0.01 ___ 0.03 ___________________________________ 0.03 0.05 0.06 F1554 Gr.36 _________________ width thick length Fy _ __ ___ _ __ _ __ ------------- ___________ Base Plate 8.00 0.375 12.22 55.0 Base Plate - COL02 Base T/L B/R - WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio ___ Ratio ___ Design ------------------------- __ __F8.38 ______________________________________________ F8.384-0.750 FWS3 FWS3 FWS3 __ 0.68 __ 0.07 ____________________________________ _ 0.10 ___ 0.13 0.16 0.11 F1554 Gr.36 _________________ width thick length _ Fy __ _____________ _______________ _ ________________ Base Plate 1 8.000.375-7.89 55.0 Base Plate - COL03 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift ___ Ratio Ratio __ Design _ ----------------------- _________F8.38 ________________ __ F8.384-0.750 FWS3 FWS3 ....... FWS3 _____________ 0.73 0.08 _ ------ 0.12 0.16 ___------ 0.19 ------------------------------ 0.13 F1554 Gr.36 _______________________ _ width thick length Fy ______________ __ __ _ __ ------------- ____ ___ Base Plate 8.00 0.375 7.89 ___ 55.0 Base Plate - COL04 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design F8.38 4-0.750 FWS3 FWS3 FWS3 0.42 ___ 0.02 0.04 0.05 0.07 _____________ 0.07 F1554 Gr.36 _ _____________________ _____________ width thick length Fy ____ __ ___ __ __ _ _____________ _ ___ Base Plate 8.00 0.375 11.91 55.0 Splice Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL 2 1.00 SW + ROL + COL + SL + SR 3 1.00 SW + ROL + COL + RLL + RLR 4 1.00 SW + ROL + 0.60W1L 5 1.00 SW + RDL + 0.60W2L 6 1.00 SW + RDL + 0.60W1R 7 1.00 SW + RDL + 0.60W2R 8 1.00 0.60SW + 0.60RDL + 0.60W1L 9 1.00 0.60SW + 0.60RDL + 0.60W2L 10 1.00 0.60SW + 0.60RDL + 0.60WlR 11 1.00 0.60SW + 0.60RDL + 0.60W2R 12 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W1L 13 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W2L 14 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W1R 15 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W2R 16 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W1L 17 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2L 18 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W1R 19 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2R 20 1.00 SW + ADL + 0.60W5B 21 1.00 SW + RDL + 0.60W5F 22 1.00 0.60SW + 0.60RDL + 0.60W5B 23 1.00 0.60SW + 0.60RDL + 0.60WSF 24 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45WSB 25 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W5F 26 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5B 27 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5F 28 1.00 SW + RDL + COL + UOS 29 1.00 SW + RDL + COL + LRD 30 1.00 SW + RDL + COL + RRD 31 1.00 1.03SW + 1.03RDL + 1.03COL + 0.91EQL 32 1.00 1.03SW + 1.03RDL + 1.03COL + 0.91EQR 33 1.00 1.03SW + 1.03RDL + 1.03COL + 0.68EQL 34 1.00 1.03SW + 1.03RDL + 1.03COL + 0.68EQR 35 1.00 0.57SW + 0.57RDL + 0.91EQL 36 1.00 0.57SW + 0.57RDL + 0.91EQR NUCOR BUILDINGS GROUP Job k M17F0076A Job Name Japanese Auto Frame FL1 Date 2/24/2017 Designer JH File FOla.nfr App Version 2016.10.18.2 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type EMG Frame width 70.00 Ft. Bay width 12.50 Ft. LEFT RIGHT Dim to ridge 35.00 Ft. 35.00 Ft. Roof slope 0.50/12 -0.50/12 Eave height 18.00 Ft. 18.00 Ft. Girt offset 8.00 In. 8.00 In. Purlin offset 9.50 In. 9.50 In. Col. spacing 20.0000,25.5000,24.5000 Supports / Spring Constants COLO1 - Bottom V H COL02 - Bottom V H COL03 - Bottom V H COL04 - Top H Bottom V H Column Bracing: WP1 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 2.8 7.5 15.5 17.3 W22 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 2.8 7.5 15.5 18.3 WP3 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 2.8 7.5 15.5 18.1 WP4 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (£t): 2.8 7.5 15.5 17.3 Other Braces Column Left Brace Right Brace Location (ft): ----------------------------------------- L _________________L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year Risk Category RISC Specification L O A D S (Psf) Roof Dead load 2.50 Roof Coll load 5.00 Roof Live load 20.00 Roof Snow load 21.00 Floor dead load 0.00 Floor live load 0.00 Typ. Girt spacing 8.00 Ft. Typ. Purlin spacing: 5.00 Ft. IBC2012 II -Standard Buildings 2010 ASD Ground Snow load: 30.00 Ce = 1.00 Ss = 0.226 S1 = 0.058 Seismic Design Category = B Site Class = D R = 3.25 Cd = 3.25 Sds = 0.241 Shc = 0.093 rho = 1.30 omega = 2.000 Wind speed 115.00 Mph Exp. : C Wind pressure 25.38 Psf Building is Enclosed Wind pressure coefficients Wind Loads for Endwall Column Cl C2E Column Id C2 (PSF) C3 ME -26.37 C4 W1R 0.790 0.000 -0.890 -22.95 -0.350 21.97 0.000 -0.250 W1L -0.250 0.000 -0.350 -0.890 0.000 0.790 W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 W2L -0.610 0.000 -0.710 -1.250 0.000 0.430 W5B -0.300 0.000 -0.890 -0.350 0.000 -0.300 W5F -0.300 0.000 -0.350 -0.890 0.000 -0.300 W6B -0.660 0.000 -1.250 -0.710 0.000 -0.660 W6F -0.660 0.000 -0.710 -1.250 0.000 -0.660 Wind Loads for Endwall Column Wind Loads for Endwall Rafter Interior Zone Pressure Suction Column Id (PSF) (PSF) COLO1 22.32 -26.37 COL02 20.83 -23.11 COL03 20.66 -22.95 COL04 21.97 -25.66 Wind Loads for Endwall Rafter Interior Zone Pressure 10.00 16.00 Suction 10.00 -29.95 Pressure 100.00 16.00 Suction 100.00 -27.42 Edge Zone Pressure 10.00 16.00 Suction 10.00 -50.26 Pressure 100.00 16.00 Suction 100.00 -32.49 Tributary Widths Panel Trib. Width (ft) WP1 10.17 WP2 22.58 WP3 24.83 WP4 12.42 RP1 12.50 RP2 12.50 __-___------ P R O G R A M- A P P L I E D L 0 A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.031 -0.031 0.000 35.000 ROL RP2 -0.031 -0.031 35.000 70.000 COL RPI -0.063 -0.063 0.000 35.000 COL RP2 -0.063 -0.063 35.000 70.000 SL RP1 -0.262 -0.262 0.000 35.000 SR RP2 -0.262 -0.262 35.000 70.000 UOS RPI -0.375 -0.375 0.000 35.000 UOS RP2 -0.375 -0.375 35.000 70.000 RLL RP1 -0.250 -0.250 0.000 35.000 RLR RP2 -0.250 -0.250 35.000 70.000 W1R RP1 -0.282 -0.282 0.000 35.000 W1R RP2 -0.111 -0.111 35.000 70.000 W1L RP1 -0.111 -0.111 0.000 35.000 W1L RP2 -0.282 -0.282 35.000 70.000 W2R RPI -0.397 -0.397 0.000 35.000 W2R RP2 -0.225 -0.225 35.000 70.000 W2L RP1 -0.225 -0.225 0.000 35.000 W2L RP2 -0.397 -0.397 35.000 70.000 WSB RP1 -0.406 -0.406 0.000 35.000 W5B RP2 -0.406 -0.406 35.000 70.000 W5B WPI 0.227 0.227 0.000 18.014 W5B WP2 0.470 0.470 0.000 19.020 W5B WP3 0.513 0.513 0.000 19.021 WSB WP4 0.273 0.273 0.000 18.014 W5F RPI -0.406 -0.406 0.000 35.000 W5F RP2 -0.406 -0.406 35.000 70.000 WSF WPl -0.268 -0.268 0.000 18.014 W5F WP2 -0.522 -0.522 0.000 19.020 W5F WP3 -0.570 -0.570 0.000 19.021 W5F W24 -0.319 -0.319 0.000 18.014 EQR RP1 0.009 0.009 0.000 35.000 EQR RP2 0.009 0.009 35.000 70.000 EQL RP1 -0.009 -0.009 0.000 35.000 EQL RP2 -0.009 -0.009 35.000 70.000 LRD RP1 -0.262 -0.262 0.000 35.000 LRD RP1 -0.093 -0.093 8.385 35.000 LRD RP2 -0.079 -0.079 35.000 70.000 RRD RP1 -0.079 -0.079 0.000 35.000 RRD RP2 -0.262 -0.262 35.000 70.000 RRD RP2 -0.093 -0.093 35.000 61.615 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K -Ft. Ft. W1R COL03 3.028 2.045 0.000 0.000 W1R COL04 0.000 -2.045 0.000 16.318 WIR SPAM 2.497 0.000 0.000 1.333 W1R SPAN4 -3.028 0.000 0.000 68.333 W1R SPAN4 - 0.788 0.000 0.000 68.333 W1L COL03 0.000 -2.158 0.000 17.228 W1L COL04 -3.027 2.158 0.000 0.000 W1L SPAN1 -0.790 0.000 0.000 1.333 W1L SPANS 3.027 0.000 0.000 45.500 W1L SPAN4 -2.489 0.000 0.000 68.333 W2R COL03 3.027 2.044 0.000 0.000 W2R COL04 0.000 -2.044 0.000 16.318 W2R SPAN1 1.359 0.000 0.000 1.333 W2R SPAN4 -3.027 0.000 0.000 68.333 W2R SPAN4 1.922 0.000 0.000 68.333 W21, COL03 0.000 -2.159 0.000 17.228 W2L COL04 -3.028 2.159 0.000 0.000 W2L SPAM -1.928 0.000 0.000 1.333 W2L SPANS 3.028 0.000 0.000 45.500 W21, SPAN4 -1.355 0.000 0.000 68.333 EQR COL03 0.645 0.436 0.000 0.000 EQR COL04 0.000 -0.436 0.000 16.318 EQR SPAN4 -0.645 0.000 0.000 68.333 EQL COL03 0.000 -0.460 0.000 17.228 EQL COL04 -0.645 0.460 0.000 0.000 EQL SPAN3 0.645 0.000 0.000 45.500 ----------------------------------------- U S E ----------------------------------------- R- A P P L I E D L O A D S Load On Hor. Vert. Moment LOC Special Case Mem Kips Kips K -Ft. Ft. Load # Description RDL COLO1 0.000 -0.045 0.055 16.000 C-1 Canopy/EaveExt ROL COL04 0.000 -0.045 -0.063 16.000 C-19 Canopy/EaveFxt COL COLO1 0.000 -0.095 0.115 16.000 C-2 Canopy/EaveExt COL COL04 0.000 -0.095 -0.132 16.000 C-20 Canopy/EaveExt SL COLO1 0.000 -0.480 0.578 16.000 C-3 Canopy/EaveExt SL COLO1 0.000 0.000 0.000 16.000 C-4 Can/Ext Drift SL COL04 0.000 -0.480 -0.665 16.000 C-21 Canopy/EaveExt SL COL04 0.000 0.000 0.000 16.000 C-22 Can/Ext Drift UOS COL01 0.000 -0.686 0.826 16.000 C-5 Canopy/EaveExt UOS COL04 0.000 -0.686 -0.950 16.000 C-23 Canopy/EaveExt RLL COLO1 0.000 -0.381 0.459 16.000 C-6 Canopy/EaveExt RLL COL04 0.000 -0.381 -0.528 16.000 C-24 Canopy/EaveExt W1R COLO1 0.000 0.431 -0.518 16.000 C-7 Canopy/EaveExt W1R COL04 0.000 0.169 0.234 16.000 C-25 Canopy/EaveExt W1L COLO1 0.000 0.169 -0.204 16.000 C-8 Canopy/EaveExt W1L COL04 0.000 0.431 0.596 16.000 C-26 Canopy/EaveExt W2R COL01 0.000 0.605 -0.728 16.000 C-9 Canopy/EaveExt W2R COL04 0.000 0.344 0.476 16.000 C-27 Canopy/EaveExt W2L COLO1 0.000 0.344 -0.414 16.000 C-10 Canopy/EaveExt W2L COL04 0.000 0.605 0.837 16.000 C-28 Canopy/EaveExt W5B COL01 0.000 0.431 -0.518 16.000 C-11 Canopy/EaveExt W5B COL04 0.000 0.431 0.596 16.000 C-29 Canopy/EaveExt W5F COLO1 0.000 0.169 -0.204 16.000 C-12 Canopy/EaveExt WSF COL04 0.000 0.169 0.234 16.000 C-30 Canopy/EaveExt EQR COLO1 0.014 0.000 0.000 16.000 C-13 Canopy/EaveExt EQR COL04 0.014 0.000 0.000 16.000 C-31 Canopy/EaveExt EQL COL01 -0.014 0.000 0.000 16.000 C-14 Canopy/EaveExt EQL COL04 -0.0.14 0.00.0 0.000 16.000 C-32 Canopy/EaveExt LRD COLO1 0.000 -0.480 0.578 16.000 C-15 Canopy/EaveExt LRD COLO1 0.000 0.000 0.000 16.000 C-16 Can/Ext Drift LRD COL04 0.000 -0.480 -0.665 16.000 C-33 Canopy/EaveExt LRD COL04 0.000 0.000 0.000 16.000 C-34 Can/Ext Drift RRD COLO1 0.000 -0.480 0.578 16.000 C-17 Canopy/EaveExt RRD COLO1 0.000 0.000 0.000 16.000 C-18 Can/Ext Drift RRD COL04 0.000 -0.480 -0.665 16.000 C-35 Canopy/EaveExt RRD COL04 0.000 0.000 0.000 16.000 C-36 Can/Ext Drift ---------_'_---------_'------------------ L O ----------------------------------------- A D C O M B I N A T I O N S ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+SR+NLL 4) 1.00 SW+RDL+COL+SL+SR+NLR 5) 1.00 SW+RDL+COL+RLL+RLR+NLL 6) 1.00 SW+RDL+COL+RLL+RLR+NLR 7) 1.00 SW+RDL+0.60W1L 8) 1.00 SW+RDL+0.60W2L 9) 1.00 SW+RDL+0.60W1R 10) 1.00 SW+RDL+0.60W2R 11) 1.00 0.60SW+0.60RDL+0.60W1L 12) 1.00 0.60SW+0.60RDL+0.60W2L 13) 1.00 0.60SW+0.60RDL+0.60W1R 14) 1.00 0.60SW+0.GORDL+0.60W2R 15) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1L 16) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2L 17) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1R 18) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2R 19) 1.00 SW+RDL+COL+0.75RLL+0.75RLR40.45WIL 20) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45WIR 22) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 23) 1.00 SW+RDL+O.60W5B 24) 1.00 SW+RDL+O.60W5F 25) 1.00 0.60SW+0.60RDL+0.60W5B 26) 1.00 0.60SW+0.60RDL+0.60WSF 27) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5B 28) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5F 29) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B 30) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 31) 1.00 SW+RDL+COL+UOS+NLL 32) 1.00 SW+RDL+COL+UOS+NLR 33) 1.00 SW+RDL+COL+LRD+NLL 34) 1.00 SW+RDL+COL+LRD+NLR 35) 1.00 SW+RDL+COL+RRD+NLL 36) 1.00 SW+RDL+COL+RRD+NLR 37) 1.00 1.03SW+1.03RDL+1.03COL+0.91EQL 38) 1.00 1.03SW+1.03RDL+1.03COL+0.91EQR 39) 1.00 1.03SW+1.03RDL+1.03COL+0.68EQL 40) 1.00 1.03SW+1.03RDL+1.03COL+0.68EQR 41) 1.00 0.57SW+0.57RDL+0.91EQL 42) 1.00 0.57SW+0.57RDL+0.91EQR NUCOR BUILDINGS GROUP Job # M17F0076A Job Name Japanese Auto Frame FL1 Date 2/24/2017 Designer JB File FOla.nfr App Version 2016.10.18.2 ----------------------------------------- E N D W A L L B R A C I N G ----------------------------------------- Max Allow tWeb Controlling Force Force min Load Combination Module Material (kips) (kips) (in) # Name 3 5/8_R0D 2.23 5.83 0.038 5 SW+RDL+0.60W2L NUCOR BUILDINGS GROUP Job # : M17F0076A File : F01a.nfr App Version :2016.10.18.2 BOLTED END-PLATES (BEP) SUMMARY PLATE SIZE: (in) Job Name :Japanese Auto Designer :JH Date :2/24/2017 Frame : FLI. Splice Left Right Members Web Left Plate Right Plate ID Type Type Joined Loc Depth Width Thick Length Fy(ksi) Width Thick Length Fy(ksi) 1 2F 2F RAF01 To RAF02 Top 11.46 6.00 0.38 12.92 55.0 6.00 0.38 12.92 55.0 1 2F 2F RAF01 To RAF02 Bot 11.46 6.00 0.38 12.92 55.0 6.00 0.38 12.92 55.0 PLATE DESIGN BOLT RUPTURE DESIGN ASR Left Max Moment Left Righ, Max Shear Left Right Bolt Pre- Left Right Splice Left Right Tension Load Axial Shear Moment Load Axial Shear Moment Plate Plate ID Type Type Location Comb (kip) (kip) (ft -kip) Comb (kip) (kip) (ft -kip) Ratio Ratio 1 2F 2F Top 23 0.36 0.62 -4.67 29 0.03 -1.40 9.80 0.29 0.29 1 2F 2F Bot 28 0.03 -1.39 10.66 11 -0.47 0.63 -4.63 0.65 0.65 BOLT RUPTURE DESIGN COMBINED BOLT BEARING SHEAR DESIGN ASR Left 1 Left Righ, Splice Left Right Bolt Pre- Load Axial Moment Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) (ft -kip) Ratio Ratio 1 2F 2F Top A325 No 0.75 3.50 - 1.25 - - - -- 23 0.36 -4.67 0.14 0.14 1 2F 2F Bot A325 No 0.75 3.50 - 1.25 -- -- - -- 28 0.03 10.66 0.31 0.31 COMBINED BOLT BEARING SHEAR DESIGN WELD DESIGN ASR Left 1 Left Right Splice Left Right Bolt Pre- Load Shear Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) Ratio Ratio 1 2F 2F Top A325 No 0.75 3.50 - 1.25 - -- - -- 29 -1.40 0.06 0.06 1 2F 2F Bot A325 No 0.75 3.50 - 1.25 - - - 11 0.63 0.03 0.03 WELD DESIGN LOAD COMBINATIONS: No ASR Left 1 1.00 SW+RDL+COL 2 1.00 Right 3 1.00 SW+RDL+COL+RLL+RLR Splice Loc Welds SW+RDL+0.60WlL Checks 1.00 SW+RDL+0.60W2L Welds 1.00 Checks 7 ID Fig Web Stf Load Tensile Load Shear Fig Web Stf Load Tensile Load Shea, 1.00 0.60SW+0.60RDL+0.60W2R Comb Rupture Comb Rupture Comb Rupture Comb Rupture 1 Top FWD3 WP13 23 0.11 29 0.06 FWD3 WP13 23 0.11 29 0.06 1 Bot FWD3 WP13 28 0.25 11 0.03 FWD3 WP13 28 0.25 11 0.03 LOAD COMBINATIONS: No ASR Combination 1 1.00 SW+RDL+COL 2 1.00 SW+RDL+COL+SL+SR 3 1.00 SW+RDL+COL+RLL+RLR 4 1.00 SW+RDL+0.60WlL 5 1.00 SW+RDL+0.60W2L 6 1.00 SW+RDL+0.60WlR 7 1.00 SW+RDL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R *Indicates a Special Seismic Load Combination LOAD COMBINATIONS: No ASR Combination 12 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1L 13 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2L 14 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1R 15 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2R 16 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 17 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 18 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 19 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 20 1.00 SW+RDL+0.60W5B 21 1.00 SW+RDL+0.60W5F 22 1.00 0.60SW+0.60RDL+0.60W5B 23 1.00 0.60SW+0.60RDL+0.60W5F 24 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5B 25 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5F 26 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B 27 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 28 1.00 SW+RDL+COL+UOS 29 1.00 SW+RDL+COL+LRD 30 1.00 SW+RDL+COL+RRD 31 1.00 1.03SW+1.03RDL+1.03COL+0.91EQL 32 1.00 1.03SW+1.03RDL+1.03COL+0.91EQR 33 1.00 1.03SW+1.03RDL+1.03COL+0.68EQL 34 1.00 1.03SW+1.03RDL+1.03COL+0.68EQR 35 1.00 0.57SW+0.57RDL+0.91EQL 36 1.00 0.57SW+0.57RDL+0.91EQR *Indicates a Special Seismic Load Combination Job : M17FOO76A Japanese Auto NUCOR BUILDINGS GROUP Date: 03-03-17 Page: 1 Frame: FL1 By : JH File: FOIA +++ DESIGN SUMMARY REPORT ------------------- Wide Flange Members Shipping Mat'1 Load Axial Axial Moment Bend Max Load Shear Shear Length Code ID Fy Comb Loc Kips Ratio Ft -kip Ratio Ratio Comb Loc _----------_---_ Kips Ratio ___--- ----------------------------------------------------------- RAF01 WF1214 W12x 14 50.0 32 8 -0.3 0.00 -23.5 _-_ 0.55 -__ 0.61 31 7 -6.35 0.15 RAF02 WF1214 W12x 14 50.0 31 18a 0.4 0.00 -23.3 0.80 0.80 31 17 7.78 0.18 COL01 WF1226 W12x 26 50.0 26 27a 1.6 0.01 -5.6 0.06 0.06 24 32b 1.28 0.04 COL02 WF810 W BX 10 50.0 25 37a 5.2 0.06 10.3 0.51 0.73 24 42b 2.53 0.16 COL03 WF810 W 8x 10 50.0 23 46a 5.4 0.06 11.4 0.57 0.80 24 51b 2.70 0.17 COL04 WF1214 W12x 14 50.0 25 56a 2.3 0.02 5.8 0.16 0.21 26 61b 1.54 0.04 Frame Weight (lbs) = 2009 Deflections (in): 10 yr Wind dx = 0.01 = H/-1039 WIND CASE 1 TO RIGHT Maximum dx = -0.03 = H/ 7391 SW+RDL+COL+LRD Maximum dy = -0.66 = L/ 440 O MOD 3, SW+RDL+COL+RRD Max. Live dy = -0.51 = L/ 565 O MOD 3, SW+RDL+COL+RRD E/W col dx = 0.72 = L/ 293 ® COL03, SW+RDL+COL+0.75SL+0.75SR+0.45W5B NUCOR BUILDINGS GROUP Job #: M17F0076A Frame : FL5 By: JH Job Name: Japanese Auto *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** F Y 11.00 24.50 Y 32.00 0.50 19.461 18.00 COL y,l COLON Page: Date: 03-03-17 File: F01B 24.5D 18.00 COL04 X Y Z X Y Z f Member ------------------------------- (kips) (kips) (kip -ft) Member (kips) (kips) (kip -ft) :. LOAD CASE 1 - DEAD ------------------------------------------------------------ LOAD CASE 9 - WIND CASE 2 TO LEFT COL01 0 1 0 COL01 1 -3 0 COL02 0 2 0 COL02 0 -4 0 COL03 0 2 0 COL03 3 -13 0 COL04 0 1 0 I COL04 -1 -5 0 LOAD CASE 2 ------------------------------------------------------------------------------- - COLLATERAL LOAD CASE 10 - LONG. WIND 1 TO BACK COL01 -1 1 0 COL01 -2 -4 0 COL02 0 2 0 COL02 -4 -10 0 COL03 0 2 0 COL03 -4 -12 0 COL04 ---------------------------------- 1 1 — 0 COL04 -2 -5 0 LOAD CASE 3 - ROOF LIVE -- —------------------------ LOAD CASE — ----------------------- 11 — --------------- - LONG. WIND 1 TO FRONT COL01 -1 3 0 COL01 2 -4 0 COL02 0 7 0 I COL02 4 -10 0 COL03 0 7 0 COL03 5 -12 0 COL04 -------------- 1 3 0 COL04 3 -5 0 LOAD CASE 4 — ----------------- - SNOW — ---------- -------- LOAD CASE 12 -- — ---------------- — ----' - SEISMIC TO RIGHT - COL01 -1 3 0 COL01 0 0 0 COL02 0 7 0 COL02 -1 -1 0 COL03 0 8 0 COL03 0 1 0 COL04 - -- — ------- — - 1 — ---------------------- 4 0 — COL04 0 0 0 LOAD CASE 5 - USER OVERRIDE SNOW — - —---------------------------------------- LOAD CASE 13 — ' - SEISMIC TO LEFT COL01 -1 4 0 I COL01 0 0 0 COL02 0 10 0 COL02 0 1 0 COL03 0 11 0 COL03 1 -1 0 COL04 ---------- 1 5 0 COL04 0 0 0 LOAD CASE --------- 6 ----------- - WIND CASE — - — 1 TO RIGHT -------------- LOAD CASE ----------------- 14 ----' - ALTERNATE SNOW 1 --- COL01 1 -3 0 COL01 -1 3 0 COL02 -3 -10 0 COL02 0 9 0 COL03 0 -2 0 COL03 0 3 0 COL04 ----------------- -1 — ------------------ -2 0 COL04 1 2 0 LOAD CASE 7 - WIND CASE — 1 TO LEFT ---------- — ------------------------ LOAD CASE 15 — ---- ------------------------ - ALTERNATE SNOW 2 COL01 1 -2 0 COL01 -1 2 0 COL02 0 -1 0 COL02 0 2 0 COL03 3 -10 0 COL03 0 9 0 COL04 --- — -1 ----------------------------- -4 0 COL04 1 4 0 LOAD CASE 8 - WIND CASE 2 TO RIGHT -------------------- --- --------------- COL01 1 -4 0 COL02 -3 -12 0 COL03 0 -5 0 COL04 -1 -3 0 NUCOR BUILDINGS GROUP Job # M17F0076A Job Name Japanese Auto Frame FL5 Date 2/24/2017 Designer JH File F01b.nfr App Version 2016.10.18.2 ------------------------------------ C O N N E C T I O N S U M M A R Y ------------------------------------ Pinned Column Cap from COLO1 to RAFO1 Cap Bottom Cap B/R ------ BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb __ Kips Kips _ Ft -kip Ratio __ _______________________ F8.38 4-0.500-5 ------------------------------------------------------------------------------------------------------------------------------------- _ ___ ____ 23 1.8 1.3 0.0 0.01 Pinned Column Cap from COL02 to RAFO1 Cap Bottom Cap B/R -------------- BOLT --------------- Co- Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio _____________________________________ F8.38 4-0.500-5 ------------------------------------------------------------------------------------------------------------------------------------- __ __ _______________________________ 23 5.3 2.5 0.0 0.04 Pinned Column Cap from COL03 to RAF02 Cap Bottom Cap B/R -------------- BOLT Co- Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb __ Kips _ Kips Ft -kip __ Ratio ---------------- ____.... -------- F8.38 4-0.500-5 ------------------------------------------------------------------------------------------------------------------------------------- __.... ------- ___..... __ ___ 23 5.9 2.7 0.0 0.04 Pinned Column Cap from COL04 to RAF02 Cap Bottom Cap B/R -------------- BOLT --------------- Co- Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft -kip Ratio _ Ratio ___ Comb Kips Kips __________________________ Ft -kip Ratio _______________________ F5.38 4-0.500-5 ------------------------------------------------------------------------------------------------------------------------------------- ____________________ 23 2.2 1.5 0.0 0.01 Base Plate - COL01 Base T/L B/R WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design _______ _____________________________________________________________ F8.38 4-0.750 FWS3 FWS3 FWS3 ___ 0.30 ___ 0.02 _________________________________ 0.03 __ 0.03 0.06 _ 0.06 F1554 __________________________ Gr.36 __________________________ width thick length ______------------------------------------------------------------------------------------------------------- Fy ------------------- Base Plate 8.00_0.37512.22 55.0 Base Plate - COL02 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio __ Ratio Design ____ _________________________________ F8.38 4-0.750 FWS3 FWS3 FWS3 _ 0.68 __ 0.07 _ 0.10 _____ 0.13 0.16 0.11 F1554 _____ Gr.36 _______ ___________________ _______ Width thick length Fy ___ ------------------- ___------------------------------------------------------------------------------------------------------------- Base Plate 1 8.00 0.375 7.89 55.0 Base Plate - COL03 Base T/L B/R - WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio ___ Ratio Design ------------------------- _________F8.38 ___________________________ F8.38 4-0.750 FWS3 FWS3 FWS3 _ ______ 0.72 0.07 _____ _____ 0.11 0.15 __ 0.18 0.12 _______________________ F1554 Gr.36 ____________________ ____________________ width thick length Fy ------------------- ___------------------------------------------------------------------------------------------------------------- Base Plate 1 8.00 0.375 7.89 55.0 Base Plate - COL04 Base T/L B/R -- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear F1g Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design F8.38 4-0.750 FWS3 FWS3 FWS3 0.42 0.02 _ 0.04 0.05 _____ 0.07 ___ 0.07 F1554 ________ Gr.36 __ _____________________ width thick length Fy ___ _ __ ___ ___________ ------------------- ________ Base Plate 1 8.00 0.375 11.91 _______________________ 55.0 1 Splice Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL 2 1.00 SW + RDL + COL + SL + SR 3 1.00 SW + RDL + COL + RLL + RLR 4 1.00 SW + RDL + O.60W1L 5 1.00 SW + ROL + 0.60W2L 6 1.00 SW + RDL + 0.60W1R 7 1.00 SW + RDL + 0.60W2R 8 1.00 0.60SW + 0.60RDL + 0.60W1L 9 1.00 0.60SW + 0.60RDL + 0.60W2L 10 1.00 0.60SW + 0.60RDL + 0.60W1R 11 1.00 0.60SW + 0.60RDL + 0.60W2R 12 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W1L 13 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W2L 14 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W1R 15 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W2R 16 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W1L 17 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2L 18 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W1R 19 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2R 20 1.00 SW + RDL + 0.60WSB 21 1.00 SW + RDL + 0.60W5F 22 1.00 0.60SW + 0.60RDL + 0.60W5B 23 1.00 0.60SW + 0.60RDL + 0.60W5F 24 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W5B 25 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W5F 26 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5B 27 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5F 28 1.00 SW + RDL + COL + UOS 29 1.00 SW + RDL + COL + LRD 30 1.00 SW + RDL + COL + RRD 31 1.00 1.03SW + 1.03RDL + 1.03COL + 0.91EQL 32 1.00 1.03SW + 1.03RDL + 1.03COL + 0.91EQR 33 1.00 1.03SW + 1.03RDL + 1.03COL + 0.68EQL 34 1.00 1.03SW + 1.03RDL + 1.03COL + 0.68EQR 35 1.00 0.57SW + 0.57RDL + 0.91EQL 36 1.00 0.57SW + 0.57RDL + 0.91EQR NUCOR BUILDINGS GROUP Job # M17F0076A Job Name Japanese Auto Frame FL5 Date 2/24/2017 Designer JH File FOlb.nfr App Version 2016.10.18.2 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type EMG Frame width 70.00 Ft. Bay width 12.50 Ft. LEFT RIGHT Dim to ridge 35.00 Ft. 35.00 Ft. Roof slope 0.50/12 -0.50/12 Eave height 18.00 Ft. 18.00 Ft. Girt offset 8.00 In. 8.00 In. Typ. Girt spacing 8.00 Ft. Purlin offset 9.50 In. 9.50 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing 21.0000,2®24.5000 Supports / Spring Constants COLO1 - Bottom V H COL02 - Bottom V H COL03 - Bottom V H COL04 - Top H Bottom V H Column Bracing: WP1 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 2.8 7.5 15.5 17.3 WP2 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 2.8 7.5 15.5 18.3 WP3 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 2.8 7.5 15.5 18.1 WP4 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 2.8 7.5 15.5 17.3 Other Braces: Column Left Brace Right Brace Location (ft): LOADING CONDIT IONS ---------------------------------- Building Code & Year IBC2012 Risk Category II -Standard Buildings AISC Specification 2010 ASD LOADS (Psf) Roof Dead load 2.50 Roof Coll load 5.00 Roof Live load 20.00 Roof Snow load 21.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 30.00 Ce = 1.00 Ss = 0.226 Si = 0.058 Seismic Design Category = B Site Class = D R = 3.25 Cd = 3.25 Sds = 0.241 Shc = 0.093 rho = 1.30 omega = 2.000 Wind speed 115.00 Mph Exp. : C Wind pressure 25.38 Psf Building is Enclosed Wind pressure coefficients C1 C2E C2 C3 C3E C4 W1R 0.790 0.000 -0.890 -0.350 0.000 -0.250 WiL -0.250 0.000 -0.350 -0.890 0.000 0.790 W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 W2L -0.610 0.000 -0.710 -1.250 0.000 0.430 WSB -0.300 0.000 -0.890 -0.350 0.000 -0.300 W5F -0.300 0.000 -0.350 -0.890 0.000 -0.300 W6B -0.660 0.000 -1.250 -0.710 0.000 -0.660 W6F -O.660 0.000 -0.710 -1.250 0.000 -0.660 Wind Loads for Endwall Column Wind Loads for Endwall Rafter Interior Zone Pressure Suction Column Id (PSF) (PSF) COLO1 22.24 -26.20 COL02 20.83 -23.11 COL03 20.70 -22.98 COL04 21.97 -25.66 Wind Loads for Endwall Rafter Interior Zone Pressure 10.00 16.00 Suction 10.00 -29.95 Pressure 100.00 16.00 Suction 100.00 -27.42 Edge Zone Pressure 10.00 16.00 Suction 10.00 -50.26 Pressure 100.00 16.00 Suction 100.00 -32.49 Tributary Widths Panel Trib. Width (ft) WP1 10.67 WP2 22.58 WP3 24.33 WP4 12.42 RPI 12.50 RP2 12.50 --------------- P R O G R A M- A P P L I E D L 0 A D S Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. ROL RP1 -0.031 -0.031 0.000 35.000 RDL RP2 -0.031 -0.031 35.000 70.000 COL RP1 -0.063 -0.063 0.000 35.000 COL RP2 -0.063 -0.063 35.000 70.000 SL RP1 -0.262 -0.262 0.000 35.000 SR RP2 -0.262 -0.262 35.000 70.000 UOS RP1 -0.375 -0.375 0.000 35.000 UOS RP2 -0.375 -0.375 35.000 70.000 RLL RPI -0.250 -0.250 0.000 35.000 RLR RP2 -0.250 -0.250 35.000 70.000 W1R RPI - -0.282 -0.282 0.000 35.000 W1R RP2 -0.111 -0.111 35.000 70.000 W1L RP1 -0.111 -0.111 0.000 35.000 W1L RP2 -0.282 -0.282 35.000 70.000 W2R RP1 -0.397 -0.397 0.000 35.000 W2R RP2 -0.225 -0.225 35.000 70.000 W2L RPI -0.225 -0.225 0.000 35.000 W2L RP2 -0.397 -0.397 35.000 70.000 W5B RP1 -0.406 -0.406 0.000 35.000 W5B RP2 -0.406 -0.406 35.000 70.000 W5B WPI 0.237 0.237 0.000 18.014 W5B WP2 0.470 0.470 0.000 19.020 W53 WP3 0.504 0.504 0.000 19.021 W5B WN 0.273 0.273 0.000 18.014 W5F RPI -0.406 -0.406 0.000 35.000 W5F RP2 -0.406 -0.406 35.000 70.000 W5F WPi -0.279 -0.279 0.000 18.014 W5F WP2 -0.522 -0.522 0.000 19.020 W5F WP3 -0.559 -0.559 0.000 19.021 W5F WP4 -0.319 -0.319 0.000 18.014 EQR RP1 0.009 0.009 0.000 35.000 EQR RP2 0.009 0.009 35.000 70.000 EQL RP1 -0.009 -0.009 0.000 35.000 EQL R22 -0.009 -0.009 35.000 70.000 LRD RP1 -0.262 -0.262 0.000 35.000 LRD RP1 -0.093 -0.093 8.385 35.000 LRD RP2 -0.079 -0.079 35.000 70.000 RRD RP1 -0.079 -0.079 0.000 35.000 RRD RP2 -0.262 -0.262 35.000 70.000 RRD RP2 -0.093 -0.093 35.000 61.615 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K -Ft. Ft. W1R COL02 2.977 2.093 0.000 0.000 W1R COL03 0.000 -2.093 0.000 17.228 W1R SPAN1 2.495 0.000 0.000 1.667 W1R SPANS -2.977 0.000 0.000 45.500 W1R SPAN4 0.788 0.000 0.000 68.333 W1L COL02 0.000 -2.075 0.000 17.082 W1L COL03 -2.977 2.075 0.000 0.000 W1L SPAN1 -0.790 0.000 0.000 1.667 W1L SPAN1 2.977 0.000 0.000 21.000 W1L SPAN4 -2.489 0.000 0.000 68.333 W2R COL02 2.977 2.093 0.000 0.000 W2R COL03 0.000 -2.093 0.000 17.228 W2R SPANl 1.358 0.000 0.000 1.667 W2R SPAN3 -2.977 0.000 0.000 45.500 W2R SPAN4 1.922 0.000 0.000 68.333 W2L COL02 0.000 -2.075 0.000 17.082 W2L COL03 -2.977 2.075 0.000 0.000 W2L SPAN1 -1.927 0.000 0.000 1.667 W2L SPAN1 2.977 0.000 0.000 21.000 W2L SPAN4 -1.355 0.000 0.000 68.333 EQR COL02 0.645 0.454 0.000 0.000 EQR COL03 0.000 -0.454 0.000 17.228 EQR SPAN3 -0.645 0.000 0.000 45.500 EQL COL02 0.000 -0.450 0.000 17.082 EQL COL03 -0.645 0.450 0.000 0.000 EQL SPAN1 0.645 0.000 0.000 21.000 ----------------------------------- U S E R- A P P L I E D L O A D S Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K -Ft. Ft. Load # Description RDL COLO1 0.000 -0.045 0.063 16.000 C-1 Canopy/EaveExt RDL COL04 0.000 -0.045 -0.062 16.000 C-19 Canopy/EaveExt COL COL01 0.000 -0.095 0.132 16.000 -C-2 Canopy/EaveExt COL COL04 0.000 -0.095 -0.131 16.000 C-20 Canopy/EaveExt SL COLO1 0.000 -0.480 0.665 16.000 C-3 Canopy/EaveExt SL COLO1 0.000 0.000 0.000 16.000 C-4 Can/Ext Drift SL COL04 0.000 -0.480 -0.659 16.000 C-21 Canopy/EaveExt SL COL04 0.000 0.000 0.000 16.000 C-22 Can/Ext Drift UOS COLO1 0.000 -0.686 0.950 16.000 C-5 Canopy/EaveExt UOS COL04 0.000 -O.686 -0.941 16.000 C-23 Canopy/EaveExt RLL COL01 0.000 -0.381 0.528 16.000 C-6 Canopy/EaveExt RLL COL04 0.000 -0.381 -0.523 16.000 C-24 Canopy/EaveExt W1R COLO1 0.000 0.431 -0.596 16.000 C-7 Canopy/EaveExt W1R COL04 0.000 0.169 0.232 16.000 C-25 Canopy/EaveExt W1L COLO1 0.000 0.169 -0.234 16.000 C-8 Canopy/EaveExt W1L COL04 0.000 0.431 0.591 16.000 C-26 Canopy/EaveExt W2R COLO1 0.000 0.605 -0.837 16.000 C-9 Canopy/EaveExt W2R COL04 0.000 0.344 0.471 16.000 C-27 Canopy/EaveExt W2L COLO1 0.000 0.344 -0.476 16.000 C-10 Canopy/EaveExt W2L COL04 0.000 0.605 0.829 16.000 C-28 Canopy/EaveExt W5S COL01 0.000 0.431 -0.596 16.000 C-11 Canopy/EaveExt W53 COL04 0.000 0.431 0.591 16.000 C-29 Canopy/EaveExt W5F COLO1 0.000 0.169 -0.234 16.000 C-12 Canopy/EaveExt W5F COL04 0.000 0.169 0.232 16.000 C-30 Canopy/EaveExt EQR COLO1 0.014 0.000 0.000 16.000 C-13 Canopy/EaveExt EQR COL04 0.014 0.000 0.000 16.000 C-31 Canopy/EaveExt EQL COL01 -0.014 0.000 0.000 16.000 C-14 Canopy/EaveExt EQL COL04 -0.014 0.000 0.000 16.000 C-32 Canopy/EaveExt LRD COLO1 0.000 -0.480 0.665 16.000 C-15 Canopy/EaveExt LRD COLO1 0.000 0.000 0.000 16.000 C-16 Can/Ext Drift LRD COL04 0.000 -0.480 -0.659 16.000 C-33 Canopy/EaveExt LRD COL04 0.000 0.000 0.000 16.000 C-34 Can/Ext Drift RRD COLO1 0.000 -0.480 0.66516.000 C-17 Canopy/EaveExt RRD COLO1 0.000 0.000 0.00016.000 C-18 Can/Ext Drift RRD COL04 0.000 -0.480 -0.65916.000 C-35 Canopy/EaveExt RRD COL04 0.000 0.000 0.000 16.000 C-36 Can/Ext Drift ----------------------------------------- L 0 ----------------------------------------- A D C O M B I N A T I O N S ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+SR+NLL 4) 1.00 SW+RDL+COL+SL+SR+NLR 5) 1.00 SW+RDL+COL+RLL+RLR+NLL 6) 1.00 SW+RDL+COL+RLL+RLR+NLR 7) 1.00 SW+RDL+0.60W1L 8) 1.00 SW+RDL+0.GOW2L 9) 1.00 SW+RDL+O.60W1R 10) 1.00 SW+RDL+0.60W2R 11) 1.00 0.60SW+0.60RDL+0.60W1L 12) 1.00 0.60SW+0.60RDL+0.60W2L 13) 1.00 0.60SW+0.60RDL+0.60W1R 14) 1.00 0.60SW+0.60RDL+0.60W2R 15) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1L 16) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2L 17) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1R 18) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2R 19) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 22) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 23) 1.00 SW+RDL+0.60W5B 24) 1.00 SW+P.DL+0.60W5F 25) 1.00 0.60SW+0.60RDL+0.60W5B 26) 1.00 0.60SW+0.60RDL+0.60W5F 27) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5B 28) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5F 29) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B 30) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 31) 1.00 SW+PDL+COL+UOS+NLL 32) 1.00 SW+RDL+COL+UOS+NLR 33) 1.00 SW+RDL+COL+LRD+NLL 34) 1.00 SW+RDL+COL+LPD+NLR 35) 1.00 SW+RDL+COL+RRD+NLL 36) 1.00 SW+RDL+COL+RRD+NLR 37) 1.00 1.03SW+1.03PDL+1.03COL+0.91EQL 38) 1.00 1.03SW+1.03RDL+1.03COL+0.91EQR 39) 1.00 1.03SW+1.03RDL+1.03COL+0.68EQL 40) 1.00 1.03SW+1.03RDL+1.03COL+0.68EQR 41) 1.00 0.57SW+0.57RDL+0.91EQL 42) 1.00 0.57SW+0.57RDL+0.91EQR NUCOR BUILDINGS GROUP Job # M17F0076A Job Name Japanese Auto Frame FL5 Date 2/24/2017 Designer JH File F01b.nfr App Version 2016.10.18.2 ----------------------------------------- E __ __________________________E N D W A L L B R A C I N G ----------------------------------------- Max Allow tWeb Controlling Force Force in Load Combination Module Material (kips) (kips) (in) # Name 2 5/8_ROD 2.18 5.83 0.037 6 SW+RDL+0.60W1R NUCOR BUILDINGS GROUP Job # : M17F0076A lob Name : Japanese Auto Frame : FL5 1.00 File : F01b.nfr Designer :JH SW+RDL+COL+SL+SR 3 App Version :2016.10.18.2 Date : 2/24/2017 1.00 SW+RDL+0.60WlL BOLTED END-PLATES (BEP) SUMMARY 1.00 SW+RDL+0.60W2L 6 1.00 PLATE SIZE: (in) 7 1.00 SW+RDL+0.60W2R 8 Splice Left Right Members Web Left Plate Right Plate 0.60SW+0.60RDL+0.60W2L ID Type Type Joined Loc Depth Width Thick Length Fy(ksi) Width Thick Length Fy(ksi) 1 2F 2F RAF01 To RAF02 Top 11.46 6.00 0.38 12.92 55.0 6.00 0.38 12.92 55.0 1 2F 2F RAF01 To RAF02 Bot 11.46 6.00 0.38 12.92 55.0 6.00 0.38 12.92 55.0 PLATE DESIGN Max Moment Max Shear Left Right Splice Left Right Tension Load Axial Shear Moment Load Axial Shear Moment Plate Plate ID Type Type Location Comb (kip) (kip) (ft -kip) Comb (kip) (kip) (ft -kip) Ratio Ratio 1 2F 2F Top 23 0.36 0.49 -3.95 29 0.03 -1.13 8.30 0.25 0.25 1 2F 2F Bot 28 0.03 -1.10 9.06 11 -0.47 0.50 -3.91 0.55 0.55 BOLT RUPTURE DESIGN Left Right Splice Left Right Bolt Pre- Load Axial Moment Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) (ft -kip) Ratio Ratio 1 2F 2F Top A325 No 0.75 3.50 - 1.25 - - - - 23 0.36 -3.95 0.12 0.12 1 2F 2F Bot A325 No 0.75 3.50 - 1.25 -- - - 28 0.03 9.06 0.27 0.27 COMBINED BOLT BEARING SHEAR DESIGN Left Right Splice Left Right Bolt Pre- Load Shear Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) Ratio Ratio 1 2F 2F Top A325 No 0.75 3.50 - 1.25 - -- 29 -1.13 0.05 0.05 1 2F 2F Bot A325 No 0.75 3.50 -- 1.25 - - - 11 0.50 0.02 0.02 WELD DESIGN Left Right Splice Loc Welds Checks Welds Checks ID Fig Web Stf Load Tensile Load Shear Fig Web Stf Load Tensile Load Shear Comb Rupture Comb Rupture Comb Rupture Comb Rupture 1 Top FWD3 WP13 23 0.10 29 0.05 FWD3 WP13 23 0.10 29 0.05 1 Bot FWD3 WP13 28 0.21 11 0.02 FWD3 WP13 28 0.21 11 0.02 LOAD COMBINATIONS: No ASR Combination 1 1.00 SW+RDL+COL 2 1.00 SW+RDL+COL+SL+SR 3 1.00 SW+RDL+COL+RLL+RLR 4 1.00 SW+RDL+0.60WlL 5 1.00 SW+RDL+0.60W2L 6 1.00 SW+RDL+0.60WlR 7 1.00 SW+RDL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R *Indicates a Special Seismic Load Combination LOAD COMBINATIONS: No ASR Combination 12 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1L 13 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2L 14 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1R 15 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2R 16 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 17 1.00 SW+RDL+COL+0.7SRLL+0.75RLR+0.45W2L 18 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 19 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 20 1.00 SW+RDL+0.60W5B 21 1.00 SW+RDL+0.60W5F 22 1.00 0.60SW+0.60RDL+0.60W5B 23 1.00 0.60SW+0.60RDL+0.60W5F 24 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5B 25 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45WSF 26 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B 27 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 28 1.00 SW+RDL+COL+UOS 29 1.00 SW+RDL+COL+LRD 30 1.00 SW+RDL+COL+RRD 31 1.00 1.03SW+1.03RDL+1.03COL+0.91EQL 32 1.00 1.03SW+1.03RDL+1.03COL+0.91EQR 33 1.00 1.03SW+1.03RDL+1.03COL+0.68EQL 34 1.00 1.03SW+1.03RDL+1.03COL+0.68EQR 35 1.00 0.57SW+0.57RDL+0.91EQL 36 1.00 0.57SW+0.57RDL+0.91EQR *Indicates a Special Seismic Load Combination Job : M17F0076A Japanese Auto NUCOR BUILDINGS GROUP Date: 03-03-17 Page: 1 Frame: FL5 By : JH File: FO1B - DESIGN SUMMARY REPORT *�* ------------------------------------------------------------------------------------------------------------------------------------ ------------------- Wide Flange Members Shipping Mat -1 Load Axial Axial Moment Bend Max Load Shear Shear Length Code ID FY Comb Loc Kips Ratio Ft -kip Ratio Ratio Comb Loc __ Kips ___----------------__- Ratio ----------------------------- RAF01 WF1214 W12x 14 50.0 _ 32 _ 8 -0.3 0.01 _ -23.8 0.56 _ 0.83 31 7 -6.07 0.14 RAF02 WF1214 W12x 14 50.0 32 16 -0.3 0.01 -29.5 0.70 0.84 31 17 7.72 0.18 COLO1 WF1226 W12x 26 50.0 26 27a 1.8 0.01 -5.9 0.06 0.07 24 32b 1.34 0.04 COL02 WF810 W 8x 10 50.0 25 37a 5.2 0.06 10.3 0.51 0.73 24 42b 2.52 0.16 COL03 WF810 W 8x 10 50.0 23 47a 5.3 0.06 11.2 0.56 0.79 24 52b 2.66 0.17 COL04 WF1214 W12x 14 50.0 25 57a 2.3 0.02 5.8 0.16 0.21 26 62b 1.54 0.04 Frame Weight (lbs) = 2010 Deflections (in): 10 yr Wind dx = 0.01 = H/ -120 WIND CASE 1 TO RIGHT Maximum dx = -0.02 = H/ 9999 SW+RDL+COL+LRD Maximum dy = -0.69 = L/ 421 O MOD 3, SW+RDL+COL+UOS Max. Live dy = -0.53 = L/ 542 O MOD 3, SW+RDL+COL+UOS E/W col dx = 0.71 = L/ 298 @ COL03, SW+RDL+COL+0.75SL+0.75SR+0.45WSB American Buildings Company 3/1/2017, 2:12 PM -Y_ - SINGLE -SPAN BEAM LOADING ANALYSIS Job Number: M17F0076A 0.04 MOMENT (Kip -Feet) Description: Corner Column Weak Axis Designer: JH Span Length Strong Axis Bending Strength Mx= 0 k -ft Max. Shear= 0.01 kips 0.03 0.03 L = 18.00 ft. M3, = 6.9 k -ft M.,/ob = 11.6 k -ft Max. Moment = 0.04 kip -ft at X= 9.00 ft End Moments (Kip -ft) Dist. X, ft Point Loads, kips Dist. X, ft. Define Unsupported Segments for C b Calculation 0.01 0.01 Area = Mt = 0.00 0.00 P1= 0.00 0.00 X, XZ Mt I M,„- Mz Cb 8.14 in Sx = 0.00 18.00 0,001 0.04 0.00 0.00 18.00 0.001 0.04 0.00 1.14 1.14 MZ = 0.00 0.00 P2 = P3 = P4 = 0.00 0.00 0.00 0.00 0.00 0.00 Distributed Loading w/ = 0.001 kips/ft. w 2 = 0.001 kips/ft. P5 = P6 = P7 = Pg = 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.23 %= 0.96 (E7-16) Partial Distributed Loading w, kips/'t Dist. A Dist. B LOADING DIAGRAM (Kips) 0.00 0.00 0.00 0.00 0.00 0.00 Pq = 0.00 0.00 0.00 0.00 0.00 PIp = 0.00 0.00 Deflection Ratio = L / 164161 Final Design Requirements Dead weight ofbeam not included 11 5 10 15 Axial Load, P = 0.00 kips X Axis Moment, Mx = 0.04 kip -ft -0.01 -0.01 Y Axis Moment, My = 6.90 kip -ft Shear, V = 0.01 kips L3, = 18.00 ft Cb = 1.14 0.0 SHEAR (Kips) Lb = 8.00 ft K. = 1.00 Ky = 1.00 Selected Member Size W8x18 Fy = 50 ksi F„ = 65 ksi BM_C0L05_V3.2 13th AISC (3), Version 2.0 RISC 13th Edition Page of 0.04 MOMENT (Kip -Feet) Axial Strength P= 0 kips PncK2= 25.6 kips 0.04 0.04 Strong Axis Bending Strength Mx= 0 k -ft Mix/01i = 41 k -ft 0.03 0.03 Weak Axis Bending Strength M3, = 6.9 k -ft M.,/ob = 11.6 k -ft 0.03 0.03 Section Properties V= 0 kips VWS2„ = 37.4 kips (G2-1-5) _ 0.01 0.01 Area = 5.26 int Full1,= 61.90 in4 Weight = 18.00 Ib Iy = 7.97 in4 0.00 Depth = 8.14 in Sx = 15.20 m3 0 5 10 15 2:, rt = 1.43 Sy = 3.04 in rx= 3.43 Qs= 1.00 (E74,5,6) rr= 1.23 %= 0.96 (E7-16) DEFLECTION (Inches) 5 10 15 20 Deflection Maximum Deflection is -0.001 in 0.00 .00 �0.000 Location, X = 9.00 ft 0.00 Deflection Ratio = L / 164161 0'00 0.00 0.00 000 BM_C0L05_V3.2 13th AISC (3), Version 2.0 RISC 13th Edition Page of Combined Axial and Bending Strength Ratio Axial Strength P= 0 kips PncK2= 25.6 kips (E3-4) 0.59 (1-11-1b) Strong Axis Bending Strength Mx= 0 k -ft Mix/01i = 41 k -ft (Ft -F5) Shear Stress Ratio = 0.00 Weak Axis Bending Strength M3, = 6.9 k -ft M.,/ob = 11.6 k -ft (F6) Shear Strength V= 0 kips VWS2„ = 37.4 kips (G2-1-5) _ BM_C0L05_V3.2 13th AISC (3), Version 2.0 RISC 13th Edition Page of NUCOR BUILDINGS GROUP Job #: M17F0076A Page: Frame : FL2-4 By: JH Date: 03-01-17 Job Name: Japanese Auto File: F02 — DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** 19.461 y 2:4 x 16.00 CJL 11 12. DdJ 0.59 70.00 12.00 ---10. 90 COLDI X Y Z X Y Z Member (kips) (kips) (kip -ft) Member (kips) (kips) (kip -ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 1 - DEAD LOAD CASE 10 - LONG. WIND 1 TO BACK COL01 3 4 0 COLO1 -4 -11 0 COL02 -3 4 0 COL02 ---------- 4 -8 — --------------------------- 0 — - -------------------- LOAD CASE 2 — -------------------------- - COLLATERAL -------------- I LOAD CASE 11 - LONG. WIND 1 TO FRONT COLO1 3 5 0 COLO1 -4 -8 0 COL02 -3 5 0 COL02 — -------------------- 4 -11 -------------- 0 --------------------------------------------------- LOAD CASE 3 - ROOF LIVE LOAD CASE 12 - LONG. WIND 2 TO BACK COLO1 12 19 0 I COL01 -8 -19 0 COL02 -12 19 0 COL02 8 -16 — ------------------ 0 — -------- ---------------------------------------------------------------------------- LOAD CASE 4 - SNOW LOAD CASE 13 - LONG. WIND 2 TO FRONT COLO1 12 20 0 COLO1 -8 -16 0 COL02 -12 20 0 COL02 ------ — -------------------------------------------- 8 -19 0 ----- — -------- LOAD CASE 5 — --------- — ----- — ----------------- - USER OVERRIDE SNOW — LOAD CASE 14 - SEISMIC TO RIGHT COLO1 18 28 0 I COLO1 -1 -1 0 COL02 -18 28 0 COL02 -1 1 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 6 - WIND CASE 1 TO RIGHT LOAD CASE 15 - SEISMIC TO LEFT COLO1 -10 -12 0 COLO1 1 1 0 COL02 3 -7 0 COL02 1 -1 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 7 - WIND CASE 1 TO LEFT LOAD CASE 16 - ALTERNATE SNOW 1 COLO1 -3 -7 0 COLO1 10 21 0 COL02 10 -12 0 I COL02 -10 12 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 8 - WIND CASE 2 TO RIGHT LOAD CASE 17 - ALTERNATE SNOW 2 COLO1 -14 -20 0 COLO1 10 12 0 COL02 7 — -15 0 COL02 -10 21 ----------------- 0 ------------------------ LOAD CASE 9 -------------------------------------------------------------- - WIND CASE 2 TO LEFT COLO1 -7 -15 0 COL02 ------------------------------------------ 14 -20 0 —-------------------------------------------------------------- NUCOR BUILDINGS GROUP Job # M17F0076A Job Name Japanese Auto Frame FL2-4 Date 2/24/2017 Designer JH File F02.nfr App Version 2016.10.18.2 C O N N E C T I O N S U M M A R Y Knee Connection - COLO1 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope - Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ________ _ _____________________ 0.50:12 W313 0.72 FWS3 FWS3 1.00 0.00 0.99 FWS3 0.50 0.60 0 ------------------------------------------------------------------------------------------------------------------------------------- width thick Fy I height depth length I I width thick length Fy ------------------------------------- ___________________________ _____________________________________________________ Top Plate 6.0 0.3750 55.0 1 36.03 Stiffener Web 0.3125 55.0 28.53 36.00 Bot Plate 3.5 0.5000 50.0 36.00 ------------------------------------------------------------------------------------------------------------------------------------- Knee Connection - COL02 Web ---- ------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- -0.50:12 W313 0.72 FWS3 FWS3 1.00 0.00 0.99 FWS3 0.50 0.60 0 _____________________________________________________________________________________________________________________________________ width thick Fy I height depth length I I width thick length Fy ------------------------------------- _------------------------------------ ___------------------------------------------- Top Plate 6.0 0.3750 55.0 1 36.03 Stiffener Web 0.3125 55.0 28.53 36.00 Bot Plate 3.5 0.5000 50.0 36.00 Base Plate - COLO1 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ---- ____-------- ____________________________________________________________________________________-------------- ______ F8.38 4-1.000 FWS3 FWS3 FWS3 0.71 0.09 0.19 0.22 0.17 0.61 F1554 Gr.36 ________________________________________________________________________________ ____________ __ width thick length Fy ______________________________________________________________ _-______ Base Plate 1 8.00 0.375 11.00 55.0 1 Base Plate - COL02 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ____________________________________________________________ _____________ _ ______________ F8.38 4-1.000 FWS3 FWS3 FWS3 0.71 0.09 0.19 0.22 0.17 0.61 F1554 Gr.36 _________________________________________________________________________________ _ widththick length Fy ________________________________________________________ ___ ___ Base Plate 1 8.00 0.375 11.00 55.0 _________________________________________________________________________________________________________________________ Splice Load Combinations: No. ASR Cases 1 1.00 SW + ROL + COL 2 1.00 SW + RDL + COL + SL + SR 3 1.00 SW + RDL + COL + RLL + RLR 4 1..00 SW + RDL + 0.60W1L 5 1.00 SW + RDL + 0.60W21, 6 1.00 SW + RDL + 0.60W1R 7 1.00 SW + RDL + O.60W2R 8 1.00 0.60SW + 0.60RDL + 0.60W1L 9 1.00 0.60SW + 0.60RDL + 0.60W2L 10 1.00 0.60SW + 0.60RDL + 0.60W1R 11 1.00 0.60SW + 0.60RDL + 0.60W2R 12 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W1L 13 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W2L 14 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W1R 15 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W2R - 16 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W1L 17 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2L 18 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W1R 19 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2R 20 1.00 SW + RDL + 0.60W5B 21 1.00 SW + RDL + 0.60W63 22 1.00 SW + RDL + 0.60WSF 23 1.00 SW + RDL + 0.60W6F 24 1.00 0.60SW + 0.60RDL + 0.6OW5B 25 1.00 0.60SW + 0.60RDL + 0.60W6B 26 1.00 0.60SW + 0.60RDL + 0.60W5F 27 1.00 0.60SW + 0.60RDL + 0.60W6F 28 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W5B 29 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45WGB 30 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W5F 31 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W6F 32 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5B 33 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W6B 34 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5F 35 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W6F - 36 1.00 SW + RDL + COL + UOS 37 1.00 SW + RDL + COL + LRD 38 1.00 SW + RDL + COL + RRD - 39 1.00 1.03SW + 1.03RDL + 1.03COL + 0.91EQL 40 1.00 1.03SW + 1.03RDL + 1.03COL + 0.91EQR 41 1.00 1.03SW + 1.03RDL + 1.03COL + 0.68EQL 42 1.00 1.03SW + 1.03RDL + 1.03COL + 0.68EQR 43 1.00 0.57SW + 0.57RDL + 0.91EQL 44 1.00 0.57SW + 0.57RDL + 0.91EQR 45 1.20 Special Seismic 46 1.20 Special Seismic 47 1.20 Special Seismic 48 1.20 Special Seismic 49 1.20 Special Seismic 50 1.20 Special Seismic 51 1.20 Special Seismic 52 1.20 Special Seismic NUCOR BUILDINGS GROUP Job # M17F0076A Job Name Japanese Auto Frame FL2-4 Date 2/24/2017 Designer JH File F02.nfr App Version 2016.10.18.2 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type RCG Frame width 70.00 Ft. Bay width 25.00 Ft. LEFT RIGHT Dim to ridge 35.00 Ft. 35.00 Ft. Roof slope 0.50/12 -0.50/12 Eave height 18.00 Ft. 18.00 Ft. Girt offset 8.00 In. 8.00 In. Typ. Girt spacing 8.00 Ft. Purlin offset 9.50 In. 9.50 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing 70.0000 Supports / Spring Constants COLO1 - Bottom V H COL02 - Bottom V H Column Bracing: WPI Girt Brace Y Y Y Flange Brace 0 1 2 Location (ft): 2.8 7.5 12.8 WP2 Girt Brace Y Y Y Flange Brace 0 1 2 Location (£t): 2.8 7.5 12.8 Other Braces: Column Left Brace Right Brace Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year IBC2012 Risk Category II -Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 2.50 Roof Coll load 5.00 Roof Live load 20.00 Roof Snow load 21.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 30.00 Ce = 1.00 Ss = 0.226 S1 = 0.058 Seismic Design Category = B Site Class = D R = 3.50 Cd = 3.00 Sds = 0.241 Shc = 0.093 rho = 1.30 omega = 2.500 Wind speed 115.00 Mph Exp. : C Wind pressure 25.39 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 ME C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W21, -0.470 0.000 -0.550 -0.870 0.000 0.220 WSB -0.270 0.000 -0.510 -0.190 0.000 -0.270 WSF -0.270 0.000 -0.190 -0.510 0.000 -0.270 WGB -0.630 0.000 -0.870 -0.550 0.000 -0.630 WGF -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) WP1 25.00 WP2 25.00 RPI 25.00 RP2 25.00 P R O G R A M- A P P L I E D L 0 A D S Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. ROL RP1 -0.063 -0.063 0.000 35.000 ROL RP2 -0.063 -0.063 35.000 70.000 COL RP1 -0.125 -0.125 0.000 35.000 COL RP2 -0.125 -0.125 35.000 70.000 SL RP1 -0.525 -0.525 0.000 35.000 SR RP2 -0.525 -0.525 35.000 70.000 UOS RPI -0.750 -0.750 0.000 35.000 UOS RP2 -0.750 -0.750 35.000 70.000 RLL RP1 -0.500 -0.500 0.000 35.000 RLR RP2 -0.500 -0.500 35.000 70.000 W1R RPI -0.324 -0.324 0.000 35.000 W1R RP2 -0.121 -0.121 35.000 70.000 W1R WP1 0.368 0.368 0.000 18.000 W1R WP2 0.070 0.070 0.000 18.000 W1L RP1 -0.121 -0.121 0.000 35.000 W1L RP2 -0.324 -0.324 .35.000 70.000 W1L WP1 -0.070 -0.070 0.000 18.000 W1L WP2 -0.368 -0.368 0.000 18.000 W2R RP1 -0.552 -0.552 0.000 35.000 W2R RP2 -0.349 -0.349 35.000 70.000 W2R WP1 0.140 0.140 0.000 18.000 W2R WP2 0.298 0.298 0.000 18.000 W2L RP1 -0.349 -0.349 0.000 35.000 W21, RP2 -0.552 -0.552 35.000 70.000 W2L WP1 -0.298 -0.298 0.000 18.000 W2L WP2 -0.140 -0.140 0.000 18.000 W5B RP1 -0.324 -0.324 0.000 35.000 W5B RP2 -0.121 -0.121 35.000 70.000 W5B WP1 -0.171 -0.171 0.000 18.000 W5B WP2 0.171 0.171 0.000 18.000 W5F RPI -0.121 -0.121 0.000 35.000 W5F RP2 -0.324 -0.324 35.000 70.000 W5F WP1 -0.171 -0.171 0.000 18.000 W5F WP2 0.171 0.171 0.000 18.000 W6B RP1 -0.552 -0.552 0.000 35.000 W62 RP2 -0.349 -0.349 35.000 70.000 W63 WP1 -0.400 -0.400 0.000 18.000 W6B WP2 0.400 0.400 0.000 18.000 W6F RP1 -0.349 -0.349 0.000 35.000 W6F RP2 -0.552 -0.552 35.000 70.000 W6F WPI -0.400 -0.400 0.000 18.000 W6F WP2 0.400 0.400 0.000 18.000 EQR RP1 0.016 0.016 0.000 35.000 EQR RP2 0.016 0.016 35.000 70.000 EQL RP1 -0.016 -0.016 0.000 35.000 EQL RP2 -0.016 -0.016 35.000 70.000 LRD RP1 -0.525 -0.525 0.000 35.000 LRD RPI -0.186 -0.186 8.385 35.000 LRD RP2 -0.157 -0.157 35.000 70.000 RRD RPI -0.157 -0.157 0.000 35.000 RRD RP2 -0.525 -0.525 35.000 70.000 RRD RP2 -0.186 -0.186 35.000 61.615 ----------------------------------------- U ----------------- _ __U S E R- A P P L I E D L O A D S ----------------------------------------- Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K -Ft. Ft. Load # Description RDL COL01 0.000 -0.100 0.350 17.000 C-1 Canopy/EaveExt RDL COL02 0.000 -0.100 -0.350 17.000 C-17 Canopy/EaveExt COL COLO1 0.000 -0.200 0.600 17.000 C-2 Canopy/EaveExt COL COL02 0.000 -0.200 -0.600 17.000 C-18 Canopy/EaveExt SL C01,O1 0.000 -1.600 4.600 17.000 C-3 Canopy/Ea-Ext SR COL02 0.000 -1.600 -4.600 17.000 C-19 Canopy/EaveExt UOS COLO1 0.000 -1.350 3.938 17.000 C-34 Canopy/EaveExt UOS COL02 0.000 -1.350 -3.93817.000 C-20 Canopy/EaveExt RLL COLO1 0.000 -0.800 2.300 17.000 C-4 Canopy/EaveExt RLR COL02 0.000-0.800 -2.300 17.000 C-21 Canopy/EaveExt W1R COL01 0.0001.300 -3.850 17.000 C-5 Canopy/EaveExt W1R COL02 0.000 1.300 3.850 17.000 C-22 Canopy/EaveExt W1L COLO1 0.000 1.300 -3.850 17.000 C-6 Canopy/EaveExt W1L COL02 0.000 1.300 3.850 17.000 C-23 Canopy/EaveExt W2R COLO1 0.000 1.300 -3.850 17.000 C-7 Canopy/EaveExt W2R COL02 0.000 1.300 3.850 17.000 C-24 Canopy/EaveExt W2L C01,01 0.000 1.300 -3.850 17.000 C-8 Canopy/EaveExt W2L COL02 0.000 1.300 3.850 17.000 C-25 Canopy/EaveExt W5B COL01 0.000 1.300 -3.850 17.000 C-9 Canopy/EaveExt W53 COL02 0.000 1.300 3.850 17.000 C-26 Canopy/EaveExt W5F COLO1 0.000 1.300 -3.850 17.000 C-10 Canopy/EaveExt W5F COL02 0.000 1.300 3.850 17.000 C-27 Canopy/Eave Ext W6B COLO1 0.000 1.300 -3.850 17.000 C-11 Canopy/EaveExt W6B COL02 0.000 1.300 3.850 17.000 C-28 Canopy/EaveExt W6F COL01 0.000 1.300 -3.850 17.000 C-12 Canopy/EaveExt W6F COL02 0.000 1.300 3.850 17.000 C-29 Canopy/EaveExt EQR COL01 0.028 0.000 0.000 17.000 C-13 Canopy/EaveExt EQR COL02 0.028 0.000 0.000 17.000 C-30 Canopy/EaveEXt EQL COLO1 -0.028 0.000 0.000 17.000 C-14 Canopy/EaveExt EQL COL02 -0.028 0.000 0.000 17.000 C-31 Canopy/EaveExt LRD COL01 0.000 -1.600 4.600 17.000 C-15 Canopy/EaveExt LRD COL02 0.000 -1.600 -4.600 17.000 C-32 Canopy/EaveExt PRD COL01 0.000 -1.600 4.600 17.000 C-16 Canopy/EaveExt RRD COL02 0.000 -1.600 -4.600 17.000 C-33 Canopy/EaveExt ----------------------------------------- L 0 A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+NLI, 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+SR+NLL 4) 1.00 SW+RDL+COL+SL+SR+NLR 5) 1.00 SW+RDL+COL+RLL+RLR+NLL 6) 1.00 SW+RDL+COL+PLL+RLR+NLR 7) 1.00 SW+RDL+0.60WlL 8) 1.00 SW+RDL+0.60W2L 9) 1.00 SW+RDL+0.60W1R 10) 1.00 SW+RDL+0.60W2R 11) 1.00 0.60SW+0.60RDL+0.60W1L 12) 1.00 0.60SW+0.60RDL+0.60W2L 13) 1.00 0.60SW+0.60RDL+0.60WlR 14) 1.00 0.60SW+0.60RDL+0.60W2R 15) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1L 16) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2L 17) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1R 18) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2R 19) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 22) 1.00 SW+PDL+COL+0.75RLL+0.75RLR+0.45W2R 23) 1.00 SW+RDL+0.60W5B 24) 1.00 SW+RDL+0.60W6B 25) 1.00 SW+RDL+0.60W5F 26) 1.00 SW+RDL+0.60W6F 27) 1.00 0.60SW+0.60RDL+0.60W5B 28) 1.00 0.60SW+0.60RDL+0.60W6B 29) 1.00 0.60SW+0.60RDL+0.60W5F 30) 1.00 0.60SW+0.60RDL+0.6OW6F 31) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5B 32) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6B 33) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45WSF 34) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6F 35) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B 36) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6B 37) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 38) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6F 39) 1.00 SW+PDL+COL+UOS+NLL 40) 1.00 SW+RDL+COL+UOS+NLR 41) 1.00 SW+RDL+COL+LRD+NLL 42) 1.00 SW+RDL+COL+LRD+NLR 43) 1.00 SW+RDL+COL+PRD+NLL 44) 1.00 SW+RDL+COL+RRD+NLR 45) 1.00 1.03SW+1.03RDL+1.03COL+0.91EQL 46) 1.00 1.03SW+1.03RDL+1.03COL+0.91EQR 47) 1.00 1.03SW+1.03RDL+1.03COL+0.68EQL 48) 1.00 1.03SW+1.03RDL+1.03COL+0.68EQR 49) 1.00 0.57SW+0.57RDL+0.91EQL 50) 1.00 0.57SW+0.57RDL+0.91EQR NUCOR BUILDINGS GROUP Job # : M17F0076A File : F02.nfr App Version :2016.10.18.2 BOLTED END-PLATES (BEP) SUMMARY PLATE SIZE: (in) Job Name :Japanese Auto Designer :JH Date :2/24/2017 Frame : FL2-4 Splice Left Right Members Bolt Web Left Plate Welds Right Plate ID Type Type Joined Loc Depth Width Thick Length Fy(ksi) Width Thick Length Fy(ksi) 1 6E 6E COL01 To RAF01 Top 30.00 6.00 0.63 35.78 55.0 6.00 0.63 35.78 55.0 1 6E 6E COL01 To RAF01 Bot 30.00 6.00 0.63 35.78 55.0 6.00 0.63 35.78 55.0 2 4E 4E RAF01 To RAF02 Top 28.00 6.00 0.50 33.52 55.0 6.00 0.50 33.52 55.0 2 4E 4E RAF01 To RAF02 Bot 28.00 6.00 0.50 33.52 55.0 6.00 0.50 33.52 55.0 3 6E 6E RAF02 To COL02 Top 30.00 6.00 0.63 35.78 55.0 6.00 0.63 35.78 55.0 3 6E 6E RAF02 To COL02 Bot 30.00 6.00 0.63 35.78 55.0 6.00 0.63 35.78 55.0 PLATE DESIGN Left Right Welds Bolt Pre- Welds Checks ID Load Axial Moment Bolt Bolt ID Max Moment Type Loc Max Shear Dia Left Right Splice Left Right Tension Load Axial Shear Moment Load Axial Shear Moment Plate Plate ID Type Type Location Comb (kip) (kip) (ft -kip) Comb (kip) (kip) (ft -kip) Ratio Ratio 1 6E 6E Top 36 -22.29 31.96 -279.08 11 5.23 -8.68 75.93 0.88 0.88 1 6E 6E Bot 11 5.23 -8.68 75.93 36 -22.29 31.96 -279.08 0.29 0.29 2 4E 4E Top 25 7.54 1.07 -33.93 37 -14.78 -4.63 111.79 0.28 0.28 2 4E 4E Bot 36 -22.29 -0.04 167.84 22 2.04 -1.07 -6.06 0.96 0.96 3 6E 6E Top 36 -22.29 -31.97 -279.07 9 5.22 8.69 75.95 0.88 0.88 3 6E 6E Bot 9 5.22 8.69 75.95 36 -22.29 -31.97 -279.07 0.29 0.29 BOLT RUPTURE DESIGN Left Righ Splice Left Right Welds Bolt Pre- Welds Checks ID Load Axial Moment Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) (ft -kip) Ratio Ratio 1 6E 6E Top A325 No 0.75 3.50 - 1.25 1.53 3.13 2.25 1.00 36 -22.29 -279.08 0.86 0.86 1 6E 6E Bot A325 No 0.75 3.50 - 1.25 1.38 3.13 2.25 1.00 11 5.23 75.93 0.28 0.28 2 4E 4E Top A325 No 0.75 3.50 -- 1.25 1.40 3.00 -- 1.00 25 7.54 -33.93 0.23 0.23 2 4E 4E Bot A325 No 0.75 3.50 -- 1.25 1.49 3.00 -- 1.00 36 -22.29 167.84 0.91 0.91 3 6E 6E Top A325 No 0.75 3.50 - 1.25 1.47 3.13 2.25 1.00 36 -22.29 -279.07 0.86 0.86 3 6E 6E Bot A325 No 0.75 3.50 - 1.25 1.44 3.13 2.25 1.00 9 5.22 75.95 0.28 0.2F COMBINED BOLT BEARING SHEAR DESIGN Left Right Splice Left Right Welds Bolt Pre- Welds Checks ID Load Shear Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) Ratio Ratio 1 6E 6E Top A325 No 0.75 3.50 -- 1.25 1.53 3.13 2.25 1.00 11 -8.68 0.12 0.12 1 6E 6E Bot A325 No 0.75 3.50 - 1.25 1.38 3.13 2.25 1.00 36 31.96 0.45 0.45 2 4E 4E Top A325 No 0.75 3.50 - 1.25 1.40 3.00 25 1.00 37 -4.63 0.10 0.10 2 4E 4E Bot A325 No 0.75 3.50 - 1.25 1.49 3.00 0.02 1.00 22 -1.07 0.02 0.02 3 6E 6E Top A325 No 0.75 3.50 - 1.25 1.47 3.13 2.25 1.00 9 8.69 0.12 0.12 3 6E 6E Bot A325 No 0.75 3.50 - 1.25 1.44 3.13 2.25 1.00 36 -31.97 0.45 0.45 WELD DESIGN Left Splice Loc Welds Checks Welds Checks ID Fig Web Stf Load Tensile Load Shear Fig Web Stf Load Tensile Load Shear Comb Rupture Comb Rupture Comb Rupture Comb Ruptur 1 Top FWD5 WP13 36 0.84 11 0.15 FWDS WP13 36 0.93 11 0.15 1 Bot FWD3 WP13 11 0.35 36 0.55 FWD3 WP13 11 0.40 36 0.55 2 Top FWD3 WP13 25 0.26 37 0.09 FWD3 WP13 25 0.26 37 0.09 2 Bot FWD3 WP13 36 0.86 22 0.02 FWD3 WP13 36 0.86 22 0.02 WELD DESIGN LOAD COMBINATIONS: No ASR Left 1 1.00 SW+RDL+COL 2 Right SW+RDL+COL+SL+SR 3 Splice Loc Welds 4 Checks SW+RDL+0.60WlL 5 Welds SW+RDL+0.60W2L Checks 1.00 ID Fig Web Stf Load Tensile Load Shear Fig Web Stf Load Tensile Load Shear 10 1.00 Comb Rupture Comb Rupture 0.60SW+0.60RDL+0.60W2R 12 Comb Rupture Comb Rupture 3 Top FWD5 WP13 36 0.93 9 0.15 FWD5 WP13 36 0.84 9 0.15 3 Bot FWD3 WP13 9 0.40 36 0.55 FWD3 WP13 9 0.35 36 0.55 LOAD COMBINATIONS: No ASR Combination 1 1.00 SW+RDL+COL 2 1.00 SW+RDL+COL+SL+SR 3 1.00 SW+RDL+COL+RLL+RLR 4 1.00 SW+RDL+0.60WlL 5 1.00 SW+RDL+0.60W2L 6 1.00 SW+RDL+0.60WlR 7 1.00 SW+RDL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R 12 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1L 13 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2L 14 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1R 15 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2R 16 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 17 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 18 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 19 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 20 1.00 SW+RDL+0.60W5B 21 1.00 SW+RDL+0.60W6B 22 1.00 SW+RDL+0.60W5F 23 1.00 SW+RDL+0.60W6F 24 1.00 0.60SW+0.60RDL+0.60W5B 25 1.00 0.60SW+0.60RDL+0.60W6B 26 1.00 0.60SW+0.60RDL+0.60W5F 27 1.00 0.60SW+0.60RDL+0.60W6F 28 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5B 29 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6B 30 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5F 31 1.00 SW+RDL+COL+0.75SL+0.755R+0.45W6F 32 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B 33 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6B 34 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 35 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6F 36 1.00 SW+RDL+COL+UOS 37 1.00 SW+RDL+COL+LRD 38 1.00 SW+RDL+COL+RRD 39 1.00 1.03 S W + 1.03 RD L+ 1.03 CO L+0.91 EQ L 40 1.00 1.03SW+1.03RDL+1.03COL+0.91EQR 41 1.00 1.03SW+1.03RDL+1.03COL+0.68EQL 42 1.00 1.03SW+1.03RDL+1.03COL+0.68EQR 43 1.00 0.57SW+0.57RDL+0.91EQL 44 1.00 0.57SW+0.57RDL+0.91EQR 45* 1.20 Special Seismic 46* 1.20 Special Seismic 47* 1.20 Special Seismic 48* 1.20 Special Seismic 49* 1.20 Special Seismic 50* 1.20 Special Seismic 51* 1.20 Special Seismic 52* 1.20 Special Seismic LOAD COMBINATIONS: No ASR Combination *Indicates a Special Seismic Load Combination Job : M17F0076A Japanese Auto NUCOR BUILDINGS GROUP Date: 03-01-17 Page: 1 Frame: FL2-4 - By : JH File: F02 *** DESIGN SUMMARY REPORT *+• _________________________________________________ ____ Built Up Rafter - RAFO1 T/L B/R T/L B/R Max ------------- SHEAR ----- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat -1 Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R _____-__ ___ _ __--_____ 1 F6.38 F6.50 W188 39 1 -25.0 0.12 -279.1 1.03 0.94 1.00 39 4a 21.12 0.84 0.72 0.82 2 F6.38 F6.25 W188 40 10 -22.4 0.20 168.9 0.82 0.90 0.93 39 7a 17.58 0.74 0.68 0.55 Chkpt 1 5 6 11 Depth 30.88 21.75 28.62 Section 1 1 1 2 ___ __ ___________________________________________________________________________ width thick Fy I width thick Fy ______________________________________________ ____ T/L Fig 6.0 0.3750 55.00 6.0 0.3750 55.00 Web 0.1875 55.000.1875 55.00 B/R Fig 6.0 0.5000_55.00 6.0 0.2500 55.00 Built Up Rafter - RAF02 T/L B/R T/L B/R Max SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R __________________________________________________________________________________ ________________ 1 F6.38 F6.25 W188 39 13 -22.4 0.20 168.9 0.82 0.90 0.93 40 16b -17.59 0.75 0.68 0.55 2 F6.38 F6.50 W188 40 22 -25.0 0.12 -279.1 1.03 0.94 1.00 40 19b -21.12 0.84 0.73 0.83 Chkpt 12 17 18 22 Depth 28.62 21.75 30.88 Section 1 1 1 2 ____________________________________-_________________-__________-___ width thick Fy I width thick Fy __________________________________________ __________________________-____ -_ _ T/L Fig 6.0 0.375 0 55.00 6.0 0.3750 55.00 Web 0.1875 55.00 I 0.1875 55.00 B/R Fig 6.0 0.2500 55.00 1 6.0 0.5000 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COLO1 T/L B/R T/L B/R Max ------------- SHEAR ---- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat -1 Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R __________________________________________________________________________ ___ -_ 1 F6.50 F6.50 W188 39 28 -37.2 0.17 253.1 0.71 0.79 0.87 39 26 -19.69 0.92 1.71 1.71 Chkpt 23 29 Depth 11.00 37.00 Section 1 1 _-_-_____-__ ____________ width thick Py _____________________ ______________________-____________________________-___ __ _ T/L Flg 6.0 0.5000 55.00 Web 0.1875 55.00 B/R Fig 6.0 0.5000 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR ----- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R _________________________________________ _____________________ __-__________-_- 1 F6.50 F6.50 W188 40 35 -37.2 0.17 253.1 0.79 0.71 0.87 40 34 19.69 0.92 1.71 1.71 Chkpt 30 36 Depth 11.00 37.00 Section 1 1 1 ______________________________________________________________________________________________________________ width thick Fy _______________________________________ ___ ____ __ _--____ T/L Fig 6.0 0.5000 55.00 Web 0.1875 55.00 B/R Fig 6.0 0.5000 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 2940 Deflections (int: 10 yr Wind dx = -0.14 = H/ 1271 WIND CASE 2 TO LEFT Seismic dx = 0.12 = H/ 1437 SEISMIC TO RIGHT Story Drift = 0.37 = 0.002H SEISMIC TO RIGHT Drift Index = 0.01 1.03SW+1.03RDL+1.03COL+0.91EQR Maximum dx = 0.58 = H/ 306 SW+RDL+COL+LRD Maximum dy = -3.13 = L/ 251 @ MOD 1, SW+RDL+COL+UOS Max. Live dy = -2.43 = L/ 324 @ MOD 1, SW+RDL+COL+UOS NUCOR BUILDINGS GROUP Job #: M17F0076A Page: Frame : FSW PF By: BG\Joshua.Huang Date: 03-01-17 Job Name: Japanese Auto File: F03 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** Y x 3.21 D ,f�(i�� x F 3.21 DO D. Do r- 13.0 COLDI COL02 .3.DD X Y Z X Y Z Member (kips) (kips) (kip -ft) Member (kips) (kips) (kip -ft) ----------------- LOAD CASE 1 ------------------------------------------------------------------------ - DEAD LOAD CASE 8 - WIND CASE 2 TO LEFT COLO1 1 1 0 COLO1 0 0 0 COL02 -1 1 0 COL02 0 0 0 __________________________________________________________________________________________________________ LOAD CASE 2 - COLLATERAL LOAD CASE 9 - LONG. WIND 1 TO BACK COLO1 0 0 0 COLO1 -4 -5 0 COL02 0 0 0 COL02 ----------------------------------------- -4 5 0 --------------------- LOAD CASE 3 - ROOF LIVE ------------------------- I LOAD CASE 10 - LONG. WIND 1 TO FRONT COLO1 0 0 0 COLO1 4 5 0 COL02 0 0 0 COL02 4 -5 0 __________________________________________________________________________________________________________ LOAD CASE 4 - SNOW LOAD CASE 11 - LONG. WIND 2 TO BACK COLO1 0 0 0 COLO1 0 0 0 COL02 0 0 0 COL02 0 0 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 5 - WIND CASE 1 TO RIGHT LOAD CASE 12 - LONG. WIND 2 TO FRONT COLO1 0 0 0 COLO1 0 0 0 COL02 0 0 0 COL02 0 0 --------------------------------------- 0 ------------------------------------- LOAD CASE 6 - WIND CASE 1 — TO LEFT --------------------------- LOAD CASE 13 - SEISMIC TO RIGHT COLO1 0 0 0 COLO1 -2 -2 0 COL02 0 0 0 COL02 -2 2 -------- — ------------ 0 — --- — ---- ------------ LOAD CASE — 7 ---------------------------------------------------------- - WIND CASE 2 TO RIGHT I LOAD CASE 14 - SEISMIC TO LEFT COLO1 0 0 0 COLO1 2 2 0 COL02 -------------------------------------------------------------------------------------- 0 0 0 COL02 2 -2 — ------- 0 — --------- NUCOR BUILDINGS GROUP Job #{ : M17F0076A Job Name Japanese Auto Frame FSW PF Date 2/24/2017 Designer BG\Joshua.Huang File F03.nfr App Version 2016.10.18.2 C O N N E C T I O N S U M M A R Y Knee Connection - COLO1 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio __ _ _________ 0.00:12 W135 1.00 FWS3 FWS3 1.00 0.00 0.69 FWS3 0.24 0.66 0 _______________________________________________________________________________ _ _ width thick Fy height depth length I width thick._ length Fy ___________________________________________________________________-_-_____________-___________________________ Top Plate 6.0 0.2500 55.0 1 14.00 Stiffener Web 0.1345 55.0 14.00 14.00 Bot Plate 3.5 0.5000 50.0 14.00 Knee Connection - COL02 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio _-___________________________________________________ _ _________ 0.00:12 W135 1.00 FWS3 FWS3 1.00 0.00 0.69 FWS3 0.24 0.66 0 _-___ __ width thick Fy I height depth length I I width thick length Fy ________ ___________________________ Top Plate 6.0 0.2500 55.0 1 14.00 Stiffener Web 0.1345 55.0 14.00 14.00 f Bot Plate 3.5 0.5000 50.0 14.00 Base Plate - COLO1 Base T/L B/R ------ --- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design _________________________________ _ __-___ _ _-- -8.38 4-0.750 FWS3 FWS3 FWS3 0.37 0.02 0.04 0.05 0.08 0.09 F1554 Gr.36 ______________ ________________________ ____ width thick length Fy __ ___________________________ __ Base Plate 1 8.00 0.375 14.50 55.0 1 Base Plate - COL02 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear F1g Shear ft/Ft fv/FV ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ___________________________----------- ---------------------------------------------- F8.38 __ _ ___F8.38 4-0.750 FWS3 FWS3 FWS3 0.37 0.02 0.04 0.05 0.08 0.09 F1554 Gr.36 _________________ __________________________ _-_ __ __ width thick length Fy -------------------- ____________________--------------------------------------------------------------------------------------------- Base Plate 1 8.00 0.375 14.50 55.0 ------------------------------------------------------------------------------------------------------------------------------------- Splice Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL 2 1.00 SW + RDL + COL + SL 3 1.00 SW + RDL + COL + RLL 4 1.00 SW + RDL + 0.60W1L 5 1.00 SW + RDL + 0.60W2L 6 1.00 SW + RDL + 0.60W1R 7 1.00 SW + RDL + O.60W2R 8 1.00 0.60SW + 0.60RDL + 0.60W1L 9 1.00 0.60SW + 0.60RDL + 0.60W2L 10 1.00 0.60SW + 0.60RDL + 0.60W1R 11 1.00 0.60SW + 0.60RDL + 0.60W2R 12 1.00 SW + RDL + COL + 0.75SL + 0.45W1L - 13 1.00 SW + RDL + COL + 0.75SL + 0.45W2L 14 1.00 SW .+ RDL + COL + 0.75SL + 0.45W1R 15 1.00 SW + RDL + COL + 0.75SL + 0.45W2R 16 1.00 SW + RDL + COL + 0.75RLL + 0.45W1L 17 1.00 SW + RDL + COL + 0.75RLL + 0.45W21, 18 1.00 SW + RDL + COL + 0.75RLL + 0.45W1R 19 1.00 SW + RDL + COL + 0.75RLL + 0.45W2R 20 1.00 SW + RDL + 0.60W5B 21 1.00 SW + RDL + 0.60W6B 22 1.00 SW + RDL + 0.60W5F 23 1.00 SW + RDL + 0.60W6F - 24 1.00 0.60SW + 0.60RDL + 0.60W5B 25 1.00 0.60SW + 0.60RDL + 0.60W6B 26 1.00 0.60SW + 0.60RDL + 0.60W5F 27 1.00 0.60SW + 0.60RDL + 0.60W6F 28 1.00 SW + RDL + COL + 0.75SL + 0.45W5B 29 1.00 SW + RDL + COL + 0.75SL + 0.45W6B 30 1.00 SW + RDL + COL + 0.75SL + 0.45W5F 31 1.00 SW + RDL + COL + 0.75SL + 0.45W6F 32 1.00 SW + RDL + COL + 0.75RLL + 0.45W5B 33 1.00 SW + RDL +.COL + 0.75RLL + 0.45WGB 34 1.00 SW + RDL + COL + 0.75RLL + 0.45WSF 35 1.00 SW + RDL + COL + 0.75RLL + 0.45WGF 36 1.00 1.03SW + 1.03RDL + 1.03COL + 0:70EQL 37 1.00 1.03SW + 1.03RDL + 1.03COL + 0.70EQR 38 1.00 1.03SW + 1.03RDL + 1.03COL + 0.52EQL 39 1.00 1.03SW + 1.03RDL + 1.03COL + 0.52EQR 40 1.00 0.57SW + 0.57RDL + 0.70EQL 41 1.00 0.57SW + 0.57RDL + 0.70EQR NUCOR BUILDINGS GROUP Job # M17F0076A Job Name Japanese Auto Frame FSW PF Date 2/24/2017 Designer BG\Joshua.Huang File F03.nfr App Version 2016.10.18.2 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type ACS Frame width 25.00 Ft. Bay width 0.01 Ft. LEFT RIGHT Dim to ridge 25.00 Ft. 0.00 Ft. Roof slope 0.00/12 0.00/12 Eave height 18.00 Ft. 18.00 Ft. Girt offset 7.00 In. 7.00 In. Typ. Girt spacing 0.00 Ft Purlin offset 3.00 In. 3.00 In. Typ. Purlin spacing: 20.00 Ft Col. spacing 25.0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace Flange Brace Location (ft): WP2 Girt Brace Flange Brace Location (ft): Other Braces Column Left Brace Right Brace Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year IBC2012 Risk Category II -Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 2.13 Roof Coll load 5.00 Roof Live load 20.00 Roof Snow load 21.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 30.00 Ce = 1.00 Ss = 0.226 51 = 0.058 Seismic Design Category = S Site Class = D R = 3.00 Cd = 3.00 Sds = 0.241 Shc = 0.093 rho = 1.00 omega = 2.500 Wind speed 115.00 Mph Exp. : C Wind pressure 25.38 Psf Building is Enclosed Wind pressure coefficients C1 C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630. 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) W21 0.01 WP2 0.01 RPI 0.01 P R O G R A M- A P P L I E D L 0 A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. ROL RPI -0.000 -0.000 0.000 25.000 COL RP1 -0.000 -0.000 0.000 25.000 SL RPI -0.000 -0.000 0.000 25.000 RLL RPI -0.000 -0.000 0.000. 25.000 W1R WP1 0.000 0.000 0.000 18.000 W1R WP2 0.000 0.000 0.000 18.000 W1R RP1 -0.000 -0.000 0.000 25.000 W1L WP1 -0.000 -0.000 0.000 18.000 W1L WP2 -0.000 -0.000 0.000 18.000 W1L RP1 -0.000 -0.000 0.000 25.000 W2R W21 0.000 0.000 0.000 18.000 W2R WP2 0.000 0.000 0.000 18.000 W2R RP1 -0.000 -0.000 0.000 25.000 W2L WP1 -0.000 -0.000 0.000 18.000 W2L WP2 -0.000 -0.000 0.000 18.000 W2L RP1 -0.000 -0.000 0.000 25.000 W5B WPI -0.000 -0.000 0.000 18.000 W5B WP2 0.000 0.000 0.000 18.000 W5B RP1 -0.000 -0.000 0.000 25.000 W5F WP1 -0.000 -0.000 0.000 18.000 W5F WP2 0.000 0.000 0.000 18.000 W5F RP1 -0.000 -0.000 0.000 25.000 W6B WP1 -0.000 -0.000 0.000 18.000 W6B WP2 0.000 0.000 0.000 18.000 W6B RP1 -0.000 -0.000 0.000 25.000 W6F WP1 -0.000 -0.000 0.000 18.000 W6F WP2 0.000 0.000 0.000 18.000 W6F RP1 -0.000 -0.000 0.000 25.000 EQR RP1 0.000 0.000 0.000 25.000 EQL RPI -0.000 -0.000 0.000 25.000 ----------------------------------------- U S E ----------------------------------------- R- A P P L I E D L O A D S Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K -Ft. Ft. Load # Description W5B COLO) 6.300 0.000 0.000 17.000 C-1 (unspecified) W5F COL02 -6.300 0.000 0.000 17.000 C-2 (unspecified) EQR COL01 2.000 0.000 0.000 17.000 C-3 (unspecified) EQL COL02 -2.000 0.000 0.000 17.000 C-4 (unspecified) _ ----------------------------------------- L L O A ----------------------------------------- D C O -------------- M B I N A T I O N S __-- ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+NLL 4) 1.00 SW+RDL+COL+SL+NLR 5) 1.00 SW+RDL+COL+RLL+NLL 6) 1.00 SW+RDL+COL+RLL+NLR 7) 1.00 SW+RDL+0.60W1L+NLL 8) 1.00 SW+RDL+0.60W1L+NLR 9) 1.00 SW+RDL+0.60W2L+NLL 10) 1.00 SW+RDL+0.60W2L+NLR 11) 1.00 SW+RDL+0.60W1R+NLL 12) 1.00 SW+RDL+0.60W1R+NLR 13) 1.00 SW+RDL+0.60W2R+NLL 14) 1.00 SW+RDL+0.60W2R+NLR 15) 1.00 0.60SW+0.60RDL+0.60W1L+NLL 16) 1.00 0.60SW+0.60RDL+0.60W1L+NLR 17) 1.00 0.60SW+0.60RDL+0.60W2L+NLL 18) 1.00 0.60SW+0.60RDL+0.60W2L+NLR 19) 1.00 0.60SW+0.60RDL+0.60W1R+NLL 20) 1.00 0.60SW+0.60RDL+0.60W1R+NLR 21) 1.00 0.60SW+0.60RDL+0.60W2R+NLL 22) 1.00 0.60SW+0.60RDL+0.60W2R+NLR 23) 1.00 SW+RDL+COL+0.75SL+0.45WIL+NLL 24) 1.00 SW+RDL+COL+0.75SL+0.45W1L+NLR 25) 1.00 SW+RDL+COL+0.75SL+0.45W2L+NLL 26) 1.00 SW+RDL+COL+0.75SL+0.45W2L+NLR 27) 1.00 SW+RDL+COL+0.75SL+0.45W1R+NLL 28) 1.00 SW+RDL+COL+0.75SL+0.45W1R+NLR 29) 1.00 SW+RDL+COL+0.75SL+0.45W2R+NLL 30) 1.00 SW+RDL+COL+0.75SL+0.45W2R+NLR 31) 1.00 SW+RDL+COL+0.75RLL+0.45W1L+NLL 32) 1.00 SW+RDL+COL+0.75RLL+0.45W1L+NLR 33) 1.00 SW+RDL+COL+0.75RLL+0.45W2L+NLL 34) 1.00 SW+RDL+COL+0.75RLL+0.45W2L+NLR 35) 1.00 SW+RDL+COL+0.75RLL+0.45W1R+NLL 36) 1.00 SW+RDL+COL+0.75RLL+0.45W1R+NLR 37) 1.00 SW+RDL+COL+0.75RLL+0.45W2R+NLL 38) 1.00 SW+RDL+COL+0.75RLL+0.45W2R+NLR 39) 1.00 SW+PDL+0.60w5B 40) 1.00 SW+RDL+0.60W6B+NLL 41) 1.00 SW+RDL+0.60W6B+NLR 42) 1.00 SW+RDL+0.60WSF 43) 1.00 SW+RDL+0.60W6F+NLL 44) 1.00 SW+RDL+0.60WGF+NLR 45) 1.00 0.60SW+O.60RDL+0.60W5B 46) 1.00 0.60SW+O.60RDL+0.60W6B+NLL 47) 1.00 0.60SW+0.60RDL+0.60W6B+NLR 48) 1.00 0.60SW+O.60RDL+0.60W5F 49) 1.00 0.60SW+0.60RDL+0.60W6F+NLL 50) 1.00 0.60SW+0.60RDL+0.60W6F+NLR 51) 1.00 SW+RDL+COL+0.75SL+0.45W5B 52) 1.00 SW+RDL+COL+0.75SL+0.45W6B+NLL 53) 1.00 SW+RDL+COL+0.75SL+0.45W6B+NLR 54) 1.00 SW+RDL+COL+0.75SL+0.45W5F 55) 1.00 SW+RDL+COL+0.75SL+0.45W6F+NLL 56) 1.00 SW+RDL+COL+0.75SL+0.45W6F+NLR 57) 1.00 SW+RDL+COL+0.75RLL+0.45W53 58) 1.00 SW+RDL+COL+0.75RLL+0.45W68+NLL 59) 1.00 SW+RDL+COL+0.75RLL+0.45W6B+NLR 60) 1.00 SW+RDL+COL+0.75RLL+0.45WSF 61) 1.00 SW+RDL+COL+0.75RLL+0.45W6F+NLL 62) 1.00 SW+RDL+COL+0.75RLL+0.45W6F+NLR 63) 1.00 1.03SW+1.03RDL+1.03COL+0.70EQL 64) 1.00 1.03SW+1.03RDL+1.03COL+0.70EQR 65) 1.00 1.03SW+1.03RDL+1.03COL+0.52EQL 66) 1.00 1.03SW+1.03RDL+1.03COL+0.52EQR 67) 1.00 0.57SW+0.57RDL+0.70EQL 68) 1.00 0.57SW+0.57RDL+0.70EQR NUCOR BUILDINGS GROUP Job # : M17F0076A File : F03.nfr App Version :2016.10.18.2 BOLTED END-PLATES (BEP) SUMMARY PLATE SIZE: (in) Job Name : Japanese Auto Designer : BG\Joshua.Huang Date :2/24/2017 Frame : FSW PF Splice Left Right Members Stf Load Web Load Left Plate Max Shear Web Right Plate Right ID Type Type Joined Loc Depth Width Thick Length Fy(ksi) Width Thick Length Fy(ksi) 1 2F 2F COL01 To RAF01 Top 14.00 6.00 0.50 15.75 55.0 6.00 0.50 15.75 55.0 1 2F 2F COL01 To RAF01 Bot 14.00 6.00 0.50 15.75 55.0 6.00 0.50 15.75 55.0 2 2F 2F RAF01 To COL02 Top 14.00 6.00 0.50 15.75 55.0 6.00 0.50 15.75 55.0 2 2F 2F RAF01 To COL02 Bot 14.00 6.00 0.50 15.75 55.0 6.00 0.50 15.75 55.0 PLATE DESIGN BOLT RUPTURE DESIGN Fig Web Stf Load Max Moment Load Shear Max Shear Web Left Right Splice Left Right Tension Load Axial Shear Moment Load Axial Shear Moment Plate Plate ID Type Type Location Comb (kip) (kip) (ft -kip) Comb (kip) (kip) (ft -kip) Ratio Ratio 1 2F 2F Top 22 -1.89 3.08 -31.38 24 -1.86 -2.79 30.80 0.72 0.74 1 2F 2F Bot 24 -1.86 -2.79 30.80 22 -1.89 3.08 -31.38 0.72 0.72 2 2F 2F Top 20 -1.87 -3.07 -31.28 26 -1.87 2.77 30.68 0.74 0.72 2 2F 2F Bot 22 -1.89 2.72 30.75 20 -1.87 -3.07 -31.28 0.72 0.72 BOLT RUPTURE DESIGN COMBINED BOLT BEARING SHEAR DESIGN Fig Web Stf Load Tensile Load Shear Fig Web Left Right Left Right Splice Left Right Bolt Pre- Load Shear Bolt Load Axial Moment Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) (ft -kip) Ratio Ratio 1 2F 2F Top A325 No 0.75 3.50 -- 1.25 -- - - - 22 -1.89 -31.38 0.70 0.71 1 2F 2F Bot A325 No 0.75 3.50 -- 1.25 -- - - -- 24 -1.86 30.80 0.70 0.70 2 2F 2F Top A325 No 0.75 3.50 - 1.25 -- - - -- 20 -1.87 -31.28 0.71 0.70 2 2F 2F Bot A325 No 0.75 3.50 -- 1.25 -- - - - 22 -1.89 30.75 0.69 0.69 COMBINED BOLT BEARING SHEAR DESIGN WELD DESIGN Splice Loc Welds Left Checks Right Welds Checks ID Fig Web Stf Load Tensile Load Shear Fig Web Left Right Splice Left Right Bolt Pre- Comb Rupture Load Shear Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) Ratio Ratio 1 2F 2F Top A325 No 0.75 3.50 -- 1.2S -- - -- -- 24 -2.79 0.12 0.12 1 2F 2F Bot A325 No 0.75 3.50 - 1.25 -- - -- -- 22 3.08 0.13 0.13 2 2F 2F Top A325 No 0.75 3.50 - 1.25 -- - - -- 26 2.77 0.12 0.12 2 2F 2F Bot A325 No 0.75 3.50 - 1.25 -- - - 20 -3.07 0.13 0.13 WELD DESIGN Splice Loc Welds Left Checks Right Welds Checks ID Fig Web Stf Load Tensile Load Shear Fig Web Stf Load Tensile Load Shear Comb Rupture Comb Rupture Comb Rupture Comb Rupture 1 Top FWD3 WP13 22 0.40 24 0.14 FWD3 WP13 22 0.40 24 0.14 1 Bot FWD3 WP13 24 0.39 22 0.16 FWD3 WP13 24 0.40 22 0.16 2 Top FWD3 WP13 20 0.40 26 0.14 FWD3 WP13 20 0.40 26 0.14 2 Bot FWD3 WP13 22 0.40 20 0.16 FWD3 WP13 22 0.39 20 0.16 LOAD COMBINATIONS: No ASR Combination 1 1.00 SW+RDL+COL *Indicates a Special Seismic Load Combination LOAD COMBINATIONS: Vo ASR Combination 2 1.00 SW+RDL+COL+SL 3 1.00 SW+RDL+COL+RLL 4 1.00 SW+RDL+0.60WlL 5 1.00 SW+RDL+0.60W2L 6 1.00 SW+RDL+0.60WlR 7 1.00 SW+RDL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R 12 1.00 SW+RDL+COL+0.75SL+0.45W1L 13 1.00 SW+RDL+COL+0.75SL+0.45W2L 14 1.00 SW+RDL+COL+0.75SL+0.45W1R 15 1.00 SW+RDL+COL+0.75SL+0.45W2R 16 1.00 SW+RDL+COL+0.75RLL+0.45W1L 17 1.00 SW+RDL+COL+0.75RLL+0.45W2L 18 1.00 SW+RDL+COL+0.75RLL+0.45W1R 19 1.00 SW+RDL+COL+0.75RLL+0.45W2R 20 1.00 SW+RDL+0.60W5B 21 1.00 SW+RDL+0.60W6B 22 1.00 SW+RDL+0.60W5F 23 1.00 SW+RDL+0.60W6F 24 1.00 0.60SW+0.60RDL+0.60W5B 25 1.00 0.60SW+0.60RDL+0.60W6B 26 1.00 0.60SW+0.60RDL+0.60W5F 27 1.00 0.60SW+0.60RDL+0.60W6F 28 1.00 SW+RDL+COL+0.75SL+0.45W5B 29 1.00 SW+RDL+COL+0.75SL+0.45W6B 30 1.00 SW+RDL+COL+0.75SL+0.45W5F 31 1.00 SW+RDL+COL+0.75SL+0.45W6F 32 1.00 SW+RDL+COL+0.75RLL+0.45W5B 33 1.00 SW+RDL+COL+0.75RLL+0.45W6B 34 1.00 SW+RDL+COL+0.75RLL+0.45W5F 35 1.00 SW+RDL+COL+0.75RLL+0.45W6F 36 1.00 1.03SW+1.03RDL+1.03COL+0.70EQL 37 1.00 1.03SW+1.03RDL+1.03COL+0.70EQR 38 1.00 1.03SW+1.03RDL+1.03COL+0.52EQL 39 1.00 1.03SW+1.03RDL+1.03COL+0.52EQR 40 1.00 0.57SW+0.57RDL+0.70EQL 41 1.00 0.57SW+0.57RDL+0.70EQR *Indicates a Special Seismic Load Combination Job : M17F0076A Japanese Auto NUCOR BUILDINGS GROUP Date: 03-01-17 Page: 1 Frame: FSW PF By : BG\Joshua.Huang File: F03 *+* DESIGN SUMMARY REPORT *** __________________________________________________________________________ Built Up Rafter - RAFO1 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat -1 Mat'l Comb. Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ____________________________________________________________________________________________________________________________________ 1 F6.25 F6.25 W135 42 2 -1.9 0.09 -30.7 0.42 0.80 0.85 42 1 3.08 0.22 0.18 0.18 Chkpt 1 7 Depth 14.50 14.50 Section 1 1 1 _____-__ ___ ____ width thick Ely __________________________________________________________________________________________________________________________ T/L Flg 6.0 0.2500 55.00 Web 0.1345 55.00 B/R Flg 6.0 0.2500 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COLO1 T/L B/R T/L B/R Max -- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flaw (k/in) Section Mat -1 Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ________________________________________________________________________________________ __ ________ _ 1 F6.25 F6.25 W135 42 13 -3.1 0.10 32.1 0.43 0.79 0.84 45 11 1.93 0.14 0.11 0.11 Chkpt 8 13 Depth 14.50 14.50 Section I I ______________________________________________________ _ _ _ ________ width thick Fy _________________________________________________________-_____________________________-_________ T/L Flg 6.0 0.2500 55.00 Web 0.1345 55.00 B/R Flg 6.0 0.2500 55.00 Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat -1 Mat -1 Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R _______________________________________________________--______________-_________________________ 1 F6.25 F6.25 W135 39 19 -3.1 0.10 32.0 0.79 0.43 0.84 42 14 -1.92 0.14 0.11 0.11 Chkpt 14 19 Depth 14.50 14.50 Section 1 1 ____________________________________ width thick Fy __________________________________________________________________________________________________________ _ T/L Flg 6.0 0.2500 55.00 Web 0.1345 55.00 B/R Flg 6.0 0.2500 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 905 Deflections (in): 10 yr Wind dx = -1.31 = H/ 151 LONG. WIND 1 TO FRONT Seismic dx = -0.92 = H/ 215 SEISMIC TO LEFT Story Drift = -2.77 = 0.014H SEISMIC TO LEFT Drift Index = 0.00 1.03SW+1.03RDL+1.03COL+0.70EQR Maximum dx = -1.74 = H/ 113 SW+RDL+0.60W5F Maximum dy = -0.09 = L/ 3108 ® MOD 1, SW+RDL+0.60W5F NUCOR BUILDINGS GROUP BRACING PROGRAM 0.60W5B+D&C+0.60UPL Job Name: Japanese Auto Job Number: M17F0076A 0.45W5B+D&C+0.75LIV+0.45UPL Designer: RD00155DC3ED4D$ Date: 2/24/2017 0.60W5F+D&C+0.60UPL File: B01.nbr 1.00 0.45WSF+D&C+0.75LIV+0.45UPL --------------------------------- S T R U C T U R A L G E O M E T R Y 1.00 0.70EQB+1.03D&C ___________________________ Number of Boxes: 1 1.00 0.52EQB+1.03D&C+0.75LIV+0.61NLB Information for Box MS: 1.00 0.70EQF+1.03D&C Width: 70.00 Ft. Length: 100.00 Ft. Left Eave Ht.: 18.00 Ft. Left Roof Slope: 0.50 12 Right Eave Ht.: 18.00 Ft. Right Roof Slope: 0.50 12 Girt Offset: 8.00 In. Purlin Offset: 8.00 In Ridge Location: 35.00 Ft. Main Frame Spans: 70.0000 Bay Spacing: 4025.0000 Endwall Spacing --> Left: 24.5000,25.5000,20.0000 Right: 21.0000,2024.5000 Girt Elevations --> BSW: 7.5000,15.5000 FSW: 7.5000,15.5000 Purlin Spacing --> RPI: 1.5000,605.0000,3.5304 RP2: 1.5000,605.0000,3.5304 ---------------------------------- L O A D I N G C O N D I T I O N S ---------------------------------------------------------------------------------------- Building Code & Year: IBC 2012 Occupancy Classification: II -Standard Buildings Sds/Shc: 0.241 / 0.093 Wind Speed: 115 MPH Seismic Ss / S1: 0.226 / 0.058 Exposure Condition: C Design Category: B Importance Factor, Iw: 1.00 R Factor: 3.0 Coastal?: No Roof Snow: 21.00 PSF Enclosure Condition: Enclosed Seismic Dead Weight: 18.16 PSF MRH Pressure: 25.38 PSF Total Seismic Wt, W: 18.16 PSF Roof Seismic Factor: 0.080 rho/omega: 1.00 / 3.00 Wind Coefficients --> Load Front Back Case Wall Wall W5B 0.58 -0.11 W5F -0.11 0.58 Wind Pressures --> To Interior Zone Exterior Zone Elev. W5B W5F W5B W5F (Ft.) (PSF) (PSF) (PSF) (PSF) 19.5 14.72 14.72 20.05 20.05 Leeward --- -2.79 -2.79 -6.35 -6.35 Net Pressure on Building --> Case W5B W5F PSF 20.27 -20.28 User -Applied Loads --> Load Roof/ Load Load Frame Roof Wall Case Wall Dir. Magnitude Line Grid Elevation Description (ID) (ID) MY) (Kips) (ID) (ID) (Ft.) Load Combinations -- ID ASR Name 1) 1.00 0.60W5B+D&C+0.60UPL 2) 1.00 0.45W5B+D&C+0.75LIV+0.45UPL 3) 1.00 0.60W5F+D&C+0.60UPL 4) 1.00 0.45WSF+D&C+0.75LIV+0.45UPL 5) 1.00 0.70EQB+1.03D&C 6) 1.00 0.52EQB+1.03D&C+0.75LIV+0.61NLB 7) 1.00 0.70EQF+1.03D&C 8) 1.00 0.52EQF+1.03D&C+0.75LIV+-0.61NLB 9) 1.00 D&C+LIV+0.76NLB 10) 1.00 D&C+LIV+-0.76NLB NUCOR BUILDINGS GROUP Job #: M17F0076A Page: Building: Auto Shop By : RD00155DC3ED4D$ Date: 2/24/2017 REACTION REPORT -- BY LOAD CASE - -------------------------------------------------------------- REACTIONS -- LOAD CASE W5B --------------------------------- ______-__ Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- I ------ -- -------------------- ----------- 1 A 0.00 0.00 0.00 1 F 0.00 0.00 0.00 2 A -6.94 -4.99 0.00 2+ F -3.11 -4.39 0.00 3 A 0.00 4.99 0.00 3- F -3.11 4.40 0.00 4 A 0.00 0.00 0.00 4 F -0.02 0.00 0.00 5 A 0.00 0.00 - 0.00 5 F 0.00 0.00 0.00 --------------------------------------------------------- Summation -13.17 0.00 REACTIONS -- LOAD CASE W5F Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- 1 - -- - ------------------------------------ 1 A 0.00 0.00 0.00 1 F 0.00 0.00 0.00 2 A 0.00 0.00 0.00 2+ F 3.11 4.40 0.00 3 A 0.00 4.99 0.00 3- F 3.11 -4.40 0.00 4 A 6.93 -4.99 0.00 4 F 0.02 0.00 0.00 5 A 0.00 0.00 0.00 5 F 0.00 0.00 0.00 --- -- ------------------ - Summation 13.18 0.00 ---------------------------------------' REACTIONS -- LOAD CASE EQB _______________________ Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- 1 A 0.00 0.00 0.00 1 F 0.00 0.00 0.00 2 A -5.72 -4.12 0.00 2+ F -2.62 -3.71 0.00 3 A 0.00 4.12 0.00 3- F -2.62 3.71 0.00 4 A 0.00 0.00 0.00 4 F -0.02 0.00 0.00 5 A 0.00 0.00 0.00 5 F 0.00 0.00 0.00 -------------------------------------------------------------- Summation -10.99 0.00 ----- ---------------------------------- REACTIONS -- LOAD CASE EQF ------------------------------------------ - - --------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- 1 A 0.00 0.00 0.00 1 F 0.00 0.00 0.00 2 A 0.00 0.00 0.00 2+ F 2.62 3.71 0.00 3 A 0.00 4.12 0.00 3- F 2.62 -3.71 0.00 4 A 5.72 -4.12 0.00 4 F 0.02 0.00 0.00 5 A 0.00 0.00 0.00 5 F 0.00 0.00 0.00 Summation 10.99 0.00 NUCOR BUILDINGS GROUP Job #: M17F0076A Page: Building: Auto Shop By RD00155DC3ED4D$ Date: 2/24/2017 ... BRACING DESIGN SUMMARY REPORT -- BY CONTROLLING LOAD COMBINATION ... BRACES Memb. Frame Grid/ Omega Mat. Member Load Axial Axial Min Omega ID Lines Top Elev. Orient. code desc. comb. (k) Allowed tw Applied ----------------------------------------------------------------------------------------- B1 3-4 A -B / RB5 BR5-5/8_ROD 8 4.14 7.34 0.034 N B2 3-4 A -B \ RB5 BR5-5/8_ROD 6 4.14 7.34 0.034 N B3 3-4 D -F / RBS BR5-5/8_ROD 6 3.74 7.34 0.028 N B4 3-4 D -F \ RB5 BR5-5/8_ROD 8 3.74 7.34 0.028 N B5 3-4 B -C / RB5 BR5-5/8_ROD 8 0.84 7.34 0.004 N B6 3-4 B -C \ RB5 BR5-5/8_ROD 6 0.84 7.34 0.004 N B7 3-4 C -D / RB5 BR5-5/8_ROD 6 0.75 7.34 0.004 N B8 3-4 C -D \ RBS BR5-5/8_ROD 8 0.75 7.34 0.004 N B9 2-3 A 18.00 / RB5 BR5-5/8_ROD 6 5.50 7.34 0.037 N B10 3-4 A 18.00 \ RB5 BR5-5/8 ROD 8 5.50 7.34 0.037 N The minimum web thickness (Min tw) provided for Single/DoubleX-Bracing clevis connections are based on the Standard Brace Clevis plate. STRUTS Memb. Frame Grid/ Mat. Member Load Axial Axial Omega ID Lines Elev. code desc. comb. (k) Allowed Applied ----------------------------------------------------------------------------------- S1L 1-2 B -0.99 FUR 2 -1.73 N S1R 1-2 B 4.01 PUR 2 -0.43 N S2L 1-2 C -1.50 PUR 6 -0.09 N S2R 1-2 C 1.50 FUR 6 -0.09 N S3L 1-2 D -2.51 PUR 8 0.15 N S3R 1-2 D 2.49 FUR 8 0.12 N S5L 2-3 B -0.99 FUR 2 -1.73 N S5R 2-3 B 4.01 PUR 2 -0.43 N S6L 2-3 C -1.50 FUR 6 -0.27 N S6R 2-3 C 1.50 FUR 6 -0.27 N S7L 2-3 D -2.51 FUR 8 0.43 N S7R 2-3 D 2.49 FUR 8 0.40 N S9L 3-4 B -0.99 PUR 2 -1.73 N S9R 3-4 B 4.01 PUR 2 -0.43 N S10L 3-4 C -1.50 FUR 6 -0.45 N S10R 3-4 C 1.50 PUR 6 -0.45 N S11L 3-4 D -2.51 PUR 4 -1.03 N S11R 3-4 D 2.49 PUR 4 -0.98 N S13L 4-5 B -0.99 FUR 4 -1.69 N S13R 4-5 B 4.01 FUR 4 -0.42 N S14L 4-5 C -1.50 PUR 8 -0.09 N S14R 4-5 C 1.50 PUR 8 -0.09 N S15L 4-5 D -2.51 FUR 4 -0.98 N S15R 4-5 D 2.49 FUR 4 -0.96 N S17 1-2 A 18.00 BE067B2 EaveStrut 2 -1.37 2.97 N S18 2-3 A 18.00 8E067B2 EaveStrut 2 -1.37 2.97 N S19 3-4 A 18.00 8E099B2 EaveStrut 4 -3.85 4.57 N S20 4-5 A 18.00 8E067B2 EaveStrut 4 -1.37 2.97 N S21 1-2 F 18.00 BE067B2 EaveStrut 2 -1.12 2.97 N S22 3-4 F 18.00 8E099B2 EaveStrut 4 -3.49 4.57 N S23 4-5 F 18.00 8E067B2 EaveStrut 4 -1.17 2.97 N --------------------------------------------------------------------------------------------- PORTAL FRAMES --------------------------------------------------------------------------------------------- Memb. Frame Grid Material Height Load ------ Horiz. ------ --- Uplift --- ID Lines code comb. Load Allow Delta (k) Allow Omega Applied ----------------------------------------------------------------- PF1 2-3 F PFO1 18.00 8 4.05 -------------------- 5.00 1.62 2.49 40.90 N --- - -- - ------------------------------- COST - ---------------------------- & WEIGHT SUMMARY IN DOLLARS & LBS -- - ----------------------- - ------- - -------------------------------- Cables Rods Angles Ev/Bx/Pi Purlin Portals Total Struts Struts ---------------- - ----------------------------- COST 0 380 0 - --------------------- 762 0 1284 2426 WEIGHT 0 323 0 759 0 1101 2184 ------------------------------------------------ ------ SECOND ORDER ANALYSIS - ------- - ---- ---------------------------------------------------------------------- Automatically Select 2nd Order Method Load Combination Sum Yi Sum H Delta B2 -------------------------------------- 1 0.60W5B+D&C+0.60UPL ------------------------------- -18.7 7.93 1.069 1.02 2 0.45W5B+D&C+0.75LIV+0.45UPL -185.5 5.95 0.802 1.37 3 0.60W5F+D&C+0.60UPL -18.7 -7.94 1.071 1.02 4 0.45W5F+D&C+0.75LIV+0.45UPL -185.5 -5.95 0.803 1.37 5 0.70EQB+1.03D&C -57.9 7.15 0.998 1.08 6 0.52EQB+1.03D&C+0.75LIV+0.61NLB -214.9 5.79 0.809 1.49 7 0.70EQF+1.03D&C -57.9 -7.15 0.998 1.08 8 0.52EQF+1.03D&C+0.75LIV-0.61NLB -214.9 -5.79 0.809 1.49 9 D&C+LIV+0.76NLB -266.0 0.53 0.074 1.68 10 D&C+LIV-0.76NLB -266.0 -0.53 0.074 1.68 NSG Light Gage Analysis - Version 2016.07.26.1 07/26/2016 AISI Spec Year = 2010 Analysis Configuration - ABC version 2016.07.12.001 Input File: \\BGELPEPEFSOI\Documents\Production\Jobs\M17F0076A\Design\PO1 W+ Summary Report for project name: PO1 Purlins TYP W+ --Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp. Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos_M neg_M-T-----P-----V-----M--- ---- 1 1.96 95Z099 1 No 1 2 Cant. 0.00 0.353 0.00 0.37 0.00 -0.36 0.00 0.00 0.04 0.03 0.03 0.03 0.05 x 0.0 0.0 23.5 0.0 23.5 0.0 0.0 23.5 23.5 23.5 23.5 23.5 comb 13 0 12 3 9 0 0 12 9 9 9 9 2 24.54 95Z099 1 No 2 3 0.00 17.00 -1.243 0.00 2.89 9.04 -13.98 0.00 0.00 0.27 0.98 0.98 0.98 0.89 X 136.7 0.0 294.5 115.7 294.5 0.0 0.0 277.5 277.5 277.5 277.5 277.5 comb 13 0 14 13 14 0 0 14 14 14 14 14 3 Discrete brace locations (ft. from left supp.) 6.14 12.27 18.41 3 25.00 95Z075 2 No 3 4 35.00 23.00 -0.549 0.00 2.64 4.39 -13.98 0.00 0.00 0.49 1.01 1.01 1.01 0.97 x 150.0 0.0 0.0 172.7 0.0 0.0 0.0 35.0 35.0 35.0 35.0 35.0 comb 15 0 14 14 14 0 0 14 14 14 14 14 4 25.00 95Z075 3 No 4 5 23.00 35.00 -0.549 0.00 2.64 4.39 -13.98 0.00 0.00 0.49 1.01 1.01 1.01 0.97 X 150.0 0.0 300.0 127.3 300.0 0.0 0.0 265.0 265.0 265.0 265.0 265.0 comb 15 0 16 16 16 0 0 16 16 16 16 16 5 24.54 95Z099 4 No 5 6 17.00 0.00 -1.243 0.00 2.89 9.04 -13.98 0.00 0.00 0.27 0.98 0.98 0.98 0.89 X 157.8 0.0 0.0 178.8 0.0 0.0 0.0 17.0 17.0 17.0 17.0 17.0 comb 17 0 16 17 16 0 0 16 16 16 16 16 3 Discrete brace locations (ft. from left supp.) 6.14 12.27 18.41 6 1.96 95Z099 4 No 6 7 0.00 Cant. 0.353 0.00 0.37 0.00 -0.36 0.00 0.00 0.04 0.03 0.03 0.03 0.05 x 23.5 0.0 0.0 23.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 comb 17 0 3 7 3 0 0 3 3 3 3 3 Maximum Values on All Spans =_____________---------- Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. -1.243 0.00 2.89 9.0.4 -13.98 0.00 0.00 0.49 1.01 1.01 1.01 0.97 x 136.7 0.0 0.0 115.7 300.0 0.0 0.0 35.0 35.0 35.0 35.0 35.0 span 2 0 5 2 4 0 0 3 3 3 3 3 comb 13 0 16 13 16 0 0 14 14 14 14 14 Support Connection Codes: Support No.-_----- ----- 2 3 4 5 6 INC INC INC 'NC INC Vertical Reactions: (kips) _------ _ _________ (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 5 6 7 1 0.00 -1.14 -2.84 -2.31 -2.84 -1.14 0.00 2 0.00 -1.60 -3.98 -3.24 -3.98 -1.60 0.00 3 0.00 -2.17 -5.40 -4.39 -5.40 -2.17 0.00 4 0.00 -0.65 -1.62 -1.32 -1.62 -0.65 0.00 5 0.00 -0.49 -1.21 -0.99 -1.21 -0.49 0.00 6 0.00 -1.01 -2.51 -2.04 -2.51 -1.01 0.00 7 0.00 -2.15 -5.36 -4.36 -5.36 -2.15 0.00 8 0.00 -1.72 -4.30 -3.49 -4.30 -1.72 0.00 9 0.00 -1.47 -3.26 -2.66 -3.27 -1.31 0.00 10 0.00 -1.31 -3.27 -2.66 -3.26 -1.47 0.00 11 0.00 -2.01 -5.41 -4.39 -5.40 -2.17 0.00 12 0.00 -2.17 -5.40 -4.39 -5.41 -2.01 0.00 13 0.00 -2.26 -4.46 -2.46 -3.33 -1.30 0.00 14 0.00 -1.99 -5.53 -3.52 -3.16 -1.34 0.00 15 0.00 -1.23 -4.15 -4.80 -4.15 -1.23 0.00 16 0.00 -1.34 -3.16 -3.52 -5.53 -1.99 0.00 17 0.00 -1.30 -3.33 -2.46 -4.46 -2.26 0.00 R Values: percent of fully braced moment strength Span: 1 2 3 4 5 6 Gravity Load: 0.71 0.71 0.79 0.79 0.71 0.71 Uplift Load: 0.64 0.64 0.57 0.57 0.64 0.64 Load Cases: Purlin spacing 5.00 O.c. Building Code: IHC 2012 Inventory: ABCIL-RP General Loads: Load Case Uniform Load (psf) Load Case Name 1 3.0 Dead Load 2 20.0 Live Load 3 -27.4 Wind Load 4 -32.5 Edge Zone Wind Load 5 5.0 Collateral Load 6 30.0 Snow Load 7 30.0 Pattern SL, Bay 1 8 30.0 Pattern SL, Bay 2 9 30.0 Pattern SL, Bay 3 10 30.0 Pattern SL, Bay 4 11 30.0 Pattern SL, Bay 5 12 30.0 Pattern SL, Bay 6 Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 15.00 0.00 15.00 1.96 1 2 Shear 15.00 0.00 15.00 24.54 1 3 Shear 15.00 0.00 15.00 25.00 1 4 Shear 15.00 0.00 15.00 25.00 1 5 Shear 15.00 0.00 15.00 24.54 1 6 Shear 15.00 0.00 15.00 1.96 2 1 Shear 99.80 0.00 99.80 1.96 2 2 Shear 99.80 0.00 99.80 24.54 2 3 Shear 99.80 0.00 99.80 25.00 2 4 Shear 99.80 0.00 99.80 25.00 2 5 Shear 2 6 Shear 3 1 Shear 3 2 Shear 3 2 Shear 3 3 Shear 3 4 Shear 3 5 Shear 3 5 Shear 3 6 Shear 5 1 Shear 5 2 Shear 5 3 Shear 5 4 Shear 5 5 Shear 5 6 Shear 6 1 Shear 6 2 Shear 6 3 Shear 6 4 Shear 6 5 Shear 6 6 Shear 7 1 Shear 8 2 Shear 9 3 Shear 10 4 Shear 11 5 Shear 12 6 Shear Load Combinations: 149.70 Act All Load Case No. 24.54 99.80 0.00 99.80 24.54 99.80 0.00 99.80 1.96 80.00 0.00 80.00 1.96 80.00 0.00 80.00 5.04 80.00 5.04 80.00 24.54 80.00 0.00 80.00 25.00 80.00 0.00 80.00 25.00 80.00 0.00 80.00 19.50 80.00 19.50 80.00 24.54 80.00 0.00 80.00 1.96 25.00 0.00 25.00 1.96 25.00 0.00 25.00 24.54 25.00 0.00 25.00 25.00 25.00 0.00 25.00 25.00 25.00 0.00 25.00 24.54 25.00 0.00 25.00 1.96 149.70 0.00 149.70 1.96 149.70 0.00 149.70 24.54 149.70 0.00 149.70 25.00 149.70 0.00 149.70 25.00 149.70 0.00 149.70 24.54 149.70 0.00 149.70 1.96 149.70 0.00 149.70 1.96 149.70 0.00 149.70 24.54 149.70 0.00 149.70 25.00 149.70 0.00 149.70 25.00 149.70 0.00 149.70 24.54 149.70 0.00 149.70 1.96 # Fac. 1 2 3 4 5 6 7 8 9 10 11 12 Load Combination Name 1 Y 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live Load Only 2 Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + LL 3 Y 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + SL 4 Y 1.00 0.60 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.6 DL + 0.6 WL 5 Y 1.00 0.60 0.00 0.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.6 DL + 0.42 WL 6 Y 1.00 1.00 0.00 0.60 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + 0.6 WL 7 Y 1.00 1.00 0.00 0.45 0.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + 0.75 SL + 0.45 WL 8 Y 1.00 1.00 0.75 0.45 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + 0.75 LL + 0.45 WL 9 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 1, Bay 1) 10 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 1.00 DL+COL+SL (Pattern Set 1, Bay 6) 11 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 1.00 1.00 1.00 1.00 1.00 DL+COL+SL (Pattern Set 2, Bay 1) 12 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.50 DL+COL+SL (Pattern Set 2, Bay 6) 13 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 1 & 14 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 1.00 1.00 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 2 & 15 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 1.00 1.00 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 3 & 16 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 1.00 1.00 0.50 DL+COL+SL (Pattern Set 3, Bays 4 & 17 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 1.00 1.00 DL+COL+SL (Pattern Set 3, Bays 5 & Deflection Limitations: The 50 year deflection limit = L/ 180.00 The 50 year maximum deflection = 1.67" Deflection limitations were applied to combinations 1-3,5 Total system weight = 573.74 lbs. Total system cost = 535.02 dollars General Notes: - Ends of laps are considered as brace points.' - Inflection points are considered brace points except for spans with discrete bracing.' * All calculations are in accordance with the 2007 North American Specification with 52-2010 Supplement. Purlin Production List: Purlin Section Length 1 95Z099 29.42 2 952075 28.33 3 952075 28.33 4 95Z099 29.42 Material Summary: Section Weight Cost Fy 95Z075 242.04 229.74 55.0 95Z099 331.70 304.49 55.0 Support Ratios: Support comb support crip bend bolt bearing type * ratio & crip shear ratio ratio ratio 2 1 1 0.25 0.19 0.13 0.14 2 2 1 0.35 0.26 0.18 0.19 2 3 1 0.47 0.36 0.25 0.26 2 4 1 0.14 0.11 0.07 0.08 2 5 1 0.11 0.08 0.06 0.06 2 6 1 0.22 0.16 0.11 0.12 2 7 1 0.47 0.35 0.24 0.26 2 8 1 0.37 0.28 0.20 0.21 2 9 1 0.32 0.25 0.17 0.18 2 10 1 0.28 0.21 0.15 0.16 2 11 1 0.44 0.32 0.23 0.24 2 12 1 0.47 0.36 0.25 0.26 2 13 1 0.49 0.37 0.26 0.27 2 14 1 0.43 0.32 0.23 0.24 2 15 1 0.27 0.20 0.14 0.15 2 16 1 0.29 0.22 0.15 0.16 2 17 1 0.28 0.21 0.15 0.16 3 1 2 0.36 0.41 0.32 0.00 3 2 2 0.50 0.57 0.45 0.00 3 3 2 0.68 0.77 0.61 0.00 3 4 2 0.20 0.23 0.18 0.00 3 5 2 0.15 0.17 0.14 0.00 3 6 2 0.32 0.36 0.28 0.00 3 7 2 0.68 0.77 0.61 0.00 3 8 2 0.54 0.61 0.49 0.00 3 9 2 0.41 0.47 0.37 0.00 3 10 2 0.41 0.47 0.37 0.00 3 11 2 0.68 0.77 0.61 0.00 3 12 2 0.68 0.77 0.61 0.00 3 13 2 0.56 0.64 0.51 0.00 3 14 2 0.70 0.80 0.63 0.00 3 15 2 0.52 0.59 0.47 0.00 3 16 2 0.40 0.44 0.36 0.00 3 17 2 0.42 0.48 0.38 0.00 4 1 2 0.41 0.39 0.26 0.18 4 2 2 0.57 0.55 0.37 0.26 4 3 2 0.77 0.74 0.50 0.35 4 4 2 0.23 0.22 0.15 0.10 4 5 2 0.17 0.17 0.11 0.08 4 6 2 0.36 0.35 0.23 0.16 4 7 2 0.77 0.74 0.49 0.35 4 0 2 0.62 0.59 0.40 0.28 4 9 2 0.47 0.45 0.30 0.21 4 10 2 0.47 0.45 0.30 0.21 4 11 2 0.77 0.74 0.50 0.35 4 12 2 0.77 0.74 0.50 0.35 4 13 2 0.43 0.40 0.28 0.19 4 14 2 0.62 0.60 0.40 0.28 4 15 2 0.85 0.85 0.54 0.38 4 16 2 0.62 0.60 0.40 0.28 4 17 2 0.43 0.40 0.28 0.19 5 1 2 0.36 0.41 0.32 0.00 5 2 2 0.50 0.57 0.45 0.00 5 3 2 0.68 0.77 0.61 0.00 5 4 2 0.20 0.23 0.18 0.00 5 5 2 0,15 0.17 0.14 0.00 5 6 2 0,32 0.36 0.28 0.00 5 7 2 0.68 0.77 0.61 0.00 5 8 2 0.54 0.61 0.49 0.00 5 9 2 0.41 0.47 0.37 0.00 5 10 2 0.41 0.47 0.37 0.00 5 11 2 0.60 0.77 0.61 0.00 5 12 2 0.68 0.77 0.61 0.00 5 13 2 0.42 0.48 0.38 0.00 5 14 2 0.40 0.44 0.36 0.00 5 15 2 0.52 0.59 0.47 0.00 5 16 2 0.70 0.80 0.63 0.00 5 17 2 0.56 0.64 0.51 0.00 6 1 1 0.25 0.19 0.13 0.14 6 2 1 0.35 0.26 0.18 0.19 6 3 1 0.47 0.36 0.25 0.26 6 4 1 0.14 0.11 0.07 0.08 6 5 1 0.11 0.08 0.06 0.06 6 6 1 0.22 0.16 0.11 0.12 6 7 1 0.47 0.35 0.24 0.26 6 8 1 0.37 0.28 0.20 0.21 6 9 1 0.28 0.21 0.15 0.16 6 10 1 0.32 0.25 0.17 0.18 6 11 1 0.47 0.36 0.25 0.26 6 12 1 0.44 0.32 0.23 0.24 6 13 1 0.28 0.21 0.15 0.16 6 14 1 0.29 0.22 0.15 0.16 6 15 1 0.27 0.20 0.14 0.15 6 16 1 0.43 0.32 0.23 0.24 6 17 1 0.49 0.37 0.26 0.27 Support types: 1 = No Clip, 2 = Crippling Clip 3 = Bolted or Welded Clip w/ A307, 4 = Bolted or Welded Clip w/ A325 Bearing ratio is check of bearing of clip bolts on purlins NBG Light Gage Analysis - Version 2016.07.26.1 07/26/2016 AISI Spec Year = 2010 Analysis Configuration - ABC version 2016.07.12.001 Input File: \\BGELPEPEFS0I\Documents\Production\Jobs\M17F0076A\Design\PO1 Summary Report for project name: POI Purlins TYP ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp.' Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos_M neg_M-T----- P-----V-----M-------- 1 1.96 95Z099 1 No 1 2 Cant. 0.00 0.353 0.00 0.37 0.17 -0.36 0.00 0.00 0.04 _0.03 0.03 0.03 0.05 x 0.0 0.0 23.5 23.5 23.5 0.0 0.0 23.5 23.5 23.5 23.5 23.5 comb 13 0 12 4 9 0 0 12 9 9 9 9 2 24.54 952099 1 No 2 3 0.00 17.00 -1.243 0.00 2.89 9.04 -13.98 0.00 0.00 0.27 0.98 0.98 0.98 0.89 x 136.7 0.0 294.5 115.7 294.5 0.0 0.0 277.5 277.5 277.5 277.5 277.5 comb 13 0 14 13 14 0 0 14 14 14 14 14 3 Discrete brace locations (ft. from left supp.) 6.14 12.27 18.41 3 25.00 952075 2 No 3 4 35.00 23.00 -0.549 0.00 2.64 5.21 -13.98 0.00 0.00 0.49 1.01 1.01 1.01 0.97 x 150.0 0.0 0.0 0.0 0.0 0.0 0.0 35.0 35.0 35.0 35.0 35.0 comb 15 0 14 4 14 0 0 14 14 14 14 14 4 25.00 95ZO75 3 No 4 5 23.00 35.00 -0.549 0.00 2.64 5.21 -13.98 0.00 0.00 0.49 1.01 1.01 1.01 0.97 x 150.0 0.0 300.0 300.0 300.0 0.0 0.0 265.0 265.0 265.0 265.0 265.0 comb 15 0 16 4 16 0 0 16 16 16 16 16 5 24.54 95ZO99 4 No 5 6 17.00 0.00 -1.243 0.00 2.89 9.04 -13.98 0.00 0.00 0.27 0.98 0.98 0.98 0.89 X 157.8 0.0 0.0 178.8 0.0 0.0 0.0 17.0 17.0 17.0 17.0 17.0 comb 17 0 16 17 16 0 0 16 16 16 16 16 3 Discrete brace locations (ft. from left supp.) 6.14 12.27 18.41 6 1.96 95ZO99 4 No 6 7 0.00 Cant. 0.353 0.00 0.37 0.17 -0.36 0.00 0.00 0.04 0.03 0.03 0.03 0.05 x 23.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 comb 17 10 3 4 3 0 0 3 3 3 3 3 -=---------------------- Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. -1.243 0.00 2.89 9.04 -13.98 0.00 0.00 0.49 1.01 1.01 1.01 0.97 X 136.7 0.0 0.0 115.7 300.0 0.0 0.0 35.0 35.0 35.0 35.0 35.0 span 2 0 5 2 4 0 0 3 3 3 3 3 comb 13 0 16 13 16 0 0 14 14 14 14 14 -------------- Support Connection Codes: _____ __________ ----- Support No. 2 3 4 5 6 INC INC 'NC 'NC INC Vertical Reactions: (kips) ------- --------- (negative reaction for gravity loads) { Load Support No. Comb. 1 2 3 4 5 6 7 1 0.00 -1.14 -2.84 -2.31 -2.84 -1.14 0.00 2 0.00 -1.60 -3.98 -3.24 -3.98 -1.60 0.00 3 0.00 -2.17 -5.40 -4.39 -5.40 -2.17 0.00 4 0.00 0.94 2.10 1.69 2.10 0.94 0.00 5 0.00 0.62 1.39 1.12 1.39 0.62 0.00 6 0.00 0.58 1.22 0.97 1.22 0.58 0.00 7 0.00 -0.96 -2.57 -2.10 -2.57 -0.96 0.00 8 0.00 -0.53 -1.51 -1.24 -1.51 -0.53 0.00 9 0.00 -1.47 -3.26 -2.66 -3.27 -1.31 0.00 10 0.00 -1.31 -3.27 -2.66 -3.26 -1.47 0.00 11 0.00 -2.01 -5.41 -4.39 -5.40 -2.17 0.00 12 0.00 -2.17 -5.40 -4.39 -5.41 -2.01 0.00 13 0.00 -2.26 -4.46 -2.46 -3.33 -1.30 0.00 14 0.00 -1.99 -5.53 -3.52 -3.16 -1.34 0.00 15 0.00 -1.23 -4.15 -4.80 -4.15 -1.23 0.00 16 0.00 -1.34 -3.16 -3.52 -5.53 -1.99 0.00 17 0.00 -1.30 -3.33 -2.46 -4.46 -2.26 0.00 R Values: percent of fully braced moment strength Span: 1 2 3 4 5 6 Gravity Load: 0.71 0.71 0.79 0.79 0.71 0.71 Uplift Load: 0.64 0.64 0.57 0.57 0.64 0.64 Load Cases: Purlin spacing 5.00 o.c. Building Code: IBC 2012 Inventory: ABCIL-RP General Loads: Load Case Uniform Load (psf) Load Case Name 1 3.0 Dead Load 2 20.0 Live Load 3 -27.4 Wind Load 4 -32.5 Edge Zone Wind Load 5 5.0 Collateral Load 6 30.0 Snow Load 7 30.0 Pattern SL, Bay 1 8 30.0 Pattern SL, Bay 2 9 30.0 Pattern SL, Say 3 10 30.0Pattern SL, Bay 4 11 30.0 Pattern SL, Bay 5 12 30.0 Pattern SL, Bay 6 Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 15.00 0.00 15.00 1.96 1 2 Shear 15.00 0.00 15.00 24.54 1 3 Shear 15.00 0.00 15.00 25.00 1 4 Shear 15.00 0.00 15.00 25.00 1 5 Shear 15.00 0.00 15.00 24.54 1 6 Shear 15.00 0.00 15.00 1.96 2 1 Shear 99.80 0.00 99.80 1.96 2 2 Shear 99.80 0.00 99.80 24.54 2 3 Shear 99.80 0.00 99.80 25.00 2 4 Shear 99.80 0.00 99.80 25.00 5 Shear 99.80 0.00 99.80 24.54 6 Shear 99.80 0.00 99.80 1.96 1 Shear -162.50 0.00 -162.50 1.96 2 Shear -162.50 0.00 -162.50 5.04 2 Shear -137.10 5.04 -137.10 24.54 3 Shear -137.10 0.00 -137.10 25.00 4 Shear -137.10 0.00 -137.10 25.00 5 Shear -137.10 0.00 -137.10 19.50 5 Shear -162.50 19.50 -162.50 24.54 6 Shear -162.50 0.00 -162.50 1.96 1 Shear 25.00 0.00 25.00 1.96 2 Shear 25.00 0.00 25.00 24.54 3 Shear 25.00 0.00 25.00 25.00 4 Shear 25.00 0.00 25.00 25.00 5 Shear 25.00 0.00 25.00 24.54 6 Shear 25.00 0.00 25.00 1.96 1 Shear 149.70 0.00 149.70 1.96 2 Shear 149.70 0.00 149.70 24.54 3 Shear 149.70 0.00 149.70 25.00 4 Shear 149.70 0.00 149.70 25.00 5 Shear 149.70 0.00 149.70 24.54 6 Shear 149.70 0.00 149.70 1.96 1 Shear 149.70 0.00 149.70 1.96 2 Shear 149.70 0.00 149.70 24.54 3 Shear 149.70 0.00 149.70 25.00 4 Shear 149.70 0.00 149.70 25.00 5 Shear 149.70 0.00 149.70 24.54 6 Shear 149.70 0.00 149.70 1.96 Load Combinations: Act. All. Load Case No. Load Combination Name # Fac. 1 2 3 4 5 6 7 8 9 10 11 12 1 Y 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live Load Only 2 Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + LL 3 Y 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + SL 4 Y 1.00 0.60 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.6 DL + 0.6 WL 5 Y 1.00 0.60 0.00 0.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.6 DL + 0.42 WL 6 Y 1.00 1.00 0.00 0.60 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + 0.6 WL 7 Y 1.00 1.00 0.00 0.45 0.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + 0.75 SL + 0.45 WL 8 Y 1.00 1.00 0.75 0.45 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + 0.75 LL + 0.45 WL 9 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 1, Bay 1) 10 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 1.00 DL+COL+SL (Pattern Set 1, Bay 6) 11 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 1.00 1.00 1.00 1.00 1.00 DL+COL+SL (Pattern Set 2, Bay 1) 12 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.50 DL+COL+SL (Pattern Set 2, Bay 6) 13 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 1 & 14 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 1.00 1.00 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 2 & 15 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 1.00 1.00 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 3 & 16 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 1.00 1.00 0.50 DL+COL+SL (Pattern Set 3, Bays 4 & 17 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 1.00 1.00 DL+COL+SL (Pattern Set 3, Bays 5 & Deflection Limitations: The 50 year deflection limit = L/ 180.00 The 50 year maximum deflection = 1.67" Deflection limitations were applied to combinations 1-3,5 Total system weight = 573.74 lbs. Total system cost = 535.02 dollars General Notes: '* Ends of laps are considered as brace points.' '* Inflection points are considered brace points except for spans with discrete bracing.- * All calculations are in accordance with the 2007 North American Specification with 52-2010 Supplement. Purlin Production List: Purlin Section Length 1 95Z099 29.42 2 95Z075 28.33 3 95Z075 28.33 4 95Z099 29.42 Material Summary: Section Weight Cost FY 95Z075 242.04 229.74 55.0 952099 331.70 304.49 55.0 Support Ratios: Support comb support crip bend bolt bearing type * ratio & crip shear ratio ratio ratio 2 1 1 0.25 0.19 0.13 0.14 2 2 1 0.35 0.26 0.18 0.19 2 3 1 0.47 0.36 0.25 0.26 2 4 1 0.00 0.00 0.11 0.11 2 5 1 0.00 0.00 0.07 0.08 2 6 1 0.00 0.00 0.07 0.07 2 7 1 0.21 0.16 0.11 0.12 2 8 1 0.12 0.09 0.06 0.06 2 9 1 0.32 0.25 0.17 0.18 2 10 1 0.28 0.21 0.15 0.16 2 11 1 0.44 0.32 0.23 0.24 2 12 1 0.47 0.36 0.25 0.26 2 13 1 0.49 0.37 0.26 0.27 2 14 1 0.43 0.32 0.23 0.24 2 15 1 0.27 0.20 0.14 0.15 2 16 1 0.29 0.22 0.15 0.16 2 17 1 0.28 0.21 0.15 0.16 3 1 2 0.36 0.41 0.32 0.00 3 2 2 0.50 0.57 0.45 0.00 3 3 2 0.68 0.77 0.61 0.00 3 4 2 0.00 0.00 0.24 0.00 3 5 2 0.00 - 0.00 0.16 0.00 3 6 2 0.00 0.00 0.14 0.00 3 7 2 0.32 0.37 0.29 0.00 3 8 2 0.19 0.21 0.17 0.00 3 9 2 0.41 0.47 0.37 0.00 3 10 2 0.41 0.47 0.37 0.00 3 11 2 0.68 0.77 0.61 0.00 3 12 2 0.68 0.77 0.61 0.00 3 13 2 0.56 0.64 0.51 0.00 3 14 2 0.70 0.80 0.63 0.00 3 15 2 0.52 0.59 0.47 0.00 3 16 2 0.40 0.44 0.36 0.00 3 17 2 0.42 0.48 0.38 0.00 4 1 2 0.41 0.39 0.26 0.18 4 2 2 0.57 0.55 0.37 0.26 4 3 2 0.77 0.74 0.50 0.35 4 4 2 0.00 0.00 0.19 0.13 4 5 2 0.00 0.00 0.13 0.09 4 6 2 0.00 0.00 0.11 0.08 4 7 2 0.37 0.36 0.24 0.17 4 8 2 0.22 0.21 0.14 0.10 4 9 2 0.47 0.45 0.30 0.21 4 10 2 0.47 0.45 0.30 0.21 4 11 2 0.77 0.74 0.50 0.35 4 12 2 0.77 0.74 0.50 0.35 4 13 2 0.43 0.40 0.28 0.19 4 14 2 0.62 0.60 0.40 0.28 4 15 2 0.85 0.85 0.54 0.38 4 16 2 0.62 0.60 0.40 0.28 4 17 2 0.43 0.40 0.28 0.19 5 1 2 0.36 0.41 0.32 0.00 5 2 2 0.50 0.57 0.45 0.00 5 3 2 0.68 0.77 0.61 0.00 5 4 2 0.00 0.00 0.24 0.00 5 5 2 0.00 0.00 0.16 0.00 5 6 2 0.00 0.00 0.14 0.00 5 7 2 0.32 0.37 0.29 0.00 5 8 2 0.19 0.21 0.17 0.00 5 9 2 0.41 0.47 0.37 0.00 5 10 2 0.41 0.47 0.37 0.00 5 11 2 0.68 0.77 0.61 0.00 5 12 2 0.68 0.77 0.61 0.00 5 13 2 0.42 0.48 0.38 0.00 5 14 2 0.40 0.44 0.36 0.00 5 15 2 0.52 0.59 0.47 0.00 5 16 2 0.70 0.80 0.63 0.00 5 17 2 0.56 0.64 0.51 0.00 6 1 1 0.25 0.19 0.13 0.14 6 2 1 0.35 0.26 0.18 0.19 6 3 1 0.47 0.36 0.25 0.26 6 4 1 0.00 0.00 0.11 0.11 6 5 1 0.00 0.00 0.07 0.08 6 6 1 0.00 0.00 0.07 0.07 6 7 1 0.21 0.16 0.11 0.12 6 8 1 0.12 0.09 0.06 0.06 6 9 1 0.28 0.21 0.15 0.16 6 10 1 0.32 0.25 0.17 0.18 6 11 1 0.47 0.36 0.25 0.26 6 12 1 0.44 0.32 0.23 0.24 6 13 1 0.28 0.21 0.15 0.16 6 14 1 0.29 0.22 0.15 0.16 6 15 1 0.27 0.20 0.14 0.15 6 16 1 0.43 0.32 0.23 0.24 6 17 1 0.49 0.37 0.26 0.27 * Support types: 1 = No Clip, 2 = Crippling Clip 3 = Bolted or Welded Clip W/ A307, 4 = Bolted or Welded Clip W/ A325 * Bearing ratio is check of bearing of clip bolts on purlins NBG Light Gage Analysis - Version 2016.07.26.1 07/26/2016 AISI Spec Year = 2010 Analysis Configuration - ABC Version 2016.07.12.001 Input File: \\BGELPEPEFSOI\Documents\Production\Jobs\M17F0076A\Design\POls Summary Report for project name: PO1 Purlins Strut ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp. Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos_M neg_M-T----- P-----V-----M----------- 1 1.96 95Z099 1 No 1 2 Cant. 0.00 0.353 0.00 0.37 0.17 -0.36 0.00 0.00 0.04 0.03 0.03 0.03 0.05 x 0.0 0.0 23.5 23.5 23.5 0.0 0.0 23.5 23.5 23.5 23.5 23.5 comb 13 0 12 4 9 0 0 12 9 9 9 9 2 24.54 95Z099 1 No 2 3 0.00 17.00 -1.243 2.73 2.89 9.04 -13.98 0.00 0.12 0.27 0.98 0.98 0.98 0.89 x 136.7 189.3 294.5 115.7 294.5 0.0 189.3 277.5 277.5 277.5 277.5 277.5 comb 13 18 14 13 14 0 18 14 14 14 14 14 3 Discrete brace locations (ft. from left Supp.) 6.14 12.27 18.41 3 25.00 952075 2 No 3 4 35.00 23.00 -0.549 2.73 2.64 5.21 -13.98 0.00 0.51 0.49 1.01 1.01 1.01 0.97 x 150.0 277.0 0.0 0.0 0.0 0.0 253.0 35.0 35.0 35.0 35.0 35.0 comb 15 18 14 4 14 0 18 14 14 14 14 14 4 25.00 952075 3 No 4 5 23.00 35.00 -0.549 2.73 2.64 5.21 -13.98 0.00 0.51 0.49 1.01 1.01 1.01 0.97 x 150.0 265.0 300.0 300.0 300.0 0.0 81.8 265.0 265.0 265.0 265.0 265.0 comb 15 18 16 4 16 0 18 16 16 16 16 16 5 24.54 95Z099 4 No 5 6 17.00 0.00 -1.243 2.73 2.89 9.04 -13.98 0.00 0.12 0.27 0.98 0.98 0.98 0.89 x 157.8 66.3 0.0 178.8 0.0 0.0 66.3 17.0 17.0 17.0 17.0 17.0 comb 17 18 16 17 16 0 18 16 16 16 16 16 3 Discrete brace locations (ft. from left supp.) 6.14 12.27 18.41 6 1.96 95Z099 4 No 6 7 0.00 Cant. 0.353 0.00 0.37 0.17 -0.36 0.00 0.00 0.04 0.03 0.03 0.03 0.05 x 23.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 comb 17 4 3 4 3 0 0 3 3 3 3 3 Maximum Values On All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M. Max. -1.243 2.73 2.89 9.04 -13.98 0.00 0.51 0.49 1.01 1.01 1.01 0.97 x 136.7 66.3 0.0 115.7 300.0 0.0 81.8 35.0 35.0 35.0 35.0 35.0 span 2 5 5 2 4 0 4 3 3 3 3 3 comb 13 18 16 13 16 0 18 14 14 14 14 14 Support Connection Codes: Support No-------- ----- 2 3 4 5 6 'NC 'NC 'NC 'NC 'NC Vertical Reactions: (kips) (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 5 6 7 1 0.00 -1.14 -2.84 -2.31 -2.64 -1.14 0.00 2 0.00 -1.60 -3.98 -3.24 -3.98 -1.60 0.00 3 0.00 -2.17 -5.40 -4.39 -5.40 -2.17 0.00 4 0.00 0.94 2.10 1.69 2.10 0.94 0.00 5 0.00 0.62 1.39 1.12 1.39 0.62 0.00 6 0.00 0.58 1.22 0.97 1.22 0.58 0.00 7 0.00 -0.96 -2.57 -2.10 -2.57 -0.96 0.00 8 0.00 -0.53 -1.51 -1.24 -1.51 -0.53 0.00 9 0.00 -1.47 -3.26 -2.66 -3.27 -1.31 0.00 10 0.00 -1.31 -3.27 -2.66 -3.26 -1.47 0.00 11 0.00 -2.01 -5.41 -4.39 -5.40 -2.17 0.00 12 0.00 -2.17 -5.40 -4.39 -5.41 -2.01 0.00 13 0.00 -2.26 -4.46 -2.46 -3.33 -1.30 0.00 14 0.00 -1.99 -5.53 -3.52 -3.16 -1.34 0.00 15 0.00 -1.23 -4.15 -4.80 -4.15 -1.23 0.00 16 0.00 -1.34 -3.16 -3.52 -5.53 -1.99 0.00 17 0.00 -1.30 -3.33 -2.46 -4.46 -2.26 0.00 18 0.00 -0.10 -0.24 -0.20 -0.24 -0.10 0.00 19 0.00 -0.47 -1.17 -0.95 -1.17 -0.47 0.00 20 0.00 -0.70 -1.74 -1.42 -1.74 -0.70 0.00 R Values: percent of fully braced moment strength Span: 1 2 3 4 5 6 Gravity Load: 0.71 0.71 0.79 0.79 0.71 0.71 Uplift Load: 0.64 0.64 0.57 0.57 0.64 0.64 Load Cases: Purlin spacing 5.00 o.c. Building Code: IBC 2012 Inventory: ABCIL-RP General Loads: Load Case Uniform Load (psf) Load Case Name 1 3.0 Dead Load 2 20.0 Live Load 3 -27.4 Wind Load 4 -32.5 Edge Zone Wind Load 5 5.0 Collateral Load 6 30.0 Snow Load 7 30.0 Pattern SL, Bay 1 8 30.0 Pattern SL, Bay 2 9 30.0 Pattern SL, Bay 3 10 30.0 Pattern SL, Bay 4 11 30.0 Pattern SL, Bay 5 12 30.0 Pattern SL, Bay 6 13 1.0 Seismic Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 15.00 0.00 15.00 1.96 1 2 Shear 15.00 0.00 15.00 24.54 1 3 Shear 15.00 0.00 15.00 25.00 1 4 Shear 15.00 0.00 15.00 25.00 1 5 Shear 15.00 0.00 15.00 24.54 1 6 Shear 15.00 0.00 15.00 1.96 2 1 Shear 99.80 0.00 99.80 1.96 2 2 Shear 99.80 0.00 99.80 24.54 2 3 Shear 99.80 0.00 99.80 25.00 2 4 Shear 99.80 0.00 99.80 25.00 2 5 Shear 99.80 0.00 99.80 24.54 2 6 Shear 99.80 0.00 99.80 1.96 3 1 Shear -162.50 0.00 -162.50 1.96 3 2 Shear -162.50 0.00 -162.50 5.04 3 2 Shear -137.10 5.04 -137.10 24.54- 3 3 Shear -137.10 0.00 -137.10 25.00 3 4 Shear -137.10 0.00 -137.10 25.00 3 5 Shear -137.100.00 -137.10 19.50 3 5 Shear -162.50 19.50 -162.50 24.54 3 6 Shear -162.50 0.00 -162.50 1.96 5 1 Shear 25.00 0.00 25.00 1.96 5 2 Shear 25.00 0.00 25.00- 24.54 5 3 Shear 25.00 0.00 25.00 25.00 5 4 Shear 25.00 0.00 25.00 25.00 5 5 Shear 25.00 0.00 25.00 24.54 5 6 Shear25.00 0.00 25.00 1.96 6 1 Shear 149.70 0.00 149.70 1.96 6 2 Shear 149.70 0.00 149.70 24.54 6 3 Shear 149.70 0.00 149.70 25.00 6 4 Shear 149.70 0.00 149.70 25.00 6 5 Shear 149.70 0.00 149.70 24.54 6 6 Shear 149.70 0.00 149.70 1.96 7 1 Shear 149.70 0.00 149.70 1.96 8 2 Shear 149.70 0.00 149.70 24.54 9 3 Shear 149.70 0.00 149.70 25.00 10 4 Shear 149.70 _ 0.00 149.70 25.00 11 5 Shear 149.70 0.00 149.70 24.54 12 6 Shear 149.70 0.00 149.70 1.96 Concentrated: Load Span P V M x Case No. (k) (k) (k,ft) (ft) 3 2 2.85 0.00 0.00 0.00 3 2 -2.85 0.00 0.00 24.54 3 3 2.85 0.00 0.00 0.00 3 3 -2.85 0.00 0.00 25.00 3 4 2.84 0.00 0.00 0.00 3 4 -2.84 0.00 0.00 25.00 3 5 2.81 0.00 0.00 0.00 3 5 -2.81 0.00 0.00 24.54 13 2 3.90 0.00 0.00 0.00 13 2 -3.90 0.00 0.00 24.54 13 3 3.90 0.00 0.00 0.00 13 3 -3.90 0.00 0.00 25.00 13 4 3.90 0.00 0.00 0.00 13 4 -3.90 0.00 0.00 25.00 13 5 3.90 0.00 0.00 0.00 13 5 -3.90 0.00 0.00 24.54 Load Combinations: Act. All. Load Case No. Load Combination Name # Fac. 1 2 3 4 5 6 7 8 9 10 11 12 13 1 Y 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live Load Only 2 Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + LL 3 Y 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + SL 4 Y 1.00 0.60 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.6 DL + 0.6 WL 5 Y 1.00 0.60 0.00 0.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.6 DL + 0.42 WL 6 Y 1.00 1.00 0.00 0.60 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + 0.6 WL 7 Y 1.00 1.00 0.00 0.45 0.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + 0.75 SL + 0.45 WL 8 Y 1.00 1.00 0.75 0.45 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + 0.75 LL + 0.45 WL 9 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 0.50 0.50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 1, Bay 1) 10 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 1.00 0.00 DL+COL+SL (Pattern Set 1, Bay 6) 11 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 1.00 1.00 1.00 1.00 1.00 0.00 DL+COL+SL (Pattern Set 2, Bay 1) 12 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.50 0.00 DL+COL+SL (Pattern Set 2, Bay 6) 13 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 0.50 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 1 & 14 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 1.00 1.00 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 2 & 15 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 1.00 1.00 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 3 & 16 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 1.00 1.00 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 4 & 17 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 1.00 1.00 0.00 DL+COL+SL (Pattern Set 3, Bays 5 & 18 Y 1.00 0.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 (0.6-0.14Sds)DL + 0.70E 19 Y 1.00 1.03 0.00 0.00 0.00 1.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 (1+0.14Sds)(DL+COL) + 0.70E 20 Y 1.00 1.03 0.20 0.00 0.00 1.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 (1+0.105Sds)(DL+COL) + 0.20LL + 0.53E Deflection Limitations: The 50 year deflection limit = L/ 180.00 The 50 year maximum deflection = 1.67^ Deflection limitations were applied to combinations 1-3,5 Total system weight = 573.74 lbs. Total system cost = 535.02 dollars General Notes: - Ends of laps are considered as brace points.' - Inflection points are considered brace points except for spans with discrete bracing.' - All calculations are in accordance with the. 2007 North American Specification with 52-2010 Supplement. Purlin Production List: . Purlin Section Length 1 95Z099 29.42 2 95Z075 28.33 3 95Z075 28.33 4 952099 29.42 Material Summary: Section Weight Cost Fy 952075 242.04 229.74 55.0 952099 331.70 304.49 55.0 Support Ratios Support comb support crip bend bolt type * ratio E crip shear ratio ratio 2 1 1 0.25 0.19 0.13 2 2 1 0.35 0.26 0.18 2 3 1 0.47 0.36 0.25 2 4 1 0.00 0.00 0.11 2 5 1 0.00 0.00 0.07 2 6 1 0.00 0.00 0.07 2 7 1 0.21 0.16 0.11 2 8 1 0.12 0.09 0.06 2 9 1 0.32 0.25 0.17 2 10 1 0.28 0.21 0.15 2 11 1 0.44 0.32 0.23 2 12 1 0.47 0.36 0.25 2 13 1 0.49 0.37 0.26 2 14 1 0.43 0.32 0.23 2 15 1 0.27 0.20 0.14 2 16 1 0.29 0.22 0.15 2 17 1 0.28 0.21 0.15 2 18 1 0.02 0.02 0.01 2 19 1 0.10 0.08 0.05 2 20 1 0.15 0.11 0.08 3 1 2 0.36 0.41 0.32 3 2 2 0.50 0.57 0.45 3 3 2 0.68 0.77 0.61 3 4 2 0.00 0.00 0.24 3 5 2 0.00 0.00 0.16 3 6 2 0.00 0.00 0.14 3 7 2 0.32 0.37 0.29 3 8 2 0.19 0.21 0.17 3 9 2 0.41 0.47 0.37 3 10 2 0.41 0.47 0.37 3 11 2 0.68 0.77 0.61 3 12 2 0.60 0.77 0.61 3 13 2 0.56 0.64 0.51 3 14 2 0.70 0.80 0.63 3 15 2 0.52 0.59 0.47 3 16 2 0.40 0.44 0.36 3 17 2 0.42 0.46 0.38 3 18 2 0.03 0.03 0.03 3 19 2 0.15 0.17 0.13 3 20 2 0.22 0.25 0.20 4 1 2 0.41 0.39 0.26 4 2 2 0.57 0.55 0.37 4 3 2 0.77 0.74 0.50 4 4 2 0.00 0.00 0.19 4 5 2 0.00 0.00 0.13 4 6 2 0.00 0.00 0.11 4 7 2 0.37 0.36 0.24 4 8 2 0.22 0.21 0.14 4 9 2 0.47 0.45 0.30 4 10 2 0.47 0.45 0.30 4 11 2 0.77 0.74 0.50 4 12 2 0.77 0.74 0.50 4 13 2 0.43 0.40 0.28 4 14 2 0.62 0.60 0.40 4 15 2 0.85 0.85 0.54 4 16 2 0.62 0.60 0.40 4 17 2 0.43 0.40 0.28 4 18 2 0.03 0.03 0.02 4 19 2 0.17 0.16 0.11 4 20 2 0.25 0.24 0.16 5 1 2 0.36 0.41 0.32 5 2 2 0.50 0.57 0.45 5 3 2 0.68 0.77 0.61 5 4 2 0.00 0.00 0.24 5 5 2 0.00 0.00 0.16 5 6 2 0.00 0.00 0.14 5 7 2 0.32 0.37 0.29 5 8 2 0.19 0.21 0.17 5 9 2 0.41 0.47 0.37 5 10 2 0.41 0.47 0.37 5 11 2 0.68 0.77 0.61 5 12 2 0.68 0.77 0.61 5 13 2 0.42 0.48 0.38 5 14 2 0.40 0.44 0.36 5 15 2 0.52 0.59 0.47 5 16 2 0.70 0.80 0.63 5 17 2 0.56 0.64 0.51 5 18 2 0.03 0.03 0.03 5 19 2 0.15 0.17 0.13 5 20 2 0.22 0.25 0.20 6 1 1 0.25 0.19 0.13 6 2 1 0.35 0.26 0.18 6 3 1 0.47 0.36 0.25 6 4 1 0.00 0.00 0.11 6 5 1 0.00 0.00 0.07 6 6 1 0.00 0.00 0.07 6 7 1 0.21 0.16 0.11 6 8 1 0.12 0.09 0.06 6 9 1 0.28 0.21 0.15 6 10 1 0.32 0.25 0.17 6 11 1 0.47 0.36 0.25 6 12 1 0.44 0.32 0.23 6 13 1 0.28 0.21 0.15 6 14 1 0.29 0.22 0.15 6 15 1 0.27 0.20 0.14 6 16 1 0.43 0.32 0.23 6 17 1 0.49 0.37 0.26 bearing ratio 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14 19 26 11 08 07 12 06 18 16 24 26 27 24 15 16 16 01 06 08 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 18 26 35 13 09 00 17 10 21 21 35 35 19 28 38 28 19 02 .08 .11 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .14 .19 .26 .11 .08 .07 .12 .06 .16 .18 .26 .24 .16 .16 .15 .24 .27 18 1 0.02 0.02 0.01 0.01 19 1 0.10 0.08 0.05 0.06 20 1 0.15 0.11 0.08 0.08 • Support types: 1 = No Clip, 2 = Crippling -Clip 3 = Bolted or Welded Clip w/ A307, 9 = Bolted or Welded Clip w/ A325 + Bearing ratio is check of bearing of clip bolts on purlins CL D 0 O O N n O O N O_ N L.I. O O H H N GJ C E O U S- 4-j N cu a) u N1 cu ca W v CL 0 O O L L ti Q O u All Q 0 t u C O O u v _ VI O Q Q O O ti v w � N x N N 0 coo `^ V1 0 N O N O z N C N vOi N ti O C _C3 o C O W C .0 v L- M V1 M U c 0 J a a Y Y � o rn O J W ti ,ti Q Q 1�/1h t�i1 N CL a a a a oA 0 0 0 0 Vj O Om J J J J w oo�o i B 119911MIMMMI 1191MININIMI 1111111IMMINI 111091ammull LIOIO O O O O OIO O� OIO O N 0 0 0 lf1 O u1 O p 'M N N M ;I- It t X 0 0 0 t� O d O O M^ c M N N ^ O O O O p I� 0 0 0 U m GJ 13 O0000C)C) 11 aom� O m 0 ,O O O O .o . O M M c C, U 0 0 0 0 0 0 p c D1 N IN 0 0 0 CIO 0 0 0 0 0 0 0 IN oil IN O O O O O O O O awwwwwwomom Y ,1Db ry) o OWN cn0 O p J 0 d O `. u Y N O 10 O s c n O O p J 0 d O u Y ^r�OVro V) O C X N O N Lr, C t, O O O O a O U Y co O V1 O Co CO c c n o ^ M O O V O ch O U V- 0 G� Or X IN OV, Cr,rn o J C r �v Y OLI) 10 X � m O J cF O u _ Y in � 0 ui o �� cry00 O U I IY F. O co N m,fl�cNo O p J � d- O u M O O 0 0 0 0 0 0 0 0 10 0 0 N't J` C n 0 ._ o00ocoo^ oo� :moo .� Q O WQ- Q �. - a N Q O C' U Y Y —. N V U Y Q f !V uiuiVi U 0 v U U u C ti ,, L C LW W Wu c v C U w O 0 0 u ti J Q IC Purlin Parameters DL Purlins 1.5 DL 1.5 CL 5 LL 20 SL 30 R1 1 0.6 0.6 0.6 0.6 1 R2 1 1 1 1 1 1 Live Load Reduced LLr 20 12 12 12 12 20 w 57.95232 49.95925 49.95925 49.95925 49.95925 57.95232 # of purlins on a frame np 7 Purlin p 9.5Z12 9.5Z121 9.5ZI51 9.5Z151 9.5Z121 9.5Z12 Slope (enter x:12) rise 0.5 Distance to Ridge (ft) H 30.05 Bay # 1 2 3 4 5 6 Span length (ft) L 1 1.961 23.381 25.001 251 23.381 1.96 Overhang? IY IN IN IN IN IY W (lb) 6820.73 35092.32 37531.89 37531.89 35092.32 6820.735 PL (per bay) 364.70 2335.96 4350.36 4350.36 2335.96 364.6956 Frame Line 1 2 3 4 5 6 PL 1836.351 2908.549 3523.792 2908.549 1836.351 364.6956 Max 3523.792 Lbs. # Of ARC 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 20 20 20 20 20 20 20 20 20 57.95232 57.95232 57.95232 57.95232 57.95232 57.95232 57.95232 57.95232 57.95232 7 8 9 10 11 12 13 14 15 ol ol ol ol ol ol ol ol 0 N I N IN IN IN I N I N IN IN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 8 9 10 11 12 13 14 15 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 20 20 20 20 20 20 20 20 20 57.95232 57.95232 57.95232 57.95232 57.95232 57.95232 57.95232 57.95232 57.95232 16 17 18 19 20 21 22 23 24 ol ol ol ol ol ol ol 0 0 N IN I N IN IN I N IN IN IN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16 17 18 19 20 21 22 23 24 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 20 20 20 20 20 20 20 57.95232 57.95232 57.95232 57.95232 57.95232 57.95232 57.95232 25 26 27 28 29 30 ol ol ol ol ol 0 N IN IN IN IN N 0 0 0 0 0 0 0 0 0 0 0 0 25 26 27 28 29 0 0 0 0 0 1"4LJCL7R SU/LQINGS +GROUP A DMSION OF NUCOR CORPORATION Project No.: M17F0076A Description : Japanese Auto Engineer: JH StrutLgX - Light Gage Strut Forces Date : 2/28/2017 (Seismic Combinations per IBC, BOCA, UBC, SBC and NBCC codes.) Version: 2015.0922 (Date: 09/22/15) By NBS-GS Seismic Seismic Design Criteria: Bay Span (ft) Wind Force, (kips) Force, (kips) 1 24.5417 2.8500 0.6400 2 25.0000 2.8500 1.6800 3 25.0000 2.8400 2.7100 4 24.5417 2.8100 0.6400 Building Code: Code Year: Roof Snow: Design Spectral Response, Sds: Seismic Design Category: IBC 2012 21.0 psf. 0.241 B u American Buildings Company Table 4c: Applicable to roofs designed to the 2009 and newer versions of IBC. 24 GA. STANDING SEAM 360 See Table 4e for uplift values with Reinforced Clips and Seam Clamps DESIGN UPLIFT (PSF) Applicable to roofs designed to the 2009 and newer versions of IBC* Mid -Field Purlin Purlin Thicknesses Spacing Ft. 16 Ga. > 15 Ga. Edge Strip & Corner Zones* Purlin Thicknesses 16 Ga. > 15 Ga. 1.00 149.1 149.1 149.1 149.1 1.50 129.9 129.9 136.4 136.4 2.00 110.6 110.6 136.4 136.4 2.50 91.4 91.4 136.4 136.4 3.00 83.0 83.0 123.8 123.8 3.50 73.4 74.5 109.6 111.3 4.00 64.3 66.1 95.9 98.7 190.3 1.50 5.00 49.3 49.3 73.5 73.5 141.7 171.3 *These tables include a 50% increase in the allowable uplift values in the corner and perimeter zones as allowed for by the 2012 NASPEC Section D6.2.1a with the added stipulation that the purlin spacing in the corner and perimeter zones cannot be greater than the purlin spacing in the mid -field of the roof. This increase is applicable to purlin spacings between 5.27' and 2.5'. The values for spacings less than 2.5' use the higher of the E1592 results without the increase and the value at 2.5'. The increase is only allowed when anchor failure is the controlling failure mode. Therefore, no increase is included for spans less than 2.5' because failure occurred in these tests away from the anchors. This increase is not allowed in Canada. Table 4d: Applicable to roofs designed to the 2009 and newer versions of IBC. Notes: a) All values are from ASTM E 1592 tests with a check of the clip-to-purlin connection using 2 screws unless noted otherwise, and a minimum 16 gauge (0.060") purlin. b) Interpolation between spans is acceptable, but extrapolation for spans less than P-0" and greater than 5'-3%" is not allowed. Revised 08-28-2015 (EB.04.2015) Section 8.2, Page 11 22 GA. STANDING SEAM 360 See Table 4e for uplift values with Reinforced Clip and Seam Clamps DESIGN UPLIFT (PSF) Applicable to roofs designed to the 2009 and newer versions of IBC* Purlin Spacing Ft. 16 Ga. Mid -Field Purlin Thicknesses 15 Ga. 14 Ga. > 13 Ga. Edge Strip & Corner Zones* Purlin Thicknesses 16 Ga. 15 Ga. 14 Ga. > 13 Ga. 1.00 148.8 148.8 148.8 148.8 190.3 190.3 190.3 190.3 1.50 141.7 141.7 141.7 141.7 171.3 190.3 190.3 190.3 2.00 128.5 134.6 134.6 134.6 153.4 171.3 190.3 190.3 2.50 102.8 114.8 127.5 127.5 153A 171.3 190.3 190.3 3.00 85.7 95.7 107.0 114.7 127.9 142.8 159.7 171.1 3.50 73.4 82.0 91.7 101.8 109.6 122.4 136.9 151.9 4.00 64.3 71.8 80.3 89.0 95.9 107.1 119.8 132.8 4.50 57.1 63.8 71.3 76.1 85.2 95.2 106.5 113.6 5.00 51.4 57.4 63.3 63.3 76.7 85.7 94.4 94.4 5.27 48.8 54.5 56.3 56.3 72.8 81.3 84.0 84.0 Notes: a) All values are from ASTM E 1592 tests with a check of the clip-to-purlin connection using 2 screws unless noted otherwise, and a minimum 16 gauge (0.060") purlin. b) Interpolation between spans is acceptable, but extrapolation for spans less than P-0" and greater than 5'-3%" is not allowed. Revised 08-28-2015 (EB.04.2015) Section 8.2, Page 11 NBG Light Gage Analysis - Version 2016.07.26.1 07/26/2016 AISI Spec Year = 2010 Analysis Configuration - ABC version 2016.07.12.001 Input File: C:\Users\Joshua.Huang\Desktop\M17F0076A\G01 - FSW- Summary Report for project name: GO1 - FSW FSWG3 ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp.' Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, -ft) pos_M neg_M-T----- P-----V-----M------------------- 1 0.46 08Z060 1 No Top 1 2 Cant. 0.00 -0.090 0.00 -0.04 0.01 -0.01 0.00 0.00 0.01 0.00 0.00 0.00 0.01 X 0.0 0.0 5.5 5.5 5.5 0.0 0.0 5.5 5.5 5.5 5.5 5.5 comb 2 0 2 2 1 0 0 2 2 2 2 2 2 24.54 08Z060 1 No Top 2 3 0.00 17.00 1.302 0.00 -1.15 5.08 -4.60 0.00 0.00 0.40 0.99 0.99 0.99 0.84 x 126.2 0.0 294.5 294.5 294.5 0.0 0.0 277.5 115.7 115.7 115.7 277.5 comb 2 0 2 2 1 0 0 2 2 2 2 2 3 Discrete brace locations (ft. from left 'supp.) 6.14 12.27 18.41 3 25.00 08Z060 2 No Top 3 4 17.00 17.00 -0.115 0.00 -0.97 5.08 -4.60 0.00 0.00 0.33 0.90 0.90 0.90 0.86 x 38.0 0.0 0.0 0.0 0.0 0.0 0.0 17.0 17.0 17.0 17.0 17.0 comb 2 0 2 2 1 0 0 2 1 1 1 2 4 25.00 08Z099 3 No Top 4 5 17.00 35.00 0.739 0.00 -2.79 13.73 -11.99 0.00 0.00 0.19 0.98 0.98 0.98 1.00 x 137.4 0.0 300.0 300.0 300.0 0.0 0.0 300.0 300.0 300.0 300.0 300.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 5 24.54 08Z067 4 No Top 5 6 23.00 0.00 2.296 0.00 -2.27 13.73 -11.99 0.00 0.00 0.58 1.86 1.86 1.86 1.86 x 168.3 0.0 0.0 0.0 0.0 0.0 0.0 23.0 147.2 147.2 147.2 23.Q� comb 2 0 2 2 1 0 0 2 2 2 2 2 3 Discrete brace locations (ft. from left supp.) 6.14 12.27 18.41 6 0.46 082067 4 No Top 6 7 0.00 Cant. -0.166 0.00 -0.04 0.01 -0.01 0.00 0.00 0.01 0.00 0.00 0.00 0.01 x 5.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 comb 2 0 2 2 1 0 0 2 2 2 2 2 Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. 2.2960.00 -2.79 13.73 -11.99 0.00 0.00 0.58 1.86 1.86 1.86 1.86 x 168.3 0.0 300.0 300.0 300.0 0.0 0.0 23.0 147.2 147.2 147.2 23.0 span 5 0 4 4 4 0 0 5 5 5 5 5 comb 2 0 2 2 1 0 0 2 2 2 2 2 Support Connection Codes: _______ __________ ----- Support No. 2 3 4 5 6 'NC 'NC 'NC 'NC 'NC Vertical Reactions: (kips) (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 5 6 7 1 0.00 -0.70 -1.92 -1.98 -4.43 -1.54 0.00 2 0.00 0.80 2.13 2.20 5.06 1.79 0.00 3 0.00 -0.49 -1.35 -1.38 -3.10 -1.08 0.00 4 0.00 0.56 1.49 1.54 3.54 1.25 0.00 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 5.25 o.c. Building Code: IHC 2012 Inventory: ABCIL-RP General Loads: Load Case Uniform Load (psf) Load Case Name 1 22.1 Pressure Wind Load 2 -24.4 Suction Wind Load 3 -25.9 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 11 Shear 116.00 0.00 116.00 0.46 1 2 Shear 116.00 0.00 116.00 24.54 1 3 Shear 116.00 0.00 116.00 25.00 1 4 Shear 116.00 0.00 116.00 25.00 1 5 Shear 116.00 0.00 116.00 24.54 1 6 Shear 116.00 0.00 116.00 0.46 2 1 Shear -136.00 0.00 -136.00 0.46 2 2 Shear -128.00 6.54 -128.00 24.54 2 3 Shear -128.00 0.00 -128.00 25.00 2 4 Shear -128.00 0.00 -128.00 25.00 2 5 Shear -128.00 0.00 -128.00 18.00 2 6 Shear -136.00 0.00 -136.00 0.46 2 2 Shear -136.00 0.00 -136.00 6.54 2 5 Shear -136.00 18.00 -136.00 24.54 Concentrated: Load Span P V M x Case No. (k) (k) (k,ft) (ft) 1 4 0.00 2.10 0.00 14.25 1 4 0.00 0.93 0.00 24.25 1 5 0.00 1.90 0.00 12.00 1 5 0.00 1.09 0.00 22.00 2 4 0.00 -2.46 0.00 14.25 2 4 0.00 -1.09 0.00 24.25 2 5 0.00 -2.23 0.00 12.00 2 5 0.00 -1.27 0.00 22.00 Load Combinations: Act. All. Load Case No. Load Combination Name k . Fac. 1 2 1 Y 1.00 0.60 0.00 Wind Pressure nested girt I 2 Y 1.00 0.00 0.60 Wind Suction 3 Y 1.00 0.42 0.00 Wind Pressure Deflection 4 Y 1.00 0.00 0.42 Wind Suction Deflection Deflection Limitations: The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 3.33-- Deflection .33"Deflection limitations were applied to combinations 3-4 Total system weight = 379.17 lbs. Total system cost = 372.11 dollars General Notes: - Ends of laps are considered as brace points.' - inflection points are considered brace points except for spans with discrete bracing.' . All calculations are in accordance with the 2007 North American Specification with S2-2010 Supplement. Purlin Production List: Purlin Section Length 1 08ZO60 26.42 2 082060 27.83 3 OBZ099 28.33 4 08ZO67 27.92 Material Summary Section Weight Cost Fy 082060 155.63 159.03 55.0 OBZ067 89.43 89.97 55.0 OBZ099 134.11 123.11 55.0 Support Ratios Support comb support crip bend bolt bearing type ratio 6 crip shear ratio ratio ratio 2 1 1 0.72 0.48 0.08 0.14 2 2 1 0.00 0.00 0.09 0.16 2 3 1 0.50 0.34 0.06 0.10 2 4 1 0.00 0.00 0.06 0.11 3 1 1 0.54 0.59 0.22 0.19 3 2 1 0.00 0.00 0.24 0.21 3 3 1 0.38 0.41 0.15 0.13 3 4 1 0.00 0.00 0.17 0.15 4 1 1 0.29 0.35 0.22 0.15 4 2 1 0.00 0.00 0.25 0.16 4 3 1 0.20 0.24 0.16 0.10 4 4 1 0.00 0.00 0.17 0.12 5 1 1 0.60 0.85 0.50 0.32 5 2 1 0.00 0.00 0.57 0.36 5 3 1 0.42 0.59 0.35 0.22 5 4 1 0.00 0.00 0.40 0.25 6 1 1 1.28 0.85 0.17 0.27 6 2 1 0.00 0.00 0.20 0.32 6 3 1 0.90 0.60 0.12 0.19 6 4 1 0.00 0.00 0.14 0.22 * Support types: 1 = No Clip, 2 = Crippling Clip 3 = Bolted or Welded Clip w/ A307, 4 = Bolted or Welded Clip w/ A325 Bearing ratio is check of bearing of clip bolts on purlins NBG Light Gage Analysis - Version 2016.07.26.1 07/26/2016 AISI Spec Year = 2010 Analysis Configuration - ABC version 2016.07.12.001 Input File: \\BGELPEPEFS01\Documents\Production\Jobs\M17F0076A\Design\GO1 - LEW Summary Report for project name: G01 - LEW LEWG3 ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp. Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos_M neg_M-T----- P-----V-----M-------- 1 24.50 08Z099 1 No Top 1 2 ----- 0.00 1.940 0.00 -1.16 6.16 -6.90 0.00 0.00 0.11 0.93 0.93 0.93 0.80 x 147.0 0.0 0.0 147.0 147.0 ' 0.0 0.0 0.0 147.0 147.0 147.0 147.0 comb 2 0 2 1 2 0 0 2 2 2 2 2 3 Discrete brace locations (ft. from left supp.) 6.12 12.25 18.38 2 25.50 082089 2 No Top 2 3 0.00 0.00 4.316 0.00 -1.86 11.91 -12.60 0.00 0.00 0.22 1.97 1.97 1.97 1.64 x 153.0 0.0 306.0 142.8 142.8 0.0 0.0 306.0 153.0 153 AQ 153.0 142.8 comb2 0 2 1 2 0 0 2 2 2 2 3 Discrete brace locations (f t. from left supp.) 6.38 12.75 19.12 3 20.00 082075 3 No Top 3 4 0.00 ----- 1.131 0.00 -0.95 4.10 -4.63 0.00 0.00 0.19 0.92 0.9 0.92 0.75 x 120.0 0.0 240.0 120.0 120.0 0.0 0.0 240.0 120.0 120.0 120.0 120.0 comb 2 0 2 1 2 0 0 2 2 2 2 2 3 Discrete brace locations (ft. from left supp.) 5.00 10.00 15.00 Maximum Values on All Spans ============ ===________ Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. 4.316 0.00 -1.86 11.91 -12.60 0.00 0.00 0.22 1.97 1.97 1.97 1.64 x 153.0 0.0 306.0 142.8 142.8 0.0 0.0 306.0 153.0 153.0 1 3.0 142.8 span 2 0 2 2 2 0 0 2 2 2 2 2 comb 2 0 2 1 2 0 0 2 2 2 2 2 Support Connection Codes: Support No. 1 2 3 4 Vertical Reactions: (kips) ________ _________ (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 1 -1.01 -2.69 -2.57 -0.82 2 1.16 2.91 2.77 0.95 3 -0.70 -1.89 -1.80 -0.57 4 0.81 2.04 1.94 0.67 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 6.00 o.c. Building Code: IBC 2012 Inventory: ABCIL-RP General Loads: Load Case Uniform Load (psf) Load Case Name 1 22.8 Pressure Wind Load 2 -25.2 Suction Wind Load 3 -27.5 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load Case No. Type (lb/ft) (ft) (lb/ft) 1 1 Shear 136.80 0.00 136.80 1 2 Shear 136.80 0.00 136.80 1 3 Shear 136.80 0.00 136.80 2 1 Shear -151.00 7.00 -151.00 2 2 Shear -151.00 0.00 -151.00 2 3 Shear -151.00 0.00 -151.00 2 1 Shear -164.90 0.00 -164.90 2 3 Shear -164.90 13.00 -164.90 Concentrated: Load Span P V M Case No. (k) (k) (k,ft) 1 2 0.00 1.16 0.00 1 2 0.00 1.09 0.00 2 2 0.00 -1.16 0.00 2 2 0.00 -1.09 0.00 Load Combinations: Act All Load Case No. Load Combination Name # Fac. 1 2 1 Y 1.00 0.60 0.00 Wind Pressure 2 Y 1.00 0.00 0.60 Wind Suction 3 Y 1.00 0.42 0.00 Wind Pressure Deflection 4 Y 1.00 0.00 0.42 Wind Suction Deflection Deflection Limitations: The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 3.40" Deflection limitations were applied to combinations 3-4 Total system weight = 296.19 lbs. Total system cost = 275.64 dollars end x (ft) 24.50 25.50 20.00 24.50 25.50 13.00 7.00 20.00 x (ft) 8.50 18.50 8.50 18.50 'NC 'NC 'NC 'NC (nested girt General Notes: Ends of laps are considered as brace points.' - Inflection points are considered brace points except for spans with discrete bracing.- - All calculations are in accordance with the 2007 North American Specification with S2-2010 Supplement. Purlin Production List: Purlin Section Length 1 OBZ099 24.50 2 08ZO89 25.50 3 OBZ075 20.00 Material Summary Section Weight Cost FY 08Z075 71.72 68.07 55.0 08ZO89 108.51 101.11 55.0 08Z099 115.97 106.45 55.0 Support Ratios Support comb support crip bend bolt type ` ratio & crip shear ratio ratio 1 1 1 0.39 0.26 0.11 1 2 1 0.00 0.00 0.13 1 3 1 0.28 0.18 0.08 1 4 1 0.00 0.00 0.09 2 1 1 1.11 0.74 0.30 2 2 1 0.00 0.00 0.33 2 3 1 0.78 0.52 0.21 2 4 1 0.00 0.00 0.23 3 1 1 1.47 0.96 0.29 3 2 1 0.00 0.00 0.31 3 3 1 1.03 0.69 0.20 3 4 1 0.00 0.00 0.22 4 1 1 0.55 0.36 0.09 4 2 1 0.00 0.00 0.11 4 3 1 0.38 0.25 0.07 4 4 1 0.00 0.00 0.08 bearing ratio .12 .14 .08 .10 .36 .39 .25 .27 .41 .44 .29 .31 .13 .15 .09 .11 Support types: 1 = No Clip, 2 = Crippling Clip 3 = Bolted or Welded Clip w/ A307, 4 = Bolted or Welded Clip w/ A325 * Bearing ratio is check of bearing of clip bolts on purlins NBG Light Gage Analysis - Version 2016.07.26.1 07/26/2016 AISI Spec Year = 2010 Analysis Configuration - ABC version 2016.07.12.001 Input File: C:\Users\Joshua.Huang\Desktop\M17F0076A\GO1 - REW Summary Report for project name: G01 - REW REWG typ ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp. Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos_M neg_M-T----- P-----V-----M--------- 1 21.00 08ZO89 1 Yes Top 1 2 ----- 0.00 1.237 0.00 -1.06 4.81 -5.41 0.00 0.00 0.12 0.84 0.84 0.84 0.70 x 126.0 0.0 0.0 126.0 126.0 0.0 0.0 0.0 126.0 126.0 126.0 126.0 comb 2 0 2 1 2 0 0 2 2 2 2 2 3 Discrete brace locations (ft. from left supp.) 5.25 10.50 15.75 2 24.50 082099 2 Yes _ Top 2 3 0.00 0.00 2.026 0.00 -1.18 6.54 -7.22 0.00 0.00 0.11 0.97 0.97 0.97 0.84 x 147.0 0.0 0.0 147.0 147.0 0.0 0.0 0,0 147.0 147.0 147.0 147.0 comb 2 0 2 1 2 0 0 2 2 2 2 2 3 Discrete brace locations (ft. from left supp.) 6.12 12.25 18.38 3 24.50 08ZO99 3 Yes Top 3 4 0.00 ----- 2.061 0.00 -1.23 6.54 -7.33 0.00 0.00 0.11 0.99 0.99 0.99 0.85 x 147.0 0.0 294.0 147.0 147.0 0.0 0.0 294.0 147.0 147.0 147.0 147.0 comb 2 0 2 1 2 0 0 2 2 2 2 2 3 Discrete brace locations (ft. from left supp.) 6.12 12.25 18.38 ------------------------ Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. 2.061 0.00 -1.23 6.54 -7.33 0.00 0.00 0.12 0.99 0.99 0.99 0.85 x 147.0 0.0 294.0 147.0 147.0 0.0 0.0 0.0 147.0 147.0 147.0 147.0 span 3 0 3 2 3 0 0 1 3 3 3 3 comb 2 0 2 1 2 0 0 2 2 2 2 2 Support Connection Codes: Support No. 1 2 3 4 'NC 'NC 'NC 'NC Vertical Reactions: (kips) (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 1 -0.92 -1.98 -2.14 -1.07 2 1.06 2.20 2.37 1.23 3 -0.64 -1.39 -1.50 -0.75 4 0.74 1.54 1.66 0.86 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 6.38 o.c. Building Code: IBC 2012 Inventory: ABCIL-RP General Loads: Load Case Uniform Load (psf) Load Case Name 1 22.8 Pressure Wind Load 2 -25.2 Suction Wind Load 3 -27.5 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 145.30 0.00 145.30 21.00 1 2 Shear 145.30 0.00 145.30 24.50 1 3 Shear 145.30 0.00 145.30 24.50 2 1 Shear -160.40 7.00 -160.40 21.00 2 2 Shear -160.40 0.00 -160.40 24.50 2 3 Shear -160.40 0.00 -160.40 17.50 2 1 Shear -175.20 0.00 -175.20 7.00 2 3 Shear -175.20 17.50 -175.20 24.50 Load Combinations: Act All. Load Case No. Load Combination Name # Fac. 1 2 1 Y 1.00 0.60 0.00 Wind Pressure 2 Y 1.00 0.00 0.60 Wind Suction. 3 Y 1.00 0.42 0.00 Wind Pressure Deflection 4 Y 1.00 0.00 0.42 Wind Suction Deflection Deflection Limitations: The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 3.27" Deflection limitations were applied to combinations 3-4 Total system weight = 321.30 lbs. Total system cost = 296.17 dollars General Notes: '* Ends of laps are considered as brace points.' '* Inflection points are considered brace points except for spans with discrete bracing.' * All calculations are in accordance with the 2007 North American Specification with S2-2010 Supplement. Purlin Production List: Purlin Section Length 1 08ZO89 21.00 2 08ZO99 24.50 3 08Z099 24.50 Material Summary: Section Weight Cost Fy 08ZO89 89.36 83.27 55.0 08ZO99 231.94 212.91 55.0 Support Ratios Support comb support crip bend bolt bearing type * ratio 6 crip shear ratio ratio ratio 1 1 1 0.44 0.29 0.10 0.12 1 2 1 0.00 0.00 0.12 0.14 1 3 1 0.31 0.20 0.07 0.09 1 4 1 0.00 0.00 0.08 0.10 2 1 1 0.82 0.55 0.22 0.24 2 2 1 0.00 0.00 0.25 0.26 2 3 1 0.57 0.38 0.16 0.17 2 4 1 0.00 0.00 0.17 0.19 3 1 1 0.72 0.48 0.24 3 2 1 0.00 0.00 0.27 0.28 3 3 1 0.51 0.34 0.17 0.18 3 4 1 0.00 0.00 0.19 0.20 4 1 1 0.42 0.28 0.12 0.13 4 2 1 0.00 0.00 0.14 0.15 4 3 1 0.29 0.19 0.08 0.09 4 4 1 0.00 0.00 0.10 0.10 • Support types: 1 = No Clip, 2 = Crippling Clip 3 = Bolted or Welded Clip w/ A307, 4 = Bolted or Welded Clip w/ A325 * Bearing ratio is check of bearing of clip bolts on purlins NBG Light Gage Analysis - Version 2016.07.26.1 07/26/2016 AISI Spec Year = 2010 Analysis Configuration - ABC version 2016.07.12.001 j Input File: \\BGELPEPEFS0I\Documents\Production\Jobs\M17F0076A\Design\GO1 - FSW Summary Report for project name: G01 - FSW FSWG ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp.? Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos_M neg_M-T----- P----- V -----M----------- 1 0.46 08Z067 1 Yes Top 1 2 Cant. 0.00 -0.093 0.00 -0.05 0.01 -0.01 0.00 0.00 0.01 0.00 0.00 0.00 0.01 x 0.0 0.0 5.5 5.5 5.5 0.0 0.0 5.5 5.5 5.5 5.5 5.5 comb 2 0 2 2 1 0 0 2 2 2 2 2 2 24.54 OBZ067 1 Yes Top 2 3 0.00 17.00 1.324 0.00 -1.42 6.59 -5.95 0.00 0.00 0.35 0.99 0.99 0.99 0.94 x 126.2 0.0 294.5 294.5 294.5 0.0 0.0 277.5 115.7 115.7 115.7 277.5 comb 2 0 2 2 1 0 0 2 2 2 2 2 3 Discrete brace locations (ft. from left supp.) 6.14 12.27 18.41 3 25.00 082060 2 Yes Top 3 4 23.00 17.00 0.384 0.00 -1.26 6.59 -.5.95 0.00 0.00 0.41 1.02 1.02 1.02 1.00 x 161.4 0.0 0.0 0.0 0.0 0.0 0.0 23.0 23.0 23.0 23.0 23.0 comb 2 0 2 2 1 0 0 2 1 1 1 2 4 25.00 OBZ060 3 Yes Top 4 5 17.00 23.00 0.384 0.00 -1.26 6.59 -5.95 0.00 0.00 0.41 1.02 1.02 1.02 1.00 x 138.6 0.0 300.0 300.0 300.0 0.0 0.0 277.0 277.0 277.0 277.0 277.0 comb 2 0 2 2 1 0 0 2 1 1 1 2 5 24.54 OBZ067 4 Yes Top 5 6 17.00 0.00 1.324 0.00 -1.42 6.59 -5.95 0.00 0.00 0.35 0.99 0.99 0.99 0.94 x 168.3 0.0 0.0 0.0 0.0 0.0 0.0 17.0 178.8 178.8 178.8 17.0 comb 2 0 2 2 1 0 - 0 2 2 2 2 2 3 Discrete brace locations (ft. from left supp.) 6.14 12.27 18.41 6 0.46 08ZO67 4 Yes Top 6 7 0.00 Cant. -0.093 0.00 -0.05 0.01 -0.01 0.00 0.00 0.01 0.00 0.00 0.00 0.01 x 5.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. 1.324 0.00 -1.42 6.59 -5.95 0.00 0.00 0.41 1.02 1.02 1.02 1.00 x 126.2 0.0 294.5 294.5 294.5 0.0 0.0 23.0 23.0 23.0 23.0 23.0 span 2 0 2 2 2 0 0 3 3 3 - 3 3 - comb 2 0 2 2 1 0 0 2 1 1 1 2 Support Connection Codes: Support No________ 2 3 4 5 6 'NC 'NC 'NC 'NC 'NC Vertical Reactions: (kips) (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 5 6 7 1 0.00 -0.83 -2.42 -1.95 -2.42 -0.83 0.00 2 0.00 0.95 2.67 2.15 2.67 0.95 0.00 3 0.00 -0.58 -1.69 -1.37 -1.69 -0.58 0.00 4 0.00 0.67 1.87 1.50 1.87 0.67 0.00 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 6.38 o.c. Building Code: IBC 2012 Inventory: ABCIL-RP General Loads: Load Case Uniform Load (psf) Load Case Name 1 22.1 Pressure Wind Load 2 -24.4 Suction Wind Load 3 -25.9 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 140.90 0.00 140.90 0.46 1 2 Shear 140.90 0.00 140.90 24.54 1 3 Shear 140.90 0.00 140.90 25.00 1 4 Shear 140.90 0.00 140.90 25.00 1 5 Shear 140.90 0.00 140.90 24.54 1 6 Shear 140.90 0.00 140.90 0.46 2 1 Shear -165.20 0.00 -165.20 0.46 2 2 Shear -155.40 6.54 -155.40 24.54 2 3 Shear -155.40 0.00 -155.40 25.00 2 4 Shear -155.40 0.00 -155.40 25.00 2 5 Shear -155.40 0.00 -155.40 18.00 2 6 Shear -165.20 0.00 -165.20 0.46 2 2 Shear -165.20 0.00 -165.20 6.54 2 5 Shear -165.20 18.00 -165.20 24.54 Load Combinations: Act All Load Case No. Load Combination Name # Fac. 1 2 1 Y 1.00 0.60 0.00 Wind Pressure 2 Y 1.00 0.00 0.60 Wind Suction 3 Y 1.00 0.42 0.00 Wind Pressure Deflection 4 Y 1.00 0.00 0.42 Wind Suction Deflection Deflection Limitations: The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 3.33" Deflection limitations were applied to combinations 3-4 Total system weight = 332.14 lbs. Total system cost = 336.67 dollars General Notes: * Ends of laps are considered as brace points.' '* Inflection points are considered brace points except for spans with discrete bracing.' • All calculations are in accordance with the 2007 North American Specification with S2-2010 Supplement. Purlin Production List: Purlin Section Length 1 OBZ067 26.92 2 OBZ060 27.83 3 OBZo60 27.83 4 OBZ067 26.92 Material Summary: Section Weight Cost FY 08ZO60 159.69 163.18 55.0 08ZO67 172.45 173.49 55.0 Support Ratios Support comb support crip bend bolt type + ratio h crip shear ratio ratio 2 1 1 0.69 0.46 0.09 2 2 1 0.00 0.00 0.11 2 3 1 0.48 0.32 0.07 2 4 1 0.00 0.00 0.08 3 1 1 0.60 0.68 0.27 3 2 1 0.00 0.00 0.30 3 3 1 0.42 0.48 0.19 3 4 1 0.00 0.00 0.21 4 1 1 0.55 0.55 0.22 4 2 1 0.00 0.00 0.24 4 3 1 0.39 0.38 0.15 4 4 1 0.00 0.00 0.17 5 1 1 0.60 0.68 0.27 5 2 1 0.00 0.00 0.30 5 3 1 0.42 0.48 0.19 5 4 1 0.00 0.00 0.21 6 1 1 0.69 0.46 0.09 6 2 1 0.00 0.00 0.11 6 3 1 0.48 0.32 0.07 6 4 1 0.00 0.00 0.08 bearing ratio * .15 .17 .10 .12 .23 .25 .16 .18 .19 .21 .14 .15 .23 .25 .16 .18 .15 .17 .10 .12 * Support types: 1 = No Clip, 2 = Crippling Clip 3 = Bolted or Welded Clip w/ A307, 4 = Bolted or Welded Clip w/ A325 • Bearing ratio is check of bearing of clip bolts on purlins NBG Light Gage Analysis - Version 2016.07.26.1 07/26/2016 AISI Spec Year = 2010 Analysis Configuration - ABC version 2016.07.12.001 Input File: \\BGELPEPEFSOI\Documents\Production\Jobs\M17F0076A\Design\G02 - FSW Summary Report for project name: G02 - FSW FSWG1-2 ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- NO Length Sect. Grp.' Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos_M neg_M-T-----P-----V-----M------------------- 1 --------- -1 0.46 082067 1 Yes Top 1 2 Cant. 0.00 -0.096 0.00 -0.05 0.01 -0.01 0.00 0.00 0.01 0.00 0.00 0.00. 0.01 x 0.0 0.0 5.5 5.5 5.5 0.0 0.0 5.5 5.5 5.5 5.5 5.5 comb 2 0 2 2 1 0 0 2 2 2 2 2 2 25.00 08Z067 1 Yes Top 2 3 0.00 17.00 1.386 0.00 -1.45 7.01 -6.33 0.00 0.00 0.36 1.01 1.01 1.01 1.01 x 128.6 0.0 300.0 300.0 300.0 0..0 0.0 283.0 117.9 117.9 117.9 283.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 3 Discrete brace locations (ft. from left supp.) 6.25 12.50 18.75 3 25.00 OBZ060 2 Yes Top 3 4 29.00 17.00 0.479 0.00 -1.30 7.01 -6.33 0.00 0.00 0.41 0.97 0.97 0.97 0.96 x 172.7 0.0 0.0 0.0 0.0 0.0 0.0 29.0 29.0 29.0 29.0 29.0 comb 2 0 2 2 1 0 0 2 1 1 1 2 4 14.25 082060 3 Yes Top 4 5 17.00 ----- 0.066 0.00 -0.93 3.62 -3.27 0.00 0.00 0.31 0.56 0.56 0.56 0.59 x 115.0 0.0 0.0 0.0 0.0 0.0 0.0 17.0 17.0 17.0 17.0 17.0 comb 2 0 2 2 1 0 0 2 1 1 1 2 -----------------------= Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. 1.386 0.00 -1.45 7.01 -6.33 0.00 0.00 0.41 1.01 1.01 1.01 1.01 x 128.6 0.0 300.0 0.0 300.0 0.0 0.0 29.0 117.9 117.9 117.9 283.0 span 2 0 2 3 2 0 0 3 2 2 2 2 comb 2 0 2 2 1 0 0 2 2 2 2 2 ------------- Support Connection Codes: Support No. 2 3 4 5 'NC 'NC 'NC 'NC Vertical Reactions: (kips) (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 5 1 0.00 -0.84 -2.49 -1.77 -0.37 2 0.00 0.96 2.75 1.96 0.44 3 0.00 -0.59 -1.74 -1.24 -0.26 4 0.00 0.68 1.93 1.37 0.31 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 6.38 o.c. Building Code: IBC 2012 Inventory: ABCIL-RP General Loads: Load Case Uniform Load (psf) Load Case Name 1 22.1 Pressure Wind Load 2 -24.4 Suction Wind Load 3 -25.9 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 140.90 0.00 140.90 0.46 1 2 Shear 140.90 0.00 140.90 25.00 1 3 Shear 140.90 0.00 140.90 25.00 1 4 Shear 140.90 0.00 140.90 14.25 2 1 Shear -165.20 0.00 -165.20 - 0.46 2 2 Shear -155.40 6.54 -155.40 25.00 2 3 Shear -155.40 0.00 -155.40 25.00 2 4 Shear -155.40 0.00 -155.40 7.25 2 2 Shear -165.20 0.00 -165.20 6.54 2 4 Shear -165.20 7.25 -165.20 14.25 Load Combinations: Act All Load Case No. Load Combination Name # Fac. 1 2 1 Y 1.00 0.60 0.00 Wind Pressure 2 Y 1.00 0.00 0.60 Wind Suction 3 Y 1.00 0.42 0.00 Wind Pressure Deflection 4 Y 1.00 0.00 0.42 Wind Suction Deflection Deflection Limitations: The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 3.33" Deflection limitations were applied to combinations 3-4 Total system weight = 214.08 lbs. Total system cost = 217.35 dollars General Notes: '+ Ends of laps are considered as brace points.' '+ Inflection points are considered brace points except for spans with discrete bracing.- - All calculations are in accordance with the 2007 North American Specification with S2-2010 Supplement. Purlin Production List: Purlin Section Length 1 OSZ067 27.87 2 OBZ060 27.83 3 08Z060 15.67 Material Summary: Section Weight Cost Fy 08Z060 124.79 127.52 55.0 OBZ067 89.29 89.83 55.0 Support Ratios Support comb support crip bend bolt bearing type * ratio S crip shear ratio ratio ratio 2 1 1 0.70 0.47 0.10 0.15 2 2 1 0.00 0.00 0.11 0.17 2 3 1 0.49 0.33 0.07 0.10 2 4 1 0.00 0.00 0.08 0.12 3 1 1 0.62 0.72 0.28 0.23 3 2 1 0.00 0.00 0.31 0.26 3 3 1 0.43 0.50 0.20 0.16 3 4 1 0.00 0.00 0.22 0.18 4 1 1 0.50 0.48 0.20 0.18 4 2 1 0.00 0.00 0.22 0.19 4 3 1 0.35 0.34 0.14 0.12 4 4 1 0.00 0.00 0.16 0.14 5 1 1 0.38 0.26 0.04 0.07 5 2 1 0.00 0.00 0.05 0.09 5 3 1 0.27 0.18 0.03 0.05 5 4 1 0.00 0.00 0.03 0.06 + Support types: 1 = No Clip, 2 = Crippling Clip 3 = Bolted or Welded Clip w/ A307, 4 = Bolted or Welded Clip w/ A325 + Bearing ratio is check of bearing of clip bolts on purlins NBG Light Gage Analysis - Version 2016.07.26.1 07/26/2016 AISI Spec Year = 2010 Analysis Configuration - ABC version 2016.07.12.001 Input File: \\BGELPEPEFSOI\Documents\Production\Jobs\M17F0076A\Design\GO2 - LEW Summary Report for project name: G02 - LEW LEWG2-3 ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp. Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M - P&M V&M (in) (in) (in) --P--(kip, ft) pos_M neg_M-T----- P -----V----- M--------- 1 24.50 082099 1 No Top 1 2 ----- 0.00 2.061 0.00 -1.23 6.54 -7.33 0.00 0.00 0.11 0.99 0.99 0.99 0.85 x 147.0 0.0 0.0 147.0 147.0 0.0 0.0 0.0 147.0 147.0 147.0 147.0 comb 2 0 2 1 2 0 0 2 2 2 2 2 3 Discrete brace locations (ft. from left supp.) 6.12 12.25 18.38 2 8.50 OBZ067 2 No Top 2 3 0.00 ----- 0.046 0.00 -0.45 0.78 -0.93 0.00 0.00 0.12 0.25 0.25 0.25 0.17 x 56.7 0.0 102.0 56.7 56.7 0.0 0.0 102.0 56.7 56.7 56.7 56.7 comb 2 0 2 1 2 0 0 2 2 2 2 2 Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. 2.061 0.00 -1.23 6.54 -7.33 0.00 0.00 0.12 0.99 0.99 0.99 0.85 x 147.0 0.0 0.0 147.0 147.0 0.0 0.0 102.0 147.0 147.0 147.0 147.0 span 1 0 1 1 1 0 0 2 1 1 1 1 comb 2 0 2 1 2 0 0 2 2 2 2 2 Support Connection Codes: Support No. 1 2 3 'NC 'NC 'NC Vertical Reactions: (kips) (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 1 -1.07 -1.44 -0.37 2 1.23 1.62 0.45 3 -0.75 -1.01 -0.26 4 0.86 1.14 0.31 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 6.38 o.c. Building Code: IBC 2012 Inventory: ABCIL-RP General Loads: Load Case Uniform Load (psf) Load Case Name 1 22.8 Pressure Wind Load 2 -25.2 Suction Wind Load 3 -27.5 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 145.30 0.00 145.30 24.50 1 2 Shear 145.30 0.00 145.30 8.50 2 1 Shear -160.40 7.00 -160.40 24.50 2 2 Shear -160.40 0.00 -160.40 1.50 2 1 Shear -175.20 0.00 -175.20 7.00 2 2 Shear -175.20 1.50 -175.20 8.50 Load Combinations: Act All Load Case No. Load Combination Name # ? Fac. 1 2 1 Y 1.00 0.60 0.00 Wind Pressure 2 Y 1.00 0.00 0.60 Wind Suction 3 Y 1.00 0.42 0.00 Wind Pressure Deflection 4 Y 1.00 0.00 0.42 Wind Suction Deflection Deflection Limitations: The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 3.27" Deflection limitations were applied to combinations 3-4 Total system weight = 143.20 lbs. Total system cost = 133.85 dollars General Notes: '* Ends of laps are considered as brace points.' '* Inflection points are considered brace points except for spans with discrete bracing.' * All calculations are in accordance with the 2007 North American Specification with S2-2010 Supplement. i Purlin Production List: Purlin Section Length 1 08Z099 24.50 2 08Z067 8.50 Material Summary: ---------------- ---------------- Section Weight Cost Py 08ZO67 27.23 27.39 55.0 08Z099 115.97 106.45 55.0 Support Ratios: Support comb support crip bend bolt bearing type t ratio & crip shear ratio ratio ratio 1 1 1 0.42 0.20 0.12 0.13 1 2 1 0.00 0.00 0.14 0.15 1 3 1 0.29 0.19 0.08 0.09 1 4 1 0.00 0.00 0.10 0.10 2 1 1 1.03 0.60 0.16 0.26 2 2 1 0.00 0.00 0.18 0.29 2 3 1 0.72 0.48 0.11 0.18 2 4 1 0.00 0.00 0.13 0.20 3 1 1 0.31 0.20 0.04 0.07 3 2 1 0.00 0.00 0.05 0.08 3 3 1 0.22 0.14 0.03 0.05 3 4 1 0.00 0.00 0.04 0.06 • Support types: 1 = No Clip, 2 = Crippling Clip 3 = Bolted or Welded Clip w/ A307, 4 = Bolted or Welded Clip w/ A325 • Bearing ratio is check of bearing of clip bolts on purlins NBG Light Gage Analysis - Version 2016.07.26.1 07/26/2016 AISI Spec Year = 2010 Analysis Configuration - ABC version 2016.07.12.001 Input File: \\BGELPEPEFSOI\Documents\Production\Jobs\M17F0076A\Design\G03 - LEW Summary Report for project name: G03 - LEW LEWG2-3 ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp. Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos_M neg-M-T ----- P-----V-----M------------------- 1 7.00 08Z060 1 Yes Top 1 2 ----- 0.00 0.023 0.00 -0.37 0.52 -0.63 0.00 0.06 0.14 0.18 0.18 0.18 0.14 x 36.0 0.0 0.0 48.0 36.0 0.0 0.0 0.0 36.0 36.0 36.0 0.0 comb 2 0 2 1 2 0 0 2 2 2 2 2 2 20.00 082075 2 Yes Top 2 3 0.00 ----- 1.201 0.00 -1.01 4.36 -4.92 0.00 0.00 0.20 0.97 0.97 0.97 0.79 x 120.0 0.0 240.0 120.0 120.0 0.0 0.0 240.0 120.0 120.0 120.0 120.0 comb 2 0 2 1 2 0 0 2 2 2 2 2 3 Discrete brace locations (ft. from left supp.) 5.00 10.00 15.00 Maximum Values on All Spans =_______________________ Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. 1.201 0.00 -1.01 4.36 -4.92 0.00 0.00 0.20 0.97 0.97 0.97 0.79 x 120.0 0.0 240.0 120.0 120.0 0.0 0.0 240.0 120.0 120.0 120.0 120.0 span 2 0 2 2 2 0 0 2 2 2 2 2 comb 2 0 2 1 2 0 0 2 2 2 2 2 Support Connection Codes: Supp__- Conn__tion Code_ Support No. 1 2 3 'NC 'NC INC Vertical Reactions: (kips) (negative reaction for gravity loads) Load Support No, Comb. 1 2 3 1 -0.31 -1.18 -0.87 2 0.37 1.34 1.01 3 -0.21 -0.82 -0.61 4 0.26 0.94 0.71 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 6.38 o.c. Building Code: IBC 2012 Inventory: ABCIL-RP General Loads: Load Case Uniform Load (psf) Load Case Name 1 22.8 Pressure Wind Load 2 -25.2 Suction Wind Load 3 -27.5 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 145.30 0.00 145.30 7.00 1 2 Shear 145.30 0.00 145.30 20.00 2 1 Shear -175.20 0.00 -175.20 7.00 2 2 Shear -160.40 0.00 -160.40 13.00 2 2 Shear -175.20 13.00 -175.20 20.00 Load Combinations: Act All Load Case No. Load Combination Name # Fac. 1 2 1 Y 1.00 0.60 0.00 Wind Pressure 2 Y 1.00 0.00 0.60 Wind Suction 3 Y 1.00 0.42 0.00 Wind Pressure Deflection 4 Y 1.00 0.00 0.42 Wind Suction Deflection Deflection Limitations: The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 2.67" Deflection limitations were applied to combinations 3-4 Total system weight = 91.80 lbs. Total system cost = 88.59 dollars SSSS_ SSSS__ SSSS SSSS_ SSSS__ SSSS General Notes: '* Ends of laps are considered as brace points.' '* Inflection points are considered brace points except for spans with discrete bracing.' All calculations are in accordance with the 2007 North American Specification with 52-2010 Supplement. Purlin Production List: Purlin Section Length 1 OSZ060 7.00 2 082075 20.00 Material Summary: Section Weight Cost FY 08Z060 20.08 20.52 55.0 082075 71.72 68.07 55.0 Support Ratios Support comb support Grip bend bolt bearing type ' ratio s crip shear ratio ' ratio ratio 1 1 1 0.31 0.21 0.03 0.06 1 2 1 0.00 0.00 0.04 0.07 �.i' 1 3 1 0.22 0.15 0.02 .rea^� 1 4 1 0.00 0.0 0.05 2 1 1 1.04 .69 0.13 0.19 2 2 1 0.00 0.00 0.15 0.21 2 3 1 0.73 0.48 0.09 0.13 2 4 1 0.00 0.00 0.11 0.15 3 1 1 0.58 0.39 0.10 0.14 3 2 1 0.00 0.00 0.11 0.16 3 3 1 0.41 0.27 0.07 0.10 3 4 1 0.00 0.00 0.08 0.11 ' Support types: 1 = No Clip, 2 = Crippling Clip 3 = Bolted or Welded Clip w/ A307, 4 = Bolted or Welded Clip w/ A325 ' Searing ratio is check of bearing of clip bolts on purlins Ok by inspection. Corner wind applied to left end of girt run near framed opening is conservative W&0O UD&E@4 L%Mffi0V0Mg5 2012 NASPEC -North American Specification for the Design of Cold -Formed Steel Structural Members, ASD Project, Analysis Description Engineer EW Interior Zones JH, User -Defined Criteria Panel Information Allowable Stress Increase Factor = 1.00 Interior Corner Designation = L3P 26 ga L3P 26 ga tBaseMetal (In.)= 0.0177 0.0177 ITe (in.`'/ft) = 0.0427 0.0427 IBonom (in.4/ft) = 0.0350 0.0350 IA,,,,, (in .4 /ft) = 0.0389 0.0389 Marop (k" /ft) = 1.34 1.34 MzBot[om (k°/ft) = 1.66 1.66 V. (plf) = 585 585 Pullover (lbs) = 239 239 WC (end, 1 = 183 183 WC (int., plo = 281 281 User -Defined Criteria qh = Allowable Stress Increase Factor = 1.00 Allowable Overstress = 1.00 ASIF*Allowable Overstress = 1.00 Deflection Limit = L / 60 Span Lengths (ft) qh = 1 2.75 2 4.75 3 8.00 4 3.96 5 0.00 6 0.00 Component & Cladding Wind Loads qh = 16.80 psf GCp,WindwardInterior= 0.90 2 0.805 GCp,WindwardComer= 0.90 5 0.000 GCp,Leewardlnterior = -0.99 Screw Pullover GCp,LeewardComer= -1.26 Combined Shear and Flexure GCpi -0.18/0.18 OK OK OK OK OK PWind-dlmenor 18.14 psf PWindwudComer = 18.14 psf PLeewardlmerior- -19.66 psf PLeewudcomer = -24.19 psf v C a v Combined Shear and Flexure Deflection (max. absolute value) Span Am_ (in.) Atimir(in.) OK 1 0.009 0.550 OK 2 0.031 0.950 OK 3 0.358 1.600 OK 4 0.033 0.792 5 1 0.000 1 0.000 6 0.000 1 0.000 Web Crippling Max Stress Ratio 0.464 OK OK OK OK IOK OK Span Max. Stress Ratio 1 0.134 2 0.805 3 0.809 4 0.796 5 0.000 6 0.000 0.550 Screw Pullover Max. Str. Ratio = 0.591 Z U Combined Shear and Flexure OK OK OK 3 0.441 1 OK Web Crippling OK Max Stress Ratio = 0.464 OK OK OK OK OK Span Max. Stress Ratio 1 0.165 2 0.991 3 0.996 4 0.980 5 0.000 6 0.000 0.000 Screw Pullover Max. Str. Ratio = 0.728 American Buildings Company 2/24/2017 EW Interior Pan = Deflection (max. absolute value) Span Ama,(in.) At;m;r(in.) 1 0.011 0.550 2 0.038 0.950 .600 4 0.040 0.792 5 0.000 0.000 6 0.000 0.000 Overall: The selected panel is OK el whaa ftap0 Lrk\M&0T&Q5 2012 NASPEC -North American Specification for the Design of Cold -Formed Steel Structural Members, ASD Project, Analysis Description Engineer SW&EW User -Defined Criteria Panel Information Allowable Stress Increase Factor = 1.00 Interior Corner Designation = L3P 26 ga L3P 26 ga tBaseMetal (in.)= 0.0177 0.0177 ITn (in.`'/ft) = 0.0427 0.0427 Is"n"m (in.°/ft) = 0.0350 0.0350 'Average (in.' /ft) = 0.0389 0.0389 M,, (k"/ft) = 1.34 1.34 McBnnom (k"/ft) = 1.66 1.66 V, (plf) = 585 585 Pullover (lbs) = 239 239 WC end. plf) = 183 183 WC (int., plf) = 281 281 User -Defined Criteria qh = Allowable Stress Increase Factor = 1.00 Allowable Overstress = 1.00 ASIF*Allowable Overstress = 1.00 Deflection Limit = L / 60 Span Lengths (ft) qh = 1 2.75 2 4.75 3 8.00 4 2.50 5 0.00 6 0.00 Component & Cladding Wind Loads qh = 16.80 psf GCp,W'indwardlnterior= 0.90 1 0.136 GCp,WindwardComer= 0.90 4 0.810 GCp,Leewardlnterior = -0.99 GCp,LeewardComer= -1.26 y C GCpi -0.18/0.18 OK OK No Good OK OK Pwindwardlnterior = 18.14 psf PWindwudcomer = 18.14 psf PLeewardlntenor= -19.66 psf PLeewardComer = -24.19 psf iu C v Combined Shear and Flexure OK OK OK OK OK Deflection max. absolute value) Spanj Ami (in.) Asir,, t (in.) 1 0.009 0.550 2 0.030 0.950 3 0.354 1.600 4 0.028 0.500 5 0.000 0.000 6 0.000 0.000 Web Crippling Max Stress Ratio = 0.463 OK OK OK OK OK Span Max. Stress Ratio 1 0.136 2 0.800 3 0.815 4 0.810 5 0.000 6 t 0.000 Screw Pullover Max. Str. Ratio = 0.590 y C Combined Shear and Flexure OK OK No Good OK OK Deflection (max. absolute value) Span Amar (in.) A,,_, (in.) 1 0.010 0.550 2 0.037 0.950 3 0.435 1.600 4 0.034 0.500 5 0.000 0.000 6 0.000 0.000 Web Crippling Max Stress Ratio = 0.463 OK OK OK OK OK Span Max. Stress Ratio 1 0.167 2 0.985 3 1.003 4 0.997 5 0.000 6 0.000 Screw Pullover Max. Str. Ratio = 0.726 Overall: The selected panel is N.G. American Buildings Company 2/24/2017 SW&EW Panel Date: 2/28/2017 Description: Proj. Number: M17F0076A Location: FSW Proj. Name: Japanese Auto Enqineer: JH LG Framed Openinq Desiqn Enter IBC 2012 loads as Ultimate Wind Version: 2015.04.06 (Date: 04/06/15) By NBG-GS - - Wind Load (psf): Is 2012 Deflection (L/X): Bay Width (ft.): Eave Ht. (ft.): Opening Ht. (ft.): Self Supporting Hardwall Height (ft.): Framing Condition Width (ft.): Jamb Offset (ft):1 Axial DL at Each Jamb (kips): 26 [1 Specify Nested Girt Elev. 90 25 ❑ Use Old Inventory 18 12 0 �II Extended lamb J Left Right Opening OE)enina 10 0 14.25 1 0 1 1 1 0 ❑ 2 Openings in Bay Girt Elev. ft. 2.75 7.5 15.5 0 0 0 0 0 0 0 0 0 1 0 0 0 Left Opening i Right Opening Jamb I Header 11 Jamb I Header --- ----- -- --- Section: SCO89 80060 Bracing Girt ♦ Panel Unbrc'd Length (ft.): )verride Unbrc'd Length (ft.): M'. V'. M/V'. P; M/P'. Deflection: Moment (ft -k); Shear (kips) Ireq (inA4): Bot./Left Reaction (kips): Top/Right Reaction (kips): ♦ 8C060 ♦ 8C060 ♦ ] See Girt Run �. _.._. ._._ .............. _ 1W Girt ♦ Panel 1WI Panel 8 Panel 8 PanelI Panel ll Stress Ratios(Using Factored Wind Loads 0.93 & 0.45 0.11 0.16 & 0.08 0.05 0.76 & 0.37 0.07 0.07 & 0.07 --- 1 & 0.52 0.11 0.36 & 0.18 0.02 --- --- --- --- --- --- --- --- --- --- --- --- --- --- --- --- --- Anal sis Results(Using Unfactored Ultimate Wind Loads 9.81 & 4.74 2.19 & 1.07 4.54 & 2.3 2.19 & 1.07 1.47 & 0.82 0.57 0.23 0.18 0.23 0.23 --- --- --- --- --- --- --- --- --- --- --- --- --- --- --- Notes: 1) The "Unbraced" bracing setting indicates that the member is braced only by other members framing into it. 2) If only 1 opening is located in a bay, then the Right Opening Width must be set to zero. 3) The jamb offset is defined as the distance from the left grid line to the left jamb of the framed opening. 3) All calculations are per AISI 2007 (with distortional buckling). 4) Jamb Results are given in the form of "Left Jamb Result & Right Jamb Result". Date: 2/28/2017 Description: Proj. Num ber:M17F0076A Location: FSW Proj. Name: Ja anese Auto Enaineer: JH LG Framed Openinq Desiqn Enter IBC 2012 loads as Ultimate Wind Version: 2015.04.06 (Date: 04/06/15) By NBG-GS Esc zoiz Wind Load (psf): 26 ElSpecify Nested Girt Elev. ..... ........ .._ ._..... Deflection (L/X): 90 Bay Width (ft.): 25 El Use Old Inventory Eave Ht. (ft.): 18 Opening Ht. (ft.): 12 Self Supporting Hardwall Height (ft.): 0 Framing Condition : Extended Jamb _.........._..........._.. Left Right opening Opening Width (ft.): 10 0 Jamb Offset (ft): 12 0 Axial DL at Each Jamb (kips): 1 1 0 ❑ 2 Openings in Bay Girt Elev. 2.75 7.5 15.5 0 0 0 0 0 0 0 0 0 0 0 0 Left Opening _Ji Right Opening --- I Jamb I Header 11 Jamb I Header Section: 8CO89 'W, 8C060 Bracing: Girt _ Panel Unbrc'd Length (ft.): )verride Unbrc'd Length (ft.): M'. V'. M/V P M/P Deflection Moment (ft -k) Shear (kips) Ireq (inA4) Bot./Left Reaction (kips) Top/Right Reaction (kips) W 8C060 W 1 8C060 ♦ , See Girt Run W W i Girt W i _Panel W _Panel W 8 Panel 8 Panel Panel stress Ratios Using Factored Wind Loads 0.85 & 0.53 0.11 --- --- --- 0.14 & 0.09 0.05 --- --- --- 0.69 & 0.43 0.07 --- --- --- 0.07 & 0.07 --- --- --- --- 0.92 & 0.6 0.11 --- --- --- 0.33 & 0.21 0.02 --- --- --- Analysis Results Usinq Unfactored Ultimate Wind Loads 8.96 & 5.57 0.57 --- --- --- 2 & 1.26 0.23 --- --- --- 4.17 & 2.67 0.18 --- --- --- 2 & 1.26 0.23 --- --- --- 1.37 & 0.93 0.23 --- --- --- Notes: 1) The "Unbraced" bracing setting indicates that the member is braced only by other members framing into it. 2) If only 1 opening is located in a bay, then the Right Opening Width must be set to zero. 3) The jamb offset is defined as the distance from the left grid line to the left jamb of the framed opening. 3) All calculations are per AISI 2007 (with distortional buckling). 4) Jamb Results are given in the form of "Left Jamb Result & Right Jamb Result". Description: Location: LEW Date: 2/ Proj. Number: M1 Proj. Name: Ja Engineer: LG Framed ODeninq Desiqn Enter IBC 2012 loads as Ultimate Wind 7/2017 nese Auto JH Version: 2015.04.06 (Date: 04/06/15) By NBG-GS Wind Load (psf): 25.16 D Specify Nested Girt Elev. isc 2012 Deflection (L/X): 90 Bay Width (ft.): 25.5 ❑ Use Old Inventory Eave Ht. (ft.): 19.6 Opening Ht. (ft.): 12 Self Supporting Hardwall Height (ft.): 0 Framing Condition : Extended la11 mb ' .. Left Right O ening Openinq Width (ft.): 10 0 Jamb Offset (ft): 8.5 0 Axial DL at Each Jamb (kips): 0 0 ❑ 2 Openings in Bay Girt Elev. 2.75 7.5 15.5 0 --- 0 0 0 0 0 0 0 0 0 0 Desi n Results Left Opening Ri ht O enin --- Jamb I Header Jamb I Header --- Section: 8c089 ' scolio IV 8c660 q sc060 q See Girt Run 7 - - Bracing: Girt 'W Panel 'V Girt q ' Panel Panel W Unbrc'd Length (ft.): )verride Unbrc'd Length (ft.); M'. V'. M/V'. P'. M/P Deflection Moment (ft -k): Shear (kips): Ireq (in^4): Bot./Left Reaction (kips): Top/Right Reaction (kips): 8 Panel 1 8 Panel Panel Stress Ratios(Using Factored Wind Loads 0.7 & 0.65 0.11 --- --- --- 0.12 & 0.11 0.05 --- --- --- 0.57 & 0.53 0.07 --- --- --- 0 & 0 --- --- --- --- 0.7 & 0.65 0.11 --- --- --- 0.27 & 0.26 0.02 --- --- --- Analysis Results(Using Unfactored Ultimate Wind Loads 7.39 & 6.84 0.55 --- --- --- 1.66 & 1.54 -0.22 --- --- --- 3.47 & 3.23 0.18 --- --- --- 1.66 & 1.54 0.22 --- --- --- 1.16 & 1.09 0.22 --- --- --- Notes: 1) The "Unbraced" bracing setting indicates that the member is braced only by other members framing into it. 2) If only 1 opening is located in a bay, then the Right Opening Width must be set to zero. 3) The jamb offset is defined as the distance from the left grid line to the left jamb of the framed opening. 3) All calculations are per AISI 2007 (with distortional buckling). 4) Jamb Results are given in the form of "Left Jamb Result & Right Jamb Result". 100 YP' R 3-106 Head, H Discharge, Q Head, H Discharge, Q Head, H Discharge, Q Fed Inches Second feet Feet Inches Second -Jed Feet Inches Second-)eet 0. 15 1'34. 0.022 0.55 6% 0.564 0.95 11% 2 1$ .16 1'340 .025 .56 6r/4 .590 .96 11% 2.25 . 17 2%4 .029 .57 6'34. . 617 .97 11% 2131 .18 2%. .034 .58 6'34. .644 .98 11% 2.37 .19 234 .040 .59 7344 .672 .99 11 2.43 .20 I 2% .046 .60 734. .700 1.00 12 2.49 . 21 2}4 . 052 .61 7344 . 730 1.01 1231 2.65 .22 2ya .058 .62 731 .760 1.02 123 2.61 .23 2 • .065 .63 7%. .790 1.03 12% 168 24 2% .072 .64 713. .822 1.04 1234 2.74 25 3 .080 .65 7'34. .854 1.05 123( 2.91 '- .-26- --- _ _ . 088 .66 7'34. .887 L 06 12% 2. 67 .27 3Y4.096 .67 834. .921 1.07 12'3;, 2.94. .28 3% .105 .68 sy'. .955 1.08 12'3. 3.01 .29 3% . 115 .69 Sy. .991 1.09 133{. 3.08 .30 330 .125 .70 8% 1.03 1.10 13%a 315 . 31 3% . 136 .71 834 1.06 L 11 1334. 322 .32 $'Me .147 .72 8% 1.10 1.12 13346 3.30 .33 3'34e . 159 .73 83. 1. 14 L 13 1334. 3 37 .34 435. .171 .74 8% 1.18 1.14 13'%, 3.44 .35 4%. .184 .75 9 1.22 1. 15 13'3;6 3 52 .36 434. .197 .76 934 1.26 1. 16 13134. 3.59 . 37 4% . 211 . 77 93s 1. 30 1. 17 14%. 3, 67 .39 4r. .225 .78 9% 1.34 1.18 1434* 3.75 .39 41. 35 .246 .79 934 1.39 1. 10 ( 143 3.83 .40 4134a .256 .80 9% 1.43 1.20 14% 3 91 .41 4% .272 .81 934 1.48 1.21 I 14% 3.99 42 5 4 .289 .82 9'3fe 1.52 1.22 14% 4.07 .43 5 . .306 .83 944. 1.57 1.23 14% 4. 16 .44 5% .324 .84 1035, 1.61 1.24 14% 4.24 .45 5% .-343 .85 1035# 1.66 1.25 15 4.33 . 46 5% .362 . 86 10%. 1.71 1.26 15% 4 42 . 47 _ 5% .__.382 _ .87 1034. 1.76 1.27 16% 4.51 .48 5y. .403 .88 10%. 1.81 1.29 I6% 4.60 .49 5% .424 .89. 10135e 1.86 1.29 15% 4.69 50____ ____ 8 445 .90 10135a 1.92 1.30 1534 4.79 .468 .51 6% .91 10'. 34 1.97 1.31 153: 4.87 .52 8y, .491 .92 11%. 2.02 1.32 15'34. 4.96 .63 6. .515 .93 11%. 2.08 1.33 15134. 5.06 .54 534 .539 .94 11% 2.13 1.34 1634. 5.15 Exhibit 3-17 Discharge for 900 v -notch weirs (Ref. Parshall, R.L., Measuring Water in Irrigation Channels, U.S. Dept. Agr. Cir. 843, 1950) 3-100 Exhibit 3-15 Discharge for contracted rectangular weirs (Ref. Parshall, R.L., ?Measuring Water in Irrigation Channels, U.S. Dept. Agr. Cir. 843, 1950) (Sheet 1 of 3) Discharge, Q, for crest length, L, of - H1 Head, 1 foot I 1.5 feet. I I 2 feet 3 feet 4 feet 6 feet 8 feet 10 feet _ Fert Inches Second -feet Second frrt I Second feet Second feet Second feet Second feet ' Serond feet Second feet 0. 10 1546 0. 11 0. 16 0. 22 0. 33 I 0. 44 0. 62 0. 84 1.05 11 1556 12 18 .25 .37 .50 .73 97 1.21 12 111, 14 .20 .28 .42 .57 .83 1.10 1.38 13 15 .22 .32 .47 .64 .93 1.24 1.56 14 12�16 17 25 35 .53 71 1.04 1. 39 1.74 15 "iib 19 .28 .39 .58 .79 1.15 1.54 1.93 .16 1194e .21 .31 .43 .64 .86 1.27 1.70 2.12 17 2:10 .23 .34 .47 .70 .95 1.39 1.86 2.33 18 2ji6 .25 .37 .51 .76 1.03 1..52 2.03 2.53 19 261 .27 .40 .55 .83 1.11 1.64 2.20 2.75 20 2% .29 .44 .59 .89 1.19 1.78 2.37 2.97 .21 25 .31 .47 .63 .95 1.28 1.91 2.55 3.19 22 2% .34 50 .68 1.02 L 37 2.05 2. 73 & 42 23 29: .36 .54 .72 1.09 1.46 2.19 2.92 3.66 24 2% .38 -57 77 1. 16 1,55 2.33 3. it 3.90 25 3 .40 .61 82 1.23 L 65 2.48 3 31 4. 14 26 314 .43 . 65 86 1.31 1. 75 2. 63 3. 51 4 39 27 3y. .45 .68 .91 1.28 1.85 2.78 3.71 4.65 28 3% .48 .72 . 96 1.46 1. 95 2 93 3. 92 4.91 . 29 314 .50 .76 1.02 1.53 2 05 3.09 4. 13 5. 17 .30 35i .53 .80 1.07 1.61 216 3.25 4.34 5.44 .31 35± .55 .84 1.12 1.69 2.26 3.41 4.56 5.71 .32 319 i e .58 .88 1.18 1.77 2.37 3.58 4.78 5.99 .33 31h..__ ,, - 4'ia .61 - fi3 .92 .96 1.23 1.28 j 1.86 1.94 2,_4.8 2.60 3.75 3.92 5.01 5.24 6.27 6.56 _l_ .. 1 .35 4Na .66 1.00 1.34 2.02 2.71 4.09 5.47 6.85 .36 41,16 .69 1.04 1.40 2.11 2.82 4.26 5.70 7.14 .37 4,{a 72 1. 03 1. 45 2.20 2 04 4.44 5.94 7.44 .38 4%a .74 1.13 1.51 2.28 3.06 4.62 6.18 7.74 .39 41%s .77 1.17 1.57 2.37 3.18 4.80 6.43 8.05 .40 411,4a .80 1-21 1. 63 2.46 3.30 4 99 6.67 8. 36 .41 416ia .83 1.26 1.69 2.55 3.42 5.17 6.92 8.67 _ 42 5%e .86 1. 30 1.75 2.65 3. 54 5.36 7. 18 8.99 . 43 5%6 .89 1.35 1.81 2.74 3. 67 5.55 7.43 9.31 .44 5ji .92 1.40 1.88 2.83 3.80 5.75 7.69 9.63 .45 5% .96 1.44 1.94 2.93 3.93 5.94 7.95 9.96 .46 5% .99 1.49 2.00 & 03 4.05 6.14 & 22 10.3 .47 5% 1.02 1.54 2.07 3.12 4. IS 6.34 S 48 10.0 .48 531, 1.05 1.59 2 13 3.22 4.32 6.54 & 75 11.0 .49 5% 1.08 1.64 2.20 3.32 4.45 6.74 9.03 11.3 6 1. 11 1.68 2,26 _ 3.42 I 4.58 6.95 9.30 11.7 .50 .51 6% 1.15 1.73 2.33 3.52 4.72 7.15 9.58 12.0 .52 6% 1. i8 1.78 2.40 3.62 4.86 7.36 9.86 I2 4 53 -6'/a 1.21 1.84 2.46 3.73 4.99 7.57 10.1 12.7 .54 6% 1.25 1.89 2.53 3.83 5.13 7.79 10.4 13.1 .55 654 1.28 1.94 2. 60 3. 94 5.27 & 00 10. 7 13.4 .56 6j4 1.31 1.99 2.67 4.04 5.42 8.22 11.0 13.8 57 6'ji6 1.35 2.04 2. 74 4.15 5. 56 942 IL 3 14.2 58 6'916 1.38 2.09 2.81 4.26 5.70 965 11. 6 14.5 .59 7y,a 1.42 2. 15 2.88 4.36 5.85 5.88 11.9 14.9 .60 7%e 1.45 2.20 2.96 4.47 6.00 9.10 12.2 15.3 . 61 794a 1.49 2 25 3.03 4.59 6.14 9. 33 12.5 15.7 .62 7'a 1.52 2.31 3 10 4.69 6.29 9.55 12.8 1 MI 63 7Ye 1.56 2.36 3. 17 4. 81 6.44 9.78 1& 1 16.4 64 71%j1.60 2.42 3.25 4.92 & 59 10.0 13.4 16.8 Exhibit 3-15 Discharge for contracted rectangular weirs (Ref. Parshall, R.L., ?Measuring Water in Irrigation Channels, U.S. Dept. Agr. Cir. 843, 1950) (Sheet 1 of 3) Weir & Orifice Calculator Company Name: Alliance Consulting Project Name: Japanese Auto Notes: Infiltration Basin MH Inlet Grate The Weir and Orifice Calculator is used to determine the inlet capacity in sag (ponding) conditions by use of the Weir and Orifice equations. Knowing this information will allow you to select the proper grate type and size for your specific job or project. Weir Flow Calculations Weir Equation: Q = 33P(h)'-s • Q = Capacity in CFS • P = Feet perimeter • h = Head in feet • Weir Information Catalog Number and Grate Type: R -2412-A5: K • Feet perimeter (P). - 6.3 P):6.3 Weir capacity in cfs: Head in feet (h)- .75 Orifice Flow Calculations Orifice Flow Equation: Q = o.6A 2gh Transitional flow in cfs: • Q = Capacity in CFS • A = Free open area of grate in sq. ft. • g = 32.2 (feet per sec/sec) • h = Head in feet • Orifice Information Free open area in sq. ft. (A): 0.8 Orifice capacity in cfs: 3.3 For additional information regarding Neenah Inlet Grate Capacities, please contact Ryan Bonell P.E., at (920) 729.3463 or email at ryan.bonell(a neenahenterprises.com, or Joe Falle P.E., at (920)729.3653 or email at ioseph.falle,�@neenahenterprises.com. PERCOLATION TEST FORM A I li�a�n�nee s a�s'�..s..uvlo sus PROPERTY OWNER: CONSTRUCTION DIMENSIONS PROPERTY LOCATION: 11950 W 52ND AVE, Wheat Ridge, CO SOIL DESCRIPTION HOLE ID # TEST HOLE 1 DIA. OF HOLE (IN) 12 DEPTH OF HOLE (IN) 30 DATE OF PERC TEST 8/16/2016 DATE & TIME OF PRESOAK 8/15/2016 PERCOLATION RATE AT FINAL INTERVAL (MINUTES PER INCH) 22.5 PERCOLATION RATE AT FINAL INTERVAL (FT PER SEC PER SF) 6.17E-05 Time interval Depth A (in) Avg I Depth Z� (ft) mins/in Adjusted (mins) (in) Depth (ft) mins/in Start 11:00 30 173/4 7 83/4 1.48 0.58 4.3 16.8 Stop 11:30 243/4 2.06 Start 11:45 30 17 6 1/2 9 3/4 1.42 0.54 4.6 19.6 Stop 12:15 231/2 1.96 Start 12:45 30 17 6 1/4 9 7/8 1.42 0.52 4.8 20.6 Stop 1:15 23 1/4 1 94 Start 1:33 30 17 61/4 97/8 1.42 0.52 4.8 20.6 Stop 2:03 231/4 1.94 Start 2:10 30 17 51/2 101/4 1.42 0.46 5.5 24.1 Stop 2:40 221/2 188 Start 2:46 30 161/2 6 101/2 1.38 0.50 5.0 22.5 Stop 3:16 221/2 1.88 Start 3:25 30 161/2 6 101/2 1.38 0.50 5.0 22.5 Stop 3:55 221/2 1.88 PERCOLATION RATE AT FINAL INTERVAL (MINUTES PER INCH) 22.5 PERCOLATION RATE AT FINAL INTERVAL (FT PER SEC PER SF) 6.17E-05 PERCOLATION TEST FORM Alliance Consulting PROPERTY OWNER: CONSTRUCTION DIMENSIONS PROPERTY LOCATION: 11950 W 52ND AVE, Wheat Ridge, CO SOIL DESCRIPTION HOLE ID # TEST HOLE 2 DIA. OF HOLE (IN) 10 DEPTH OF HOLE (IN) 24 DATE OF PERC TEST 8/16/2016 DATE 8r TIME OF PRESOAK 8/15/2016 41.8 Average PERCOLATION RATE AT FINAL INTERVAL (MINUTES PER INCH) 43.0 PERCOLATION RATE AT FINAL INTERVAL (FT PER SEC PER SF) 3.23E-05 Time Interval. Depth A (in) avg Depth �1 (ft) mins/in Adjusted (mins) (in) depth (ft) mins/in Start 10:30 12 1.00 30 31/2 101J4 0.29 8.6 43.7 Stop 11:00 151/2 129 Start 11:06 21/2 0.21 30 6 1/4 18 3/8 0.52 4.8 40.1 Stop 11:36 83/4 0.73 Sta rt 11:40 2 1/2 0.21 30 61/2 181/4 0.54 4.6 38.3 Stop 12:10 9 0.75 Start 12:45 21/4 0.19 30 6 1/4 18 5/8 0.52 4.8 40.6 Stop 1:15 81/2 0.71 Start 12:50 2 0.17 30 6 19 0.50 5.0 43.0 Stop 1:20 8 0.67 Start 1:30 11/2 0.13 30 6 191/2 0.50 5.0 44.0 Stop 2:00 71/2 0.63 Start 2:08 2 0. 17 30 6 19 0.50 5.0 43.0 Stop 2:38 8 0.67 41.8 Average PERCOLATION RATE AT FINAL INTERVAL (MINUTES PER INCH) 43.0 PERCOLATION RATE AT FINAL INTERVAL (FT PER SEC PER SF) 3.23E-05 PERCOLATION TEST FORM Hance Consulting PROPERTY OWNER: CONSTRUCTION DIMENSIONS PROPERTY LOCATION: 11950 W S2ND AVE, Wheat Ridge, CO SOIL DESCRIPTION HOLE ID # TEST HOLE 3 DIA. OF HOLE (IN) 10 DEPTH OF HOLE (IN) 24 DATE OF PERC TEST 8/16/2016 DATE St TIME OF PRESOAK 8/15/2016 PERCOLATION RATE AT FINAL INTERVAL (MINUTES PER INCH) 29.6 PERCOLATION RATE AT FINAL INTERVAL (FT PER SEC PER SF) 4.69E-05 Time Interval Depth A (in) I avg I Depth , (ft) mins/in Adjusted (mins) (in) depth (ft) mins/in Start 10:29 121/2 1.04 30 41/2 91/4 0.38 6.7 31.3 Stop 10:29 17 1.42 Start 11:10 30 3 81/2 163/4 0.25 0.71 3.5 27.2 Stop 11:40 111/2 0.96 Start 11:42 30 8 41/2 133/4 0.67 0.38 6.7 43.3 Stop 12:12 121/2 1.04 Start 12:20 21/2 0.21 30 81/4 173/8 0.69 3.6 28.9 Stop 12:50 103/4 0.90 Start 12:57 30 2 81/2 173/4 0.17 0.71 3.5 28.6 Stop 1:27 101/2 0.88 Start 1:30 30 2 81 173/4 0.17 0.71 3.5 28.6 Stop 2:00 101/2 0.88 Start 2:05 30 2 81/4 177/8 0.17 0.69 3.6 29.6 Stop 2:35 101/4 0.85 PERCOLATION RATE AT FINAL INTERVAL (MINUTES PER INCH) 29.6 PERCOLATION RATE AT FINAL INTERVAL (FT PER SEC PER SF) 4.69E-05 Weir & Orifice Calculator Company Name: Alliance Consulting Project Name: Japanese Auto Notes: Infiltration Basin MH Inlet Grate The Weir and Orifice Calculator is used to determine the inlet capacity in sag (ponding) conditions by use of the Weir and Orifice equations. Knowing this information will allow you to select the proper grate type and size for your specific job or project. Weir Flow Calculations Weir Equation: Q = 3.3P(h)1•5 • Q = Capacity in CFS • P = Feet perimeter • h = Head in feet • Weir Information Catalog Number and Grate Type: R-2412-A5:K • Feet perimeter (P): 6.3 Orifice Flow Calculations Orifice Flow Equation: Q = o.6A 2gh • Q = Capacity in CFS • A = Free open area of grate in sq. ft. • g = 32.2 (feet per sec/sec) • h = Head in feet • Orifice Information Head in feet (h): Free open area in sq. ft. (A): .75 0.8 Weir capacity in cfs: Transitional flow in cfs: Orifice capacity in cfs: 3.3 For additional information regarding Neenah Inlet Grate Capacities, please contact Ryan Bonell P.E., at (920) 729.3463 or email at rvan.bonell@neenahenterprises.com, or Joe Falle P.E., at (920)729.3653 or email at ioseph.falle@neenahenterprises.com. m LO N W O N Q CD to N v d- Q gQ N l W up [Ifm QONM Lei `''A'41C'�� (n 4 } U =< iwwYl9] �,i�% ^'G -.I W X00 Qm I CD 00 z00 Lu �o c ¢o w�� Z 3roa 0(0z r = O V) ¢ o<¢ � ern %; Z - V) rn Z U a K N JZ. -Z LOI CL LJ S S �- oo¢zw a o cD ZU�L�3 Www -s9] „b/l 7Z 11 a❑❑❑❑`' r❑❑❑❑❑❑. 0 N V CV u 3 a U APPENDIX C — FIG URESAND BACKGROUND INFORMATION - FLOOD INSURANCE RATE MAPS - SOIL MAP - EXISTING DRAINAGE MAP - PROPOSED DRAINAGE MAP - GRADING PLAN - Soils Report 117 0 w W 52ND AVENUE I JEFFERSON UNINCORPORA' 080087 CITY OF WHEAT RIDGE 085079 Ire MAP SCALE 1" = 500' 50 0 500 1000 FEET ^ METER PANEL 0192F FIRM FLOOD INSURANCE RATE MAP JEFFERSON COUNTY, COLORADO AND INCORPORATED AREAS PANEL 192 OF 675 (SEE MAP INDEX FOR FIRM PANEL LAYOLfn CONTNNS ccNmuNn NUMBER PANG{ WRA nm'AOA CnY OF WSpT! { JEiFERSCNCWNIY .yy19] M@ weew.Rroaa,errca a— mw f ' Notiae io UsrJ' The Map Numbat shave below r shoultl be used when pets map ardels; the II Communfty Number shove ebwe shoWd be used an imumnm aPphrations for the subjea iaommundy. ® g MAPNUMBER 08059CO192F sg .ate MAP REVISED FEBRUARY 5, 2014 Federal Emergeney dfaaagemeat Agency TMs Ia an ofnclal copy of s portion of the aoo e refemnced flood map. It was .—oted using F -Mfr OrtUne. Thi. map doge not rel—I changes endments which may have teen mad. subs.quom to tho tbte on tha titre u- . For the latest product irrl rmat—about National Rood Inaura'tce Program flood maps Check the FEMA Flood Map Stour at www.msc.fema.g- 39" 4727N 39' 4725'N 3 Hydrologic Soil Group—Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties (11950 West 52nd Avenue) 3 R 2 39" 47 27N 486538 488547 488556 488565 48BS74 486583 se Map Scale: 1:353 f prirrted on A portrait (8.5" X 11'I sheet nN 0 5 10 20 3 ryd 0 15 30 60 90 Fe Map projection: Web Memtnr Comer ooa drebm WC584 Edge tis: UTM Zone 13N WG584 usDn Natural Resources Web Soil Survey 7/7/2016 Conservation Service National Cooperative Soil Survey Page 1 of 4 39° 472-7N Hydrologic Soil Group—Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties (11950 West 52nd Avenue) MAP LEGEND MAP INFORMATION Area of Interest (AOI) © C The soil Surveys that comprise your A01 were mapped at 1:24,000. Area of interest (AOI) © GoWarning: Soil Map may not be valid at this scale. Solis 0 D Soil Rating Polygons Enlargement of maps beyond the scale of mapping can rause A J3 Not rated or not available misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting AID Water Features soils that could have been shown at a more detailed scale. 0 Streams and Canals Transportation Please rely on the bar scale on each map sheet for map BBD t+t Rails measurements. 0 C r .., interstate Highways Sourceof Map: Natural Resources Conservation Service Q CID Web Soil Survey URL: httpJhvebsoilsurvey.nres.usda.gov US Routes Coordinate System: Web Mercator (EPSG:3857) ° Major Roads Maps from the Web Soil Survey are based on the Web Mercator ED Not rated or not available Loral Roads projection, which preserves direction and shape but distorts Soil Rating Lines distance and area. A projection that preserves area, such as the Background Albers equal-area conic projection, should be used if more accurate A L�� Aerial Photography calculations of distance or area are required. AfD This product is generated from the USDA-NRCS certified data as of w B the version date(s) listed below. M BID Soil Survey Area: Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties C Survey Area Data: Version 10, Sep 22, 2015 CID Soil map units are labeled (as space allows) for map scales 1:50,000 D or larger. .. Not rated or not available Date(s) aerial images were photographed: Jun 10, 2014—Aug 21, 2014 Soil Rating Points A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background 0 A/D imagery displayed on these maps. As a result, some minor shitting 13 B of map unit boundaries may be evident. 13 S!0 t eD,% Natural Resources Web Soil Survey 7r72016 :v Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park counties Hydrologic Soil Group 11950 West 52nd Avenue Hydrologic Soil Group— Summary by Map Unit — Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties(CO641) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 103 Nunn clay loam, 2 to 5 c 0.6 j 100.0% percent slopes Totals for Area of Interest 0.61 100.4% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or CID), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method. Dominant Condition ust x Natural Resources Web Soil Survey 7/7/2016 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group --Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties 11950 West 52nd Avenue Aggregation is the process by which a set of component attribute values is reduced to a single value that represents the map unit as a whole. A map unit is typically composed of one or more "components". A component is either some type of soil or some nonsoil entity, e.g., rock outcrop. For the attribute being aggregated, the first step of the aggregation process is to derive one attribute value for each of a map unit's components. From this set of component attributes, the next step of the aggregation process derives a single value that represents the map unit as a whole. Once a single value for each map unit is derived, a thematic map for soil map units can be rendered. Aggregation must be done because, on any soil map, map units are delineated but components are not. For each of a map unit's components, a corresponding percent composition is recorded. A percent composition of 60 indicates that the corresponding component typically makes up approximately 60% of the map unit. Percent composition is a critical factor in some, but not all, aggregation methods. The aggregation method "Dominant Condition" first groups like attribute values for the components in a map unit. For each group, percent composition is set to the sum of the percent composition of all components participating in that group. These groups now represent "conditions" rather than components. The attribute value associated with the group with the highest cumulative percent composition is returned. If more than one group shares the highest cumulative percent composition, the corresponding "tie-break" rule determines which value should be returned. The "tie-break" rule indicates whether the lower or higher group value should be returned in the case of a percent composition tie. The result returned by this aggregation method represents the dominant condition throughout the map unit only when no tie has occurred. Component Percent Cutoff: None Specified Components whose percent composition is below the cutoff value will not be considered. If no cutoff value is specified, all components in the database will be considered. The data for some contrasting soils of minor extent may not be in the database, and therefore are not considered. Tie-break Rule: Higher The tie-break rule indicates which value should be selected from a set of multiple candidate values, or which value should be selected in the event of a percent composition tie. USD\ Natural Resources Web Soil Survey 7012016 ®sem Conservation Service National Cooperative Soil Survey Page 4 of 4 vmuM xi. �,'" m,a "'•�, --.—(T)=2 sNOISN3wla uoniusrvoo sw3�.s . smma �nlem vim. n „�+ sa sN � ,,, f 3wanvor¢s3saMosau R i $ �� .a, 1961-id6-008-1�ia+�sjala �b SupInsuo� awe}➢y � °un as�vd" �ap i ddNI 3TJdNPv LIQ IJAIllSIX-4 asd e a 4' NouvyilN3n3ms sNwsn3n s�s �Jjg - Mi 92 Wig sft: §gE! nam 3 �9. kVM3AIa0 3138:)N0:) a = 80$00$ x o ,_ a� o8�a�i9c I �Z � I ZZ I of 2 ;3 W yF) W'o ----+-------- Y - - -----{ �/ z o ,, AVM3AINO11VHdSVTZ a� a TZZ> Woo i LT MfTV3LLOld'h *' V3Ntl39tlNNtlp9UDG\L NVidkS Mvt101 lA9N3\'JAN\TOOJll \390NIV3"M V3S3WM"091\9NLLl�3nNWrV�SM3WfWp\1T/'JtlV SXIWLVd\W3SMJ olyy$y� a --j ! /, AVM3AINO11VHdSVTZ a� a TZZ> Woo i LT MfTV3LLOld'h *' V3Ntl39tlNNtlp9UDG\L NVidkS Mvt101 lA9N3\'JAN\TOOJll \390NIV3"M V3S3WM"091\9NLLl�3nNWrV�SM3WfWp\1T/'JtlV SXIWLVd\W3SMJ TRITON M-6 END CAPTYP. TRITON HI ROW ?s 40�' EDGEOFTRENCH R� I I -TIT] 1 1� 1� �M� 1� 71� I T -F- I ---------------------------------------- G CONNE L CONNEROR PIPE Parameters units. English Storage Volume 1865 Cu Ft Chamber Selection M-6 • L -i Header Row Position Left Fill Over EmbeomentStone 12 In Embedment Stone: Volume of Embedment Stone Required 116 Cu Yd Dyer 6 under :6 Porosity: X0.3 Controlled By (in Ft): Width • 22 Accessories: Durnpsters: 0 • Bins 0 • Floors. I I I I I I I I I I I t..o. I Double Stacked Double Stacked?: Lo Wer Cnambec 5-29 Stone Between 6 Note- After maHng an Input change you must hit recalculate to update the Field Diagram and Project Results NOTICE This calculator works best in when used with Fuefox brawser If using Internet Explorer please be sure to disable Protect Mode This calculator has shown issues when used in Chrome with AdBlock enabled If using Chrome please disable Adm c This calculator is pravided for your convenience only and is not meant for final quotation andlor engineering purposes Please contact Triton for more information Project Results I PART NO. I OTY. I REG I %/ W %' v.. tr.— en•-srino,rae-� .-ss•-suy .-rrr. w•<ro © Total Cover Over Chambers 18 00 In © Height of Chamber 17 58 In 0 Embedment Stone under Chambers: 6 00 In Volume of Embedment Stone Required 116 Cu Yd 4blume of Fill Material Required 60 Cu Yd Total Storage Provided: 1865.4 Cu. Ft Type of Distribution Chambers 1`11-6 of Distribution Chambers Required: 168 # of end caps required 14 Type of header row chambers required: M-6 9 of header mw chambers required 8 Floors: 0 Bins 0 Dumpsters 0 Required Bed Size, 1636 84 Sq Ft Volume of Embedment Stone Required: 116.09 Cu. Yd Volume of Fill Material Required 60 99 Cu Yd Volume of Excavation. 21134 Cu. Yd Area of Filter Fabric 236 M Sq Yd +of Chambers tong: 28 1 of rows. 6 Actual Trench Length: 74 908 Ft Actual Trench Width 21 985 Ft I PART NO. I OTY. I REG I %/ W %' SMALL DIAMETER ACCESS DETAIL �I �F�.1m..41v M -Ax �� tiruvwmw Fr.,mTNnPr.. e• -cpm. aM.,rr.s "'r N••, ��idi ar w.uxrmmArmTx F 1� mNm CHAMBER CROSS SECTION TYPICAL 0 (1507 ENGINEER (TYF) M6 CHAMBER DETAIL M6 CHAMBER END CAP DETAIL TR,`ON HECTOR PIPE CRAM\ G NUTAR w GI O SOIVAGMEGATE 12' (]OOmm) YDN1ptE5. <35R FNES. CONPACT 1N 6- PVC (TSpmm) URB TO 95R PROCTOR DENSNV. SEF THE TABLE OF ACCEPTABLE RLL MTERIA S. I I YW (30 0mm) C MBER wIDTH�Jur (uR IRbla) CWMBER' SPAgxG (sw ERNe) CENTER TO CENTER \ LExCTH J (Rr r�IR) OT M O M2B6 CIASS 2 NON -WOVEN GEOTEMRE OR EO 4rM1ER YIrDM E—MER9A0.NG IORMRII,ENDM a+AYem MEGNr MXfI,OCVCDNMCINDM s» m•cu9a.Nr -xs x90AXN eas•awaemr w-NxXmmr Sr PilxNl 59 sS 1U9xmm1 aV IIRtm.l TLV IISABnenl Ri-PaRRmI WDomml aD M.TIFIDYRnI aD'llsannl atrpT6lmml alASmml 1V I3DERRr4 AM a-I6smm1 .V lxsannl A6 Nma•NI IFS INNsmml u-13sEme1 •x.S(190mmI SPKwGOi OBlI1NErtgN xIV515Ia0WNm ORT NNENAPB1RfxD[UW ONN,S[4 T,Ex MrN9AOxG GW OE 6• IlSomml MANNgDFRY3W RUNG. f Ax fRNM NANMfbBr 16' MIN (450mm) 6' IN (150mm) CIYNBER HE1WN (.ea mwe; 1ST ENGINEER TO \£MFM SOF SUBOMOEBl9NDE SOaS TRITON HEADER ROW MOIIS: • TIiTIDN HEADER RON SEDIMENT CONTNNNENT AND SCOUR PROTECTION OPTIONS w SEDIMENT ROWS PLACED ASOVE ONE LIVER 'ZRZCE. OT M O M2B6 CIASS 2 NON -WOVEN GEOTEMRE OR EO « IMIERYFABIf MEMBRANE. « TVA) LAYERS Of w 70 Y288 tt S 1 LONNEROR PPE (w•ab4 Tv WOVEN OEOTEXTdE OR EQ— • aD.) • MOTEXT0.E OR NPERYFABIF MEMBRANE TO BE PUCED M ONE PECO. IFNGRSM5E ABOVC BAS[ STONE: -�1 1. CONNECTOR w 2.0' (210 mm) WIDM TORS -29 —MBERS w )A' (2 10 mm) YIOTN TDR 5-22 6NMBETF9 END « 53 (1B0 mm) RIDRN FOR C-10 CFWNBERS J Gp « 5.0' (1SO mm) N1O N TOR u-6 —BERS v • SEE ACCESS DETAL TOR 'WEN NFAOER POw ADOE55 11 11 -««e a -7=1 Li .M. � N• ��bTrr)J 1„u.A CHAMBER SPMING RN LaMe) HEADER ROTI SEDIMENT CONTANNENT D SCOUR PROTECTION GEOTEXNLF YA[p,IAW19� OR IMPERMEABLE MEMBRANE (SEE NOTES FOR OPTIONS) II� 1�--- nlir=il.'�-1tl�ili�ralililunld,ililli1�61r;;i1i�I�Iniilli%Nllililimli■ . 6' WN (150mm) I I EADER ROW SEOIUEM COMANYENT AND SCWR 12' MIN PROTECTION GEOT—I-E OR MPERMEAB'E MEMBRANE (3DDmm) TO BE EMENDED UPMARD A'ONG THE HEADER ROM C—BERS APPROXIMATE', 1' (—) EN 610E5 PND ENDS (SEE NOTES FTM OPTIONS) TRITON M-6 PRODUCT SPECIFICATIONS i+ m.�rNN•�mWxr��.Pm..•mmd.x.uw� �or� «r ,mav�•o+'.� r� "'�aY.w. ma.a'r'.asa�:Fe. r.�«i b eNx�rrmb,zrs PrP�.a�r z m....rwPn•rovxW aRAN.Yn.Nr•e•w•r a.m.. m. AYP«9 rNw sX.,�. uMnx x+T»Pvnmwr rN.r� n•n n•a PMIaTMob ra.r ,awsw rmn:.mw..uu. Mrr R.. xNeadu•+Dmrmn+.DV Wel a`o�w�..•�s..pn�xi•n Pa�rsnaw.l = sen SSRgA ++7m PY DeYgI ze � mN mmw�nemO.ximNmmN•sa w,.,x.mm,m.a.me. m. x �a.b�.mrm.a.T.aYadmr.aMa„>e�NWroDxxPe< .�r�•r..�rda, m.�..rYddFMm.r .�•.ar�c.a m�'�•.�: ia��br.. b.�.,,�b.e.emnx,Yxo....a xM raa.rs xma..+r �y.bmn.m«wan.•rn.o.r. __ _�.,mmo.+m.x"0n�arrrmwnPranm :,+ Tx.wpb«.a•Y.xr.smNamyoaaarbnr.m.RaomlM.+..x UNDER DRAIN DETAIL 4-- - .,.N>.a <.wr..b..n....,,Yw.•sNr4 usDYar D -xN�m.xW.�P.AASNr4NSTD>.�.. w `.Ixu'wnA U �•.u.•�s>� wrmar bmm�w n�i � x momNmw�r,amb•,xmmdbP.W4,6NrRamx.NmDwm,-xm.wn.• r'ay xN �.w�ix«s tla n: I�.mmx�.ma�uY� �w�'rlr. e�aaona.�m.�' mNNxmm .m cr rn•.wMNN•wa+m r�.rmmeu dmm. a•na•Nmw�•a s.. Ta R� �cro..Im momaw,o P.x�a �.Y�rerwwn mY�r�l. w.�.. rro. d�De•'""°mr.�.l.«r.n.Oe•e,o e.�E�r� Fanx�mMr,•��• erRNr Oxon b12x e•Vm«OxxnA 1 N••NAPN leiM�NnbNmebanbearvPa d•dvrrr. nNm•b•M n m�mmmr.�M.xDred� ,. Tr��wNa..®..Na.M M.e�..mmPN.w.. aFoanRmW ss TMsa�w� d...bm.nb am n.PaNRfn,..NxaYW,.a w..Nb�. p�rew raM•aENam ;.aA; �x�a.rNMdY,en«W�Nr•x�mer�Mm+�m.r.•.F � n wY .rxm n.Rw n er NaD m�N m.Yv,. , �mmx mc..esm. a.ma Yc..saP mrOrzaboc baroavmb m�IPe m«'rn°ba•n.o.�cn.°•mm.�audmsus Tl..e�....,n�XNx mxnM•s,menTmm sae w•.aXw r"x' I- E UrNEPORNx RTED /�' TEE FBP E 1 8 STONE N B DDING 1mOEAJ'� �ARMOO uL6 CU36 2 NON-wSVFN �EOFO[RF AND OR PP0.ED LINER ® SECTION A -A ® Tjp-�\ \ ONO E.E-rN N- - � N�PE�NOR/.TED lD OU11£T COxOROL �� SNRNE ®ORAD HOER DrWNNF RPE ASNTO YxeB CU55 x NDN-NWEN GEOTENTLLE ANO ON .PPRorm LNFA $EE:TI. B -[s Zai 0 I PART NO. I OTY. I REG I 'ZRZCE. OZDIAMETER, THICKNESS, ®a® -�1 1. CONNECTOR PIPE 12* IN v alorv 11 11 I II II �r W MIN Ilaltw��-1— L , ���� II�I�IIILI��II II�I�III���II�III�� ns!� 24 nnnn=u 12 n`n n'guul i ®��� .a 11� I .• II 11 II 11 11 II 11 11—II II II L(' i=, 611=11=(� I—IIS—II-11-1�1-'i�lu�ln�l�l Ilr P'RilRATEO PIPE �l �l �lnl��ll��l�l�l�l�l �l �l �l �l �l� 11=.11=1111=11=11=-=iI=III—.n—Ilcll=n=ll=�1=11=11=n=11=11=�1=1 TRITON M-6 PRODUCT SPECIFICATIONS i+ m.�rNN•�mWxr��.Pm..•mmd.x.uw� �or� «r ,mav�•o+'.� r� "'�aY.w. ma.a'r'.asa�:Fe. r.�«i b eNx�rrmb,zrs PrP�.a�r z m....rwPn•rovxW aRAN.Yn.Nr•e•w•r a.m.. m. AYP«9 rNw sX.,�. uMnx x+T»Pvnmwr rN.r� n•n n•a PMIaTMob ra.r ,awsw rmn:.mw..uu. Mrr R.. xNeadu•+Dmrmn+.DV Wel a`o�w�..•�s..pn�xi•n Pa�rsnaw.l = sen SSRgA ++7m PY DeYgI ze � mN mmw�nemO.ximNmmN•sa w,.,x.mm,m.a.me. m. x �a.b�.mrm.a.T.aYadmr.aMa„>e�NWroDxxPe< .�r�•r..�rda, m.�..rYddFMm.r .�•.ar�c.a m�'�•.�: ia��br.. b.�.,,�b.e.emnx,Yxo....a xM raa.rs xma..+r �y.bmn.m«wan.•rn.o.r. __ _�.,mmo.+m.x"0n�arrrmwnPranm :,+ Tx.wpb«.a•Y.xr.smNamyoaaarbnr.m.RaomlM.+..x UNDER DRAIN DETAIL 4-- - .,.N>.a <.wr..b..n....,,Yw.•sNr4 usDYar D -xN�m.xW.�P.AASNr4NSTD>.�.. w `.Ixu'wnA U �•.u.•�s>� wrmar bmm�w n�i � x momNmw�r,amb•,xmmdbP.W4,6NrRamx.NmDwm,-xm.wn.• r'ay xN �.w�ix«s tla n: I�.mmx�.ma�uY� �w�'rlr. e�aaona.�m.�' mNNxmm .m cr rn•.wMNN•wa+m r�.rmmeu dmm. a•na•Nmw�•a s.. Ta R� �cro..Im momaw,o P.x�a �.Y�rerwwn mY�r�l. w.�.. rro. d�De•'""°mr.�.l.«r.n.Oe•e,o e.�E�r� Fanx�mMr,•��• erRNr Oxon b12x e•Vm«OxxnA 1 N••NAPN leiM�NnbNmebanbearvPa d•dvrrr. nNm•b•M n m�mmmr.�M.xDred� ,. Tr��wNa..®..Na.M M.e�..mmPN.w.. aFoanRmW ss TMsa�w� d...bm.nb am n.PaNRfn,..NxaYW,.a w..Nb�. p�rew raM•aENam ;.aA; �x�a.rNMdY,en«W�Nr•x�mer�Mm+�m.r.•.F � n wY .rxm n.Rw n er NaD m�N m.Yv,. , �mmx mc..esm. a.ma Yc..saP mrOrzaboc baroavmb m�IPe m«'rn°ba•n.o.�cn.°•mm.�audmsus Tl..e�....,n�XNx mxnM•s,menTmm sae w•.aXw r"x' I- E UrNEPORNx RTED /�' TEE FBP E 1 8 STONE N B DDING 1mOEAJ'� �ARMOO uL6 CU36 2 NON-wSVFN �EOFO[RF AND OR PP0.ED LINER ® SECTION A -A ® Tjp-�\ \ ONO E.E-rN N- - � N�PE�NOR/.TED lD OU11£T COxOROL �� SNRNE ®ORAD HOER DrWNNF RPE ASNTO YxeB CU55 x NDN-NWEN GEOTENTLLE ANO ON .PPRorm LNFA $EE:TI. B -[s Zai 0 I PART NO. I OTY. I REG I WEST 52ND AVENUE ya, - ' EXISTING FLOW 1 �___ 1 :: .,--------"" LINE OF IXTCN �---------------- 5487 � -_ 54ba._______-_-_____ 5487---_-______ .` -_7_______ 5486___________ ---1.3%---------------- 5488 - _ a-+. — — — =— --_--- EXISTING Ex_B POWER POLE 1 / BDt I I ;y amI mm I n >Q I !°- N89'11'27"E 130.02' ! o 1 Ste\ Lu n f' 3.88% _ —5485— 'I W I � --- --- s4ea-----= I I 5488.-__ Q •_I'� % \9'$ I I I i I I Q \1` �� I I ' �:i �► EXISTING I I LAA CONCRETE "'� y III H WALK I '� L1) 1 I z I U I EXISTING � � � � Z EXISTING i ASPHALT DRIVE I I I 1.5 O CONCRETE CURB U 1 II I i I EXISTING 3== 3.9% I ti HOUSE I, WELT_, J LDUS J / 5482- L EXISTING I �yy WOODFENCE EXISTING I I HOUSE I / D.DI I L —— -' EXISTING EXISTING , � � °� °��� SHED CONCRETEEXISTING , ♦ 6 % I I \ I Sr$ EXISTING CONCRETE DRIVEWAY , I RETAININGWALL- II 3 POWER POLE "5486-_ i L ----EX+ST[NG-- SHED i l / I yw EXISTING EXISTINGEXISTING I �" BUILDING 1 �,� °��;;SHED BUILDING m I qF 130.35' 89'42'58"W p{ 5483"_ 1. "vo -------------- ""-----"--_ + 1 ------54a1— ALLIANCE CONSULTING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION.s RIS, HOWEVER, THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTIU71ES PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. CONTRACTOR T: VERIFY EXISTING: UTILITIES PRIOR TO CONSTRUC TIOI.I O kd a wm _ g gtn N �� =s " g w 0 o7 N N i W O w FFEE c3 E I R w LEGEND w €g oho EXISTING MINOR CONTOUR E Te DESIGN �► fW. NRECTION d N r o�s AREA o i ®s E 100 -YEAR, CFS vii eN rn• D DESIGN POINT o 0.01 0.02 E BASIN ID 2 495 0.10X020 � II-yys��Ia OMMPPOORC VWEE C"fir, AREA (ACRE5) DORR CV i� 0 5 30 20 EX{ 0.39 0.64 SCALE: 1"=10' Fm OS -1 a In �o o z OZ Q J W O F�y z F W p O . Iu L7 3 Z Qa. LU � � 3 U zzLU �3 V) W D m � $ 5 3 ee xuuax 16033 BAS 1-4-2017 sc� AS NOTED sear x¢ 1 OF 3/' w z 0 N w SUMMARY OF EXISTING RUNOFF LEGEND EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR DRAINAGE DESIGN �► fW. NRECTION d . BASIN BOUNDARY AREA o 5 -YEAR, CFS 100 -YEAR, CFS vii g' g W DESIGN POINT YTvO �, Ct S� 0.01 0.02 E BASIN ID 2 495 0.10X020 � II-yys��Ia OMMPPOORC VWEE C"fir, AREA (ACRE5) DORR CV a In �o o z OZ Q J W O F�y z F W p O . Iu L7 3 Z Qa. LU � � 3 U zzLU �3 V) W D m � $ 5 3 ee xuuax 16033 BAS 1-4-2017 sc� AS NOTED sear x¢ 1 OF 3/' SUMMARY OF EXISTING RUNOFF an DRAINAGE DESIGN RUNOFF . AREA POINT 5 -YEAR, CFS 100 -YEAR, CFS vii g' g W EX -A EX -A 0.01 0.02 C p � E EX -8 EX -A 0.0003 0.001 U EX -C EX{ 0.39 0.64 N C Fm OS -1 OS -1 0.03 OAS td jg X OS -2 EX -C 0.0004 0.001 QO <'Qa i�ryu a In �o o z OZ Q J W O F�y z F W p O . Iu L7 3 Z Qa. LU � � 3 U zzLU �3 V) W D m � $ 5 3 ee xuuax 16033 BAS 1-4-2017 sc� AS NOTED sear x¢ 1 OF 3/' WEST 52ND AVENUE 32.00 LF CLASS III 18' EQUIVILENT \� - ARCH PIPE STORM DRAIN �� - - - - - - - - -`EXISTI-NG FLOW 76.25 LF STEM WALL LINE OF DITCH EXISTING TOW: 5488.12' POWER POLE BOW @ FL: 5487.62' PR -A } 70C: 5488.77' N89'11'27"E 130.02' Q o oae o.as ae �By Down �� yya o f sgg6 ! NI } SPOUT S48;,Q i I FL: 5488.27 STEM WALL STEM WALL DOWN SPOUT 5AA5 W FG: 5489.00' FG: 5486.50' FG: 5485.52' TO: 5484 9.50 TOW: 5487.00' Q = I TOC: Sd87.00' w / 8n < g y OC - OCz EXISTING ` a PR -R O CONCRETE CURB SII o,oy� o.}x TOC: 5487.40' FG: 5486.90' STEM WALL RIDGE y EXISTING FG: 5486.90' LINE FL: 5486.90' TOW: 5489.50' HOUSE -5482 � FF: 5487.00' 40 O IO I FL 5486.90' FG: 5486.90' - EXISTING TOC: 5487.40' WOOD FENCE m•3 n ` TOC: 5487.40' CI +1I I FG: 54 84.87' EXISTING 486.90' FG: 5486.30' 1-3 SHEDEXISTINGJL�I�G: EXISTING 8CONCRETE POWER POLE 8.3%i FL 514-6-9.' .0EXISTING CONCRETE DRIVEWAY RETAINING WALL FL: 5486.31' NO CURB AND GUTTER FL: 5486.31'N5486TOW: 5486.05' FL: 5486.02' 5486 BOW @ FL: 5485.55' FL: 5486.00-PERC TEST FG: 5485.99' HOLE NO. 2 FG: 5485.98' - - �c FL 5485.90' - I PROFILE I - I' I 4' 5485.67' I cP6aFD PIT ;R WITH " OTCH @ 5485.20' EXISTING @W: 5486.50' ' INAGE DETAILSHEET3 BOW @ FL: 5485.90' ' SASS BUILDING _ _ _ _ ' 0.9% �PGPOVp5t1ON TOW: 5486.73' ACCESS DIAMETERSMALL F0..�Lp��IO PERCTEST 40 BOW @ FL: 5466.23' FL: 5486.17' PERC TEST \N,{ 5486 HOLE N0. 1 �T �_c HOLE NO, 3 ti owe J.a ti DIRECTMH LST ACCESS FL 5486.16' �- 1 1 rDETENTION tid° TOW:5485:50' 001' ,1,. BOVI@ FL: 5485.50' LIMITS BOW @ BOC: 5485.29' c ` TOW:5486.00'- UNDERGROUND DETENTION FACILITY SEE DETAIL SHEETS BOW @ FL: 5485.36' 18.5`16 � 70W:5486.70' \ I I I BOW @BOC: 5482.63' BOW @ FL: 5486.20' 0.7% I _ EXISTING CHAIN LINK FENCE EXISTING SHED TOW: 5486.00' BOW @ FL: 5485.55' EXISTING BUILDING 1000 SOG GRATE EL: 5484.75' INV. OUT EL: 5482.75' TOW: 5485.67' BOW @ FL 5485.67' BOW @ BDC: 5485.31' TOW: 5485.34' BOW: 5482.26' MATCH EXISTING - PROPOSED FLOW LINE OF SWALE TOW: 548221' BOW: 5482.11' MATCH EXISTING ALLIANCE CONSULTING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. ITIS, HOWEVER , THECONTRACTOR'S RESPONSIBILITYTO FIELDVERIFY THE LOCATION OF ALL UTILITIES PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. .r _ O = �3 2< w'='$ a� wm� Sii U Ism? Z w z z 8e'00 0 O POINT j S CV _ LL 0 c a PR -A $ w 0.04 S¢ � PR -8 IaF C 0.40 T N o `ha 1.67 PR.D PR -D st o a 0.03 -5400- 0 5 10 20 0 SCALE: 1"=10' PROPOSED MINOR CONTOUR SUMMARY OF PROPOSED RUNOFF DRAINAGE DESIGN z z AREA POINT 5 -YEAR, CFS 0 PR -A PR -A 0.03 0.04 LD PR -8 0.32 0.40 LEGEND w 1.40 1.67 PR.D PR -D 0.01 0.03 -5400- PR OPOSMMaoRCONTOUR -54DO- PROPOSED MINOR CONTOUR --5400- - EXISTING MAJOR CONTOUR S --5400-- EXISTING MINOR CONTOUR 3 �► FLOW OFECFION 'X O RASIN BOVNOAILY i RETAINING WAIL NR8 IF FINBHEDLLOOR FLFLOW UNETOC TOP OF NRB tt:22495 FG FINISHEOGRADEBW BOTTOM OF WALL �OESIGN POINT BASIN ID -x on 0, 0.20 0. SYR FLOW RATE AREA (AMES) 300YR FLOW RATE SUMMARY OF PROPOSED RUNOFF DRAINAGE DESIGN RUNOFF AREA POINT 5 -YEAR, CFS 100 -YEAR, CFS PR -A PR -A 0.03 0.04 PR -B PR -8 0.32 0.40 PR -C PR{ 1.40 1.67 PR.D PR -D 0.01 0.03 a w U) r a.J L.0 S Z O ¢ Or Q 6 W Qa O W N � Q LU H 0 3 Z Z O 0- WN t�O Q < 3 1U Ln W _ S 0 Z O o a P.� 1-4-2017 s<A� AS NOTED EE 2 OF 3 • SECONDARY CHAMBER VOLUME EQUAL TO I/3 TOTAL CAPACITY. • THE BAFFLE WALL SHALL HAVE FIVE SIX INCH DIAMETER ORIFICES AND THE OUTLET FROM THE INLET SHALL HAVE FOUR SIX INCH DIAMETER OUTLETS. TANKS MEET OR EXCEED ASTM{ -913 SPECIFICATIONS _ FOR WATER AND WASTEWATER STRUCTURES. • BUTYL RUBBER SEALANT MEETS OR EXCEEDS FED. SPEC. " SS -5-210A, (PROVIDED WITH TANK) • ASSHTO H-20 TRAFFIC RATED. • PLUMBING SHOWN IN DIAGRAM PROVIDED BY OTHERS. • THE WATER QUALITY INLET SHALL BE A 1000 GALLON GREASE INTERCEPTOR (FLXK) AS PROVIDED BY FRONT RANGE PRECAST OR EQUAL • SHOP DRAWINGS SHALL BE PROVIDED BY THE MANUFACTURE FOR APPROVAL PRIOR TO TANK CONSTRUCTION NO INLET PIPE NEEDED PLUG INLET TOP SLAB - TYPICAL REINFORCEMENT SLOTTED MANHOLE GRATE 24.0 RING AND COVER APPROXIMATE WEIGHTS I SEAL GASKETS FOR 6'DIA. PIPES NORMAL SECTION/GAL CUBIC F7. TANK LID BAFFLE WALL TOTAL TO WALL B A B TOP OF CURB WALL PCA -000.270 RADE 4-6' PUSH 6,995 LBS — BUTYL RUBBER SEAL GASKETS 640 1 430 SEALANT BAFFLE 46" DIA. 56 WALL OUTLETS CHAMBER CHAMBER A" B" 3.5" F.1 56" DIA. HOLES 9% % 8 -6' PART 4 CAPACITIES APPROXIMATE WEIGHTS I 11" SECTION/GAL CUBIC F7. TANK LID BAFFLE WALL TOTAL A B A B TOP OF CURB WALL PCA -000.270 RADE 6,995 LBS 2,550 LBS 910 LBS 10,455 LRS 640 1 430 94 56 MODIFIED SAND GREASE INTERCEPTOR TO WATER QUALITY INLET N.T.S. RECTANGULAR WEIR WITH 90° V -NOTCH N.T.S. PROPERTY LINE �I I r 140' 130' 120' 110' 100' 90' 80' 70' 60' 50' 40' 30' 20' 10' 0' UNDERGROUND INFILTRATION BASIN SECTION N.T.S. TOP OF CURB 4 11" 5486.00' V -NOTCH 100yr. WATER SURFACE EL: 5485.67 Q=0.382 cfs TOP OF CURB WALL PROPOSED RADE E%1871 IG GRADE I 9% % GREASE TRAP __---_-___- - _ ____ INLET EL. 84.75' WRAP TOP & SIDES OF BASIN WITH FABRIC I 84.2 NON -WOVEN GEOTEXTILE FABRIC. EL -84.0' 6.3/ "STONE _____ ____________ __ -'------_ INVERT OUT FABRIC __-_ 82.75' 3'ABOVE W ER TABLE - --' -----__ x ----------- 6ROWS TRII ONM-6 CHAMBERS INVERT 82.5' (4)6" PIPES Y 6"3/ "STONE ti A F EL81.5' N - C a H a I ------------- 75.69' 8.00' m---_� a------- z------------- -x___ t ____________ __________ _ ------------ _----__--------- --- ------------- WATER TABLE STATIC WATER TABLE -� (STANDING WATER) -------- - ------------ ----------- -- ----------------------- 140' 130' 120' 110' 100' 90' 80' 70' 60' 50' 40' 30' 20' 10' 0' UNDERGROUND INFILTRATION BASIN SECTION N.T.S. TOP OF CURB 4 11" 5486.00' V -NOTCH 100yr. WATER SURFACE EL: 5485.67 Q=0.382 cfs RECTANGULAR WIER WITH 900 V -NOTCH DETAIL N.T.S. 86 85 84 83 62 81 80 79 18 an r 5CE C u � u m - Q 7- O n E Via- a >0 �a �o i S tl S 16033 1-4-2017 u� AS NOTED p '. 3 OF 3 BUILDING ERECTION NOTES L THE METAL BUILDING SUPPLIER ASSUMES NO RESPONSIBILITY OR LIABILITY FOR FOUNDATION, FLOOR OR SLAB DESIGN OR CONSTRUCTION. L FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO RESIST ALL OF THE CRITICAL COMBINATIONS FOR EACH OF THE VARIOUS LOADING CONDITIONS. THESE REACTIONS AND LOAD COMBINATIONS MUST BE USED TO DETERMINE THE DESIGN LOADS TO BE RESISTED BY THE FOUNDATIONS. 3. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE. LEVEL AND SMOOTH. ANCHOR RODS SHALL BE ACCURATELY SET TO A TOLERANCE +/-1/161NCH ON DIMENSIONS WITHIN THE GROUP SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER DIMENSIONS SHALL HAVE A -/-1/B INCH TOLERANCE. 4. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE BEARING STRESS OF CONCRETE THAT HAS A MINIMUM COMPRESSIVE STRENGTH OF 2500 P.S.I. AT 28 DAYS. S. UNLESS EXPLICITLY NOTED OTHERWISE, ALL EMBEDDED STRUCTURAL STEEL (INCLUDING ANCHOR RODS), OTHER MATERIALS, AND LABOR SHALL HE SUPPLIED BY THE FOUNDATION CONTRACTOR. 4 ANCHOR RODS SHOULD BE AS SHOWN AND CALLED FOR INCLUDING PROJECTION FROM CONCRETE, DIAMETER AND QUANTITY. 7. THE EMBEDMENT OF THE ANCHOR ROOS IN THE CONCRETE AND CONFIRMING ADEQUACY OF ANCHOR ROD EDGE DISTANCE IS THE RESPONSIBILITY OF THE FOUNDATION DESIGNER THE FRAME REACTIONS ARE CONSIDERED THE MINIMUM LOADS TO BE DEVELOPED. S. ALL ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 OR EQUAL IN ORDER TO CONFORM TO THE METAL BUILDING SUPPLIER'S DE516N ASSUMPTIONS BASED ON THE ALLOWABLE STRESSES GIVEN IN THE RISC MANUAL OF STEEL CONSTRUCTION. 9. ANCHOR RCN) DIAMETERS FOR THE PRIMARY FRAMING AND FNDWALL FRAMING ARE DENOTED AT RESPECTIVE BASE PLATE DETAILS OR ON THE ANCHOR BOLT PLAN. ANCHOR RODS FOR FRAMED OPENINGS SHALL BE 112 INCH DIAMETER UNLESS OTHERWISE NOTED. BASIC MATERIAL SPECIFICATIONS PRIMARY FRAMING STEEL STEEL FOR MILL -ROLLED STRUCTURAL SECTIONS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A 36, ASTM A 572 GRADE 50 OR 55, OR ASTM A992, STEEL FOR ALL BUILT-UP SECTIONS SHALL CONFORM TO ONE OR MORE OF THE FOLLOWING: A ASTM A 1011 SS, GRADE 55 8, ASTM A 1011 HSLAS, GRADE 5S, CLASS 1 C ASTM A S72 GRADE SS D. A5TM A 529 GRADE SS STEEL FOR ENDWALL'C"SECTIONS SHALL CONFORM TO ASTM A 1011 SS, GRADE SS, OR HSLAS, GRADE SS, CLASS 1. STEEL FOR ROUND PIPE SECTIONS SHALL CONFORM TO ASTM A 500 GRADES, 42 KSI. SECONDARY FRAMING STEEL STEEL USED TO FORM PURLINS, GIRTS, EAVE STRUTS ANO "C" SFCTIONS SHAD. CONFORM 10 ASTM A1011 SS, GRADE 55, OR HSIAS GRADE 55, CLASS 1, OR IF GALVANIZED SHALL CONFORM TO ASTM AGS3 SS, GRADE SS, G90 OR HSLAS, GRADE 55, CLASS 1, G90. ROOF AND WALL PANEL MATERIAL EXTERIOR PANELS SHAM CONFORM TO ONE OF THE FOLLOWING: PANEL MATERIAL SHAD BE ALUMINUM -ZINC ALLOY -COATED STEEL CONFORMING TO THE REQUIREMENTS Of ASTM A 792 SS, GRADE 80. MATERIAL MAY BE EITHER 26 OR 24 GAGE. PANEL MATERIAL SHALL BE ALUMINUM -ZINC ALLOY{DATED STEEL CONFORMING TO THE REQUIREMENTS Of ASTM A792 55, GRADE 50, CLASS 1. MATERIAL MAY BE EITHER 24 OR 22 GAGE. PANEL MATERIAL SHALL BE LNC -COATED (GALVANIZED) STEEL, COATING DESIGNATION G90, CONFORMING TO THE REQUIREMENTS OF ASTM A 653 5%, GRADE 80, CLASS 1 OR CLASS 2, OR HSLAS, GRADE BO. MATERIAL MAY BE EITHER 26 OR 24 GAGE PANEL MATERIAL SHALL BE ZINC -COATED (GALVANIZED) STEEL, COATING DESIGNATION GW, CONFORMING TO THE REQUIREMENIS OF ASTM A 653 S5, GRADE 50, CLASS 1 OR CLASS 3, MATERIAL MAY BE EITHER 24 OR 22 GAGE BRACE MATERIALS: BRACE CABLES: ASTM A 475,7 -STRAND ENS WIRE CABLE BC4=1/4'DIAf7mm) BCS=S/16'DUL(Smm) SC6=3/8'DLA(iOmm) BM= 1/2' DIA.(13mm) BRACERODS; ASTM A 572, SO KSI (UPSET THREADS) BRS=S/B"DfA(16mm) SR6=3/4"DIA.(20mm) BR7=7/8'DIA(23mm) FIRS =1"DIA-(26mm) OR ASTM A 529,50 KSI (CUT THREADS) BR9=1I/6-DM(29mm) BR30=1114'DW(32mm) BRI1=13/8"DIA.(35mm) BR12=1112'DIA(39mm) STRUCTURAL PRIMER NOTE: 'SHOP COAT PR)MER IS INTENDED TO PROTECT THE STEEL FRAMING DURING TRANSPORTATION TO TME IOBSTTE AND FOR NOT MORE THAN 45 DAYS FROM THE APPLICATION. STORAGE IN EXTREME COLO TEMPERATURES OR WINTER SNOW CONDITIONS, INCLUDING TRANSPORTATION ON SALTED OR CHEMICALLY TREATED ROADS WILL ADVERSELY AFF ECTTHE DURABILITY AND LONGEVITY OF THE PRIMER. THE COAT OF SHOP PRIMER DOES NOT PROVIDE THE UNIFORMITY Of APPEARANCE, OR THE DURABILITY AND CORROSION RESISTANCE OF A FIELD APPLIED FINISH COAT OF PAINT OPER A SHOP PRIMER. MINOR ABRASIONS TO THE SHOP COAT PRIMER CAUSED BY HANDLING, LOADING, SHIPPING, UNLOADING AND ERECTION ARE UNAVOIDABLE AND ARE NOT THE RESPONSIBILITY OF THE METAL BUILDING SUPPLIER. ABC 15 NOT RESPONSIBLE FOR THE DETERIORATION OF THE PRIMER OR CORROSION THAT MAY RESAT FROM NEITHER ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING.' 'ASA MINIMUM AND SECONDARY TO MORE STRENUOUS JOB SPECIFIC REQUIREMENTS, PROJECTS LOCATED IN CANADA MUST BE ERECTED WITHIN TOLERANCES AS DEFINED IN SECTION 29.7 OF SPECIFICATION 51401 AND PROJECTS IN OTHER LOCATIONS MUST BE ERECTED WITHIN TOLERANCES AS DEFINED IN THE LATEST EDITION OF THE METAL BUILDING SYSTEMS MANUAL, PUBUSHED BY THE MBMA.- CONSTRUCTION BRACING TEMPORARY SUPPORTS, SUCH A5TEMPORAKY GUYS, BRACES, FALSEWORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION 15 TO BE DETERMINED, FURNISHED AND INSTALLED BY THE ERECTOR- THESE SUPPORTS MUST SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED RESULTING FROM WIND AND OR SEISMIC ACTIVITY AND AGAINST THE (DADS RESULTING FROM THE ERECTION OPERATION. ABC -ATLANTIC DIVISION 6115 COCA COLA BLVD. COLUMBUS, GA 31909 PHONE: (706) 562-8020 FAX: (706)562-8017 ABC - MIDWEST DIVISION 2101 EAST MAIN STREET EL PASO, IL 61738 PHONE: (309) 527-1500 FAX: (309) 527-1522 PROJECT BUO.DING LOADS DESIGN CODE: IBC 2012 ROOF LIVE LOAD: 20.00 Psf NOT REDUCIBLE PER CODE ABC - SOUTH DIVISION 1150 STATE DOCKS RD. EUFAULA, AL 36027 PHONE: (334) 687-2032 FAX: (334) 688-2200 ABC - WEST DIVISION 2260 TENAYA DRIVE MODESTO. CA 95354 PHONE: (209) 236-0580 FAX: (209) 236-0588 RISK CATEGORY: IF STANDARD BUILDINGS GROUND SNOW LOAD: 30.00 psf SNOW EXP- FACTOR Ce: 1.00 SNOW IMPORTANCE FACTOR, 1,: 1.00 ULTIMATE DESIGN WIND SPEED: 115 mph WIND IMPORTANCE FACTOR, I,: WA WIND EXPOSURE C LIL-90: YES SEISMIC INFORMATION: Ss=0226 S1: 0.058 DESIGN (Sds/Sd1): 0241!0.093 SITE CLASS: D SEISMIC IMP. FACTOR, 1.: 1.00 SEISMIC DESIGN CATEGORY: B ANALYSIS PROCEDURE: Equivalent Lateral Face Procedure BASIC SFRS; Not Detailed for Seismic STATE CO COUNTY: JEFFERSON AMERICAN BUILDINGS COMPANY SERVICEABILITY STANDARDS (2006 MBMA MANUAL CRITERIA) WILL BE USED FOR DESIGN AND FABRICATION OF THIS ORDER. SHEET NUMBER STATUS DATE REV. NO. C-1 FOR PERMITS ONLY 03/14/17 3 AB -1 - AB -2 FOR CONSTRUCTION 03/13/17 2 PE -01 - PE -O6 FOR PERMITS ONLY 03/14/17 0 SED -000 - SED -019 1 FOR PERMITS ONLY 03114/17 0 THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS MANUFACTURED BY AMERICAN BUILDINGS COMPANY. ACCESSORY ITEMS SUCH AS DOORS. WINDOWS. LOWERS, TRANSLUCENT PANELS AND VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED. ARE OTHER PARTS OF THE PROJECT NOT PROVIDED BY AMERICAN BUILDINGS COMPANY SUCH AS FOUNDATIONS, MASONRY WALLS, MECHANICAL EQUIPMENT AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHALL BE ERECTED ON A PROPERLY DESIGNED FOUNDATION IN ACCORDANCE WITH AMERICAN BUILDINGS COMPANY'S "GENERAL ERECTION GUIDE'. THE LATEST EDITION OF THE MBNA MANUAL, AND THE JOB ERECTION DRAWINGS. THE DRAWINGS LISTED ON THIS SHEET SHALL REMAIN WITH AND BECOME PART OF THIS CERTIFICATION. NOTES: 1) COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS. LIGHTING, HVAC EQUIPMENT, CEILINGS. ETC., ARE SUSPENDED FROM ROOF MEMBERS, CONSULT THE M.B.S. IF THESE CONCENTRATED LOADS EXCEED SOO POUNDS (USING THE WEB MOUNT DETAIL), OR 200 POUNDS (USING THE FLANGE MOUNT DETAIL), OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY MORE THAN OTHERS. 2) THE DESIGN OF STRUCTURAL MEMBERS SUPPORTING GRAVITY LOADS IS CONTROLLED BY THE MORE CRITICAL EFFECT OF ROOF LIVE LOAD OR ROOF SNOW LOAD. AS DETERMINED BY THE APPLICABLE COTE. 3) ALL WELDING MUST BE PERFORMED BY AWS QUALIFIED WELDERS FOR THE WIELDING PROCESSES AND POSITIONS TO BE USED. ALL WELDING AND WELD PREP MUST BE COMPLETED AND VISUALLY INSPECTED TO AWS ACCEPTANCE CRITERIA (TABLE 6.1) W ACCORDANCE WITH THE APPLICABLE AWS STANDARD. WELD ELECTRODES USED FORALL FIELD WELD PROCESSES MUST BE SELECTED FROM TABLE 3.1 IN AWS D1.1 FOR GROUP 11 MATERIAL GREATER THAN OR EQUAL TO 0.125' THICK OR TABLEI2 IN AWS 01.3 FOR MATERIAL LESS THAN 0.125" THICK AND ALL FILLER MATERIAL MUST HAVE A FU OF TO KSL BUILDING SPECIFIC LOADING WORMAT BLD A Roof Dead (psi)- = 2.1 Collateral Dead - Pd (pst) = 5.0 COIFalerai Deed - Sec (psi) = 5.0 Snow -Ct= 1.0 Snow -CS 1.00 Snow - Ps (psf) = 30.DO Wind - Enciosrse = ENCLOSED Wind -GCpi= WAS Seismic -R- 3.00 Seismic -Cs= D.080 Seismic -V(Mps)= 5.6 Primary Structural Not Included THE BUILDING CODE REQUIRES CONSIDERATION OF SNOW SURCHARGES FOR ANY LOWER ROOF OF A STRUCTURE LOCATED WITHIN 20FT. OFA HIGHER STRUCTURE. INFORMATION PROVIDED TO THE METAL BUILDING MANUFACTURER DOES NOT INDICATE THE PRESENCE OF A SHADOWING STRUCTURE WITHIN THIS 2OFT. ENVELOPE, AND AS SUCH, SNOW SURCHARGES HAVE NOT BEEN CONSIDERED IN THE DESIGN. THIS PROJECT IS DESIGNED AS AN ENCLOSED BUILDING. ACCESSORIES (DOORS, WINDOWS, ETC.) BY OTHERS MUST BE DESIGNED AS'COMPONENTS AND CLADDING" IN ACCORDANCE WITH THE SPECIFIC WIND PROVISIONS OF THE REFERENCED BUILDING CODE. (NOI RELEASE / REVISION I DWN: t CKD: f ENGRI DATE IINOf RELEASE / REVISION I OWN - J? CKD- I ENGRI DATE I REVISED ANCHOR BOLTS I BT/ I JH 10310712017 10 1 FOR CONSTRUCTION JAB/ BTI JAPANESE AUTO 11950 W. 52nd Avenue Wheat Ridge, CO 80033 CONST. DIMENSIONS, LLC V%ty of wheat Ridge guiid`n9 Division o�pp0 t Ice oma.: ��FTA j,Q,• �Lf' 41582 Fs I A� � d3�is��vl "NOT FOR CONSTRUCTION" DRAWING STATUS: FOR PERMITS ONLY kMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG O BIM: v20.6 mw JOB NUMBESHEET: MB Q W K M17F0076A C-1 i 12. BOTTOM OF BASE PLATE (B.O.B.P.) = 100'-0" EXCEPT AS NOTED. 100'-0 Q2 5 1/2 24'-6 1/2 25'-0 25'-0 24'-6 1/2 51/2 BP01-A BP01-A BP01-A BP03-A T-6" A.F.F. 2'-6" A.F.F. 2'-6" A.F.F. 2'-6" A.F.F. BP03-B o BRACED BAY o Q BRACED BAY o /2\o ® O m w � N U N Q m BP04-B 2'-6" A.F.F. BP04-C © 31/2 31/2 � � q ¢ o o m r o o m 0 N N m BP04-C BP04-A O O D 3 1/2 31/2 o 1111 Q 0 N N O o 0 0 0 O BP03-C 1� PBP02-A BP01-B BP01-B �j VBP01-13 ��PBP02-B o BP03-D 5 1/211_ 24'-6 1/2 T 25'-0 1 25'-0 I 24'-6 1/2 115 112 C (a) a) a [ 100'-0 I ANCHOR BOLT PLAN JAPANESE AUTO DRAWING STATUS: 11950 W. 52nd Avenue FOR CONSTRUCTION Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 NO RELEASE ! REVISION DWN: / CKD: ENGR DATE O RELEASE / REVISION DWN: / CKD: EDATENGR CONST. DIMENSIONS, LLC A .P JOB NUMBER: SHEET: 2 REVISEDANCHOR BOLTS JAB/ JH 03/13/2017 1 REVISED ANCHOR BOLTS BT/ JH 03/07/2017 MBMR M17F0076A AB -1 0 FOR CONSTRUCTION BT/ JH 0 3/0612 01 7 ANCHOR BOLT TABLE ERECTION NOTEM SIZE QTY 1. FINISHED FLOOR ELEVATION = 100'-0" 1" 24 3/4 40 I I I I 1 1 � � I y 1 � I 4 1 � I � 1 I 1 1 1 I 23'-2 11 I ANCHOR BOLT TABLE ERECTION NOTEM SIZE QTY 1. FINISHED FLOOR ELEVATION = 100'-0" 1" 24 3/4 40 I I I I 1 1 � � I y 1 � I 4 1 � I � 1 I 1 1 1 I 23'-2 11 I BP01-A f2'-6" A.F.F.j 0 3/8 PLATE - 1" AB - 3" READ. PROJECTION BP03-C 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION I I 21 01/2 STEEL LINE BP01-B 3/8 PLATE - 1" AB - 3" REQD. PROJECTION 212 N O ' � r STEEL LINE STEEL 51/2 BP03-D 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION W 2 1 2 N � J O J W W O Z C v U) V 2 2 I 8 W W cn 2 I O co STEEL LINE ERECTION NOTE!!! 1. FINISHED FLOOR ELEVATION = 100'-0" 2. BOTTOM OF BASE PLATE (B.O.B.P.) = 100'-0" EXCEPT AS NOTED. ERECTION NOTE!!! ALL ANCHOR RODS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE BOTTOM OF THE COLUMN BASE PLATES, EXCEPT 1/2 INCH DIAMETER ANCHOR RODS LOCATED AT DOORS WHICH SHALL HAVE PROJECTION OF 1 INCH. ALL ANCHOR RODS SHALL HAVE A MINIMUM THREAD LENGTH OF 1/4 INCH LESS THAN THE PROJECTION, THE PROJECTIONS SPECIFIED PROVIDE FOR A SINGLE BASE PLATE THICKNESS, AND APPLICATION OF ONE 3/16 INCH WASHER, AND ONE HEAVY HEX NUT. IN THE INSTALLED POSITION, THE TOP OF THE ANCHOR BOLT MUST BE FLUSH WITH OR ABOVE THE TOP OF THE NUT. ADDITIONAL PROJECTION LENGTH MUST BE CONSIDERED AND PROVIDED FOR ITEMS SUCH AS GROUT, DOUBLE NUTS, PLATE WASHERS, LEVELING PLATES, ETC., THAT MAY BE SPECIFIED BY OTHERS. PROJECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED FROM CORROSION. FOR CONSTRUCTION BT/ RELEASE/RE REVISED ANCHOR BOL PBP02-A 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION NT- J� N � Q 7 4 k 4 7 11 STEEL LINE BP04-A 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION 811/2 NW + I N Z J N W i 11/2 1 2 1 4 121/21 31/2 PBP02-B 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION I- 7 ,t,-4 -f- 4 -f N� W N r13 o STEEL LINE BP04-B f2'-6" A.F.F.1 /z\ 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION 13P03 -A f2'-6" A.F.F.j 0 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION m STEEL 51/2 T LINE o W Z � J J W W + 1 N v U) V 2 2 I 8 1 BP04-C 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION 3 1/2 81/221/I 2 t 4 12 t 11/2 ' W W Z Lu Lu t f I N N N V1 11/2 1 2 T 4 T 21/21 81/2 3 1/2 JAPANESE AUTO DRAWING STATUS: 11950 W. 52nd Avenue FOR CONSTRUCTION Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG O BIM: v20.6 CONST. DIMENSIONS, LLC w roar JOB NUMBER: SHEET: MBMR 40rM17F0076A AB -2 BP03-B 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION STEEL LINE N C W Z J J W W H to -. �R N N tD O m �IN 12 1/27- 36'-6 318 1 THIS FRAME MUST NOT BE ERECTED WITHOUT THE PIPE AND/OR GIRT STRUT MEMBERS. REFER TO THE ENDWALL ELEVATION AT THIS FRAME LINE FOR ANY REQUIRED GIRTS. PURLIN AND GIRT DEPTH, AND SPACING ARE SUBJECT TO CHANGE UPON FINAL DESIGN. FLANGE BRACES FROM THE GIRTS AND PURLINS TO THE COLUMNS AND RAFTERS ARE REQUIRED FOR STRUCTURAL STABILITY, BUT ARE NOT SHOWN ON THIS DRAWING FOR CLARITY. THIS DRAWING SHALL NOT BE CONSTRUED AS ALLOWING THE STRUCTURE TO BE ERECTED WITHOUT BRACES. 12 1 1/2 363/8 34'-4 3/8 4'-6 3' 8 V-0 1/4 20'-0 MOM FRAME ID: F01a REV 3-9-17 vt 3/9/2017 3:57:26 PM COLUMN & BEAM CROSS SECTION AT FL. 1 CD 35'-0 117/81 8 O O ao D) V cp N O op a,, [7 "*NOT FOR CONSTRUCTION"* I SPLICE BOLT TABLE SPLICE BOLTS CLEAR TO F.F. PLATE SIZE PLATE SIZE A (4) 1/2 X 2 A325T 16-2 9/16 8" X 3/8 N/A B (4) 1/2 X 1 1/4 A325T 1T-0 3/16 8" X 1/4 N/A C (4) 3/4 X 2 A325T 1 T-7 9/16 6" X 3/8 6" X 3/8 D (4) 1/2 X 1 1/4 A325T 1T-2 7/16 8" X 1/4 N/A E (4) 1/2 X 2 A325T 16-2 9/16 8" X 3/8 N/A 12 1/27- 36'-6 318 1 THIS FRAME MUST NOT BE ERECTED WITHOUT THE PIPE AND/OR GIRT STRUT MEMBERS. REFER TO THE ENDWALL ELEVATION AT THIS FRAME LINE FOR ANY REQUIRED GIRTS. PURLIN AND GIRT DEPTH, AND SPACING ARE SUBJECT TO CHANGE UPON FINAL DESIGN. FLANGE BRACES FROM THE GIRTS AND PURLINS TO THE COLUMNS AND RAFTERS ARE REQUIRED FOR STRUCTURAL STABILITY, BUT ARE NOT SHOWN ON THIS DRAWING FOR CLARITY. THIS DRAWING SHALL NOT BE CONSTRUED AS ALLOWING THE STRUCTURE TO BE ERECTED WITHOUT BRACES. 12 1 1/2 363/8 34'-4 3/8 4'-6 3' 8 V-0 1/4 20'-0 MOM FRAME ID: F01a REV 3-9-17 vt 3/9/2017 3:57:26 PM COLUMN & BEAM CROSS SECTION AT FL. 1 CD 35'-0 117/81 8 O O ao D) V cp N O op a,, [7 "*NOT FOR CONSTRUCTION"* I Ofl7 12 1/2 1 -0 SPLICE BOLT TABLE MEMBER SIZE TABLE SPLICE ASSEMBLY NAME OUTSIDE FLANGE WEB THICK WEB LENGTH STARTING WEB DEPTH ENDING WEB DEPTH INSIDE FLANGE RC1 6"X 1/2 X 1T-2 1/8 3/16 14'-6 9/16 10" 3'-0 6"X 1/2 X 14'-8 7/16 C (8) 7/8 X 3 A325T 5/16 2'-91/16 T-0 3'-0 RR1 16"X 3/8 X 31'-2 1/16 3/16 10'-5 9/16 2'-6 1'-9 6" X 5/8 X 10'-5 7/8 3/16 20'-93/4 1'-9 2'-4 6" X 0.375 X 20'-8 5/8 RR2 6"X 3/8 X 31'-2 1/16 3/16 10'-5 9/16 2'-6 1'-9 6"X 1/2 X 10'-5 7/8 3/16 20'-9 3/4 1'-9 2'-4 6" X 1/4 X 20'-8 5/8 RC3 6" X 1/2 X 14'-8 1/8 3/16 12'-0 7/16 10" 3'-0 6" X 1/2 X 12'-2 11/16 5/16 2'-9 3/16 T-0 T-0 NOTE: MEMBERS LIST FOR EACH ASSEMBLY ARE IN ORDER FROM LOWEST TO HIGHEST ELEVATION. Ofl7 12 1/2 1 -0 -33/1 1'-6 i 1 1 70'-0 PURLIN AND GIRT DEPTH, AND SPACING ARE SUBJECT TO CHANGE UPON FINAL DESIGN. FLANGE BRACES FROM THE GIRTS AND PURLINS TO THE COLUMNS AND RAFTERS ARE REQUIRED FOR STRUCTURAL STABILITY, BUT ARE NOT SHOWN ON THIS DRAWING FOR CLARITY. THIS DRAWING SHALL NOT BE CONSTRUED AS ALLOWING THE STRUCTURE TO BE ERECTED WITHOUT BRACES. FRAME ID: F02 REV 3-9-17 vl 3/9/2017 3:46:17 PM RIGID FRAME CROSS SECTION AT FL. 2-4 12 -1 1/2 36'-6 3/8 '-3 3/16 4'-6 12'-0 3/81 _ 3'-6 O b C O L- J "*NOT FOR CONSTRUCTION" I SPLICE BOLT TABLE SPLICE BOLTS CLEAR TO F.F. PLATE SIZE PLATE SIZE A (16) 3/4 X 2 3/4 A325T 14'-6 15/16 6" X 5/8 6" X 5/8 B (8) 3/4 X 2 3/4 A325T 16-0 13/16 6" X 1/2 6" X 1/2 C (8) 7/8 X 3 A325T 14'-6 13/16 6"X 5/8 6"X 5/8 -33/1 1'-6 i 1 1 70'-0 PURLIN AND GIRT DEPTH, AND SPACING ARE SUBJECT TO CHANGE UPON FINAL DESIGN. FLANGE BRACES FROM THE GIRTS AND PURLINS TO THE COLUMNS AND RAFTERS ARE REQUIRED FOR STRUCTURAL STABILITY, BUT ARE NOT SHOWN ON THIS DRAWING FOR CLARITY. THIS DRAWING SHALL NOT BE CONSTRUED AS ALLOWING THE STRUCTURE TO BE ERECTED WITHOUT BRACES. FRAME ID: F02 REV 3-9-17 vl 3/9/2017 3:46:17 PM RIGID FRAME CROSS SECTION AT FL. 2-4 12 -1 1/2 36'-6 3/8 '-3 3/16 4'-6 12'-0 3/81 _ 3'-6 O b C O L- J "*NOT FOR CONSTRUCTION" I SPLICE BOLT TABLE SPLICE BOLTS THIS FRAME MUST NOT BE ERECTED WITHOUT THE PIPE AND/OR GIRT STRUT MEMBERS. REFER TO THE PLATE SIZE PLATE SIZE A (4) 1/2 X 2 A325T 16'-2 9/16 8" X 318 N/A ENDWALL ELEVATION AT THIS FRAME LINE FOR ANY REQUIRED GIRTS. (4) 1/2 X 1 1/4 A325T 17'-0 11116 8" X 1/4 N/A C (4) 3!4 X Z A325T 17'-7 9116 6" X 3/8 6" X 3/8 D (4) 1/2 X 1 1/4 A325T 17'-2 7/16 8" X 1/4 N/A E (4) 1/2 X 2 A325T 16'-2 9116 8" X 3/8 WA PURLIN AND GIRT DEPTH, AND SPACING ARE SUBJECT TO CHANGE UPON FINAL DESIGN. FLANGE BRACES FROM THE GIRTS AND PURLINS TO THE COLUMNS AND RAFTERS ARE REQUIRED FOR STRUCTURAL STABILITY, BUT ARE NOT SHOWN ON THIS DRAWING FOR CLARITY. THIS DRAWING SHALL NOT BE CONSTRUED AS ALLOWING THE STRUCTURE TO BE ERECTED WITHOUT BRACES. 12 12 1/2 1 —1 1/2 361-63/8 34'-4 3/8 1'-6 1'-6 5@5'-0 N ER3 (W 12X14) B C D ER2 (W12X14) m 0 v A E ao 0 Eo o m v N N \1� o iA N (O Q x cp v ry ?N v >x V co N L) l L) <V 8 V-0 1/4 117/81 8 L 21'-0 24'-6 24'-6 L 35'-0 35'-0 T 70'-0 1 FRAME ID: F01 b v1 3/3/2017 11:55:10 AM COLUMN & BEAM CROSS SECTION AT FL. 5 "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: FOR PERMITS ONLY 11950 W. 52nd Avenue Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 CONST. DIMENSIONS, LLC a —11 J08 NUMBER: ER: : EET: NO RELEASE i REVISION DWN: / CKD: ENGR DATE O RELEASE / REVISION DWN: / CKD: ENGR DATE MB MA ' M 17 PE-03 0 FOR PERMITS JAB / JH 03114/2017 SPLICE BOLT TABLE SPLICE BOLTS CLEAR TO F.F. PLATE SIZE PLATE SIZE A (4) 1/2 X 2 A325T 16'-2 9/16 8" X 318 N/A B (4) 1/2 X 1 1/4 A325T 17'-0 11116 8" X 1/4 N/A C (4) 3!4 X Z A325T 17'-7 9116 6" X 3/8 6" X 3/8 D (4) 1/2 X 1 1/4 A325T 17'-2 7/16 8" X 1/4 N/A E (4) 1/2 X 2 A325T 16'-2 9116 8" X 3/8 WA OVER HANG r-6 I _ I _ 100'-0 , , 1,-6 OVER HANG C N ME O O N O a) (i:) a) ® 0 1'-11 1/2 24'-6 112 25'-0 25-0 24'-6 1/2 1'-11 1/2 95Z12-1 (U.N.) 95Z14-1 (U.N.) 95Z14-1 (U.N.) 95Z12-1 (U.N.) (8) REQUIRED (8) REQUIRED (8) REQUIRED (8) REQUIRED 1 T95C3-2 1 T95C3-1 1 T95C3-1 1 T95C3-2 SHORTENED MARKS EAVE STRUT LINE SEE S.W. 1 T95C3-1 1 T95C3-1 U / cn in tq \ / in cn to C2 95Z12-1 (U.N.) 95Z14-1 (U.N.) 95Z14-1 (U.N.) 95Z12-1 (U.N.) (8) REQUIRED N n N fn N (n 1'-11 1/21 1 _ 24'-6 1/2 ♦ / T 25'-0 n n p) O O OVERHANG 1--61 i_ 100'-0 1 1 l'-6 OVER HANG (n (n CN (n N In NN U) / / \ \ a7 (n ai N U) N (n N W i Nn gFt5,2 Rg 2 , N cn N cn N (a U U U U U U K J J U U (Nn u"') 0R5. N N N N w N N N (n N N N N U N N N co N U) N U) N cn ♦ ♦e� / N cf) N U) N (n N N (n N U) N Cn (n (7 (n \ \ rn rn (7 N N N N N N U U U U U U SAVE STRUT LINE (SEE S.W.) SHORTENED MARKS 1 T95C3-2 1 T95C3-1 1 T95C3-1 1 T95C3-2 0 l C2 95Z12-1 (U.N.) 95Z14-1 (U.N.) 95Z14-1 (U.N.) 95Z12-1 (U.N.) (8) REQUIRED (8) REQUIRED (8) REQUIRED (8) REQUIRED 1'-11 1/21 1 _ 24'-6 1/2 25'-0 T 25'-0 I 24'-6 1/2 1� 'f®' O O O O OVERHANG 1--61 i_ 100'-0 1 1 l'-6 OVER HANG SHORTENED MARKS SHOWN ACTUAL C1 60C16-11 C2 60C16-6 S1 CBA446 S2 CBA450 PLANE ID: 1004, 1005 ROOF FRAMING PLAN "NOT FOR CONSTRUCTION" I ERECTION NOTE!! NV ALL ROOF PANEL SIDELAP TO PURLIN INTERSECTIONS REQUIRE PANEL CLIPS. McofVM')1 ROOF SHEETING @ 1004: (GALV) J PLANE ID: 1004 103'-0 6 1 I 1 I I I I I I 1IIIIIIIIIII 6 I I I I I I I I I I I U MWM VN(WQM) I I IIIIIIIIIIII 6u� oc7ViMNMMQDf NCVNMMM NV McofVM')1 J 1IIIIIIIIIII VN(WQM) — —wwmmwWW0mmmmW�0NNfWomNC-2wm oommE-0mNW00Wmmm cWcN amc`os"? co] G7NNNfcfc uJcDuJcD�ct0V1u1u)V)rDtD(DDcDD0cDcDcDDUU7u)OV]U)D(DDtDUJt0V)(DDb �DUJ(OVNV1uJcD00Vt0uu)V (D MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM MMMMMMMMMM (D7 7 7 7 7 ' NN N NNNNNNNNNNNNN aaaaaaaaa a a a a a a a a a a a a a a a aaaaaaaaa a a a a a a a a a a a a a a a a a a a MM 7 iIIIIIIIII IIII IIIIIIIIIIII 6 1/16 103'-0 PANE ID1005 ROOF SHEETING @ 1005: (GALV) ROOF SHEETING PLAN "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: 11950 W. 52nd Avenue FOR PERMITS ONLY Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGNNBG0 BIM: v20.6 CONST. DIMENSIONS, LLC JOB NUMBER: SHEET: NO RELEASE REVISION DWN:/CKD: ENGR DATE O RELEASE REVISION DWNENGR DATE M17F0076A PE -050 FOR PERMITS JAB JH 03/14/2017 MBMA M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M I I I I I I I I i I i I 1 I I I I I I I I I J VN(WQM) FRAMED OPENING TABLE MARK WIDTH HEIGHT SILL HEIGHT TYPE 1 10'-0 12'-0 2 T-0 T-0 3 2'-8 4'-0 3'-0 4 2'-8 4'-0 11'-0 SHORTENED MARKS SHOWN ACTUAL Cl 60C16-3 C2 8OC14-1 C3 8OC14-4 C4 80C14-5 C5 80C16-4 C6 80C16-5 C7 BOC16-7 S1 CBA -4.11 3/16 S2 CBA -8.2 1/8 NOTE: LAPS NOT SHOWN FOR CLARITY SHORTENED MARKS SHOWN ACTUAL Cl 60C16-1 C2 60C16-4 C3 60C16-5 S1 CBA -4.11 3116 S2 CBM40 ER4 80Z12-4 a 80214-3 ER1 80Z13-1 NESTED 8OZ12-1 ER2 N eqs t`7 . 6R 0 N N (7oSg � v v N N om w m /n -r U � � 6� cp 80C161 v � rn U) v1 80Z16-12 (V ER4 80Z12-4 80214-3 ER1 80Z13-1 NESTED 8OZ12-1 ER2 eqs . 6R 0��$ N N(�� (7oSg v N N w m /n � U)U U � � 6� U) 80C161 N � � U) U) v1 80Z16-12 C2 80Z16-11 U) o U) to U. U In co \ ` N to 80216-1 U U 8OZ12-5 SOZ12-4 80Z15-10 v U 80Z15-9 i4 c4 8OZ14-2 to � U U � to in in <n w 80Z16-1 E2 w U 80212-5 N _ w 1 ❑ 1 N w C5 C2 W to n o W n I I cn U �3 U !l U �3 U U U U U U U I 1 U U U 80Z124 80215_10 i a 1 w I C2 C2 U 80Z14-2 W 180Z,6-81 I 30'-8 I 39'-4 24%6 25-6 20'-025'-6 20'-00 I 70'-0 r �1 PLANE ID: 1003 ENDWALL FRAMING ELEVATION AT LINE 1- r f r r 35'-0 I 35'-0 21 0 I 24'-6 I0'j Qr©f` 70'-0 f ENDWALL FRAMING ELEVATION AT LINE 5 PLANE ID: 1001 JAPANESE AUTO 11950 W. 52nd Avenue 24'-6 A "NOT FOR CONSTRUCTION" ER3 80Z16-1 80Z12-5 8OZ12-1 ER2 eqs N N N(�� N N N w m /n � U)U U � � 6� U) U) 80216-1 80Z16-12 80Z16-11 U) o U) to U. U In co N cn N to 80216-1 8OZ12-5 8OZ12-1 i4 c4 Vi to � U U � to in in <n w 80Z16-1 E2 w 80212-5 w 80212-1 N w U U U U U U U U U U 35'-0 I 35'-0 21 0 I 24'-6 I0'j Qr©f` 70'-0 f ENDWALL FRAMING ELEVATION AT LINE 5 PLANE ID: 1001 JAPANESE AUTO 11950 W. 52nd Avenue 24'-6 A "NOT FOR CONSTRUCTION" Cl MARK WIDTH HEIGHT SILL HEIGHT TYPE NOTE: LAPS NOT SHOWN FOR CLARITY 1 B95S2-1 1 E80S5-1 1 E80S2-2 1 E80S5-2 1 E80S5-1 1 B95S2-1 (Vzo lip El rl U cl 13 LOP C4 C4 C4 C4 C4 C4 C4 C4 6R 0 Eo n cz cz c2 cz , eF`hy cz cz cz cz CP N 80Z15-8 (U.N.) 80Z16-7 (U.N.) 8OZ16-7 (U.N.) 80Z15.7 (U.N.) (3) REQUIRED (3) REQUIRED (3) REQUIRED (3) REQUIRED L 21'-2 78'-10 '1 51/21 L 24'-6 1/2 _ 25'-0 T 25'-0 I 24'-6 112 1 151/2 CD ® 0 0 �1 100'-0 I SHORTENED MARKS � PLANE ID: 1000 SIDEWALL FRAMING AT FRAMELINE A "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: FOR PERMITS ONLY 11950 W. 52nd Avenue Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 CONST. DIMENSIONS, LLC R— JOB NUMBER: SHEET: NO RELEASE / REVISION DWN: / CKD: ENGR DATE O RELEASE !REVISION DWN: ! CKD: ENGR DATE mom R M 17 F0076A PE-07 0 FOR PERMITS JAB / JH 03/14!2017 60C16-3 C2 SOC14-2 C3 SOC16-2 C4 80C16-3 St CBA -4.11 3/16 S2 CBA -8.2 1/8 FRAMED OPENING TABLE SHOWN ACTUAL MARK WIDTH HEIGHT SILL HEIGHT TYPE U U U 60C16-3 C2 SOC14-2 C3 SOC16-2 C4 80C16-3 St CBA -4.11 3/16 S2 CBA -8.2 1/8 FRAMED OPENING TABLE SHOWN ACTUAL MARK WIDTH HEIGHT SILL HEIGHT TYPE FRAMED OPENING TABLE SHOWN ACTUAL MARK WIDTH HEIGHT SILL HEIGHT TYPE MEMBER SIZE TABLE SPLICE BOLT TABLE ACTUAL SPLICE BOLTS CLEAR TO F.F. PLATE SIZE PLATE SIZE A (4) 3/4 X 2 3/4 A325T 15'-10 6" X 1/2 ASSEMBLY OUTSIDE WEB WEB STARTING ENDING INSIDE (4) 3/4 X 2 3/4 A325T 15'-10 6" X 1!2 6" X 1/2 SOC13-1 C5 SOC14-3 C6 NAME FLANGE THICK LENGTH WEB WEB FLANGE 80C16-2 C8 80C16-4 C9 SOC16-5 DEPTH DEPTH 6" X 1/4 X 21'-3 1/2 10GA 21'-3 1!2 1'-2 1'-2 6" X 1/4 X 21'-3 1/2 PC1 6" X 1/4 X 1T-0 3/8 10GA 15'-9 5/8 1'-2 1'-2 6" X 1/4 X 15'-9 5/8 PRI 10GA 1'-2 3/4 1'-2 1'-2 NOTE: MEMBERS LIST FOR EACH ASSEMBLY ARE IN ORDER FROM LOWEST TO HIGHEST ELEVATION. U NOTE: U U U LAPS NOT SHOWN FOR CLARITY 80216-3 80216-6 CS � C6 SOZ16-9 1 B95S2-1 1 E80S5-1 v U 1 E80S2-1 1 E8OS2-3 1 E80S5-1 1 B95S2-1 n CS r ----I C8 CS r ----I I 1 (V I I I I TC5 rnUUUUU 0 "v SOZ15-5 CS a I 3❑ I C5 CS Ua I ❑3 I gOZ16-2 80216-13 80215-6 I I I I 1 I q I 1 I 1 I I I I I I I I o aov v rn <V -77 SOZ14-1 (U.N.) 80Z16.4 (U.N.) SOZ15-3 (U.N.) 80Z16-5 (U.N.) (1) REQUIRED (1) REQUIRED (1) REQUIRED (2) REQUIRED L 50'-0 I 50'-0 I 51/211, 24'-6 1 /2 _t 25'-0 jI' 25'-0 J. 'j 24'-6 1/2 5 112 0 CD T � 11'-61 _ 100'-0 I 1 PLANE ID: 1002 SIDEWALL FRAMING ELEVATION AT LINE F "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: FOR PERMITS ONLY 11950 W. 52nd Avenue Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 CONST. DIMENSIONS, LLC R mmP JOB NUMBER: SHEET: NO RELEASE / REVISION DWN: / CKD: ENGR DATE O RELEASE ! REVISION DWN: / CKD: ENGR DATE M B MA M 17 F0076A PE -08 0 FOR PERMITS JAB / JH 03/14/2017 SHORTENED MARKS SPLICE BOLT TABLE ACTUAL SPLICE BOLTS CLEAR TO F.F. PLATE SIZE PLATE SIZE A (4) 3/4 X 2 3/4 A325T 15'-10 6" X 1/2 6" X 1/2 B (4) 3/4 X 2 3/4 A325T 15'-10 6" X 1!2 6" X 1/2 SOC13-1 C5 SOC14-3 C6 SOC16-1 C7 80C16-2 C8 80C16-4 C9 SOC16-5 6" X 1/4 X 21'-3 1/2 10GA 21'-3 1!2 1'-2 1'-2 6" X 1/4 X 21'-3 1/2 PC1 6" X 1/4 X 1T-0 3/8 10GA 15'-9 5/8 1'-2 1'-2 6" X 1/4 X 15'-9 5/8 10GA 1'-2 3/4 1'-2 1'-2 NOTE: MEMBERS LIST FOR EACH ASSEMBLY ARE IN ORDER FROM LOWEST TO HIGHEST ELEVATION. SHORTENED MARKS SPLICE BOLT TABLE ACTUAL SPLICE BOLTS CLEAR TO F.F. PLATE SIZE PLATE SIZE A (4) 3/4 X 2 3/4 A325T 15'-10 6" X 1/2 6" X 1/2 B (4) 3/4 X 2 3/4 A325T 15'-10 6" X 1!2 6" X 1/2 SHORTENED MARKS PR1 ACTUAL Cl 60C16-10 80216-10 80C16-6 80216-10 SOZ12-2 80Z1S1 NESTED 60C16-5 C8 SOC13-1 C5 SOC14-3 C6 SOC16-1 C7 80C16-2 C8 80C16-4 C9 SOC16-5 U O U U U U U 80216-3 80216-6 CS � C6 SOZ16-9 802155 v U 80216-6 U U �----I CS r ----I C8 CS r ----I I 1 I I I I TC5 rnUUUUU I ❑3 i SOZ15-5 CS a I 3❑ I C5 CS Ua I ❑3 I gOZ16-2 80216-13 80215-6 I I I I 1 I I 1 I 1 I I I I I I I I SHORTENED MARKS SHOWN ACTUAL Cl 60C16-10 C10 80C16-6 C2 60C16-2 C3 60C16-5 C4 SOC13-1 C5 SOC14-3 C6 SOC16-1 C7 80C16-2 C8 80C16-4 C9 SOC16-5 FRAMED OPENING TABLE MARK WIDTH HEIGHT SILL HEIGHT TYPE 1 2'-8 4'-0 3'-0 2 2'-8 4'-0 11'-0 3 3'-0 7'-0 4 10'-0 12'-0 MARK # > BA -20 LENGTH (20'2) DESC. BASE TRIM --1 FC 1 V_—_ FCI (VARIES) (15'2) C FLASHING L3P IN. CORNER 1 _, . L--, STANDARD FLASHING PROFILES NOTE: DRAWINGS NOT TO SCALE, DRAWINGS TO REPRESENT PROFILE ONLY 'j I L J U L F, L u FCIA2 FCP1 FCR FCRA2 FDH2-- FDH4-10.2 FFC FFW FJ15-- FJ15B-- (15'2) (15'2) (15'2) (TCAV SIM.)(15'2) (VARIES) (10'2) (15'2) (15'2) (VARIES) (VARIES) A3P IN. CORNER PANEL CAP L3P CORNER A3P/AVP CORNER DOOR HEADER/SPACER SHADOW PANEL TRIM L3P J TRIM A3P J TRIM I --- J I L FL2A_ FL22A_-10.2 FL2V— FI -3A_ FL3V_ FL6 (15'2) (10'2) (15'2) (15'2) (15'2) (15'2) SOFFIT TRIM SOFFIT SUPP. FOCF--- & FOHF--- THSRW— FSF— FSJ1 LARF1 MEC2 (VARIES) (15'2) (15'2) (15'2) (15'2) (15'2) F.O. COVER TRIM ROOF TO WALL OH EAVE SILL/JAMB AUX. RAKE SEF1 SEF2 TFEC— (15'2) {15'2) TARF1 (15'2) EXPANSION TRIM (15'2) EAVE CLOSURE TFSET F--- TFSE (15'2) EAVE SUPPORT PED_ (15'2) DELUX EAVE TGT1 (15'2) STANDARD GUTTER TR1 & TRU1 TRIC TRIS TRCZ TRW TTEC TTES (15'2) (15'2) (15'2) (15'2) (15'2) (15'2) (15'2) RAKE TRIM CUSTOM RAKE TRIM RIDGE CLOSURE Z ROOF TO WALL EXPANSION TRIM FL7 FL8 FL13 (15'2) (15'2) (15'2) LINER TRIM PF95-- (VARIES) PARTITION TRIM 7 THC— (15'2) HIGHSIDE EAVE FL17 FL18 (15'2) (15'2) FPEC 1-10.2 (10'2) PANEL END COVER �l TRCP_ RJF1 RLF— RSF1 (15'2) (15'2) (15'2) (15'2) RIDGE FLASHING RIDGE SUPPORT RIDGE LINER TRIM RAKE SUPPORT TH L— (15'2) HIGHSIDE EAVE TVG 1 _-10.2 (10'2) PARAPET GUTTER THE (15'2) HIGHSIDE EAVE _U TVG2_-10.2 (10'2) VALLEY GUTTER TICAV TI -1 (15'2) (15'2) AVP IN. CORNER RIDGE CLOSURE VFF1 I (15'2) PARAPET/FACADE FLASHING STANDARD SCREWS & BOLTS STANDARD CLIPS 0000000 0 0 0 000000000 00 0 0 0 I 0 0 00 00 C3 0 0 CPB -i 1/8 RNET SRv-1 $10x1 SDPH $10x1 57P11 $10X1 1/2 STNHW $12X1 1/4 SOHH 1/2 X2 3/16 DE 1/2 XI I/4 BHB (5 3/4 X 10 GA X 5) CL -2 (1N®�FO CGA X 6 3/8) ,LIP - COLD PONIED) (WOODMATE) (SAG CONNECTION�6 1/4 X 10 GA X (5 X 10 10 1/4) (CORNER CLIP) 0 OOOo 0° 0 TT ffn I L I f OOOo ° OOOo0 0 $12X1 1/4 SDRF $12X1 1/2 SDHHT5 $14x3/4 SDHH $14X3/4 SDRF $12X1 SDYC NUTBLK FAS 10-4 5/16 DRILL BOLT CL -4 CLFB $12x1 1/4 SDHHT4(SUA.) $14x1 SDRF(SIM) (FAB-LOK) (5 X 10 GA X 7 7/8) (6 3/4 X 10 GA X 5) CL -15 (STP. CONNECTION OR INSEE/FLUSH) (� WITH LINER) (4 XX 10 GA X 7 7/8 (GO/R" RDFORCOW) COVER TRIM VFF7 (15'2) DRIP FLASHING FIXED EAVE & FIXED RAKE 1� r FR1 FECO— (15'2) (15'2) FIXED RAKE FIXED EAVE COLD FORMED ANGLES 20'2" LENGTH ^= I T RSA -1 , GA -1 -1L GA -2 GA -5 416 I 71 I GA -3 GA -6 co GA -4 GA -7 NM: DUE TO MATERIALIZATION USAGE FLASHING LENGTHS MAY BE SUBSTITUTED WITH LONGER LENGTHS THAN WHAT IS CALLED OUT ON THE BILL OF LADING. N=: GALVANIZED PIECES SUCH AS TFSE/RJF-1/TRCZ MAY BEPLACED UNDERNEATH THE PLASTIC ON THE BOTTOM SIDE OF THE FLASHING CRATE. "NOT FOR CONSTRUCTION" I .R� BRACLRc RIGID SQUARE SQUARE SAFETY NE NIDDN $TAY WELL IN CLEAR OF ALL LOADB BEING MOVED BY ANY TYPE OF LIFTING DEVICE. LG:EP HANDB AND FEET CLEAR OF MGVWG LOADS THE FIRST STEP IN THE SUCCESSFUL INSTALLATION OF THE ROOF OR WALLS IS TO HAVE THE PRIMARY FRAMING PLUMB AND SQUARE. FOR BEST RESULTS, IT IS RECOMMENDED THAT A TRANSIT BE USED WHEN ERECTING THE STRUCTURAL STEEL. BE SURE TO READ THE GENERAL ERECTION GUIDE PRIOR TO COMMENCING ERECTION. SAFETY NOTES Imo{ DIMENSION W 12' THE METAL BUILDING SUPPLIER STRONGLY RECOMMENDS THAT SAFE WORKING CONDITIONS AND 314' ACCIDENT PREVENTION PRACTICES BE THE TOP PRIORITY ON ANY JOB SITE. 719' LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS SHOULD ALWAYS BE FOLLOWED TO HELP i' ENSURE WORKER SAFETY. 11140 MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A BUILDING. EMERGENCY TELEPHONE NUMBERS, LOCATIONS OF FIRST AID STATIONS AND EMERGENCY O O PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES. DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES, THE USE OF HARD HATS, RUBBER SOLE SHOES FOR ROOF WORK, PROPER EQUIPMENT FOR HANDLING MATERIAL AND SAFETY NETS WHERE POSSIBLE ARE RECOMMENDED ERECTION PRACTICES. NUT THE METAL BUILDING SUPPLIER INTENDS THAT THESE DRAWINGS BE INTERPRETED AND ADMINISTERED WITH SOUND JUDGMENT CONSISTENT WITH GOOD SAFETY PRACTICES. W F{ ALL SAFETY PRECAUTIONS, OSHA SAFETY REQUIREMENTS, OR ANY OTHER APPROPRIATE SAFETY REQUIREMENTS, CUSTOMARY OR STATUTORY, MUST BE ADHERED TO. TO ENSURE MAXIMUM WORKER SAFETY. IF OIL OR OTHER SLIPPERY SUBSTANCES ARE SPILLED ON THE ROOFIDECK PANELS, WIPE THEM OFF IMMEDIATELY TO PREVENT SLIPPING OR FALLING. YOU SHOULD MAINTAIN A FIRM, SAFE POSITION WHEN USING ANY TOOL. O YOU SHOULD MAINTAIN A CONSTANT AWARENESS OF YOUR LOCATION IN RELATION TO THE ROOF EDGE WHEN USING TOOLS AND MACHINES OR PERFORMING ANY OTHER FUNCTION ON THE ROOF AREA- READO DONOT UNDER ANY CIRCUMSTANCES STEP OR WALK ON THE SURFACE OF ANY FIBERGLASS SKYLIGHT. NUT IF FOOT TRAFFIC IS NECESSARY OVER SKYLIGHT, USE WALK BOARDS THAT ARE PROPERLY SUPPORTED BY THE BUILDING PURLINS. BOLT DLAMEMR DIMENSION W 12' 7r 314' 1114' 719' 1 7/16' i' 1' 54 KIPS 67 KIPS 11140 7 W A3 n HEAD A0 n HEAD BUILDING ALIGNMENT GE01 I SAFETY COMMITMENT GE70 I ASTM A325IA325T BOLT IDENTIFICATION MFO1 AA AA AA BOLTED JOINTS BOLTED JOINTS SHALL BE CONNECTED AND INSPECTED IN ACCORDANCE WITH THE *SPECIFICATION FOR STRUCTURAL JOINTS USING HIGHSTRENGTH BOLTS', DECEMBER 31, 2DO9. APPROVED BY THE RESEARCH COUNDL ON STRUCTURAL CONNECTIONS COMMITTEE. SNUGTIGHT JOINTS UNLESS NOTED OTHERWISE ON THE METAL BUILDING SUPPLIERS ERECTION DRAWINGS, ALL A325 BOLTS ARE USED IN CONNECTIONS DEFINED AS SNUG-TIGNT JOINTS (ST). FOR INSTALLATION IN SNUG -TIGHT JOINTS, ALL BOLT HOLES SHALL BE ALIGNED TO PERMIT BOLT INSERTION WITHOUT UNDUE DAMAGE TO THE THREADS, BOLTS SHALL BE PLACED IN ALL HOLES WITH NUTS THREADED TO COMPLETE THE ASSEMBLY BEFORE COMPACTING THE JOINT TO THE SNUG -TIGHT POSITION, PROCESSING SYSTEMATICALLY FROM THE MOST RIGID PART OF THE JOINT. SNUG TIGHT IS THE CONDITION THAT EXISTS WHEN ALL HAVE BEEN PULLED INTO FIRM CONTACT BY THE BOLTS IN THE JOINT AND All BOLTS IN THE JOINT HAVE BEEN TIGHTENED SUFFICIENTLY TO PREVENT THE REMOVAL OF THE NUTS WITHOUT THE USE OF A WRENCH. MORE THAN ONE CYCLE THROUGH THE BOLT PATTERN MAY BE REQUIRED. PRETENSIONED AND SLIP -CRITICAL JOINTS CONNECTIONS WHICH ARE DEFINED AS PRETENSIONED (PT) OR SUP -CRITICAL (SC) JOINTS WILL BE AS NOTED ON THE ERECTION DRAWINGS BY THE METAL BUILDING MANUFACTURER OR BY THE ENGINEER OF RECORD. ALL CONNECTIONS WITH A49D BOLTS ARE EITHER PRETENSIONED (PT) OR SLIP -CRITICAL (SC) JOINTS. PRETENSIONED JOINTS ARE TYPICALLY REQUIRED WHEN THE JOINT IS SUBJECT TO SIGNIFICANT LOAD REVERSAL, THE JOINT IS SUBJECT TO FATIGUE LOAD WITH NO LOAD REVERSAL, THE BOLTS ARE SUBJECT TO TENSILE FATIGUE, THE BUILDING SUPPORTS A CRANE OF OVER 5 -TON CAPACITY, OR THE CONNECTION IS PART OF THE SEISMIC LOAD RESISTING SYSTEM AND AISC SEISMIC PROVISIONS (AISC 34 1) ARE APPLICABLE. THE SEISMIC PROVISIONS ARE APPLICABLE WHEN THE SEISMIC RESPONSE MODIFICATION COEFFICIENT, R IS TAKEN GREATER THAN 3. LOADINGS FROM WIND OR SNOW ARE NOT CONSIDERED SIGNIFICANT LOAD REVERSAL OR FATIGUE LOADINGS. SLIP CRITICAL JOINTS ARE REQUIRED WHEN SLIP IS DETERMINED TO BE DETRIMENTAL TO THE PERFORMANCE OF THE STRUCTURE. INSTALLATION METHODS PERMITTED FOR PRETENSIONED JOINTS INCLUDE TURN -0F -NUT PRETENSIONING, CALIBRATED WRENCH PRETENSIONING, TWIST -0'7 -TYPE TENSION CONTROL BOLT PRETENSIONING, AND DIRECT -TENSION -INDICATOR PRETENSIONING. HOT DP GALVANIZED CONNECTIONS MAY REQUIRE RE-PRETENSIONING AFTER 5 DAYS OF SETTLING. TURNOFIJUT PRETENSIONING FIRST TIGHTEN ALL BOLTS IN ACCORDANCE WITH THE ABOVE SNUG -TIGHT PROCEDURE THEN ROTATE THE NUT OR HEAD BY THE AMOUNT SPECIFIED IN THE BUT PRETENSION SCHEDULE, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID PARI OF THE JOINT. THE PART NOT TURNED BY THE WRENCH SHALL BE PREVENTED FROM ROTATING DURING THIS OPERATION. IF THE NUT IS TURNED IN THE LOOSENING POSITION THE BOLT MUST BE REMOVED AND REPLACED. PRETENSION VALUES EQUAL TO OR GREATER THAN THE MINIMUM VALUES USTED IN THE BOLT PRETENSION SCHEDULE ARE REWIRED. RELEASE / REVISION DUAN: I C FOR PERMITS JAB / DATE 03/14/2017 (Lp = LENGTH OF BOLT) INSPECTION REQUIREMENTS PRIOR TO START OF WORK VERIFY ALL FASTENER COMPONENTS CONFORM TO REQUIREMENTS. INSPECTION REQUIREMENTS FOR SNUG -TIGHT JOINTS: VERIFY THAT THE PROPER FASTENER COMPONENTS WERE USED AND THAT THE CONNECTED ELEMENTS WERE FABRICATED PROPERLY. AFTER ASSEMBLY, IT SHALL BE VISUALLY ENSURED THAT THE PUES ARE SOLIDLY SEATED AGAINST EACH OTHER, BUT NOT NECESSARILY IN CONTINUOUS CONTACT, THAT WASHERS, IF REQUIRED, HAVE BEEN USED, AND THAT ALL BOLTS IN THE JOINT HAVE BEEN TIGHTENED SUFFICIENTLY TO PREVENT THE TURNING OF THE NUTS WITHOUT THE USE OF A WRENCH. NO FURTHER EVIDENCE OF CONFORMITY IS REWIRED. INSPECTION REQUIREMENTS FOR TURN -0F -NUT PRETENSIONINC: FOR TURN -OF -NUT PRETENSIONING, IN ADDITION TO THE INSPECTION REQUIREMENTS FOR SNUG -TIGHT JOINTS, THE INSPECTOR SHALL OBSERVE THE PRE -INSTALLATION VERIFICATION TESTING AND MONITOR THE WORK IN PROGRESS TO ENSURE THAT THE BOLTING CREW PROPERLY ROTATES THE TURNED ELEMENT BY THE AMOUNT SPECIFIED IN THE SCHEDULE. ALTERNATIVELY, WHEN THE FASTENERS ARE MAT014AARKED AFTER INITIAL FIT -UP (SNUG -TIGHT CONDITION), VISUAL INSPECTION IS PERMITTED, THE SIDE OF NUTS AND BOLTS THAT HAVE BEEN IMPACTED SUFFICIENTLY TO INDUCE THE MINIMUM PRETENSION LOADS WILL APPEAR SLIGHTLY PEENED. NO FURTHER EVIDENCE OF CONFORMITY IS REWIRED. BOLT INSTALLATION & INSPECTION NOTES MF91 120.314'0, 7!9'0,10 & 1114-0 STRUCTURAL BOLTS (A325) AA "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: FOR PERMITS ONLY 11950 W. 52nd Avenue 4w 1 Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 CONST. DIMENSIONS, LLCa car JOB NUMBER: SHEET: MBMR M17F0076A SED -001 ASTM MINIMUM BOLT PRETENSION SCHEDULE NOMINAL BOLT SPECIFIED MINIMUM BOLT DIAMETER, PRETENSION, T. KIPS de ASTM A325 ASTM A490 AND F1852 AND F2280 NUT OR HEAD ROTATION FROM SNUG -TIGHT CONDITION Lb < 4dp 4dy< Lp < Bdy 1/2- 13 KIPS 16 KIPS 1/3 TURN 12 TURN 3/4- 29 KIPS 37 KIPS 7/8' 41 KIPS 51 KIPS 1' 54 KIPS 67 KIPS 1 1/4- 75 KIPS 107 KIPS (Lp = LENGTH OF BOLT) INSPECTION REQUIREMENTS PRIOR TO START OF WORK VERIFY ALL FASTENER COMPONENTS CONFORM TO REQUIREMENTS. INSPECTION REQUIREMENTS FOR SNUG -TIGHT JOINTS: VERIFY THAT THE PROPER FASTENER COMPONENTS WERE USED AND THAT THE CONNECTED ELEMENTS WERE FABRICATED PROPERLY. AFTER ASSEMBLY, IT SHALL BE VISUALLY ENSURED THAT THE PUES ARE SOLIDLY SEATED AGAINST EACH OTHER, BUT NOT NECESSARILY IN CONTINUOUS CONTACT, THAT WASHERS, IF REQUIRED, HAVE BEEN USED, AND THAT ALL BOLTS IN THE JOINT HAVE BEEN TIGHTENED SUFFICIENTLY TO PREVENT THE TURNING OF THE NUTS WITHOUT THE USE OF A WRENCH. NO FURTHER EVIDENCE OF CONFORMITY IS REWIRED. INSPECTION REQUIREMENTS FOR TURN -0F -NUT PRETENSIONINC: FOR TURN -OF -NUT PRETENSIONING, IN ADDITION TO THE INSPECTION REQUIREMENTS FOR SNUG -TIGHT JOINTS, THE INSPECTOR SHALL OBSERVE THE PRE -INSTALLATION VERIFICATION TESTING AND MONITOR THE WORK IN PROGRESS TO ENSURE THAT THE BOLTING CREW PROPERLY ROTATES THE TURNED ELEMENT BY THE AMOUNT SPECIFIED IN THE SCHEDULE. ALTERNATIVELY, WHEN THE FASTENERS ARE MAT014AARKED AFTER INITIAL FIT -UP (SNUG -TIGHT CONDITION), VISUAL INSPECTION IS PERMITTED, THE SIDE OF NUTS AND BOLTS THAT HAVE BEEN IMPACTED SUFFICIENTLY TO INDUCE THE MINIMUM PRETENSION LOADS WILL APPEAR SLIGHTLY PEENED. NO FURTHER EVIDENCE OF CONFORMITY IS REWIRED. BOLT INSTALLATION & INSPECTION NOTES MF91 120.314'0, 7!9'0,10 & 1114-0 STRUCTURAL BOLTS (A325) AA "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: FOR PERMITS ONLY 11950 W. 52nd Avenue 4w 1 Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 CONST. DIMENSIONS, LLCa car JOB NUMBER: SHEET: MBMR M17F0076A SED -001 SAFET'IPRECAUS EACH WORKER SHOULD BE TRAINED TO USE THESAFEST AND MOST ,ERECTION TECHNIQUES. EAVE STRUT STRUCTURAL FASTENER(S) #12X1 1/4 (6) PER EAVE FRAME BRACE IN PRE -PUNCHED HOLES EAVE STRUT BRACKET (SHOP WELDED) EAVE FRAME BRACE EFB FIELD BEND EAVE FRAMI TABS AS REQUIRED COLUMN STIFFENER SXFX- (SHOP WELDED) S�%PRECAUTION: EACH WORKER SHOULD BE TRAINED TO USE THESAFEST AND MOST PRODUCTIVE ERECTION TECHNIQUES. EAVE FRAME BRACE TABS TO BE sAFETr PRECAUTION: BENT IN FIELD AS REQ. EACH WORKER SHOULD BE TRAINED TO USE THE SAFEST AND MOST PRODUCTIVE ERECTION TECHNIQUES. EAVE STRUT STRUCTURAL FASTENER(S) #12X1 1/4 (6) PER EAVE FRAME BRACE IN PRE -PUNCHED HOLES (SHOP WELDED) • EAVE FRAME BRACE EFB FIELD BEND EAVE FRAME BRACE TABS AS REQUIRED / COLUMN STIFFENER J SXFX- (SHOP WELDED) SIMILARTO BR41A AA RAFTER 21/2•• 3/4X2 A325T/ 3/4 HVHX NUT COLUMN SAFETY PREGUTION-, EACH WORKER SHOULD BE TRAINED TO USE THE SAFEST AND MOST PRODLK:TNE ERECTION TECHNIOUES. EAVE STRUT STRUCTURAL FASTENER(S) #12X1 1/4 (6) PER EAVE FRAME BRACE IN PRE -PUNCHED HOLES EAVE FRAME BRACE — EFB FIELD BEND EAVE FRAME BRACE TABS AS REQUIRED COLUMN STIFFENER SXFX- (SHOP WELDED) SIMILAR TO 1SR41AI AA RAFTER 3/4X2 A325T/ 3/4 HVHX NUT COLUMN EAVE FRAME BRACE CONNECTION BYPASS BR41 I EAVE FRAME BRACE CONNECTION DETAIL FB -R -41-A-1 I EAVE FRAME BRACE CONNECTION(INSET)BR41W I EAVE FRAME BRACE CONNECTION FLUSH BR41Y STRAIGHT COLUMN CONNECTION FROM EAVE STRUT TO COLUMN STIFFENER AA STRAIGHT COLUMN CONNECTION FROM EAVE STRUT TO COLUMN STIFFENER AA STRAIGHT COLUMN CONNECTION FROM EAVE STRUT TO COLUMN STIFFENER AA STRAIGHT COLUMN CONNECTION FROM EAVE STRUT TO COLUMN STIFFENER I AA SAFETY PRECAUTI WORKERS SHOULD BE TRAIN DIN THE CORRECT ASD SAFE OPE TION OF , irnu� cni i SAFETY-ECMITION: EACH WORKERSHWLD BEJTO NED USE THE AFEST AND MPRODUCTIVE ERECTION TEC UES 3/4 3/4 HVHX NUT QTY. BY DESIGN 4LL RAFTER 1/2 A325T/ 1/2 HVHX NUT WITH (2) WASHERS (1) EACH SIDE FRAME BRACE (4) 1/2 A325T/ 1/2 HVHX NUT ENDWALL INTERIOR COLUMN COLD -FORMED, BUILT-UP OR HOTROLLED (BUILT-UP OR HOT ROLLED SHOWN) PURLIN PURLIN (2) 1/2 A325T/ 1/2 HVHX NUT MAY VARY SEE BS01AA SEE SECTION 5, PAGE 1.4 \ – ENDWALL RAFTER – STIFFENER – 1/2 A325T/ 1/2 HVHX NUT PIPE STRUT (NOT TO BE USED WITH ENDWALL CHANNEL RAFTER) SAFETY PREGUiION: WOR10=R5 SHOULD BE TRAW IN THE PROPER ERECTION v RES FOR ALL.1065. (2) 1/2 A325T/ 1/2 HVHX NUT MAY VARY SEE BSOIAA RAFTER FLANGE THICKNESS GREATER THAN 12 WITH SHOP WELDED CLIP SEE DETAIL RF54AAA – ENOWALL RAFTER (4) 1/2 A325T/ 1/2 HVHX NUT HOT ROLLED (BUILT-UP OR HOT ROLLED ENDWALL RAFTER SPLICE DETAIL EF22I ENDWALL RAFTER RIDGE DETAIL HOT ROLLED AND BUILT- F23 I ENDWALL INTERIOR COLUMN CONNECTION DETAIL EF26W ( SECTION AT ENDWALL COLUMN w/ PIPE STRUT EF32 RAFTER TO RAFTER CONNECTION AA RAFTER W/RIDGE SPLICE PLATE I AA COLUMN TO RAFTER CONNECTION I AA CUTBACK B 4 3/16" SLOT CL 2 1/' ENDWALL SIDE COLD -FORMED ENDWALL COLUMN RELEASE / REVISION FOR PERMITS SAFETY PRECAUTION: EACH WORKER SHOULD BE TO USE THE SAFEST AND A PRODUCTIVE ERECTION TEC 2 3/ (2) 3/4 A325T/ 3/4 HVHX NUT EACH WITH (1) 3/4 H WASHER EACH 2 3/ AT SLOT SIDE FINGER TIGHTEN AND DEFORM THREADS. THIS CONNECTION IS DESIGNED TO MOVE. COLD -FORMED ENDWALL INTERIOR ENDWALL COLUMN COLUMN CLIP CLIBC SECTION A -A (2) 3/4 A325T/ 3/4 HVHX NUT w/ (1) 3/4 H WASHER EACH AT SLOT SIDE < 12" STRUT PURLIN F26W AA U I ENDWALL INTERIOR COLUMN COLD -FORMED, BUILT-UP OR HOT ROLLED (BUILT-UP OR HOT ROLLED SHOWN) CLIP CONNECTION TO COLUMN INTERIOR COLUMN CONNECTION EF28 I TYPE'N' EF34 RIGID FRAME ENDWALL AA ENDWALL RAFTER AA "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: 11950 W. 52nd Avenue FOR PERMITS ONLY Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 CONST. DIMENSIONS, LLC M �oNP R.JOB NUMBER: SHEET: OWN:/CKD: ENGR DATE O RELEASE/REVISION DWN:/CKD: ENGR DATE MBMIa M17F0076A SED -002 JAB/ JH 03/14/2017 STRUT PURLIN FRAME BRACE (TYPICAL) U. — (4) 112 A325T/ 1/2 HVHX NUT ENDWALL INTERIOR COLUMN COLD -FORMED, BUILT-UP OR HOT ROLLED (BUILT-UP OR HOT ROLLED SHOWN) CLIP CONNECTION TO COLUMN INTERIOR COLUMN CONNECTION EF28 I TYPE'N' EF34 RIGID FRAME ENDWALL AA ENDWALL RAFTER AA "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: 11950 W. 52nd Avenue FOR PERMITS ONLY Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 CONST. DIMENSIONS, LLC M �oNP R.JOB NUMBER: SHEET: OWN:/CKD: ENGR DATE O RELEASE/REVISION DWN:/CKD: ENGR DATE MBMIa M17F0076A SED -002 JAB/ JH 03/14/2017 BUILT-UP OR HOTROLLED WALL COLUMN INTERIOR COLUMN INTERIOR COLUMN CUP ANGLE IP ANG CL LE CL20_L CL20 R ,B A (SEE TABLE') SEE TABLE') L SECTION A -A. AT RAFTER SPLICE PLATES 3/4 A325T/ 3/4 HVHX NUT ATTACHMENT MEMBERS AT RAFTER SPLICE PLATE CLIP ANGLE A325T BOLTS SAFETYPRI<ER : 3/4 A325T/ I PER SPLICE PLA EACHVNRKER SHINED BE 3/4 HVHX NUT INTERIORCOLUMN 3/4 HVHX N, B/4 WASHE TO USE THE SAFEST ANDI FINGER TIGHTEN AND DEFORM CLIP ANGLE CL2O_(UR) ATTACH CLIP TO RAFTER SPLICE PLATE USING RRDDUDT�'�E ERECTION TEC THREADS, THIS CONNECTION (SEE TABLE') (2) A325T /HVHX NUT (SEE CROSS SECTION FOR IS DESIGNED TO MOVE 1 A325T WITH (2) H WASHERS PER BOLT CL20CR GAPS IN COMPRESSION AREA GREATER THAN IIB' AND TACK WELD. A r-- (SEE TABLE') BETWEEN Y x T. W NON-TAPERED SHIMS TO MEET AISC'FINGER ,B STYLE. BUILT-UP OR HOTROLLED WALL COLUMN INTERIOR COLUMN INTERIOR COLUMN CUP ANGLE IP ANG CL LE CL20_L CL20 R ,B A (SEE TABLE') SEE TABLE') L SECTION A -A. AT RAFTER SPLICE PLATES 3/4 A325T/ 3/4 HVHX NUT ATTACHMENT MEMBERS AT RAFTER SPLICE PLATE CLIP ANGLE A325T BOLTS HVHX NUT WASHER EACH UP I PER SPLICE PLA ) PER BOL 2) PER BOLT CL20AL 3/4 A325T 3/4 HVHX N, B/4 WASHE CL20AR A 3/4 HVHX NUT IS DESIGNED TO MOVE, CL20BL 7/8 A325T 7/8 HVHX N 7/8 WASHE CL20BR OVERALL LENGTH NOT TO EXCEED 7-3 1/2" (SEE CROSS SECTION FOR CL20CL 1 A325T 1 HVHX NU 1 WASHERS CL20CR GAPS IN COMPRESSION AREA GREATER THAN IIB' AND TACK WELD. S S FINGER TIGHTEN AND DEFORM THREADS, THIS CONNECTION IS DESIGNED TO MOVE INTERIOR COLUMN INTERIOR COLUMN CLIP ANGLE CLIP ANGLE CL20_R CL20_L q OF RIGID FRAME RAFTER SECTION B -B AT COLUMN WEB RIGID FRAME ENDWALL WITH CENTER COLUMN EF29 COLUMN TO RAFTER CONNECTION USING CL20_ (L/R) AA SAFETY PRECAUTION: PURLIN EACH WORKER SHOULD BE TRAINED TO USE THE SAFEST AND MOST PRODUCTIVE ERECTION TECHNIQUES. PURLIN FRAME PIPE BRACE EF32 STRUT (TYPICAL) INA U `1 U I (4) 1/2 A325T/ I 1/2 HVHX NUT RIGH FRAME COLUMN I NOT TO BE USED WITH ENDWALL INTERIOR COLUMN CHANNEL ENDWALL RAFTER COLD -FORMED, BUILT-UP OR HOTROLLED (BUILT-UP OR HOT ROLLED SHOWN) RIGID FRAME RAFTER 1'-6., ENDWALL COLUMN ENDWALL INTERIOR HOT ROLLED6 3/4" MIN. COLUMN CLIP 1 /2" OR BUILT-UP A CL18S-LENGTH RIGID FRAME RAFTER CUTBACK B C 4 3/16" IVARIES SLOT CL I I 1/2" 81/2- 1 U 3/4 A325T/J r3/4 HVHX NUT EACHLWITH /r.ONNECTION (1) 3/4 H WASHER EACHAT MN. k..fUES SLOT SIDE STIFFENER FINGER TIGHTEN AND DEFORM 3/4 A325T/ SX_ THREADS. THIS CONNECTION A 3/4 HVHX NUT IS DESIGNED TO MOVE, F—T>18 DETAILING NOTE: A325T BOLTS (TYP.) OVERALL LENGTH NOT TO EXCEED 7-3 1/2" (SEE CROSS SECTION FOR WITHOUT DESIGN APPROVAL A325T BOLTS (TYP.) (SEE CROSS SECTION FOR SIZE AND QUANTITY) 'A' TYPICAL CONNECTION AT GAPS JA AGE SPLICE PLATE 325T BOLTS) (TYPICAL) 1'MIN.x ExT (BOTH SIDES) R YxTxW47MIN1'MIN. RVARIESI,TxWVARIES 1'MIN. VARIES E�E W SECTION 'A' - 'A' (SECTION THROUGH Goo) SAFETY PRECAUTION: WORKERS SHOULD BE TRAINED IN THE PROPER ERECTION PROCEDURES FOR ALL JOBS. SAf£TY rxeECAurroN. EACH WORKER SEST M USE THE SAFEST A vRooucnvE EREcnoN ENDWALL INTERIOR COLUMN CUP CL165-LENGTH t7 II (2) 3/4 A325T/ 3/4 HVHX NUT EACH WITH (1) 3/4 H WASHER EACH ENDWALL COLUMN II AT SLOT SIDE HOT ROLLED�� FINGER TIGHTEN AND DEFORM OR BUILT-UP \'1.'I." THREADS. THIS CONNECTION IS DESIGNED TO MOVE, SECTION A -A ENDWALL INTERIOR COLUMN CONNECTION TO WELDED STIF fBO RIGID FRAME ENDWALL M -COLUMN LOCATION I AA SAFETY PRECAUTION: (SEE CROSS SECTION FOR AMERICAN BUILDINGS COMPANY RECOMMENDS SIZE AND QUANTITY) THAT ALL WORKERS WEAR STEEL TOE SHOES WITH METOTARSAL GUARD, EYE PROTECTION AND HARD HATS TYPE 'P' I EF35I VERTICAL HAUNCH CONNECTION AT BLDG. EAVE MF12 I TYPICAL VERTICAL HAUNCH SHIMMING W19A I INTERMEDIATE RAFTER CONNECTION DETAIL MF21 ENDWALL RAFTER AA RIGID FRAME AA RIGID FRAME AA RIGID FRAME RAFTER AA SAFETY PRECAUTION: WORKER PERSONAL PROTECTION EQUIPMENT (SEE CROSS SECTION FOR SHOULD ALWAYS MEET OSHA STANDARDS. SIZE AND QUANTITY) SAFETYPRECAUTION: STAY CLEAR OF ANY MOVING LOAD. MAKE CERTAIN ALL FRAMING IS PROPERLY BRACED OR GUYED BEFORE LIFTING LINES ARE REMOVED. 132571 N NUT RIGID FRAME RAFTER TIP. (4)12 A325T1 12 HVHX NUT INTERIOR WIDE FLANGE COLUMN SAFETY PRECAUTION: STAY CLEAR OF ANY MOVING LOAD. MAKE CERTAIN ALL FRAMING IS PROPERLY BRACED OR GUYED BEFORE LIFTING LINES ARE REMOVED. T/ LI HIWu— (4) 121 R ANGE J RIDGE RAFTER CONNECTION DETAIL MF22 I INTERIOR COLUMN CAP CONNECTION MF26 I INTERIOR COLUMN CAP CONNECTION MF27 RIGID FRAME RAFTER AA CONNECTION AT RIGID FRAME RAFTER WIFLAT BOTTOM FLANGE AA CONNECTION AT PRISMATIC RIGID FRAME AA "*NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: 11950 W. 52nd Avenue FOR PERMITS ONLY Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 CONST. DIMENSIONS, LLC A car JOB NUMBER: SHEET: RELEASE/REVISION DWN:/CKD: ENGR DATE O RELEASE/REVISION DWN:/CKD: ENGR DATE momR M17F0076A SED -003 PERMITS JAB / JH 03/14/2017 HAUNCH SPLICE ANCH SPLICE PLATE (COLUMN) LATE(RAFTER) MN. k..fUES 1-1;4' MM N. MIN. 1-1F7' MIN.RIES VARIESR.F. COLUMN F—T>18 J A325T BOLTS (TYP.) .A' (SEE CROSS SECTION FOR i. SHIMS REWIRED AT GAPS >1IB'. SIZE AND QUANTITY) 2. PLACE NON-TAPERED SHIMS BETWEEN BOLT PAIRS AS REWIRED IN GAPS IN COMPRESSION AREA GREATER THAN IIB' AND TACK WELD. 3. TACK WELD NON-TAPERED SHIMS i' MIN. x E x T BOTH SIDES BETWEEN Y x T. W NON-TAPERED SHIMS TO MEET AISC'FINGER STYLE. 4. ALL SHIMMING MATERIAL MILD STEEL 5. RIDGE SHIMMING DETAILS SIMILAR SAFETY PRECAUTION: WORKERS SHOULD BE TRAINED IN THE PROPER ERECTION PROCEDURES FOR ALL JOBS. SAf£TY rxeECAurroN. EACH WORKER SEST M USE THE SAFEST A vRooucnvE EREcnoN ENDWALL INTERIOR COLUMN CUP CL165-LENGTH t7 II (2) 3/4 A325T/ 3/4 HVHX NUT EACH WITH (1) 3/4 H WASHER EACH ENDWALL COLUMN II AT SLOT SIDE HOT ROLLED�� FINGER TIGHTEN AND DEFORM OR BUILT-UP \'1.'I." THREADS. THIS CONNECTION IS DESIGNED TO MOVE, SECTION A -A ENDWALL INTERIOR COLUMN CONNECTION TO WELDED STIF fBO RIGID FRAME ENDWALL M -COLUMN LOCATION I AA SAFETY PRECAUTION: (SEE CROSS SECTION FOR AMERICAN BUILDINGS COMPANY RECOMMENDS SIZE AND QUANTITY) THAT ALL WORKERS WEAR STEEL TOE SHOES WITH METOTARSAL GUARD, EYE PROTECTION AND HARD HATS TYPE 'P' I EF35I VERTICAL HAUNCH CONNECTION AT BLDG. EAVE MF12 I TYPICAL VERTICAL HAUNCH SHIMMING W19A I INTERMEDIATE RAFTER CONNECTION DETAIL MF21 ENDWALL RAFTER AA RIGID FRAME AA RIGID FRAME AA RIGID FRAME RAFTER AA SAFETY PRECAUTION: WORKER PERSONAL PROTECTION EQUIPMENT (SEE CROSS SECTION FOR SHOULD ALWAYS MEET OSHA STANDARDS. SIZE AND QUANTITY) SAFETYPRECAUTION: STAY CLEAR OF ANY MOVING LOAD. MAKE CERTAIN ALL FRAMING IS PROPERLY BRACED OR GUYED BEFORE LIFTING LINES ARE REMOVED. 132571 N NUT RIGID FRAME RAFTER TIP. (4)12 A325T1 12 HVHX NUT INTERIOR WIDE FLANGE COLUMN SAFETY PRECAUTION: STAY CLEAR OF ANY MOVING LOAD. MAKE CERTAIN ALL FRAMING IS PROPERLY BRACED OR GUYED BEFORE LIFTING LINES ARE REMOVED. T/ LI HIWu— (4) 121 R ANGE J RIDGE RAFTER CONNECTION DETAIL MF22 I INTERIOR COLUMN CAP CONNECTION MF26 I INTERIOR COLUMN CAP CONNECTION MF27 RIGID FRAME RAFTER AA CONNECTION AT RIGID FRAME RAFTER WIFLAT BOTTOM FLANGE AA CONNECTION AT PRISMATIC RIGID FRAME AA "*NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: 11950 W. 52nd Avenue FOR PERMITS ONLY Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 CONST. DIMENSIONS, LLC A car JOB NUMBER: SHEET: RELEASE/REVISION DWN:/CKD: ENGR DATE O RELEASE/REVISION DWN:/CKD: ENGR DATE momR M17F0076A SED -003 PERMITS JAB / JH 03/14/2017 SAFETY PRECAUTION: STAY CLEAR OF ANY MOVING LOAD. MAKE CERTAIN ALL FRAMING IS PROPERLY BRACED OR GUYED BEFORE LIFTING LINES ARE REMOVED. RIGID FRAME RAFTER TYP. (4)12A325T/ 12 HVHK NUT INTERIOR FVIDE FLANGE COLUMN INTERIOR COLUMN CAP CONNECTION AT RIDGE MF28 CONNECTION AT RIGID FRAME RIDGE RAFTER AA "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: 11950 W. 52nd Avenue FOR PERMITS ONLY Wheat Ridge, CO 60033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 CONST. DIMENSIONS, LLC acm JOB NUMBER: SHEET: RELEASE / REVISION I DWN: / CKD: I ENGRI DATE O1 RELEASE / REVISION I DWN: / CKD: I ENGRI DATE I M 8 MA M 17 F0076A SED -004 PERMITS JAB / JH 03/14!2017 HVHX NUT• TYPICAL CUT WASHER TYPICAL EYE BOLT, CABLE GRIP, /1_0, - CABLE WEB OF J RAFTER CABLE BRACING AT RAFTER WEB J T WASHER PICAL HVHX NUT TYPICALACER P_PICAL BRACING WEB OF COLUMN/RAFTER ROD BRACING AT COLUMN/RAFTER WEB SHOP WELDED A325(T) BOLT w/HVHX BOLT BRACING ROD PLATE ERCP__ WEB OF J COLUMN CONNECTOR (VARIES) ROD BRACING CABLE/ROD w/BRCP AT UPPER SHOP WELDED PLATE SIMILAR AT COLUMN BASE AND COLUMN FLANGE BRACER BWP_ HVHX NUT ��\\ TYPICAL omwc CUT WASHER J TYPICAL 0 'CABLE/ROD AT� ROD AT COLUMN &° IOMM MAINTAIN ALIGNMENT AT CONNECTING MEMBER 'CABLE/ROD AT RAFTER ROD AT COLUMN BRACER BWP HVHX NUT TYPICAL TYPICAL ROD BRACING HVHX Nll7BR_ CUT WASHER BRACER BWP_ }I HVHX NUT R CUTWASHER ROD 0 ROD BRACING REQUIRED FOR ROD ASSEMBLY BRACER CUT WASHER HVHX NUT 5/8" BR5- BWP1 5/8 CUT WASHER 5/8 HVHX NUT 3/4" BR6- BWP2 3/4 CUT WASHER 3/4 HVHX NUT 7/8" BR7- BWP2 7/8 CUT WASHER 7/8 HVHX NUT 1- BR8- BWP3 1 CUT WASHER 1 HVHX NUT 1 1/8" BR9- BWP3 1 1/8 CUT WASHER 1 1/8 HVHX NUT 11/4-1 BR10- BWP3 1 1/4 CUT WASHER 1 1/4 HVHX NUT 13/8-1 BR11- BWP4 1 3/8 CUT WASHER 1 3/8 HVHX NUT 1 112-1 BR12- I BWP4 11 1/2 CUT WASHER 1 1/2 HVHX NUT RODASSEMBLY UPPER ROD BR - LOWER ROD BR - 1. ASSEMBLE THE COUPLING NUT ONTO THE LOWER ROD UNTIL THE ROD EXTENDS TO THE CENTER OF THE COUPLING NUT (1/2 THE LENGTH OF THE COUPLING NUT, PER TABLE BELOW). ROD COUPLING NUT DIAMETER 5/8" (BR5) CPN5 3/4" (BR6 CPN6 7/8" (BR7) CPN7 1- BR8 CPN8 1 1/8" (BR9) CPN9 1 1/4' BR10 CPN10 1 3/8- (BR 11) CPN11 11/2-(BR12) CPN12 2. ATTACH THE UPPER ROD TO THE LOWER ROD ASSEMBLY, UNTIL THE ROD IS FULLY SEATED IN THE REMAINING 1/2 OF THE COUPLING NUT. REFER TO DIMENSIONS ABOVE. 3. INSTALL THE ROD ASSEMBLY AT COLUMN/RAFTER WEB. i- HVHX NUT lCUT WASHER I -BRACER UPPER ROD BR - COUPLING NUT LOWER ROD BR_ COLUMNIRAFTER WEB CABLE/ROD BRACING TYPICAL END CONNECTIONS BR01I SECTION AT COLUMN/RAFTER BR01A I ROD BRACING ASSEMBLY BR01W I 40' OR GREATER ROD ASSEMBLY DETAIL W/COUPLING NUT BR02 AA INTERIOR FRAME w/ADJACENT BAY BRACING I AA I AA WEB TO WEB ROD ASSEMBLY AA PROPERLY INSTALLED COUPLING NUT: ROD ENDS BUTT TOGETHER AT CENTERLINE A325(T) BOLT/ HVHX NUT (TY') Q'It I (SHOP WELDED) TYP) ( HVHX NUT (TYP) - CUT WASHER (TYP) BRACER BWP_ (TYP) BOLT 8 HVHX NUT FOR FIELD CONNECTION TO COLUMN tBRAC.ER D BRACING (SEE NOTE) HVHX N BRACING ROD PLATE BRCP_R (w/ COUPLING NUT) CUT 4 BOLT 8 HVHX NUT ADJUST ROD REQUIRED FOR ROD ASSEMBLY BRACING ROD PLATE CONNECT[( ROD 0ROD BRACIN BRACE CUT WASHER • HVHX NUT BRACING ROD PLATE (w/ COUPLING NUT) A325(T) BOLT HVHX NUT AT BRCP L/R T BRCP UR 5/8- BR5- BWP7 5/8 CUT WASHE 5/8 HVRX NUI BRCPSR (w/ CPN5) ) 1X3 1/4 A32 )1 HVHX NUI 3/4' BR6- BWP2 3/4 CUT WASTE 7/8- BR7- 7/8 CUT WASTE 3/4 HVHX N BRCP6R (w/ CPN6) 7B HVHX NUI BRCP7R (w/ CPN7) i- BRB- 1 CUT WASHER 1 HVHX NUT BRCPSR (w/CPN8) 11!8' BR9- BWP3 1 1/8 CUT WASHE 1 1/8 HVHX NU RCP9R (w/ CPN9) BRCP R 1 1/4' BR10- I 1 1 1/4 CUT WASHEf 1 1/4 HVHX NUPRCPIOR (w/CPN10) (1) 1 1/4X3 A325 W1 114 HVH 4 BOLT 8 HVHX NUT ADJUST ROD BOLT 8 HVHX NUT FIELD CONNECTION ROD 0 -D' FIELD CONNECTION TO COLUMN TENSION 5/8' TO COLUMN BR5• 3. ROD BRACING TNBKL5 BRCP5R (W CPN5-) CUP (2) i HVHX NUT KEEPING ROD (SEE NOTE 1) l'-21/4' BRACING ROD PLATE TURNBUCKLE BRACING ROD PLATE (SHOP WELDED) BRCP_L TNBKL_ BRCP R k/ ING NUT. (SEE NOTE 2) (./COUPLING NUT) "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: 11950 W. 52nd Avenue FOR PERMITS ONLY Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20,6 CONST. DIMENSIONS, LLC a ca,o JOB NUMBER: SHEET: NO RELEASE / REVISION DWN: / CKD: ENGR DATE O RELEASE / REVISION DWN: / CKD: ENG R DATE M B:. M 17 ER- SED -005 0 FOR PERMITS JAB / JH 03/14/2017 ADJUST ROD REQUIRED FOR ROD ASSEMBLY BRACING ROD PLATE CONNECTION ROD 0 -D' ROD LEFT HAND TURNBIX.TL BRACING ROD HANPLATE BRACING BRACING ROD PLA (w/ COUPLING NUT) A32W BOLT AT BRCP_(UR) TENSION 5/8' V-2 1/4' BR5• BRCP5L TNBKL5 BRCP5R (W CPN5-) CUP (2) i HVHX NUT KEEPING ROD 1' l'-21/4' BR& BRCP9L TNBKL8 SRCPBR (w/CPN8) (SHOP WELDED) 1 1/8- 1'-2 3/4- BR4 BRCP9L TNBKL9 BRCP9R (w/ CPN9) END TRANSITION k/ ING NUT. • CENTERED WITHIN ROD AT BRACING ROD PLATE (BRCP R) AND ROD BRACING (BR=) ENDS BUTT TOGETHER AT CENTERLINE OF N T TURNBUCKLE CORNER COUPLING NUT. "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: 11950 W. 52nd Avenue FOR PERMITS ONLY Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20,6 CONST. DIMENSIONS, LLC a ca,o JOB NUMBER: SHEET: NO RELEASE / REVISION DWN: / CKD: ENGR DATE O RELEASE / REVISION DWN: / CKD: ENG R DATE M B:. M 17 ER- SED -005 0 FOR PERMITS JAB / JH 03/14/2017 REQUIRED FOR ROD ASSEMBLY BRACING ROD PLATE CONNECTION ROD 0 -D' ROD LEFT HAND TURNBIX.TL BRACING ROD HANPLATE BRACING BRACING ROD PLA (w/ COUPLING NUT) A32W BOLT AT BRCP_(UR) HVHX NUT AT BRCP_(UR) 5/8' V-2 1/4' BR5• BRCP5L TNBKL5 BRCP5R (W CPN5-) (2)1X3 1/4 A325T (2) i HVHX NUT 3/4" V-2 1/4" BR6- BRCP6L TNBKL6 BRCP6R (w/ CPN6) 7/8" V-2 1/4- BR7- BRCPTL TNBKL7 BRCP7R (w/ CPN7) 1' l'-21/4' BR& BRCP9L TNBKL8 SRCPBR (w/CPN8) (2) 11/4X3 1/4.!i w/1 114 HV 1 1/8- 1'-2 3/4- BR4 BRCP9L TNBKL9 BRCP9R (w/ CPN9) 11114- 1'-2 3/4- BR10- i. C l L TNBKL70 BRCPIOR (w! CPN70) "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: 11950 W. 52nd Avenue FOR PERMITS ONLY Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20,6 CONST. DIMENSIONS, LLC a ca,o JOB NUMBER: SHEET: NO RELEASE / REVISION DWN: / CKD: ENGR DATE O RELEASE / REVISION DWN: / CKD: ENG R DATE M B:. M 17 ER- SED -005 0 FOR PERMITS JAB / JH 03/14/2017 NOTE. A325(I) BUL I! HVHX NUT NOTES: PROPERLY INSTALLED COUPLING NUT:) 1.) PROPERLY INSTALLED COUPLING NUT: • ROD AT BRACING ROD PLATE (BRCP R) AND ROD BRACING (BR_-) ENDS BUTT TOGETHER AT THE CENTERLINE OF COUP ING NUT. • ROD AT BRACING ROD PLATE (BRCP R) AND ROD BRACING (BR=) ENDS BUTT TOGETHER AT CENTERLINE OF CORNER CORNER COUPLING NUT. CORNER COLUMNCOLUMN INTERIOR COLUMN LOCATION NOTES: END LOCATION OF TURNBUCKLE VARIES AS REQUIRED COLUMN 2.) TURNBUCKLES REQUIRED FOR ROD ADJUSTMENT FOR THIS FIXED END PLATE CONNECTION. ELEVATIONS OF WELDED CLIPS MAY VARY ONLY (1) TURNBUCKLE ALLOWED PER ROD ASSEMBLY. ENDWALL ROD CONNECTION TO CORNER COLUMN BR20 SINGLE PADDLE, ROD BRACING ASSEMBLY BR20W I DOUBLE PADDLE ROD BRACING BR30 DOUBLE PADDLE, ROD BRACING ASSEMBLY BR30W AA AA ONE BAY ENDWALL (GABLE ENDWALL SHOWN, SINGLE SLOPE SIMILAR) AT DOUBLE PADDLE - SINGLE ROD BRACING ASSEMBLIES, ATTACH ONLY (1) PADDLE TO EACH GUSSET PLATE I AA REF. DETAIL BR20WAA REF. DETAIL BR30WAA "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: 11950 W. 52nd Avenue FOR PERMITS ONLY Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20,6 CONST. DIMENSIONS, LLC a ca,o JOB NUMBER: SHEET: NO RELEASE / REVISION DWN: / CKD: ENGR DATE O RELEASE / REVISION DWN: / CKD: ENG R DATE M B:. M 17 ER- SED -005 0 FOR PERMITS JAB / JH 03/14/2017 RAFTERICOLUMN FLANGE THICKNESS SECONDARYDOUBLE ENDED BUT MEMBER 12'X 23'16' A449 (NUTS INCLUDED) GAUGE REWIRED AT GIRTS OPTIONAL AT PURLINS 12' A325T BOLT 12' A32ST BOLT REQUIRED FOR REWIRED FOR LAPPED MEMBERS NON LIPPED MEMBERS (REWIRES 12 HVHX NM (REQUIRES 12 HVHX NUT) L DONT ALLOW BLOCKING TO 9E A 11-1 1 9 DE W-1 1 1 /d AND (1) 12Y23/16 A449 DE -(TYP) 1 TO Y1TA-44r5T--x /dMnT— ---T&-1T4—fi38T-- 3E' 15 X2 12 16 A44 DE 12X1 114 12X7 1k 14 1 1 13 12' fl 12X11/4 A307 BHB 12X 11/4 A325 SAFETY K>N: 1 i 14 16 112 X 1 IA A3D7 BHB 112 X 1114 A325 1 4 1 1 1/2X2 A32ST Pudin Blocking Before installing the roof panels and insulation, be certain that the purlins are straight and at 90" 15 12X2 3116 A449 DE 12X2 A325T 12x2 A325T 17 to the slope of the roof. Use wood blocking to assist with purtin alignment if adjustment is 13/16 A449 DE 1 QX2 A325T 17MAKgr— ia* of blocking if needed to maintain straight purlins. As sheeting progresses to within one panel 2 16 width of the blocking it should hold the purlins in alignment allowing the blocking to be removed. WOODI RIGID FRAME THE FOLLOWING FLANGE THICKNESS CONNECTIONS REWIRE THE USE OF SHOP WELDED CLIPS. (SEE CONNECTION DETAILS.) 1212' SAFETY PRECAUn L DONT ALLOW BLOCKING TO 9E A 12 HVHX NUT OR AS AN OPTION FALLING HAZARD TO THOSE BENEATH THE ROOF, WORKERS SHOULD WEAR 2" OSHA APPROVED HARD HATS. AND (1) 12Y23/16 A449 DE -(TYP) Straight purlins are a necessity. Zee sections have a natural tendency to roll out of plane T I THICKNESS GAUGE FIRST GIRT T IRS SHOP WELDED CUP 2"NOTCH THE FOLLOWING FLANGE THICKNESS CONNECTIONS REWIRE THE USE OF SHOP WELDED CLIPS. (SEE CONNECTION DETAILS.) 1212' (2)12X1 1/4 A325T/ BUTTON HEAD BOLT 12 HVHX NUT OR AS AN OPTION THICKNESS GREATER RAFTEANGLUINN SECONDARY AT WALL ZEE GIR(N ONLY FLANGE MEMBER 112' BUTTON HEAD BOLT (NUT INCLUDED) 12' A325T BOLT REQUIRED FOR AND (1) 12Y23/16 A449 DE -(TYP) Straight purlins are a necessity. Zee sections have a natural tendency to roll out of plane MAY VARY THICKNESS GAUGE FIRST GIRT T IRS SHOP WELDED CUP LAPPED AND NON LAPPED MEMBERS (REWIRES 12 HVHX NUT) AA and deflect horizontally. This must be corrected by forcing the purlins into proper plane I (UP THROUGH 15i GIRT AND SHOP WELDED CLIP) and spacing. Wood blocking is recommended as one method to accomplish this. INTERMEDIATE BAY EAVE STRUT 12' fl 12X11/4 A307 BHB 12X 11/4 A325 SAFETY K>N: 16 112 X 1 IA A3D7 BHB 112 X 1114 A325 15 112 X 11/4 A307 BHB 112 X I 1A A325 Pudin Blocking Before installing the roof panels and insulation, be certain that the purlins are straight and at 90" P 112 X 11147 BH8 12 X 1114 12 13 12 X 1 114 A307 BHB 12 X 1 114 A325 12X 1 94 7 BHB /2X 1114 A325 to the slope of the roof. Use wood blocking to assist with purtin alignment if adjustment is 1 1 / needed. Start with one row of temporary blocking in the center of the bay. Use additional rows of blocking if needed to maintain straight purlins. As sheeting progresses to within one panel width of the blocking it should hold the purlins in alignment allowing the blocking to be removed. Move blocking to next bay as the erection progresses. BYPASS SECONDARY FRAMING CONNECTION, BOLT REQUIREMENTS �BSO� SAFET'PREGAUTION'. PUT WORIO:R SAFETY FBLST. r 12X1 1/4 A325T/ 12 HVHX NUT WITH (2) H WASHERS (ONE UNDER THE BOLT HEAD AND ONE UNDER THE NUT) FRAME BRACE (AS PER DESIGN) RAFTER• PURLIN CW _ '.sm IW (2)1/2X11/4 A325T/ 12 HVHX NM OR AS AN OPTION (1)12X1 1/4 A329112 HVHX NUT AND (1) 12X2 3116 A449 DE - (TYP) MAY VARY SEE BW1AA RAFTER FLANGE THICKNESS GREATER THAN 17 WITH SHOP WELDED CUP SEE DETAIL RF54AAA L 12X1 1/4 A325T/ 12 HVTIX NUT (NO WASHERS REQUIRED) ENDWALL SAFETY PREMITION' EACH WORKER SHOULD BE TRAINED TO USE THE SAFEST AND MOST PRODUCTIVE ERECTION TECHNIQUES. PURUN (2)12x1 114 A325T/ 12 HVHX NUT OR AS AN OPTION (1)12X1 114 A325T/ 12 HVHX NUT AND (1)12X2 3`16 A449 DE MAY VARY SEE BSOIAA RAFTER FLANGE THICKNESS GREATER THAN 17 WITH SHOP WELDED CLIP SEE DETAIL RF54AAA 2" NOTCH Typical construction of wood blocking is shown above. A 2 x 6 minimum board size should be used. Refer to the cross section framing drawings that accompanied the building to determine the purlin size and spacing. Measure the purtin flange and cut notch in board accordingly. 12X1 1/4 A325T/ PURLIN 2 HVHX NUT I FOR AMI -ROLL CLIP OR WEB REINFORCEMENT CLIP 1114' 11114' SAFETY PRECAUTION: PUT WORKER SAFETY FIRST. RAFTER 3' PURLIN BLOCKING 1212' (2)12X1 1/4 A325T/ RAFTER FLANGE 12 HVHX NUT OR AS AN OPTION THICKNESS GREATER (1)12X1 114 A3257/ 12 HVHX NUT THAN 12 WITH AND (1) 12Y23/16 A449 DE -(TYP) SHOP WELDED CUPS MAY VARY SEE DETAIL RF54AAA SEE BS01AA AA PURLIN BLOCKING GE02 STANDARD PURLIN LAP RF01 AA BYPASS CONDMON INTERMEDIATE BAY EAVE STRUT SAFETY K>N: SAFETY PREUUTidI WORKERS SHOULD ALWAYS WEAR WHEN GLOVES WHEN HANDLING METAL WORKER PERSONAL PROTECTION EW� SHOULD ALWAYS MEET OSHA STANDARDS. SURFACES WITH SPWEP EDGES. EAVE STRUT PLATE ESP -1 (SHOP WELDED) COLUMN (TYPE MAY VARY) 1/2X1 1/4 A325T/ 1/2 HVHX NUT (2) REQUIRED PER EAVE STRUT END CONNECTION 6" PINNED PURLIN LAP RF01A( PURLIN CONNECTION DETAIL AT ENDWALL FRAME RF03R I RIDGE BRIDGING CLIP CONNECTION DETAIL RF05 ( LOW/HIGH SIDE EAVE STRUT CONNECTION FLUSH GIRTS FR—F-3-1P--1 PINNED LAP CONDITION AA BYPASS, INSET B RUSH CONDITION I AA AA AT RAFTER/COLUMN FLANGE WIDTHS 110" 1 AA INTERMEDIATE BAY SAVE STRUT EAVE STRUT PLATE ESP -12 (SHOP WELDED) COLUMN (TYPE MAY VARY) S9FETY FT T1011: WORKERS SHOVSHOULD ALWAYS WEAR GLOVES WHEN HANpLNG METAL SURFACES WITH SHARP EDGES. 1/2X1 1/4 A325T/ 1/2 HVHX NUT (2) REQUIRED PER EAVE STRUT END CONNECTION INTERMEDIATE BAY EAVE STRUT SAFET' PRECAUTKJN: ••_—• WORKER$ SHOULD ALWAYS WEAR GLOVES WHEN HANDLING METAL SURFACES WITH SHARP EDGES. 1 /2X2 A325T/ 1/2 HVHX NUT (2) REQUIRED PER EAVE STRUT END CONNECTION 12X2 A325T/ 1/2 HVHX NUT (i) REQUIRED PER EAVE STRUT END CONNECTION REINFORCING EAVE STRUT PLATE -J ESPR EAVE STRUT PLATE ESP -1 (SHOP WELDED) COLUMN (TYPE MAY VARY) INTERMEDIATE BAY EAVE STRUT REINFORCING EAVE STRUT PLATE J / ESPRH EAVE STRUT PLATE ESP -1 H (SHOP WELDED) COLUMN (TYPE MAY VARY) SAFETY PRECAURON: WORKERS SHOULD ALWAYS WLAR GLOVES WHEH —DuNG METAL SURFACES WITH SHARP EDGES. 2 A325T/ 'HX NUT )UIRED PER ITRUT END CONNECTION LOW/HIGH SIDE EAVE STRUT CONNECTION FLUSH GIRTS RF31PA I LOW SIDE EAVE STRUT CONNECTION FLUSH GIRTS FR—F3-1P—BI I HIGH SIDE EAVE STRUT CONNECTION FLUSH GIRTS RF31PW AT RAFTER/COLUMN FLANGE WIDTHS > 10", _ 14" AA AT RAFTERICOLUMN FLANGE WIDTHS < 10' WITH REINFORCING PLATE I AA AT RAFTER/COLUMN FLANGE WIDTHS < 10" WITH REINFORCING PLATE I AA "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: 11950 W. 52nd Avenue FOR PERMITS ONLY Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 CONST. DIMENSIONS, LLC a wNP JOB NUMBER: SHEET: RELEASE /REVISION OWN: /CKD: I EDATE O RELEASE !REVISION OWN: /CKD: ENGR DATE MB MR ' M 17 F0076A SED -006 FOR PERMITS JAB/ JH JH 03/14/2017 INTERMEDIATE BAY EAVE STRUT SAFETY PREG4IT10N: INTERMEDIATE BAY EAVE STRUT sAFely PREcur^orv: INTERMEDIATE BAY EAVE STRUT SAFETY--UT—: INTERMEDIATE BAY EAVE STRUT suEry wxEDAurwN: WORIG"FS SNOIAD ALWAYS WEAR GLOVES WHEN HANDL WG METAL WORIG:RS SHOULD ALWAYS WEAR GLOVES WHEN HANDLING METAL WORKERS SHOULD ALWAYS WAR E GLOVES WHEN HANDLING METAL WOg14=RS SHOtAD ALWAYS WEM GLOVES WHEN HANDLING METAL SURFACES WrtH SHARP EDGES. SURFACES WITH SHARP EDGES. SURFACES WITH SHARP EDGES. SURFACES WITH SHARP EDGES. 12X2 A325T/ 1/2X2 A325T/ 1/2 HVHX NUT 12 HVHX NUT (2) REQUIRED PER (3) REQUIRED PER 1/2X1 1/4 A325T/ 12X7 1/4 A325T/ EAVE STRUT END CONNECTION EAVE STRUT END CONNECTION 12 HVHX NUT 12 HVHX NUT (2) REQUIRED PER (2) REQUIRED PER EAVE STRUT END CONNECTION EAVE STRUT END CONNECTION 12X2 A325T/ 12 HVHX NUT (1) REQUIRED PER EAVE STRUT END CONNECTION REINFORCING EAVE STRUT PLATE REINFORCING EAVE STRUT PLATE ESPR12 ESPR12H EAVE STRUT PLATE EAVE STRUT PLATE EAVE STRUT PLATE EAVE STRUT PLATE ESP-1 ESP-12 ESP-12 ESP-12H (SHOP WELDED) (SHOP WELDED) (SHOP WELDED) (SHOP WELDED) COLUMN COLUMN COLUMNY (TYPE MAY VARY) COLUMN (TYPE MAY VARY) (TYPE MAY VARY) (TYPE MAY VARY) LOW SIDE EAVE STRUT CONNECTION FLUSH GIRTS) IRF31 PX HIGH SIDE EAVE STRUT CONNECTION FLUSH GIRTS) IRF31 PY I LOW/HIGH SIDE EAVE STRUT CONNECTION INSET GIRTS RF31Q LOW/HIGH SIDE EAVE STRUT CONNECTION INSET GIRTS) IRF31 AT RAFTER/COLUMN FLANGE WIDTHS > 10", < 14" WITH REINFORCING PLATE AA AT RAFTERICOLUMN FLANGE WIDTHS > 10", < 14" WITH REINFORCING PLATE AA AT RAFTER/COLUMN FLANGE WIDTHS < 10" 1 AA AT RAFTER/COLUMN FLANGE WIDTHS > 10", < 14" AA INTERMEDIATE BAY EAVE STRUT SAFETY PRECAtmoN: woRKERs sHouID ALWAYS wEAR INTERMEDIATE BAY EAVE STRUT sAFen PREGLLfiION. woRKERs sHouLD ALWAYS wEAR INTERMEDIATE BAY SAVE STRUT saFETY PRECAIfTION: WOR-RSSHOULD-AYS WEAR INTERMEDIATE BAY EAVE STRUT GLOVES WHEN IUNDIJNG METAL GLOVES WHEN HANDLING METAL GLOVES WHEN HANDLING METAL GLOVES vNEN IVWDIING METAL SURFACES WRH SHARP EDGES. SURFACES WRH SHARP EDGES. SURFACES WRH SHARP EDGES. SURFACES WITH SHARP EDGES. 1/2X2 A325T/ 1/2X2 A325T/ 1/2X2 A325T/ 1/2X2 A325T/ 1/2 HVHX NUT 12 HVHX NUT 1/2 HVHX NUT 1/2 HVHX NUT (2) REQUIRED PER (3) REQUIRED PER (2) REQUIRED PER (3) REQUIRED PER EAVE STRUT END CONNECTION EAVE STRUT END CONNECTION EAVE STRUT END CONNECTION EAVE STRUT END CONNECTION 1/2X2 A325T/ 12X2 A325T/ 12 HVHX NUT 1/2 HVHX NUT (1) REQUIRED PER (1) REQUIRED PER 00 EAVE STRUT END CONNECTION EAVE STRUT END CONNECTION REINFORCING EAVE STRUT PLATE REINFORCING EAVE STRUT PLATE REINFORCING EAVE STRUT PLATE qI REINFORCING EAVE STRUT PLATE ESPR ESPRH ESPR12 ESPRI2H EAVE STRUT PLATE EAVE STRUT PLATE EAVE STRUT PLATE EAVE STRUT PLATE ESP-1 ESP-1H ESP-12 ESP 2H (SHOP WELDED) (SHOP WELDED) (SHOP WELDED) (SHOP WELDED) COLUMN COLUMN COLUMN COLUMN (TYPE MAY VARY) (TYPE MAY VARY) (TYPE MAY VARY) (TYPE MAY VARY) LOW SIDE EAVE STRUT CONNECTION INSET GIRTS RF310B HIGH SIDE EAVE STRUT CONNECTION INSET GIRTS FMWI LOW SIDE EAVE STRUT CONNECTION INSET GIRTS RF31QX HIGH SIDE EAVE STRUT CONNECTION INSET GIRTS RF31QY AT RAFTER/COLUMN FLANGE WIDTHS < 10" WITH REINFORCING PLATE AA AT RAFTERICOLUMN FLANGE WIDTHS 110* WITH REINFORCING PLATE AA AT RAFTER/COLUMN FLANGE WIDTHS > 10", < 14' WITH REINFORCING PLATE I AA I AT RAFTER/COLUMN FLANGE WIDTHS > 10", 114- WITH REINFORCING PLATE AA INTERMEDIATE BAY EAVE STRUT, vREuur INTERMEDIATE BAY EAVE STRUT sAFETv PREGIRION: SAFETY PRECAUTION: END BAY EAVE STRUT WORKERSSHOULDALWAYSWEAR WORKERSSHOOLDALWAYSWFAR WORKERS SHOVID ALWAYS WEAR GLOVESWHEN—DLWG METAL GLOVES WHEN HANDLING METAL SURFACES WRH SHARP EDGES. SURFACESWITH SIW2V EDGES SURFACES WRN SHARP E GES. REINFORCING EAVE STRUT PLATE NOT REQUIRED AT END BAY CONNECTIONS 1/2X1 1/4 A325T/ 12 HVHX NUT (2) REQUIRED PER 12X1 1/4 A325T/ EAVE STRUT END CONNECTION 1/2X1 1/4 A325T/ 1/2 HVHX NUT 7/2 HVHX NUT (2) REQUIRED PER (4) REQUIRED PER EAVE STRUT END CONNECTION 12X2 A325T/ EAVE STRUT END BAY 12 HVHX NUT (2) REQUIRED PER CONNECTION EAVE STRUT END CONNECTION REINFORCING EAVE STRUT PLATE ESPR EAVE STRUT BRACKET EAVE STRUT BRACKET (SHOP WELDED) (SHOP WELDED) (SHOP WELDED) EAVE STRUT PLATE COLUMN COLUMN CORNER COLUMN (TYPE MAY VARY) (TYPE MAY VARY) (TYPE MAY VARY) LOW/HIGH SIDE EAVE STRUT CONNECTION BYPASS GIRTS RF31R LOW/HIGH SIDE EAVE STRUT CONNECTION BYPASS GIRTS FR—F3-1—R-B-1 LOW/HIGH SIDE EAVE STRUT CONNECTION FLUSH GIRTS RF32P ALL RAFTERICOLUMN FLANGE WIDTHS AA ALL RAFTER/COLUMN FLANGE WIDTHS WITH REINFORCING PLATE AA ALL RAFTER/COLUMN FLANGE WIDTHS AA "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: FOR PERMITS ONLY 11950 W. 52nd Avenue Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 CONST. DIMENSIONS, LLC JOB NUMBER: SHEET: IN01 RELEASE /REVISION I DWN: /CKD: I ENGRI DATE J401 RELEASE /REVISION DWN: /CKD: I ENGR I DATE M B MA M 17 F0076A SED-007 0 FOR PERMITS JAB/ JH 03/14/2017 � ERS SEIALWAYSWEAR PREbuT END BAY EAVE STRUT YNPoCE. GLOVES WHEN HANDLING METAL SURFACES WDH SHARP EDGES. REINFORCING EAVE STRUT PLATE NOT / REQUIRED AT END BAY CONNECTIONS 1/2X1 1/4 A325T/ 1/2 HVHX NUT (4) REQUIRED PER EAVE STRUT END BAY CONNECTION (SHOP WELDED)- EAVE STRUT PLATE CORNER COLUMN (TYPE MAY VARY) SIFETYPPEH LO END BAY EAVE STRUT WORKERS SHOULD AA LWAYS WEAR GLOVES WHEN HAIIDLINE METAL SURFACES WITH SHARP EDGES. 1/2X1 1/4 A3 1/2 HVHJX EAVE STRUT BRACKET (SHOP WELDED) CORNER COLUMN (TYPE MAY VARY) 1/2X1 1/4 A325T/ 1/2 HVHX NUT (4) REQUIRED PER EAVE STRUT END CONNECTION :LIP PURLINS 1/2' PURLINS PURLINS 1/2 A325T/ HVHX NUT SAFETY PREGtLT1pJ' ALWAYS WEAR OSHA PF'PROVED EVE PRQiECDON WHEN OPEMPNG DRILLS OR ELECTRIC SCREW GUNS. ANTI -ROLL CLII CL -12 / CL -1: (2) 1/2 A 1/2 HVHX NUT RAFTER SAFETY PRECAUTK)N' ALWAYS WEAR OSHA APPROVED EYE OR ELEC PELECTRR`C YS OPERATWG DRILLS SCREW GUNS. LOW/HIGH SIDE EAVE STRUT CONNECTION INSET GIRTS RF32(_ I LOW/HIGH SIDE EAVE STRUT CONNECTION BYPASS GIRTS RF32R I ANTI -ROLL DETAIL UPHILL RF50 I ANTI -ROLL DETAIL DOWNHILL RF50A ALL RAFTER/COLUMN FLANGE WIDTHS AA ALL RAFTER/COLUMN FLANGE WIDTHS AA RIGID FRAME RAFTER AA RIGID FRAME RAFTER AA AT ANTI -ROLL CLIPS, IF REQ'D BY DESIGN ROOF MAIN FASTENER(S) r—1 #12X1 1/4 SAFETY PRECAUDOFL CL OF RAFTER WORKERS SHOIA.D ElE TRAINED IN I THE PROPER ERECTION PROCEDURES 4• FOR ALL JOBS ROOF PANEL NRUN TOP � PURLIN SAFETY PRECALMON Ft OF RAFTER MA7RIQiLS SMWID Tg TRNIIffDIN 11f PROPER ERECfX1N PROCEDURES (2)121(1 114 A325T/ 12 HVHX NUT //�� PURLIN WEB REINFORCEMENT P / CUP �—j CL45 PLATE MUST BEAR ON RAFTER TOP MARK TO TOP �ANTIZSIMILAR -ROLL CLIPCL-12 = 8'PURLINS CL -13 = 9 1/2'PURLINSCL-14 = 12' PURLINS (FAR SIDE) �� AA (2)12X1 114A325T/ ENDWALL RAFTER 12 HVHX NUT OR AS AN OPTION (1)1/9X1 114 A325T/ 12 HVHX NUT PUT WORKER SAFETY FlRST. RAFTER AND 3n6 A449 DE -(TYP) MAY VARY VARYQ SEE BSOtAA ANTI -ROLL DETAIL RF51 PURLIN WEB REINFORCEMENT CLIP DETAIL RF53 ENDWALL RAFTER LONG SPAN III PANEL BA AA SAFETY PRECAUTKW. EOF RAPIER WORKERS SHOXAD BE TRAINED IN INSTALL ADDITIONAL ROOF FASTENERS SAFETY PRECAUTION- TIiE PROPER ERECTION PROCEDURES I AT ANTI -ROLL CLIPS, IF RE -0D BY DESIGN EACH WORKER SHOULD BE TRAINED FOR ALL JOBS. 4- TO USE THE SAFEST AND MOST PiODUCINE ERECTION TECHMDUES. PURLIN ROOF FASTENER ROOF PANEL / 'TOP'MARK 912XI 114 PURLIN WEB REINFORCEMENT CLIP CL -15 L(2�A325T/ T RAFTER PLATE MUST BEAR ON RAFTER'TOP MARK TO TOP AS SHOWN (2)12X1 114 A325TI 12 HVHX NUT OR AS AN OPTION (1)1/2X1 114 A32571 12 HVHX NUT AND (1)12X2 3116 A449 DE -(TYP) MAY VARY SEE BSOIA4 SAFETY PRECAUTION : 1/4 A325T/ PURUN WEB REINFORCEMENT CLIP WORKERS SHOULD BE TRAINED IN HV`HX NUT I ENGRI ER THE PROPERECTION PROCEDURES FOR ALL JOBS, E NOTE) AMI -ROLL CUP, CLISG (SHOP WELDED, SEE NOTE) JRLIN WEB REINFORCEMENT PURLIN WEB JP ROOF FASTENER #12X1114 REINFORCEMENT CLIP 1141' O.C. q((,P212X1 CL -15 RF54 T' 12 HVHX NUT ATE MUST BEAR ON AA HVHX NUT FTER'fOPMARK RANGE 7P WELDED CLIP AND TOP BOLT LOCATION VARIES TOP AT ANTI -ROLL RF57CUP LOCATIONS AA RLIN RAFTER (2)1/2X1114 A325TI 12 HVHX NUT OR AS AN OPTION NOTE: WHEN ATTACHING CL -15 USE TWO BOLTS. (1)12X1 114 A325T/ TOP BOLT LOCATION VARIES BY MEMBER DEPTH. 12 HVHX NUT :ATION VARIES BY MEMBER DEPTH AND (1)12X2 3116 M49 DE - (TYP) MAY VARY SEE BWIAA E!54A A RAFTER PURLIN WEB REINFORCEMENT CLIP DETAIL RF53 LONG SPAN III PANEL BA PURLIN WEB REINFORCEMENT CLIP CL -15 L(2�A325T/ T RAFTER PLATE MUST BEAR ON RAFTER'TOP MARK TO TOP AS SHOWN (2)12X1 114 A325TI 12 HVHX NUT OR AS AN OPTION (1)1/2X1 114 A32571 12 HVHX NUT AND (1)12X2 3116 A449 DE -(TYP) MAY VARY SEE BSOIA4 i OF RAFTER INSTALL ADDITIONAL ROOF FAST I AT ANTFROLL CUPS, IF REQD BY q.I (2)12X1 114 A325T/12 HVHX NUT SEE NOTE) RUN WEB EINFORCEMENT CLIP 15G HOP WELDED) — PURLIN NOTE TOP BOLT LOCATION VARIES BY MEMBER DEPTH PURLIN WEB REINFORCEMENT SHOP WELDED CLIP DETAIL RF53AI PURLIN WEB REINFORCEMENT SHOP WELDED CLIP DETAIL RF53A RAFTER FLANGE THICKNESS GREATER THAN i? AA LONG SPAN III PANEL BA SAFETY PRECAUTION : PURUN WEB REINFORCEMENT CLIP WORKERS SHOULD BE TRAINED IN CL -15 (SHOP WELDED, SEE NOTE) I ENGRI ER THE PROPERECTION PROCEDURES FOR ALL JOBS, O RELEASE / REVISION DWN: / CKD: I ENGR DATE AMI -ROLL CUP, CLISG (SHOP WELDED, SEE NOTE) JRLIN WEB REINFORCEMENT ROOF PANEL JP ROOF FASTENER #12X1114 15G HOP WELDED) 1141' O.C. (2)12X1 114 A32STI 12X1 1M A32517/ 12 HVHX NUT (SEE NOTE) HVHX NUT ATTACHING TO SHOP WELDED CUP USE TWO BOLTS. RANGE 7P WELDED CLIP AND TOP BOLT LOCATION VARIES -E NOTE FOR LOCATIONS) DEPTH. 'LATE MUST BEAR ON ZAFTER'TOP' MARK f0 TOP :ATION VARIES BY MEMBER DEPTH E!54A A RAFTER i OF RAFTER INSTALL ADDITIONAL ROOF FAST I AT ANTFROLL CUPS, IF REQD BY q.I (2)12X1 114 A325T/12 HVHX NUT SEE NOTE) RUN WEB EINFORCEMENT CLIP 15G HOP WELDED) — PURLIN NOTE TOP BOLT LOCATION VARIES BY MEMBER DEPTH PURLIN WEB REINFORCEMENT SHOP WELDED CLIP DETAIL RF53AI PURLIN WEB REINFORCEMENT SHOP WELDED CLIP DETAIL RF53A RAFTER FLANGE THICKNESS GREATER THAN i? AA LONG SPAN III PANEL BA SAFETY PRECAUTION: EACH WORKER SHOULD BE TRAINED TO USE THE SAFEST AND MOST PRODUCTIVE ERECTION TEOHNIOUES PURLIN WEB REINFORCEMENT CLIP DETAILRF54 I PURLIN TO SHOP WELDED CLIP RF54A RAFTER FLANGE THICKNESS GREATER THAN 17 AA PURUN WEB REINFORCEMENT CLIP N01 RELEASE / REVISION CL -15 (SHOP WELDED, SEE NOTE) I ENGRI FOR THICK FLANGES O RELEASE / REVISION DWN: / CKD: I ENGR DATE AMI -ROLL CUP, CLISG (SHOP WELDED, SEE NOTE) I JAB / FOR THICK FLANGES WITH 6' OR 912' PURLINS 03/14/2017 AMI -ROLL CLIP, CL -14 (SHOP WELDED, SEE NOTE) rNOT.E: FOR THICK FLANGES W 12' PURUNS (2)12X1 114 A32STI 12 HVHX NUT (SEE NOTE) RAFTERN ATTACHING TO SHOP WELDED CUP USE TWO BOLTS. RANGE 7P WELDED CLIP AND TOP BOLT LOCATION VARIES /EMBER DEPTH. SAFETY PRECAUTION: EACH WORKER SHOULD BE TRAINED TO USE THE SAFEST AND MOST PRODUCTIVE ERECTION TEOHNIOUES PURLIN WEB REINFORCEMENT CLIP DETAILRF54 I PURLIN TO SHOP WELDED CLIP RF54A RAFTER FLANGE THICKNESS GREATER THAN 17 AA "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: 11950 W. 52nd Avenue FOR PERMITS ONLY Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 CONST. DIMENSIONS, LLC ora coNv. Y JOB NUMBER: SHEET: MBMA M17F0076A SED -008 N01 RELEASE / REVISION I DWN: / CKD: I ENGRI DATE O RELEASE / REVISION DWN: / CKD: I ENGR DATE 0 1 FOR PERMITS I JAB / I JH 03/14/2017 "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: 11950 W. 52nd Avenue FOR PERMITS ONLY Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 CONST. DIMENSIONS, LLC ora coNv. Y JOB NUMBER: SHEET: MBMA M17F0076A SED -008 PURLIN (2) 1/2X7 1/4 A325T/ 1/2 HVHX NUT (SEE NOTE FOR LOCATIONS) (2) 1/2X1 1/4 A325T/ 1/2 HVHX NUT OR AS AN OPTION (1) 1/2X1 1/4 A325T/ 1/2 HVHX NUT AND (1) 1/2X2 3/16 A449 DE - TYP MAY VARY SEE BS01AA NOTE: WHEN ATTACHING CL -15 USE TWO BOLTS. TOP BOLT LOCATION VARIES BY MEMBER DEPTH PURLIN WEB REINFORCEMENT CLIP CL -15 ANTI -ROLL CLIP CL -12 = 8" PURLINS CL -13 = 9 1/2" PURLINS PLATE MUST BEAR ON RAFTER 'TOP'MARK TO TOP 1/2X1 1/4 A325T/ 1/2 HVHX NUT OR FOR 1/2' FLANGES 1/2X2 A325T/ 1/2 HVHX NUT RAFTER SAFETY PREUUnI EACH WOR1a=R SHOULD BE TRAINED TO USE THE SAFEST AND MOST PRODUCTNE ERECTION TECNMQUES. ANTI -ROLL CLIP DETAIL RF57 PURLIN WEB REINFORCEMENT CLIP REQUIRED AA JAPANESE AUTO 11950 W. 52nd Avenue Wheat Ridge, CO 80033 CONST. DIMENSIONS, LLC NO RELEASE / REVISION DWN: / CKD: ENGR DATE O RELEASE / REVISION DWN: / CKD: ENGR DATE 0 FOR PERMITS JAB / JH 03/14/2017 "NOT FOR CONSTRUCTION" DRAWING STATUS: FO FOR PERMITS ONLY AMERICAN BUILDINGS M 0 M R SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 JOB NUMBER: SHEET: M17F0076A SED -009 MAIN BLDG. COLUMN 1/2X2 A325T/ 1/2 HVHX NUT W/(2) 1/2 H WASHERS GIRT CLIP f YP) CL -4 10 L GIRT / GIRT EXTENSION ANGLE J GEA - 1/2X2 A325T/ SAFETY PRECAUMIN: 1/2 HVHX NUT DO NOT STEP, SR OR CLIMB ON WALL W/(1) 1/2 H WASHER NOTE: (AT CLIP SIDE) COLUMN PORTAL COLUMN FRAME BRACES ARE REQUIRED AT FIRST PURLIN ABOVE 1/2X1 1/4 A325T/ W AND (1) 127Q 3176 A449 DOE - (i W E 1 1/2_ 1/2 HVHX NUT COLUMN -� r TYR. AND FIRST PURLIN BELOW CLV1-_ CONNECTION ATTACH FIRST GIRT TO COLUMN FLANGE MAY VARY 712 WITH 12 DE BOLT AND (1)12 NUT 12X2 3116 A449 DE BOLT `a REMAINING NUT SUPPLIED FOR ATTACHMENT OF NEXT GIRT AT LAP. O— J (1)12X1 1/4A325T/ GIRT COLUMN FLANGE THICKNESS 7' HVHX NUT AND STRUCTURAL FASTENER(S) #12X1 1/4 F COLUMN UTILITY CUP r OR 917 GIRTS CL4 12%2 A325T/ 12 HVHX NUT WI (2) H WASHERS PER BOLT 17 GIRTS 12X2 A325T/ 12 HVHX NUT Wl (2) H WASHERS PER BOLT AND CL -4B (1) PER CL -4 1 114 A325T/ HVHX NUT NN ON — — — — — AILUMN O � to of 217 GIRT EXTENSION ANGLE STRUCTURAL FASTENER(S) GEA-, 61/6' 61/6• #12X7114 (TYP) (TYP. U.N.) UTILITY CLIP CL4 (ryP.) STRUCTURAL FASTENER( S) #12X11/4 (TYP. U.N.) --r GIRT EXTENSION ANGLE GEA -2 61/B' 1 61/6' COLUMN B' OR 917 GIRTS 7 12 HVHX NUT W/ (2) H WASHERS PER BOLT 17 GIRTS 12X2 A325T/ 12 HVHX NUT WI (2) H WASHERS PER BOLT AND CLJB (1) PER CL4 12X1 1/4 A325T/ 12 HVHX NUT SECTION AT PORTAL COLUMN W/INSET GIRTS BR20Q GIRT CONNECTION TO COLUMN WF01 I FLUSH GIRT CONNECTION TO COLUMN F -W -F -01-P-1 I INSET GIRT CONNECTION TO COLUMN I WFO1Q AA j WTTH REINFORCEMENT PLATE (17 GIRTS) I AA LAA (1),2X1 1/4 A325T/ SAFETY PRECAUMIN: DO NOT STEP, SR OR CLIMB ON WALL COLUMN FLANGE NOTE: 12 ,).) COLUMN SECTION A FRAME BRACES ARE REQUIRED AT FIRST PURLIN ABOVE GIRT W AND (1) 127Q 3176 A449 DOE - (i W E �I COLUMN FLANGE [:I COLUMN SECTION A AND FIRST PURLIN BELOW CLV1-_ CONNECTION ATTACH FIRST GIRT TO COLUMN FLANGE MAY VARY 712 WITH 12 DE BOLT AND (1)12 NUT 12X2 3116 A449 DE BOLT NOTE: (2) NUTS ARE SUPPLIED WITH DE BOLT, RESERVE REMAINING NUT SUPPLIED FOR ATTACHMENT OF NEXT GIRT AT LAP. SEE BS01AA (1)12X1 1/4A325T/ COLUMN FLANGE THICKNESS HVHX NUT AND PURLIN GREATER THAN 17 12Xi 1/4 A325T/ (1)12X2 3N6 A449 DE . (TYP.) WITH SHOP WELDED CLIP 12 HVHX NUT MAY VARY 12X1 1l4 A325T 7 STRUCTURAL FASTENERS) SEE DETAIL WF12PM -01 (TYP. LAP BOLTS) SEE BWIAA COLUMN FLANGE THICKNESS GREATER THAN 17 GIRT 12 HVHX NUT (NO WASHERS REQUIRED) FRS FB_ (6) #12X 1 1/4 PER PURLIN CONNECTION STAGGER SPACING FLUSH WITH UPHILL PURLIN — — — _ 217 WITH SHOP WELDED CUP DEDWF1CUA (2)12X7 1/4 A325T / , SHOP MARKED: `TOP• SEE DETAIL 12 HVHX NUT PURLIN — — — — INVERTEDCUP CL -3 i 217 217 AS READ AS REQ'D GIRT CLIP CLV1- 1. 114' 1b' 1/2X AUTT/ 12X7114 –GABLE GIRT VH 12 HVHX NUT 12 HVHXH(2) F- 3B] E (2) PER CEE WITH (2) 12 H WASHERS r2H •U' CHANNEL (ONE UNDER THE BOLT HEAD 8OU2- ONE UNDER THE NUT) COLUMN FLANGE THICKNESS LESS THAN OR EQUAL TO 17 BYPASS LAPPED ZEE GIRT CONNECTION WF02R 6" PINNED ZEE GIRT LAP WF02RA I BYPASS CEE GIRT TO INTERIOR COLUMN WF02RY I GABLE GIRT OFF PURLIN CONNECTION WF53 COLUMN FLANGE THICKNESS LESS THAN OR EQUAL T017 AA COLUMN FLANGE THICKNESS LESS THAN OR EQUAL T017 AA AA BYPASS GIRTS AA NOTE: FRAME BRACES ARE REQUIRED AT FIRST PURLIN ABOVE AND FIRST PURLIN BELOW CLV1-_ CONNECTION GIRT ENDWALL RAFTER GIRT (SEE STEP ONE) PURLIN F -c ---- RAME BRACE FB COLUMN FLANGE SECTION B GIRT LAPS OVER GIRT AT COLUMN FLANGE ATTACH TO 12 DE BOLT WITH 12 NUT AND INSTALL 12 A325T BOLT AT REMAINING THROUGH BOTH GIRTS AT O COLUMN FLANGE. 4 A325T/ IX NUT (TYR) 1RY 41AA 1 GIRT CLIP CLV1-_ STEP TWO PURLIN FRAME BRACE FB GABLE GIRT BYPASS ZEE GIRT CONNECTION TO COLUMN AT INTERIOR COLUMN WF10R ( GABLE GIRT OFF ENDWALL RAFTER CONNECTION WF53A COLUMN FLANGE THICKNESS LESS THAN OR EQUAL TO 17 AA INSET/FLUSH GIRTS AA "*NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: FOR PERMITS ONLY 11950 W. 52nd Avenue IF 40 1 Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG O BIM: v20.6 CONST. DIMENSIONS, LLC I mucom co„v JOB NUMBER: SHEET: CKD: I ENGRI DATE 1�01 RELEASE/REVISION DWN:lCKD: ENGR DATE I JH MBMN M17F0076A SED -010 / 03/14/2017 SAFETY PRECAUMIN: DO NOT STEP, SR OR CLIMB ON WALL COLUMN FLANGE GIRTS OR EAVE STRUTS FAILURE TO ADNERE TO THIS PRECAUTION MAY RESULT IN A SERIOUS INJURY. SECTION A GIRT GIRT �I COLUMN FLANGE [:I SECTION A ATTACH FIRST GIRT TO COLUMN FLANGE WITH 12 DE BOLT AND (1)12 NUT 12X2 3116 A449 DE BOLT NOTE: (2) NUTS ARE SUPPLIED WITH DE BOLT, RESERVE REMAINING NUT SUPPLIED FOR ATTACHMENT OF NEXT GIRT AT LAP. STEP ONE NOTE: FRAME BRACES ARE REQUIRED AT FIRST PURLIN ABOVE AND FIRST PURLIN BELOW CLV1-_ CONNECTION GIRT ENDWALL RAFTER GIRT (SEE STEP ONE) PURLIN F -c ---- RAME BRACE FB COLUMN FLANGE SECTION B GIRT LAPS OVER GIRT AT COLUMN FLANGE ATTACH TO 12 DE BOLT WITH 12 NUT AND INSTALL 12 A325T BOLT AT REMAINING THROUGH BOTH GIRTS AT O COLUMN FLANGE. 4 A325T/ IX NUT (TYR) 1RY 41AA 1 GIRT CLIP CLV1-_ STEP TWO PURLIN FRAME BRACE FB GABLE GIRT BYPASS ZEE GIRT CONNECTION TO COLUMN AT INTERIOR COLUMN WF10R ( GABLE GIRT OFF ENDWALL RAFTER CONNECTION WF53A COLUMN FLANGE THICKNESS LESS THAN OR EQUAL TO 17 AA INSET/FLUSH GIRTS AA "*NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: FOR PERMITS ONLY 11950 W. 52nd Avenue IF 40 1 Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG O BIM: v20.6 CONST. DIMENSIONS, LLC I mucom co„v JOB NUMBER: SHEET: CKD: I ENGRI DATE 1�01 RELEASE/REVISION DWN:lCKD: ENGR DATE I JH MBMN M17F0076A SED -010 / 03/14/2017 i OUTSIDE 80U2 - GABLE GIRT CLV1- 3' oIL � U Q Q I 1 (2) 1/2X1 1/4 A325T/ 1/2 HVHX NUT (TYP.UN) CLV1- GABLE GIRT WF53A AA i (2) 1/2X1 1/4 A325T/ 1/2 HVHX NUT 4' 1 3- (TYP.UN) GABLE GIRT CONNECTION AT CLV1- WF53B GABLE GIRT AT ENDWALL RAFTER WF53W AA AA ENDWALL COLUMN 112X7 114 A325T/ 2 HVHX NUT (2)12)(1 114 A325T/ 12 HVHX NUT OR AS AN OPTION (1)12X1 1/4 A325T/ CUP 12 H" NUT GIRT AND (1)12X2 3116 A449 DE -TYP MAY VARY SEE BSDIAA BYPASS CHANNEL ENDWALL INTERIOR COLUMN WF60R AA v DWN: / CKD:ENGR DATE JAB / JH 03/14/2017 COLUMN SECTION A— (1)12X1 14 A325T/ 12 HVNX NUT AND (1)12X2 3116 M49 DE - (TY -P.) MAY VARY - (2)12X1 1A A325T/ SEE BSOIAA 12 HVHX NUT SECTION A GIRT CONNECTION TO COLUMN FLANGE COLUMN SECTION B CUP CL -15 (SHOP WELDED) (2)12)(1 1/4 A325T/ 12 HVHX NUT O O L— J SECTION B GIRT ATTACHES BELOW CLIP AS SHOWN. GIRT CONNECTION TO CLIP SHOP WELDED TO COLUMN FLANGE NON -LAPPED BYPASS GIRT WF58R TYP. AT CORNER COLUMN OR ANY SINGLE BYPASS ZEE TO COLUMN AA "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: 11950 W. 52nd Avenue FOR PERMITS ONLY Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 CONST. DIMENSIONS, LLC =oa WUPnxr JOB NUMBER: SHEET: M 0 M R M17F0076A SED -011 ON BUILDINGS WITH INSET OR FLUSH GIRTS, THE HORIZONTAL WEB OF THE GIRT FIELD CUT SLOT ROD BRACING OR GIRTS IN A BRACED BAY, WILL HAVE TO BE SLOTTED IN ORDER FOR THE I ITIS RECOMMENDED THAT AL1. WORKERS WEARSTEEL TGE 1/2X1 1/4 AT T/ ROD BRACE TO PULL IN A STRAIGHT LINE FROM THE TOP OF ONE EM 10WITH I-ROI-RSAL GUARD, EYE PROTECTION. AND HARD HATS. 12 HVHX NUT DISTANCE TO COLUMN TO THE BOTTOM OF THE NEXT COLUMN. INSTALLING THE BRACING REQUIRED) I SLOT ON GIRT EITHER TO THE INSIDE OR OUTSIDE OF THE GIRTS, TAKES THE BRACING OUT OF 'X COLUMN BOTH SIDES IF REQUIRED BY DESIGN AS NOTED ON A STRAIGHT LINE PULL. THIS DOES NOT ALLOW THE BRACING TO FUNCTION X BRACE ANGLE THE BUILDING ERECTION H SIDES IF REQUIRED DESIGN AS NOTED 'A" PROPERLY AND IS AN UNACCEPTABLE ERECTION PROCEDURE. MOVING THE (SPACING AS SPECIFIED BY DESIGN) DRAWINGS 61NOERS ON BUILDING ERECTION WINGS m 0 z CBA4_ (IF APPLICABLE) CRAB_ (IF APPLICABLE) CBA -LENGTH (IFAPPLICABLE) HOLES IN OR OUT ON THE COLUMN TO ACHIEVE A STRAIGHT LINE PULL IS ALSO 10'-O" O.C. (MAX.) _ UNACCEPTABLE, SEE BR91AA 0FIELD SLOTTING THE WEB OF THE GIRT TO ACHIEVE THIS STRAIGHT LINE PULL IS THE 'A' = NORMALLY 1" (VERIFY ONLY ACCEPTABLE METHOD. TO MARK THE HOLE LOCATION THE FOLLOWING BY MEASURING GIRT OUT SET 4 METHOD MAY BE USED. ROD DIAMETER STRUCTURAL FASTENER(S) "B"= DISTANCE FROM FACE OPTION 1 1. INSTALL A NYLON STRING IN THE PROPER HOLES AT THE TOP OF ONE OF GIRT TO CENTERLINE #12 SDS TYPICAL #12X1 1/4 COLUMN TO THE BOTTOM OF THE NEXT COLUMN, RUNNING THE NYLON STRING OF SLOT ON COLUMN. (6) PER SLOT IF SLOTS ARE GREATER THAN 8'-O" APART TO THE INSIDE OR OUTSIDE OF THE GIRTS. (4) PER CLIP 2. TIGHTEN THE NYLON STRING LINE SO THERE IS NO SLACK. t 4'-0" 4'-0- HVHX NUT 3. WHERE THE NYLON STRING LINE CROSSES THE WEB OF THE GIRTS, 2. 2" SEE BR96WAA 12 HVHX NUTITH VARIES(ONE MARK TWO INCHES ON EITHER SIDE OF THIS POINT. 95C14- (12" GIRTS) 4. USING A SQUARE. MAKE TWO PARALLEL LINES FROM THESE TWO MARKS TYP. UNDER THE BOLT HEAD _ E=)� ON THE WEB OF THE GIRTS. _ AND ONE UNDER THE NUT) �LITMCL-3 I " 5. AT THE COLUMN, DETERMINE THE MEASUREMENT FROM OUTSIDE GIRT 7 STRUCTURAL FASTENER(S) LINE TO CENTERLINE OF ROD BRACE HOLE. UTILIZE THIS EED #12X1 1/4 MEASUREMENT AS THE CENTERLINE OF A 1'X 4' SLOT TO BE MADE BASE LINE (2) PER CLIP 12" OR LESS BETWEEN THE TWO PARALLEL LINES MARKED ON THE WEB OF THE ANCHOR RODS GIRTS. SPACIN OPTION 3 6. AFTER ALL GIRTS HAVE BEEN MARKED AND SLOTTED, INSTALL CABLE OR TYR FIELD REINFORCE GIRT WITH A PIECE OF GA-_ ANGLE, IF SLOTS ARE 12" OR LESS APART ROD BRACING THROUGH THE SLOTS, THROUGH THE BRACE HOLES IN THE CEE OR ZEE GIRT WHEN SLOTS ARE LOCATED AS SHOWN. BR89 COLUMNS, AND TIGHTEN. OPTION 2 REINFORCEMENT IS TO EXTEND A MINIMUM NOTE: IF USING GA-_ ANGLE, ORIENTATE 7. VISUALLY CHECK TO SEE THAT THE BRACING IS NOT TOUCHING THE GIRTS 1" BEYOND END OF SLOT. OUTSTANDING LEG TOWARDS THE GIRT AT THE SLOTS. IF IT IS TOUCHING, TRIM OUT THE SLOT AS NECESSARY. IF SLOTS ARE LESS THAN 8'-0" APART FLANGE THAT THE SLOT IS CLOSEST TO. B. TIGHTEN BRACING AS NECESSARY TO PLUMB COLUMNS. BUT GREATER THAN 12" FIELD SLOTTING GIRTS FOR CROSS BRACING BR03 AA SAFETY PRECAU I ITIS RECOMMENDED THAT AL1. WORKERS WEARSTEEL TGE 1/2X1 1/4 AT T/ EM 10WITH I-ROI-RSAL GUARD, EYE PROTECTION. AND HARD HATS. 12 HVHX NUT REQUIRED) I FRAME BRACE GIRT BOTH SIDES IF REQUIRED BY DESIGN AS NOTED ON ME BRACE BRACE ANGLE THE BUILDING ERECTION H SIDES IF REQUIRED DESIGN AS NOTED (SPACING AS SPECIFIED BY DESIGN) DRAWINGS 61NOERS ON BUILDING ERECTION WINGS WALL PANEL LINE I 0 z CBA4_ (IF APPLICABLE) CRAB_ (IF APPLICABLE) CBA -LENGTH (IFAPPLICABLE) 10'-O" O.C. (MAX.) _ SEE BR91AA 0FIELD ATTACH CPB -1 0 STRUCTURAL FASTENER(S) #12X1 1/4 BRACE CHANNEL 2X1 1/4 A325T/ (4) PER CLIP 6OC16- (8" & 9 1/2" GIRTS) 1/2X1 1/4 A325T/ HVHX NUT SEE BR96WAA 12 HVHX NUTITH VARIES(ONE (2)12 H WASHERS 95C14- (12" GIRTS) WITH (2)12 H WASHERS UNDER THE BOLT HEAD SEE BR96YAA UNDER THE BOLT HEADNE AND ONE UNDER THE NUT) �LITMCL-3 I AND ONE UNDER THE NUT) STRUCTURAL FASTENER(S) #12X1 1/4 BASE LINE (2) PER CLIP ANCHOR RODS (BY OTHERS) FRAME BRACE BR17P GIRT BRACING CROSS SECTION BR89 FLUSH AA 8", 9 1/2" AND 12" GIRTS I AA INOI RELEASE / REVISION I DWN: /CKD: I ENGRI DATE NOI RELEASE / REVISION I OWN: / CKD: I ENGRI DATE I SAFE'i1' PRECAUTION' WORKERS SHOULD BE TRAINED IN THE PROPER ERECTION PROCEDURESFOR ALL JOBS 12X1 114 A325TI 1.2 HVHX NUT WITH (2)12 H�WASHERS (ONE UNDER THE BOLT HEAD AND ONE UNDER THE NUT) PURUN I GIRT FRAME BRACE 1RXi 114 A325T1 12 HVHX NUT (NO WASHERS REQUIRED) FRAME BRACE FB-_ BOTH SIDES IF REQUIRED BY DESIGN AS NOTED ON THE BUILDING ERECTION DRAWINGS RAFTER OR COLUMN SAFETY PRECAUTION: IT b RECOMMENDED THAT ALL WORIKERS WEAR STEEL TOE SHOES WITH METOTARSAL GUARD. EYE PROTECDON, AND INWARD HATS. FRAME BRACE BOTH SIDES IF REQUIRED BY DESIGN AS NOTED ON THE BUILDING ERECTION DRAWINGS 1/2X1 1/4 A325T/ 12 HVHX NUT WITH (2) 12 H WASHERS (ONE UNDER THE BOLT HEAD AND ONE UNDER THE NUT) 1/2X1 1/4 A325T/ 12 HVHX NUT (NO WASHERS REQUIRED) FRAME BRACE BOTH SIDES IF REQUIRED BY DESIGN AS NOTED ON THE BUILDING ERECTION DRAWINGS •1/2X1 1/4 A325T/ 12 HVHX NUT WITH (2) 12 H WASHERS (ONE UNDER THE BOLT HEAD AND ONE UNDER THE NUT) FRAME BRACE F—B—R-1-7--1 I FRAME BRACE BR17A FOR BYPASS PURLINS/GIRTS IAA INSET AA "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: 11950 W. 52nd Avenue FOR PERMITS ONLY Wheal Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG O BIM: v20.6 CONST. DIMENSIONS, LLC JOB NUMBER: SHEET: MBMR M17F0076A SED -012 NOTE: FIELD WELDING REQUIRED, RIGID FRAME RAFTER SEE DETAIL ENFWA . OUTSIDE FLANGE WELD ANGLE BRACE TO THE TOP FLANGE OF 1 1/4" RIGID FRAME THE RAFTER OR FIELD DRILL 9/16'0 RAFTER RA HOLE 1 1/4' FROM WEB AND CONNECT WITH 1/8 f� 1/2 A325T/ 1/2 HVHX NUT WELD ANGLE BRACE TO THE TOP FLANGE OF II THE RAFTER OR FIELD DRILL 9/16'0 HOLE 1 1/4' FROM WEB AND CONNECT WITH?(1) PORTAL FRAME BRACE 1/2"0 A325T BOLT with 1/2 HVHX NUT PFB_ FIELD BEND PFB_ FRAME BRACE END TABS ' AT STIFFENER AND RAFTER CONNECTIONS \\\ PORTAL FRA STIFFENER ATTACH PFB STIFFENE3/4X2 A325T/ 3/4 H(SEE DETAI ATTACH PFB_ TO COLUMN STIFFENER USING (1) O 3/4X2 A325T/ 3/4 HVHX NUT PORTAL FRAME COLUMN PORTAL COLUMN PORTAL BRACKET RIGID FRAME COLUMN PORTAL FRAME KNEE FRAME BRACE BR22 PORTAL FRAME KNEE BRACE AT RAFTER FLANGE I BR22A AA CONNECTION FROM PORTAL STIFFENER TO RAFTER TOP FLANGE I AA DATE r 0l RELEASE / REVISION DWN: 1/14/2017 RIGID FH COL (4) A325T B( HVH (1/2' PI FRAME BR F FIELD BEND 1/2X1 1/4 A325T/ 1/2 HVHX NUT TVP. FIELD DRILL 9/16"0 M AT COLUMN WEB RIGID FRAME COLUMN 3 ITAL. FRAME COLUMN PORTAL FRAME BRACE TO COLUMN WEB BR23 I PORTAL FRAME BRACE TO COLUMN WEB BR23A AA I I AA "*NOT FOR CONSTRUCTION" JAPANESE AUTODRAWING STATUS: 11950 W. 52nd Avenue FOR PERMITS ONLY Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 CONST. DIMENSIONS, LLC ..... cap. JOB NUMBER: SHEET: MBMa M17F0076A SED -013 USE WOOD BLOCKING TO ELEVATE AND SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN ROOF PANEL BUNDLE PANEL BUNDLES WILL PROVIDE ADDITIONAL AIR CIRCULATION. COVER (LOCATE OVER RIGID I THE AREA BENEATH PANELS WITH POLYETHYLENE OR A TARPAULIN TO PREVENT DIRT AND DEBRIS FROM ENTERING FEMALE SEAM. SA MAINTN" PREGAJ N N A CLEAN AND ORDERLY YAORK AREA SPREADER BAR SAFETY PRECAURON:_ _ _ _ _ _ STAY WELL IN TME CLEAR OF LOADS _ _ BEING MOVED BY ANY TYPE LIFFING _ _ DE E. BE SURE TO I EP HANDS AND FE CLEAR OF MOVING LOADS. DETAIL'A' RIGID FRAME PURLINS BLOCKING (TO PREVENT PURLINS PACKAGE FROM ROLLING OVER UNDER WEIGHT OF PANEL PACKAGE.) PURLIN DETAIL'A' RAFTER TO FACILITATE THE HANDLING OF THE ROOF PANELS, PANEL BUNDLES CAN BE LIFTED KING AND PLACED ON THE ROOF IF LOCATED AT A RIGID FRAME AND WITH BLOCKING IN PLACE TO PREVENT THE PURLINS FROM ROLLING OVER. DO NOT SLIDE BUNDLED PANELS ALONG ROOF FRAMING. WHEN LIFTING BUNDLED SHEETS, MAKE CERTAIN THAT THE BUNDLE IS ADEQUATELY SUPPORTED. AS A RULE WHEN LIFTING, NO MORE THAN 1/3 OF THE LENGTH OF THE PANEL SHOULD BE LEFT UNSUPPORTED. R TARPAULIN REFER TO ERECTION DRAWINGS FOR THE ROOF PANEL MARKINGS AND STAGE BUNDLES ACCORDINGLY. THIS WILL MINIMIZE PANEL HANDLING AND SPEED THE ERECTION PROCEDURE. ROOF AND WALL PANELS ROOF AND WALL PANELS INCLUDING COLOR COATED, ALUMINUM COATED AND GALVANIZED, PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING AND ERECTION PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE QUALITY MERCHANDISE WHICH MERIT CAUTIOUS CARE IN HANDLING. UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHEETS SHOULD BE LIFTED OFF THE TRUCK WITH EXTREME CARE TAKEN TO INSURE THAT NO DAMAGE OCCURS TO ENDS OF THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE STORED OFF THE GROUND SUFFICIENTLY HIGH ENOUGH TO ALLOW AIR CIRCULATION UNDERNEATH THE PACKAGES. THIS AVOIDS GROUND MOISTURE AND DETERS PEOPLE FROM WALKING ON THE PACKAGES. ONE END OF THE PACKAGE SHOULD ALWAYS BE ELEVATED ABOVE THE LOWER END TO ENCOURAGE DRAINAGE IN CASE OF RAIN. ALL METAL PANELS ARE SUBJECT TO SOME DEGREE TO LOCALIZED DISCOLORATION OR STAIN WHEN WATER IS TRAPPED BETWEEN THEIR CLOSELY FITTED SURFACES. PANEL MANUFACTURER EXERCISES EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO INSURE THAT ALL PANEL STOCK IS KEPT DRY. HOWEVER, DUE TO CLIMATIC CONDITIONS, WATER FORMED BY CONDENSATION OF HUMID AIR CAN BECOME TRAPPED BETWEEN STACKED SHEETS. WATER CAN ALSO BE TRAPPED BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAIN. THIS DISCOLORATION CAUSED BY TRAPPED MOISTURE IS OFTEN CALLED WET STORAGE STAIN. THE STAIN IS USUALLY SUPERFICIAL AND HAS LITTLE EFFECT ON THE APPEARANCE OR SERVICE LIFE OF THE PANELS AS LONG AS IT IS NOT PERMITTED TO REMAIN ON THE PANELS. HOWEVER, MOISTURE IN CONTACT WITH THE SURFACE OF THE PANELS OVER AN EMENDED PERIOD CAN SEVERELY ATTACK THEIR FINISH AND REDUCE THEIR EFFECTIVE SERVICE LIFE. THEREFORE, IT IS IMPERATIVE THAT ALL PANELS BE INSPECTED FOR MOISTURE UPON RECEIPT OF THE ORDER. IF MOISTURE IS PRESENT, DRY THE PANELS AT ONCE AND STORE IN A DRY, WARM PLACE, IF POSSIBLE. WHEN HANDLING OR UNCRATING THE PANELS, LIFT, RATHER THAN SLIDE, THEM APART. BURRING EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SLID OVER ONE ANOTHER. NEVER ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND. ROUGH AND IMPROPER HANDLING OF PANELS IS INEXCUSABLE AND A PRIME EXAMPLE OF POOR JOB SUPERVISION. CAUTION: PANELS ARE SLIPPERY. OIL OR WAX THAT HAS BEEN USED ON THE ROOF AND WALL PANELS FOR PROTECTION AGAINST WEATHER DAMAGE WILL MAKE THEM A VERY SLIPPERY WALKING SURFACE. WIPE DRY ANY OIL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE. DEW, FROST OR OTHER FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS. PANEL STORAGE RC51 PANEL STORAGE ON ROOF F—RC-5-4-1 I PANEL STORAGE NOTES IRC95 STANDING SEAM SA I AA I AA "NOT FOR CONSTRUCTION" JAPANESE AUTODRAWING STATUS: 11950 W. 52nd Avenue FOR PERMITS ONLY Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 CONST. DIMENSIONS, LLC a wuo JOB NUMBER: SHEET: RELEASE /REVISION DWN: /CKD: E JH DATE O RELEASE /REVISION DWN: /CKD: ENGR DATE M B M A M 17 F0076A SED -014 ATS JAB / JH 03/14/2017 ROOF FLASHING LAPS AND END TRANSITIONS EXPOSED TO ROOF CONDITIONS 1. ROOF FLASHING LAPS SHALL BE SEALED WITH 3/4 X 3/16 TAPE MASTIC (3/4 TM). 2. FIELD CUT FEB -10.2 BACKUP FLASHING TO REINFORCE FLASHING ENOLAPS AND TERMINATIONS. INSTALL FEB AS SHOWN IN CONNECTION DETAILS (INBOARD) OF MASTIC, CLOSURES AND SUPPORT MEMBERS. EXTRA CARE SHOULD BE TAKEN: DO NOT EXTEND FEB INTO THE MASTIC DO NOT EMEND FEB BEYOND THE BUILDING ENVELOPE FEB EXTENDED BEYOND THE BUILDING ENVELOPE INTERUPTS THE GASKET CREATED BY THE CONTINUOUS MASTIC APPLICATION. ADJUST FIELD CUT FEB LENGTHS AS REQUIRED. 3. STANDARD FASTENER SPACING AS SHOWN ON CONNECTION DETAILS WILL NEED TO VARY TO ENSURE A COMPLETE GASKET SEAL AT SOME LOCATIONS. INCLUDING (BUT NOT LIMITED TO) THE FOLLOWING. • DECREASE STITCH FASTENER SPACING FROM 6' O.C. TO 3' O.C. AT FLASHING LAPS AND TRANSITIONS. EXAMPLES: RIDGE FLASHING TO RAKE CAP HIP FLASHING TO TRCZ AT EAVE RIDGE CAP TO PEAK BOX • AT ALL EXPOSED ROOF FLASHINGS ENDLAPS INSTALL A STITCH FASTENER THROUGH THE UPPER FLASHING 2 12" FROM THE ENDLAP. (SEE DETAIL RC35WAA) 6• TYP WORKING POINT A7 TOP OF STEEL ROOF PANEL BEND LME BEND TAB BACK 9D' TOWARDS INSIDE OF RIDGE FIELD CUT AND TAB RAKE FLASHING 1 DIAGONAL AT FACE OF SSMOC RAKE FLASHING STEP 1 OUTSIDE METAL CLOSURE (FIELD CUT AND TAB TO FR) ( TAPE MASTIC SW (SEESTIC) FIELD CUT RAKE FLASHING (4) IV RIVET I I LEG AT FACE OF SSMOC TO HOLD IN PLACE STEP 4 FOR FASTENER I ATTACHMENT OF RAKE CAP I I I I 4• TYP. I I I I 1 (TOP) I RAKE CAP ' TAPE MASTIC OMITTED FOR CLAIM BACKER PLATE TRPBB_ INSIDE OF RAKE FLASHING STEP 2 (FRONT) ROOF TRIM FAS7ENERIS) TAPE MASnC 3/4' pibxl ALONG TOP OF EACH T (SEE RC34SA) SIDE OF RAKE CAP !! STEP 5 w12 STRIPS PLACED BOTH SIDES OF RIDGE ON BACKER PLATE FIELD GUT ENTIRE BACK LEG AND DIAGONAL OFF RAKE CAP WALL TRIM FASTENERS) #14x314 (3) REQUIRED STEP 3 RIDGE FLASI TI TAPE MASTIC 3/4' ALONG TOP, BACK FACE AND BOTTOM OF OUTSIDE CLOSURE BUND— 1B RIVET (12)REQUIRED RAKE CAP TRCU BACKUP FLASHING FIELD CUT IT FROM FE&101 (SEE RC33SA FOR SUTTING AND BENDING OF BACKUP FLASHING) TAPE MASTIC 39' (2) RUNS UNDER RIDGE ENDCAP STANDING SEAM 360 PANEL (FEMALE LEG) 4. VALLEY GUTTER LAPS SHALL BE SEALED WITH 2 X 3/16 TAPE MASTIC (2 TM) AND SHALL BE STITCHED WITH #14 ROOF FASTENERS 2' ON CENTER. QUANTITY WILL VARY WITH GUTTER SIZE. 5. PREDRILL 1/4'0 HOLES AT UPPER AND LOWER FLASHING FOR #14 FASTENERS. DO NOT PREDRILL FEB BACKUP FLASHING. 6. FOR ROOF FLASHING LAPS NOT SHOWN IN DETAILS, THAT ARE EXPOSED TO ROOF CONDITIONS, USE THE FOLLOWING AS A GUIDE; • REINFORCE THE TOP SIDE OF ALL FLASHING END TRANSITIONS EXPOSED TO ROOF CONDITIONS USING 2114 ROOF FASTENERS, TON CENTER THROUGH MASTIC AND FIELD CUT FEB -10.2 (AS SPACE ALLOWS) FLASHING LAPS NOT SHOWN AND NOT EXPOSED TO ROOF CONDITIONS PURLIN 7. FOR FLASHING LAPS NOT SHOWN AND NOT EXPOSED TO ROOF CONDITIONS, USE THE FOLLOWING AS A GUIDE; • USE UB INCH BLIND RIVETS WON CENTER. GENERAL REQUIREMENTS 8. ALL FLASHING LAPS SHALL BE TWO INCHES. FACTORY APPLIED MASTIC STANDING SEAM 360 PANELI STANDING SEAM 360 PANEL (MALE LEG) (FEMALE LEG) PURLIN APPLIED MASTIC STANDING SEAM 360 PANEL (MALE LEG) FLASHING LAPS AND TRANSITIONS -GENERAL REQUIREMENTS 11 FL06I 36 DETAIL AT SIDELAP RC01 I DETAIL AT FINISHED SEAM RCOS qq STANDING SEAM 0 TA -1 STANDING SEAM 360 1TA (ISO}REMOCLOBOTTOM LEG OF CLOSURE (OUTSIDE CLOSURE FIELD MODIFIED) —TAPE MASTIC 34' (1) T LONG STRIP AT NEW CLOSUI FACING RAKE SIDE ROOF TRIM FASTENER( #14X1 (1) REWIRED EACH SIDE OF RIDGE RAKE FLASHING TRU1 RIDGE ENIX'AP RECSSL d RECSSR (SEE RA14AA) ROOF TRIM FASTENER(; #14X1 (3) REQUIRED EACH SIDE OF RIDGE ROOF TRIM FASTENER(S) 214x1 (12) REQUIRED STEP 6 ROOF TRIM FASTENER($) #14X1 (S) REQUIRED STANDING SEAM METAL CLOSURE. SSMOC I TAPE MASTIC SEE DETAILS 314 TM RC34SA 8 RCMSA CONTINUOUS STANDING SEAM PANEL ROOF TRIM FASTENER(S) 914x1 (7) PER CLOSURE LAP SnfFENER SSLS1 RIDGE DETAIL RC32 STANDING SEAM SA 3 G TAPE MASTIC T ROOF TRIM 3' LOWER EXPANSION RIDGEMIP FLASHING I I FASTENER(S) NOTE: INSTALL CUT FEB. DO 914 SDRF FUDGE FLASHING T ROOF TRIM FASTENER(S) Y (SEE RC35WAA) TAPE N= I T— #uxt 4 PER CLOSURE #14X1 SDRF 314 TM CONTINUOUS RIDGE FLASHING OR STANDING SEAM METAL CLOSURE. SSMOC I TAPE MASTIC SEE DETAILS 314 TM RC34SA 8 RCMSA CONTINUOUS STANDING SEAM PANEL ROOF TRIM FASTENER(S) 914x1 (7) PER CLOSURE LAP SnfFENER SSLS1 RIDGE DETAIL RC32 STANDING SEAM SA 3 G TAPE MASTIC T S 3' LOWER EXPANSION RIDGEMIP FLASHING I I PIECE'A' NOTE: INSTALL CUT FEB. DO END NO7 EXTEND TOP LEG INTO ROOF TRIM FASTENER($) Y t TAPE MASTIC T t #14X1 SDRF 314 TM TAPE MASTIC RIDGE FLASHING OR HIGHSIDE EAVE FLASHING CONTr3O US CLOSURE ROOF TRIM SSMOC FASTENERS) #14x1 T T T T ROOF TRIM FASTENERS) #14X1 (LOCATE IN PRE -DRILLED TAPE MASTIC HOLES) 3M TM CON7.000S UNIVERSAL RAKE CAP INSTALLATION RA03 I RIDGE FLASHING OR HIGH SIDE EAVE ATTACHMENT RC35 STANDING SEAM ROOF SA STANDING SEAM Sq INOI RELEASE / REVISION I DWN: / CKD: I ENGRI DATE NOI RELEASE / REVISION I DWN / CKD I ENGRI DATE I ' UPPER EXPANSION RIDGDHIP FLASHING PIECE V TAPE MASTIC T 3aTM LOWER EXPANSION RIDGEMIP FLASHING I I PIECE'A' NOTE: INSTALL CUT FEB. DO END NO7 EXTEND TOP LEG INTO TAPE MASTIC. TAPE MASTIC 7 LAP 314 TM `• BACKUP FLASHING ROOF TRIM FASTENER(S) #14X1 SDRF � 3' I1 � {Iyf �I�y�' �¢0 1• 1• PIECE 'Er 217 7' 7 2117 TAPE MASTIC BACKUP FLASHING314 TM IT SECTION SL IT TOP 34' LEG OF FEB AND (FIELD SLIT& BENT) PIECE "IV BEND TO FIT RIDGE PROFILE SECTION AT BACKUP FLASHING BACKUP FLASHING (FIELD SLIT 6 BERT) ' FIELD CUT FROM FEB -10.2 HOLES MUST BE PRE -DRILLED AT RIDGE FLASHING PRIOR TO APPLYING MASTIC. TEMPORARILY LAP PIECE 'B'OVER PIECE W AND PRE -DRILL THE REWIRED NUMBER OF 1/4'0 HOLES THROUGH BOTH PIECES OF RIDGE FLASHING BUT NOT FEB BACKUP FLASHING. SLIDE PIECE'B' BACK AND APPLY TAPE MASTIC AND BACKUP FLASHING ON PIECE W AS SHOWN. LAP PIECE'S' OVER PIECE'A' BEING CAREFUL TO ALIGN HOLES. INSTALL ROOF FASTENERS AS SHOWN. CONTINUE PROCESS AT EACH RIDGE FLASHING END LAP ALONG THE RIDGE. EXPANSION RIDGEIHIP FLASHING LAP RC33 ROOF I SA REF. DETAILS FL06M. RC35AAA & RC35WAA "NOT FOR CONSTRUCTION"* JAPANESE AUTO 040D4 DRAWING STATUS: 11950 W. 52nd Avenue 1 4p 1FOR PERMITS ONLY Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM_: v20.6 CONST. DIMENSIONS, LLC A Iwo JOB NUMBER: SHEET: MBMR M17F0076A SED -015 NOTE: BEFORE ANY MASTIC IS APPLIED, CLEAN PANEL SURFACE OF ANY DIRT AND OIL. URETHANE CAULK GTS >< USE PANEL NOTCH FOR LOCATING (APPLY TO TOP TAB OF FIRST CLOSURE, CLOSURE AT TYPICAL FLASHING. THEN SET SECOND CLOSURE) LOCATE CLOSURE 1' DOWNHILL OF FACTORY NOTCH. (STEP 4) PLACE TAPE MASTIC ON VERTICAL OF PANEL SEAM (EACH SIDE) (STEP 1) /I FOLD APE MASTIC IN HALF AND PLACE UNDER PANEL SEAM (STEP 1) TAPE MASTIC 34 TM CONTINUOUS (STEP 2) Oft 00 STEP 1. FOLD 117 LONG 314 X 3116 TAPE MASTIC M RALF AND PLACE ALONG RIB UNDER PANEL SEAM SHOWTII. PLACE TWO MORE PIECES OF MASTIC ALONG VERTICAL OF PANEL S STEP 2. INSTALL 314 X 3116 TAPE MASTIC ACROSS PANEL FLAT AND OVER PANEL RIB AND PREVIOUS MASTIC, LOCATED 1' DOWNHILL OF THE FACTORY NOTCH. KEEP RUN OF MASTIC INTACT FOR PLACEMENT ON NEXT PANEL. STEP 3. INSTALL METAL CLOSURE RUSH WITH EDGE OF MASTIC (LOCATED AT EDGE OF FACTORY NOTCH). SECURE IN PLACE WITH (6) #14X1 ROOF FASTENERS IN PRE -PUNCHED HOLES. HOLD ENGAGE PHPSE 1 REVERSE HAND/EAVE SEAMING PROCESS ROOF TRIM FASTENER (6)#14X1 (LOCATE IN PRE -PUNCHED HOLES) (STEP 3) STANDING SEAM OUTSIDE METAL CLOSURE SSMOC (STEP 3) CLAMP SEAM AND THEN FASTEN WITH 014X1 FASTENER THROUGH CLOSURE, THROUGH ROOF PANEL SEAM AND INTO OPPOSITE CLOSURE. (STEP 5) STRUCTURAL FASTENER (1)#12X1 1/4 (IN PRE -PUNCHED HOLE THROUGH OPPOSITE CLOSURE) (STEP 5) STEP 4. APPLY P LONG URETHANE CAULK ALONG TOP TAB OF METAL CLOSURE THIS IS TO ENSURE SEAL OF THE NEXT LAPPING METAL CLOSURE. STEP 5. INSTALL NEXT METAL CLOSURE SAME AS THE FIRST. CLAMP THE TWO METAL CLOSURES TOGETHER AT SEAM AND INSTALL (1) 11114 FASTENER THROUGH HOLE AT TOP OF CLOSURE, THROUGH ROOF PANEL SEAM AND INTO OPPOSITE CLOSURE. DO NOT OVERTIGHTEN FASTENER TO EFFECT PANEL COVERAGE WIDTH. L TAPE MASTIC 314 TM CONTINUOUS (STEP 7) ....`..-..."." GTS (BACK CAULK BOTH SIDES OF TRAPEZOID AND TOP SEAM OF CLOSURES) (STEP 6) STEP 6. APPLY URETHANE CAULK ALONG BACKSIDE OF METAL CLOSURES AT TRAPEZOIDAL LOCATION. NEXT, RUN A BEAD OF URETHANE CAULK ALONG TOP SEAM OF METAL CLOSURES AND AND PANEL SEAM. STEP 7. AFTER CLOSURE FASTENING IS COMPLETE, ADD A CONTINUOUS RUN OF 34 X 3116 TAPE MASTIC ALONG TOP EDGE OF CLOSURE FLANGE FOR SEAL OF RIDGE FLASHING. STANDING SEAb sAFeTY PREc,Auriow: OSE E%TREME CAIRION WNEN WORKING AT THE EAVE OF ROOF In preparation of the seaming operation, all construction debris should be removed from the roof to prevent machine damage and/or roof damage. Refer to the owners manual included with the Standing Seam 360 panel seamer for safe and practical seaming operations. AFTER TIE NSTAIATION a THE ROCF PAYES HIS BEE! COAWETED, PROCEED WIN THE RIDE CLDEI AS SHOWN ABpf BEPORE ANT L"M IS APPUM OJIN RM %ANY X ANO DRT. POSTM LAP SIRFFt4R SS:S1, AT TIE ENDS OF TIE PAYEES WSTALL 3R'%SMS YASTID.SEAIJ UOSIRE ISAI M PER DETAA RC34A REPEAT A SUFFICJFM NWaEA OF CLOSURES HAVE BEEN NSTALEED IBM SM OF RBIGEI TO EGLb ALE%G OF ROGE NAWM RW A CONWJWS STRIP U WX Wr WSiIC CM THE TDP OF DE M.O& E5 AND ARir THE WAGE RA&VG. FLASHING ROOF TRIM FASTENER(S) #14X1 (4) PER CLOSURE TAPE MASTIC 314 TM CONTINUOUS STANDING SEAM OUTSIDE METAL CLOSURE SSMOC LAP STIFFENER SSLS1 TAPE MASTIC 34 TM CONTINUOUS SEAM CLOSURE AND OUTSIDE METAL CLOSURE INSTALLATION RC34 STANDING SEAM 360 PANEL SEAMING DETAIL RC36 RIDGE FLASHING ATTACHMENT RM7 STANDING SEAM SA TA STANDING SEAM SA REF. DETAILS RC34SA RC33M It RC35WAA THE STANDING SEAM GAUGE BAR CAN BE USED IN ADDITION TO THE PANEL MODULARITY INSTALLATION DETAILS (RC7ISARC72SAJRCrJSA) I THE STANDING SEAM GAUGE BAR CAN BE USED IN ADDITION TO THE PANEL MODULARITY INSTALLATION DETAILS(RC715A/RC72SA/RC73SA). HOLD ENGAGE PHASE 2 THE METAL BUILDING SUPPLIER FURNISHES THE STANDING SEAM 360 ROOF SYSTEM IN NON -HANDED PANELS. GABLE, SINGLE SLOPE OR UNSYMMETRICAL BUILDINGS CAN BE SHEETED SIMULTANEOUSLY FROM EITHER END OF THE BUILDING. THE SEAMING PROCESS INVOLVES TWO DIFFERENT TOOLS, THE STANDING SEAM 360 ELECTRIC ROOF SEAMIER AND THE HANDIEAVE SEAMIER. THE STANDING SEAM 360 HAND/EAVE SEAMIER IS A TWO STAGE TOOL USED AT THE STARTING END OF EACH PANEL (EAVE OR RIDGE) PRIOR TO SEAMING WITH THE ELECTRIC SEAMER. • IN THE FIRST STAGE PLACE PHASE 1 SIDE OF THE SEAMIER ONTO THE OPEN SIDE OF THE SEAM AT THE END OF THE PANEL AND ENGAGE THE TOOL TO A FULLY CLOSED POSITION, REMOVE THE SEAMIER AND MOVE UP THE SLOPE THE WIDTH OF THE SEAMIER JAWS (APPROXIMATELY FOUR INCHES) AND ENGAGE THE TOOL TO A FULLY CLOSED POSITION. THIS SHOULD COMPLETE THE FIRST STAGE OF HANDIEAVE SEAMING. • REMOVE THE SEAMIER AND REVERSE THE DIRECTION SO THAT PHASE 2 SIDE OF THE SEAMIER IS PRESSED ONTO THE OPEN SIDE OF THE SEAM, STARTING AT THE PANEL END ENGAGE THE TOOL TO A FULLY CLOSED POSITION TO COMPLETE THE SEAM. DO THIS STEP ONLY ONCE FOR THE SEAM IS NOW READY FOR THE ELECTRIC SEAMIER. THE STANDING SEAM 360 ELECTRIC ROOF SEAMIER IS A SINGLE DIRECTION MACHINE USED FOR SEAMING THE PANELS TOGETHER AT THE SIDELAPS. GABLE BUILDINGS WILL REQUIRE THE SEAMIER TO START AT THE EAVE ON ONE SIDE OF THE BUILDING AND TRAVEL UP THE SLOPE TO THE RIDGE AND THEN TRAVEL DOWN THE SLOPE TO THE EAVE ON THE OPPOSITE SIDE OF THE BUILDING. SINGLE SLOPE BUILDINGS WILL REQUIRE THE SEAMIER TO START AT EITHER THE HIGH OR LOW SIDE OF THE BUILDING DEPENDING UPON THE SHEETING DIRECTION. • TO START THE SEAMING PROCESS, PLACE THE ELECTRIC SEAMIER IN POSITION WITH THE THREE HANDLES IN THE UNLOCKED POSITIONS. THE SEAM ROLLERS SHOULD BE ON THE OPEN SIDE OF THE SEAM AND THE BACK OF THE SEAMIER SHOULD BE ALIGNED WITH THE END OF PANEL (THE HAND/EAVE SEAMING OPERATION AT THE STARTING END OF THE PANEL SHOULD HAVE ALREADY BEEN COMPLETED). LOCK THETHREE HANDLES INTO POSITION AND START THE SEAMIER ALLOW THE SEAMIER TO COMPLETE ITS RUN TO THE OPPOSITE END OF THE PANEL SHOULD FURTHER SEAMING BE REWIRED AFTER COMPLETING THE RUN WITH THE ELECTRICAL SEAMIER, FINISH WITH THE TWO STAGE HAND/EAVE SEAMING PROCESS. DO NOT RUN THE ELECTRIC SEAMIER THROUGH ANY SECTION OF THE PANEL THAT HAS BEEN RAND/EAVE SEAMED. THE SEAMIER SHOULD NEVER BE ALLOWED TO BECOME A FALLING HAZARD TO ANYONE BENEATH THE ROOF. ALL SAFETY PRECAUTIONS AND OSHA SAFETY REGULATIONS SHOULD ALWAYS BE FOLLOWED FOR MAXIMUM WORKER SAFETY. PANEL GAUGE (AS RECOMMENDED) 4'-2 3/8" SHOWN, GAUGE BAR \ Z-17 COVERAGE 7-V COVERAGE — A PART A I F _L7/8" PART B A PART B STANDING SEAM PANEL 4'-0" I 1 SAFETY PREGNITIDN WIPE OB NIDCTHER SLBEEM DOAOT SLED SLNSTANQEBFGERTOd4FRUOKOF CuRM PARTO It�1• �LI 1 1/4" PMSE09APPROmTEE0FESGmMS wHENWORmcoNRODF PART �En�PANEL COVERAGE GAUGES SUCH AS SHOWN ABOVE WILL HELP TO MAINTAIN CORRECT COVERAGE. PLACE ONE AT EACH END OF THE PANEL, GAUGE EACH PURLIN RUN AND ABOVE OR BROW THE ENDLAP. L Ir SECTION A -A PART A PART B A STRING LINE SET AT THE NEXT RAFTER IS RECOMMENDED FOR TAKING MEASUREMENTS BACK TO THE PANELS TO ENSURE THAT (1"X1"X1/8"TUBE) (11/4"X11/4"X1/8"X3"ANGLE) THEY ARE RUNNING STRAIGHT AND SQUARE. PANEL GAUGING RC41 STANDING SEAM GAUGE BAR ASSEMBLY DETAIL RC43 STANDING SEAM PANEL SA SA STANDING SEAM 360 PANEL ROOF SYSTEM HAS UNIQUE SIDELAP SEAMS WHICH ENGAGE THE ADJACENT PANEL TO FORM A TIGHT PENETRATION FREE CONNECTION. THE PANEL IS ATTACHED TO THE SUPPORT FRAMING BY A SPECIAL STANDING SEAM 360 PANEL CLIP WHICH IS INTERLOCKED WITHIN THE SEAM AND FASTENED TO THE PURLIN WITH SELF -DRILLING FASTENERS. THE PROPER INSTALLATION OF THE PANEL WILL REQUIRE TOOLS SPECIALLY DESIGNED FOR THIS PURPOSE. ILLUSTRATED BELOW ARE THE TOOLS USED ON A STANDING SEAM 360 ROOF PANEL SYSTEM. SAFTEY PREGUT%NJ: USE THE CORRECT TOOL FOR d5� 1FACH JOB. LOCKING CLAMP STANDING SEAM 360 DUCKBILL VISE GRIPS ET-SSPLC ET-S3PVG DETAIL RC66TA DETAIL RDI IATA PANEL ELECTRIC SEAMER *HAND SEAMERASEAM STARTER STANDING SEAM INSTALLATION CLAMP DETAILS RC36TA & RC38TA DETAIL RC68ATA ET-SSPIC DETAIL RC70SA AVAILABLE FOR PURCHASE OR RENTAL THROUGH; D. I. ROOF SEAMERS 915 HIGHWAY 45 CORINTH, MS 38834 888.343.0456 W W W.EAGLESEAMERS.COM PANEL SEAMING PROCESS F—R—C3-8-1 I STANDING SEAM 360 ERECTION TOOLS RC62 STANDING SEAM 360 I TA TA JAPANESE AUTO 11950 W. 52nd Avenue Wheat Ridge, CO 80033 CONST. DIMENSIONS, LLC INOI RELEASE / REVISION I DWN: / CKD: I ENGRI DATE NOI RELEASE / REVISION I OWN: / CKD: I ENGRI DATE I FOR "NOT FOR CONSTRUCTION" DRAWING STATUS: FOR PERMITS ONLY AMERICAN BUILDINGS MBMF1a SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 JOB NUMBER: SHEET: M17F0076A SED -016 NOTE PANELS ARE DIMPLED AT BOTH ENDS. DIMPLES ARE USED FOR FASTENER LOCATIONS AT THE PANEL ENDLAPS ONLY. DETAIL'A' (MALE EDGE) sut: n v�¢�mor+ W Nor $i�«I QR Or vu�uw�rs Breva MTSWiFALE STANDING SEAM 360 ROOF PANEL STANDING SEAM 360 PANEL IDENTIFICATION MARK NUMBER FACTORY MASTIC DETAIL R' (FEMALE EDGE) EXAMPLE S3P24 24 GAGE (IDENTICAL LENGTH SHARE COUNTER) 24 GAGE STANDING SEAM 360 NOTE: ALUMINUM -COATED PANELS ARE SUBJECT TO STAINING WE TO RESIDUE FROM BARE HANDS. ALUMINUM -COATED LINER PANELS THAT INCLUDE AN ACRYLIC FINISH DO HAVE ADDITIONAL PROTECTION, BUT IT IS LIMITED AND DETERIORATES IN A RELATIVELY SHORT TIME MAKING THAT PANEL ALSO SUBJECT TO STAINING FROM BARE HANDS. IT IS RECOMMENDED THAT GLOVES BE USED FOR ALL HANDLING OF BOTH PRODUCTS AND THAT APPLICATION OF THESE PRODUCTS BE LIMITED TO AREAS NOT EXPOSED TO TOUCH, PULL BACK r I ) I I STANDING SEAM II DESEAMER ET-S2PDS STANDING SEAM II PANEL The Standing Seam II deseamer is used in the event a panel is damaged. The deseamer is hooked under the female leg of panel at seam and pried apart by pulling back on handle separating the female leg from the seam without damaging any of the snaps on the male leg. ERECTION NOTES: 1. ALL AREAS WHERE MASTIC IS TO BE APPLIED SHOULD BE WIPED CLEAN WITH A MILD DETERGENT OR AN ALL PURPOSE CLEANER BEFORE MASTIC APPLICATION. THIS WILL ENSURE A GOOD SEALING SURFACE AND IMPROVE WEATHER TIGHTNESS. 2. THE BLANKET INSULATION MANUFACTURER RECOMMENDS THAT DOUBLE SIDED TAPE BE USED TO SECURE THE INSULATION TO THE EAVE. THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE INSTALLATION OR ATTACHMENT OF THE INSULATION. 3. DO NOT USE THE DIMPLES IN THE END OF THE PANELS TO LOCATE FASTENERS AT THE EAVE. DIMPLES ARE FOR THE FASTENERS AT THE PANEL ENDLAPS ONLY. 4. ALL EXPOSED FASTENERS SHOULD PENETRATE THE SEALANT FOR THE MOST WEATHER TIGHT CONNECTION. 5. WHEN FIELD CUTTING PANELS OR TRIM DO NOT USE ABRASIVE SAWS OR OTHER CUTTING METHODS WHICH PRODUCE HOT METAL PARTICLES OR BURN THE CUT EDGES. THESE METHODS WILL DAMAGE THE PAINTED AND GALVALUME FINISH AND VOID ANY WARRANTIES. USE DOUBLE CUT SHEARS, NIBBLERS OR OTHER CUTTING DEVICES WHICH DO NOT PRODUCE HOT METAL PARTICLES OR BURNED EDGES. Position vise grips as shown and squeeze handles together to seam panel. This tool is to be used at female leg at endlap during panel lap Installation (position vise grips as shown before Installing any fasteners). VISE GRIPS EL PANEL MARKING AND NOTCHING RC63 I STANDING SEAM II DESEAMER REC76 I ERECTION NOTES - STANDING SEAM RC91 I STANDING SEAM 360 DUCKBILL VISE GRIPS RD11A STANDING SEAM 360 ASA I TA "NOT FOR CONSTRUCTION" JAPANESE AUTODRAWING STATUS: 11950 W. 52nd Avenue FOR PERMITS ONLY Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG O BIM: v20.6 CONST. DIMENSIONS, LLC NUCOR —1 JOB NUMBER: SHEET: DWN: /CKD: ENGR DATE O RELEASE /REVISION DWN: /CKD: ENGR DATE JAB/ JH 03/14/2017 M B M R ' M 17 F0076A SED -017 50# CAPACITY WITHOUT Yx2' ANGLE, PURLIN SEE ALSO (SH75AA ) 50# CAPACITY WITHOUT Yx2" ANGLE, SEE ALSO 2W# CAPACITY WITH Yx2' ANGLE, PURLIN 250# CAPACITY WITHOUT 2'x2' ANGLE, ROOF SLOPE LESS THAN SEE ALSO (SH14AA) ROOF SLOPE 1:12 MAX ROOF SLOPE 1:12 MAX (SH15AA) 1 1 /2" ROOF SLOPE 1:12 MAX SEE ALSO (SH15AA) OR EQUAL TO 4:12 (SH 15AA) (WITHOUT BEVEL WASHER) (WITHOUT BEVEL WASHER) MAX (WITHOUT BEVEL WASHER) PURLIN 200# CAPACITY WITH 2'xY ANGLE, CAPACITY WITH 2'x2' ANGLE, ROO500#F ROOF SLOPE LESS THAN ROOF SLOPE 1:12 MAX PURLIN OR EQUAL TO 4:12 (WITHOUT BEVEL WASHER) 1 1 /2" 1 1 /`2' MAX NUT MAX, (2) STRUCTURAL FASTENER(S) 250# CAPACITY WITH 2'x2" ANGLE, ROOF SLOPE GREATER THAN 1 1 /2 WASHER #12X1 1/4 TEK 4:12, BUT LESS THAN 8:12 Mme( WITHOUT ANGLE AA (2) STRUCTURAL FASTENER(S) CADDY PURLIN CLAMP (2) STRUCTURAL FASTENER(S) SH01A #12X1 1/4 TEK NUT MODEL 315 #12X1 1/4 TEK WITHANGLE (WITH ANGLE) WITHOUT ANGLE SH02A (WITH ANGLE) WASHER OPTIONAL WITH ANGLE SH02A 7/16' HOLE ANGLE' (L2x2x1/8x6' LONG) 7/16'0 HOLE AB OPTIONAL ANGLE (FIELD DRILL) (FIELD DRILL) 318'0 ROD HANGER ANGLE (L2x2x1/8x 6' LONG) 318'0 ROD HANGER (2'x2"x1/8'x 6' LONG) 3/8'0 ROD HANGER NOTE: • ANGLE MAY BE OMITTED WITH 7/16"03/8'0 HOLE ROD HANGER USE OF THIS DETAIL WILL REQUIRE THE HANGER LOADS 50 LBS. (FIELD DRILL) (FIELD ROD HANGER TO BE BENT AFTER INSTALLATION • ANGLE MAY BE OMITTED WITH OR LESS. NOTE: NOTE: SO THAT IT HANGS VERTICALLY. HANGER LOADS 250 LBS. OR LESS USE OF THIS DETAIL WILL REQUIRE THE USE OF THIS DETAIL WILL REQUIRE THE NOTE: THE METAL BUILDING SUPPLIER IS NOT EXCEPT THAT ANGLE IS REQUIRED ROD RANGER TO BE BENT AFTER INSTALLATION NOTE: ROD HANGER TO BE BENT AFTER INSTALLATION USE OF THIS DETAIL WILL REQUIRE THE RESPONSIBLE FOR THE DESIGN OR ADEQUACY WITH SLOPE GREATER THAN 4:12, NOTE: SO THAT IT HANGS VERTICALLY. PURLIN LIP MUST NOT SO THAT IT HANGS VERTICALLY. NOTE: ROD HANGER TO BE BENT AFTER INSTALLATION OF THE BENT ROD HANGER. BUT LESS THAN 8:12. PURLIN LIP MUST NOT THE METAL BUILDING SUPPLIER IS NOT BE DISTORTED. THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE DESIGN OR ADEQUACY PURLIN LIP MUST NOT SO THAT IT HANGS VERTICALLY. THE METAL BUILDING SUPPLIER IS NOT NOTE: BE DISTORTED. RESPONSIBLE FOR THE DESIGN OR ADEQUACY OF THE BENT ROD HANGER. OF THE BENT ROD HANGER. BE DISTORTED. RESPONSIBLE FOR THE DESIGN OR ADEQUACY PURLIN LIP MUST NOT OF THE BENT ROD HANGER. BE DISTORTED. HANGER DETAIL AT PURLINS SH01 HANGER DETAIL AT PURLINS SH01A I HANGER DETAIL AT PURLINS ISHOIB HANGER DETAIL AT PURLINS SH02 AA ROD RANGER WITHOUT REINFORCING ANGLE ROD HANGER WITH REINFORCING ANGLE PURLIN CLAMP AA 250# CAPACITY WITHOUT 2'x2' ANGLE, SEE ALSO (SH14AA) 500# CAPACITY WITH 2'x2' ANGLE, SEE ALSO (SH14AA) 400# CAPACITY PROVIDED ROD HANGER IS WITHIN ROOF SLOPE LESS THAN ROOF (SH 15AA) ROOF SLOPE LESS THAN PURLIN (SH 15AA) CENTER ONE-THIRD OF 3'x3"ANGLE SPAN SEE ALSO (SH15AA) D EQUAL TO 4:12 OR EQUAL TO 4:12 (200# CAPACITY OTHERWISE) 1 /2 250# CAPACITY WITH 2"x2" ANGLE, MAX' ROOF SLOPE GREATER THAN 1 1 /2 ANGLE (TYP.) 4:12, BUT LESS THAN 8:12 MAX. STRUCTURAL FASTENER(S) (2) #12X1 1/4 TEK (L2X2X3' LONG) PURLIN PURLIN TYR CADDY PURLIN CLAMP CADDY PURLIN CLAMP (2) STRUCTURAL FASTENER(S) 118 MODEL 315 MODEL 315 #12X1 1/4 TEK ANGLE • 7/16"0 HOLE ANNE (L2x2x1/8x 6' LONG) (FIELD DRILL) (L3X3X3/16X LENGTH) BENT LIP NOTE: CLAMP OF PURLIN USE OF THIS DETAIL WILL REQUIRE THE ' ANGLE MAYBE OMITTED WITH NOT ALLOWED ROD HANGER TO BE BENT AFTER INSTALLATION HANGER LOADS 250 LBS. OR LESS 3/0'0 ROD HANGER SO THAT IT HANGS VERTICALLY. 3/8"0 ROD HANGER EXCEPT THAT ANGLE IS REQUIRED 318"0 ROD HANGER THE METAL BUILDING SUPPLIER IS NOT WITH SLOPE GREATER THAN 4:12, NOTE: RESPONSIBLE FOR THE DESIGN OR ADEQUACY BUT LESS THAN 8:12. NOTE: USE OF THIS DETAIL WILL REQUIRE THE OF THE BENT ROD HANGER. USE OF THIS DETAIL WILL REQUIRE THE ROD HANGER TO BE BENT AFTER INSTALLATION NOTE: ROD HANGER TO BE BENT AFTER INSTALLATION SO THAT IT HANGS VERTICALLY. NOTE: PURLIN LIP MUST NOT PURLIN LIP MUST NOT SO THAT IT HANGS VERTICALLY. NOTE: FIELD WELDING REQUIRED, THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE DESIGN OR ADEQUACY BE DISTORTED. BE DISTORTED. THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE DESIGN OR ADEQUACY SEE DETAIL ENFWA_ OF THE BENT ROD HANGER. OF THE BENT ROD HANGER. HANGER DETAIL AT PURLINS SH02A HANGER DETAIL AT PURLINS SH02B I HANGER DETAIL BETWEEN PURLINS SH03 I CLAMP INSTALLATION "NOT ALLOWED" SH06 PURLIN CLAMP WITHOUT REINFORCING ANGLE PURLIN CLAMP WITH REINFORCING ANGLE IAA AA CLAMP CAUSING BENT PURLIN LIP AA SEE ALSO (SH14AA) 500# CAPACITY ROOF SLOPE LESS THAN PURLIN SEE ALSO (SH74AA) 375# CAPACITY ROOF SLOPE LESS THAN SEE ALSO (SH14AA) ROOFCAPACITY ROOF SLOPE LESS THAN OR EQUAL TO 1:12 PURLIN (SH15AA) OR EQUAL TO 1:12 OR EQUAL TO 4:12 PURLIN (SH15AA) 250# CAPACITY 25/64"0 HOLE ROOF SLOPE GREATER THAN SAMMY X -PRESS (FIELD DRILL) 4:12, BUT LESS THAN 8:12 SIDEWINDER PIPE HANGER MODEL SWXP 35 A AA 25/64"0 HOLE M (FIELD DRILL) SH12A 3/4"* WASHER 3/4" MIN. 1t MIN. LOCK NUT SAMMY X -PRESS SIDEWINDER PIPE HANGER MODEL SWXP 35 • NOT TO EXCEED PURLIN 3/8'0 ROD HANGER 3/8'0 ROD HANGER Y X -PRESS MID -DEPTH OF NOT TO EXCEED SWIVEL PMPE HANGER 25/64'0 HOLE MID -DEPTH OF PURLIN MODEL SXP 35 (FIELD DRILL) NOTE: NOTE: 318'0 ROD HANGER USE OF THIS DETAIL WILL REQUIRE THE USE OF THIS DETAIL WILL REQUIRE THE ROD HANGER TO BE BENT AFTER INSTALLATION ROD HANGER TO BE BENT AFTER INSTALLATION NOTE: SO THAT IT HANGS VERTICALLY. SO THAT IT HANGS VERTICALLY. PURLIN LIP MUST NOT THE METAL BUILDING SUPPLIER IS NOT THE METAL BUILDING SUPPLIER IS NOT BE DISTORTED. RESPONSIBLE FOR THE DESIGN OR ADEQUACY RESPONSIBLE FOR THE DESIGN OR ADEQUACY OF THE BENT ROD HANGER. OF THE BENT ROD HANGER. HANGER DETAIL AT PURLINS SH11 HANGER DETAIL AT PURLINS SH11A HANGER DETAIL AT PURLINS SH12 ROOF SLOPES LESS THAN OR EQUAL TO 1:12 AA SIDEWINDER PIPE HANGER FOR SLOPES LESS THAN OR EQUAL TO 1:12 AA ROOF SLOPES LESS THAN 8:12 AA "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: FOR PERMITS ONLY 11950 W. 52nd Avenue 4m 1 Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 CONST. DIMENSIONS, LLC P JOB NUMBER: SHEET: a _11y µ RELEASE /REVISION DWN: /CKD: EDATE O RELEASE /REVISION DWN: / CKD: ENGR DATE msmR M 17 F0076A SED -018 0 0 FOR PERMITS JAB / JH JH 03/14/2017 375# CAPACITY ROOF SLOPE LESS THAN OR EQUAL TO 4:12 250# CAPACITY ROOF SLOPE GREATER THAN 4:12, BUT LESS THAN 8:12 SAMMY X -PRESS SWIVEL PIPE HANGER � MODEL SXP 35 c- NOTE: PURLIN LIP MUST NOT BE DISTORTED. 250# CAPACITY SEE ALSO (SH14AA) ROOF SLOPE GREATER THAN (SH15AA) OR EQUAL TO 8:12 MAX. PURLIN 25/64"0 HOLE (FIELD DRILL) SAMMY X -PRESS SWIVEL PIPE HANGER MODEL SXP 35 25/64'0 HOLE (FIELD DRILL) PURLIN SEE ALSO (SH14AA) (SH15AA) CADDY PURLIN CLAMP MODEL 315 IS AVAILABLE VIA THE MANUFACTURER'S WEBSITE: www.erico.com SAMMY X -PRESS SWIVEL PIPE HANGER MODEL SXP 35 SAMMY X -PRESS SIDEWINDER PIPE HANGER MODEL SWXP 35 AND INSTALLATION TOOLS ARE AVAILABLE VIA THE MANUFACTURER'S WEB SITE: 3/8"0 ROD HANGER I 3/8'0 ROD HANGER J 'I I www.sammysuperscrew.com/sammyxpress.htm WARNING THE HANGER CAPACITIES SHOWN ON THE AMERICAN BUILDINGS COMPANY DETAILS REPRESENT THE MAXIMUM ALLOWABLE SINGLE HANGING LOAD THAT A TYPICAL PURLIN CAN SAFELY SUPPORT UNDER THE BEST OF CIRCUMSTANCES USING THE PARTICULAR HANGER DEVICE SHOWN IN THE DETAIL. MANY FACTORS BEYOND THE CONTROL OF THE METAL BUILDING SUPPLIER AFFECT THE ABILITY OF A PURLIN TO SAFELY SUPPORT HANGING LOADS COMBINED WITH OTHER REQUIRED ROOF LOADS. DUE TO THE VARIABLES INVOLVED IN HANGING LOADS AND THEIR ATTACHMENTS TO THE PURLINS, THE METAL BUILDING SUPPLIER CANNOT ASSURE THAT THE PURLINS FOR A PARTICULAR BUILDING PROJECT CAN SAFELY SUPPORT THE MAXIMUM ALLOWABLE HANGING LOADS IN COMBINATION WITH OTHER ROOF LOADS. IT IS THE RESPONSIBILITY OF THE HANGER SYSTEM INSTALLER TO COORDINATE WITH THE ENGINEER OF RECORD FOR THE OVERALL PROJECT TO ENSURE A SAFE HANGING LOAD INSTALLATION. THE METAL BUILDING ENGINEER IS NOT THE ENGINEER OF RECORD FOR THE OVERALL PROJECT. WITHOUT SPECIFIC CERTIFICATION FOR INDIVIDUAL HANGING LOADS, THE NET EFFECTS OF APPLIED HANGER LOADS INSTALLED ON A PARTICULAR PURLIN SHALL NOT EXCEED THE NET EFFECTS OF THE CERTIFIED UNIFORMLY APPLIED DESIGN COLLATERAL LOAD. SEE SHEET ABC -1. HANGER DETAIL AT PURLINS I SH12A I HANGER DETAIL AT PURLINS FS -Hl -3-1I WEBSITES FOR PREAPPROVED HANGER DEVICES SH14 I HANGER CAPACITIES WARNING SH16 SWIVEL PIPE HANGER FOR SLOPES LESS THAN 8:12 AA ROOF SLOPES GREATER THAN OR EQUAL TO 8:12 1 AA AA AA NOTE: OTHER METHODS OF ATTACHING HANGING LOADS, NOT DEPICTED ON DETAILS SH01, SH02, SH03, S H 11, S H 12 , AND S H 13 , ARE GENERALLY PERMITTED. COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, HVAC EQUIPMENT, CEILINGS, ETC., ARE SUSPENDED HOWEVER, THE HANGER LOAD MUST NOT EXCEED 50 POUNDS PER HANGER LOCATION (WITHOUT (USINIGDR THE DETAIL) 20POUNDS (USNGTHE FLANGE MOUNT DETAIL) ORIFFINDIVDUAL SPECIFIC PRIOR APPROVAL FROM A QUALIFIED DESIGN PROFESSIONAL FOR A PARTICULAR LOAD). MEMBERS ARE LOADED SIGNIFICANTLY MORE THAN OTHERS. DATE WOI RELEASE / REVISION FOR GENERAL HANGER NOTES SH15 I COLLATERAL POINT LOAD NOTE SH17 AA I AA "NOT FOR CONSTRUCTION" JAPANESE AUTO DRAWING STATUS: 41D 1 FOR PERMITS ONLY 11950 W. 52nd Avenue Wheat Ridge, CO 80033 AMERICAN BUILDINGS SOFTWARE VERSIONS DESIGN: NBG 0 BIM: v20.6 CONST. DIMENSIONS, LLC I NUCOM —1 JOB NUMBER: SHEET: MBMR M17F0076A SED -019 3 41 CITY OF WHEAT RIDGE 11, 3� ' Building Inspection Division / (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: B F Job Address: 11750 W 52 AUC Permit Number: 20)"7 L70554Y ❑ No one available for inspection: Time Al Re -Inspection required: Yes Cw *When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: C, DO NOT REMOVTH/S NOTICE City of Wheat Ridge Residential Demoliti PERMIT - 201700554 PERMIT NO: 201700554 ISSUED: 04/24/2017 JOB ADDRESS: 11950 W 52nd AVE EXPIRES: 04/24/2018 JOB DESCRIPTION: Demolition of residential home 1262 sq ft and accessory buildings; State permit #s: I7JE2073D, I7JE2074D, I7JE2075D, I7JE2076D *** CONTACTS *** OWNER (303)946-1685 STEVE AND JANE SHELTON LLC GC (303)665-9893 Mark P. Russell 022286 Construction Dimensions, LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 5010 / METES AND BOUNDS BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 2,000.00 FEES Total Valuation 0.00 Demolition Fee 50.00 * * TOTAL * * 50.00 *** COMMENTS *** *** CONDITIONS *** All work shall comply 2012 International Codes, 2014 NEC (if applicable), and ordinances adopted by the City of Wheat Ridge. 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 �crt-furt e legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with thismiherattest that I amlegallyauthorizedtoinclude aperrmed and that all vgrk�d be performed is disclosed in this document and/or its' accompanying approved plans and specifications. r-7— Signature df OWNER or CONTRACTOR (Circle one) Date 1, This permit was issued based on the information provided in the permit application and accompanying )tans 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 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 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: perm its(a_)ci.wheatridpe.co.us FOR OFFICE USE ONLY Date: Plan/Permit# /1,..� I 0���4, 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: 11950 W. 52nd Avenue, Wheat Ridge, CO 80033 Property Owner (please print): Steve and Jane Shelton Phone: 303-946-1685 Property Owner Email: jshelton278@yahoo.com Mailing Address: (if different than property address) Address: 5645 Orion Circle City, State, Zip: Golden, CO 80403 Architect/Engineer: Steel Dimensions, LLC 1245 Rock Creek Circle, Lafayette, CO 80026Steel Dimensions, LLC 1245 Rock Creek Circle, Lafayette, CO 80026 Architect/Engineer E-mail: steeldims@aol.com Phone: 303-665-9893 Contractor: Construction Dimensions, LLC 1245 Rock Creek Circle, Lafayette, CO 80026 Contractors City License #: Contractor E-mail Address: steeldims@aol.com Sub Contractors: Electrical: Plumbing: W.R. City License # W.R. City License # Other City Licensed Sub: City License # Phone: 303-665-9893 Mechanical: W.R. City License # Other City Licensed Sub: 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 ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT �c]x OTHER (Describe) demolition (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.) demolition of residential home 1262 sf Sq. FULF Btu's Amps Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) 00 b- "f 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 tinder 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: ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: Building Division Valuation: $ Colorado Department of Public Health and Environment DEMOLITION NOTIFICATION APPLICATION FORM APPLICATION FEE MUST ACCOMPANY THIS FORM INCOMPLETE APPLICATIONS WILL BE RETURNED, (Notice will be mailed to the demolition contractor unless specified otherwise) � Fee: $50 + $5 per 1000 ftz of area to be demolished = $ � Q• Gc-. (See instruction #1 on reverse side) x (, Submit form to: Permit Coordinator Colorado Dept. of Public Health and Environment APCD-IE-B1 4300 Cherry Creek Drive South Denver, CO 80246-1530 Phone: 303-692-3100 Fax: 303-782-0278 Asbestos @ state.co.us * Regulated asbestos -containing materials means (a) friable asbestos -containing material, (b) Category I nonfriable ACM that has become friable, (c) Q Category I nonfriable ACM that will be or has been subjected to sanding,rig nding, cutting, or abrading or (d) Category II nonfriable ACM that as a ti - probability of becoming or has become crumbled, pulverized, or reduced to powder by the forces expected to act on the material in the course of U demolition or renovation operations regulated by this regulation. Note: Asbestos -containing sheet vinyl and linoleum must be properly' ��' 1 �� abated/removed prior to demolition.o titin Form: DNA08J Rev. 01/30/08 Company( Name: [�Building j�1 �`�S L�'G -�Name: (�(Y.S!(.1 l t � 1 �:J i— �.. , ,� .-,.<, \.� ✓ Street: - Square footage of footprint of facility or portion of facility to be demolished & ;; Cittyy: L �`a r t✓ State: C O Zip Code: t�'c a Z Street: _ i l g 5 L We5 t Z" r`{ ilktltJ`E L * C fn c Telephone # (3a�) G r�S `7 `'._� Fax # (3c3 )GCS .7 rr- e City: til{1�1i{ �i�Cl�,� County: E F C GSI Zi]'Co_de U Project Manager: Cell Phone # Proposed Start Date Proposed Completion Date —1 �4zoA I �O_- Method/Means of Demolition: certi that the Certified Asbestos Buildin Ins ector has informed me p about any remaining asbestos -containing materials in the facility to beE demolished. tO Wrecking ❑Burning ❑Implosion ❑Moving ❑Other, speciSignature: Print Name: tBurning requires additional authorization -Please call (303) 692-310 Landfill Receiving Building Debris: 3 to speak to the Open BurningPermit Coordinator General Abatement Contractor (GAC) L Owners Name: L CDPHE Asbestos Permit # Total Quantity of Asbestos Removed Street: -1S (1 C L�C� y O l4 0 0 U) , o M L y Q U C Date Removal Completed Telephone # City: Stat, Zip Code: O C 3 O m Type(s) of Asbestos -Containing Material Removed: Contact's Name: C_ S FFALT Telephone # _j'G1n1 With my signature below, I certify that I possess current AHERA accreditation and state of Colorado certification as c an Asbestos Building Inspector. I also certify that I have thoroughly inspected the facility to be demolished, as listed in the Demolition Site block above, sampled all suspect materials, had all samples analyzed for the presence of asbestos by a NVLAP-accredited laboratory, and Have determined that no Regulated ACM exists anywhere in the CL c facility.* I also certify that I have informed the owner/operator of the facility or the demolition contractor that any to .o asbestos -containing material allowed to stay in the facility must remain non -friable during demolition. Specify type(s) yto of ACM remaining, below: (check appropriate box(es)): m= 0 ❑ Vinyl asbestos floor the (VAT) ElVAT mastic ElTar/asphalt impregnated roofing ❑ Asphaltic pipe coatings as L) ❑ Spray -applied tar coatings ❑ Caulking ❑ Glazing ❑ Other, specify: d Signature: (In Blue Ink) Printed Name: U Date of Final Inspection �Zc:i- CO Cert # �Z3b Expiration Date c{� _t17cr Telephone # Cell Phone # (��63)�59 83 3 (3D�)90'7-1,3yS I verify that all refrigerants from air conditioning/refrigeration appliances have been properly recovered in accordance with AQCC Regulation No. 15 (for information on CFC requirements call 692-3100). 1 further verify that all luminous exit signs (containing radioactive material) have been pdisposed of in accordance with 6 CCR 1007-1 subpart 3.6.4.3 (for information on luminous exit sign requirements call 303-692-3320). = L V �p CHECK THE APPROPRIATE BOX: Oa. m0 G ❑ Building Owner Contractor ElOtherDate: / U i Print Name: Si natter` 1,-4,&, f A u S : A THIS BOX IS FOR CDPHE USE ONLY: Postmark or Hand Delivery Date: 7 l 7 Approved By: Code: initial -310 ❑ transfer -380 Form of Payment & #: �G `� 6o, oo P�rm't #fir- L, 7 Rec�r�i # -� Date Issued: * Regulated asbestos -containing materials means (a) friable asbestos -containing material, (b) Category I nonfriable ACM that has become friable, (c) Q Category I nonfriable ACM that will be or has been subjected to sanding,rig nding, cutting, or abrading or (d) Category II nonfriable ACM that as a ti - probability of becoming or has become crumbled, pulverized, or reduced to powder by the forces expected to act on the material in the course of U demolition or renovation operations regulated by this regulation. Note: Asbestos -containing sheet vinyl and linoleum must be properly' ��' 1 �� abated/removed prior to demolition.o titin Form: DNA08J Rev. 01/30/08 Colorado Department of Public Health and Environment Air Pollution Control Division — Indoor Environment Program — Asbestos/IAQ Air Unit 4300 Cherry Creek Drive South, APCD-IE-B1 Denver, Colorado 80246-1530 Phone: 303-692-3100— Fax: 303-782-0278 E-mail: asbestos@state.co.us DEMOLITION APPROVAL NOTICE This approval notice is granted subject to Colorado Air Quality Control Commission Regulation No. 8, Part B, adopted December 21, 2007, and effective January 30, 2008 and the Colorado Air Pollution Prevention and Control Act C.R.S. (25-7-101 and 25-7-501 et seq). This notice signifies that the structure was inspected for asbestos, luminous exit signs (containing radioactive material), and Ozone -Depleting Refrigerants and the demolition contractor has properly notified the Colorado Department of Public Health and Environment pursuant to Regulation No. 8, Part B. As a contractor, you may be subject to other demolition licenses and permits, depending on the requirements of the county and municipality in which the work is being performed. The Colorado Department of Public Health and Environment, Air Pollution Control Division, strongly suggests that you check with county and municipal authorities in order to determine any other local building/permitting requirements that must be met. Please note that certain asbestos -containing materials (ACM) may remain in the structure during demolition. Therefore, any demolition debris left behind after the completion of post - demolition site cleanup may constitute a "reason to know of asbestos -contaminated soil" at the site, subject to the requirements of Section 5.5 of the Solid Waste Regulations (6 CCR 1007-2, Part 1). THE ORIGINAL APPROVAL NOTICE MUST BE POSTED ON SITE AT ALL TIMES. Immediately notify the Asbestos/IAQ Unit of project modifications by fax (number above) ore -mail (address above) and the appropriate county health department by fax. Project modifications include changes in the scope of work or the scheduled work dates, etc. This demolition approval notice is valid beginning 4/24/2017. The actual scheduled work dates are from 4/24/2017 through 5/1/2017. Approval issued on: 4/13/2017 Record number: 126527 Notice Number: 17JE2073D For the location specified below: Residential Home 11950 W 52nd Ave Wheat Ridge Jefferson County This notice has been issued to: Construction Dimensions LLC 1245 Rock Creek Circle Lafayette, CO 80026 Fee Paid: $60.00 Check number: CC -7391 Asbestos Building Inspector: Jenni Azuogu-Lewis Cerification No.: 9236 Inspection Date: 03/17/2017 Issu d by: CA OF COLO Company Name: n v L` v' Garr t 1�;h:�l; NQS C(✓C Building Name: tt_ A ��� L 1)1G�_S� +ittbLl� C�fr1 DEMOLITION NOTIFICATION APPLICATION FORM APPLICATION FEE MUST ACCOMPANY THIS FORM 1876 I �� INCOMPLETE APPLICATIONS WILL BE RETURNED Colorado Department t,I,(h}otice will be mailed to the demolition contractor unless specified otherwise) of Public Health S< ,�'1 Z� and Environment , _ ' Fee: $50 + $5 per 1000 ft2 of area to be demolished = $ SJ 5 7 (See instruction #1 on reverse side) Submit form to: Permit Coordinator Colorado Dept. of Public Health and Environment APCD-IE-B1 4300 Cherry Creek Drive South Denver, CO 80246-1530 Phone: 303-692-3100 Fax: 303-782-0278 Asbestos @ state.co.us * Regulated asbestos -containing materials means (a) friable asbestos -containing material, (D) La egory I nonrnabie Hvivi inar has become TnaDie, (C) Category I nonfriable ACM that will be or has been subjected to sanding,rig ndincl, cutting, or abrading or (d) Category 11 nonfriable ACM that has a high probability of becoming or has become crumbled, pulverized, or reduced to powder by the forces expected to act on the material in the course of demolition or renovation operations regulated by this regulation. Note: Asbestos -containing sheet vinyl and linoleum must be properly abated/removed prior to demolition. c,..,.. 111nM a<., ninnmc Company Name: n v L` v' Garr t 1�;h:�l; NQS C(✓C Building Name: tt_ A ��� L 1)1G�_S� +ittbLl� C�fr1 Street: Square footageof footprint of facility or portion of facility to be de olished L ��- `iS Z!✓ L C. r r k- C (L -G (.0 5 7 -W ' City: Li t y F r�� State: C� Zip Code: s � c z � Street: I i cis Telephone # ( &_3) L -GS 4'i3 Fax # U'�, ) (('' ars City: Whe + �c Q County: Jp�(erson Zip Code: 4sv��35 W C fn c UPqro�ject ;,. Manager: Cell Phone # tLL (� C,' ) o a �� y 3- -� Proposed Start Da% �r (� c' ¢, LG i t Proposed Completion Date l l V G r" I certify that the Certified Asbestos Building Inspector has informed me E Method/Means of Demolition: p about any remaining asbestos -containing materials in the facility to be d C E demolished. ff [},Wrecking ❑ Burningt ❑ Implosion ❑ Moving ❑ Other, specify: Si atat, g ����%�,�_ P�r]t Name:l (7{yssa f2c��r 0 LaKdfiTl Receiving Building Debris: � c/ 3 t Burning requires additional authorization -Please call (303) 692-3100 and ask to speak to the Open Burning Permit Coordinator General Abatement Contractor (GAC) Owner's Name: L 14 �k L c S�vg ( E Sig ��� J CDPHE Asbestos ermit # Total Quantity of Asbestos Removed Street:_ _ S�Zf� l!tty Li�CLC y p ea 0 C 0 0 L Date Removal Completed Telephone # City State: Zip Code: Type(s) of Asbestos -Containing Material Removed: Name: jJ E 5- Telephone # ( JC0 ) � 4-� - MContact's With my signature below, I certify that I possess current AHERA accreditation and state of Colorado certification as o an Asbestos Building Inspector. I also certify that I have thoroughly inspected the facility to be demolished, as listed in the Demolition Site block above, sampled all suspect materials, had all samples analyzed for the presence of asbestos by a NVLAP-accredited laboratory, and have determined that no Regulated ACM exists ahywhere in the CL facility.* I also certify that I have informed the owner/operator of the facility or the demolition contractor that any y ,o asbestos -containing material allowed to stay in the facility must remain non -friable during demolition. Specify type(s) NC of ACM remaining, below: (check appropriate box(es)): QL a� ❑ Vinyl asbestos floor tile (VAT) ❑ VAT mastic ❑ Tar/asphalt impregnated roofing ❑ Asphaltic pipe coatings ,a U ❑ Spray -applied tar coatings ❑ Caulking ❑ Glazing ❑ Other, specify: N Signature: (In Blue Ink) „ f Printed Name: Date. of Final, Inspection 9/ IT ��or� CO Cert# y�3Cr Expiration Date L4Zr /z( r-4 Telephone # Cell Phone # ):15c�-8.3.93 (-S `LS I verify that all refrigerants from air conditioning/refrigeration appliances have been properly recovered in accordance with AQCC Regulation No. 15 (for information on CFC requirements call 692-3100). 1 further verify that all luminous exit signs (containing radioactive material) have been IlmL O p disposed of in accordance with 6 CCR 1007-1 subpart 3.6.4.3 (for information on luminous exit sign requirements call 303-692-3320). y L CHECK THE APPROPRIATE BOX: a ++ M ❑ Building Owner Contractor ❑ Other Date:�- U Print Name: v tuM. THIS Box Is FOR CDPHE USE ONLY: Postmark or Hand Delivery Date: LJ 17.1 t7 Approved By: Code: initial -310 ❑ transfer -380 Form of Payment & #: _ Cc P Recprd,#, -- Date Issued: * Regulated asbestos -containing materials means (a) friable asbestos -containing material, (D) La egory I nonrnabie Hvivi inar has become TnaDie, (C) Category I nonfriable ACM that will be or has been subjected to sanding,rig ndincl, cutting, or abrading or (d) Category 11 nonfriable ACM that has a high probability of becoming or has become crumbled, pulverized, or reduced to powder by the forces expected to act on the material in the course of demolition or renovation operations regulated by this regulation. Note: Asbestos -containing sheet vinyl and linoleum must be properly abated/removed prior to demolition. c,..,.. 111nM a<., ninnmc Colorado Department of Public Health and Environment Air Pollution Control Division — Indoor Environment Program — Asbestos/IAQ Air Unit 4300 Cherry Creek Drive South, APCD-IE-B1 Denver, Colorado 80246-1530 Phone: 303-692-3100— Fax: 303-782-0278 E-mail: asbestos@state.co.us DEMOLITION APPROVAL NOTICE This approval notice is granted subject to Colorado Air Quality Control Commission Regulation No. 8, Part B, adopted December 21, 2007, and effective January 30, 2008 and the Colorado Air Pollution Prevention and Control Act C.R.S. (25-7-101 and 25-7-501 et seq). This notice signifies that the structure was inspected for asbestos, luminous exit signs (containing radioactive material), and Ozone -Depleting Refrigerants and the demolition contractor has properly notified the Colorado Department of Public Health and Environment pursuant to Regulation No. 8, Part B. As a contractor, you may be subject to other demolition licenses and permits, depending on the requirements of the county and municipality in which the work is being performed. The Colorado Department of Public Health and Environment, Air Pollution Control Division, strongly suggests that you check with county and municipal authorities in order to determine any other local building/permitting requirements that must be met. Please note that certain asbestos -containing materials (ACM) may remain in the structure during demolition. Therefore, any demolition debris left behind after the completion of post - demolition site cleanup may constitute a "reason to know of asbestos -contaminated soil" at the site, subject to the requirements of Section 5.5 of the Solid Waste Regulations (6 CCR 1007-2, Part 1). THE ORIGINAL APPROVAL NOTICE MUST BE POSTED ON SITE AT ALL TIMES. Immediately notify the Asbestos/IAQ Unit of project modifications by fax (number above) ore -mail (address above) and the appropriate county health department by fax. Project modifications include changes in the scope of work or the scheduled work dates, etc. This demolition approval notice is valid beginning 4/24/2017. The actual scheduled work dates are from 4/24/2017 through 5/1/2017. Approval issued on: 4/13/2017 Record number: 126525 Notice Number: 17JE2074D For the location specified below: South Greenhouse Out Building 11950 West 52nd Ave Wheat Ridge Jefferson County This notice has been issued to: Construction Dimensions LLC 1245 Rock Creek Circle Lafayette, CO 80026 Fee Paid: $55.00 Check number: CC -7391 Asbestos Building Inspector: Jenni Amop-Lewis Cerification No.: 9236 Inspection Date: 04/17/2017 Issued by: CA of c0� -_� ° _ .Q_AOLITION NOTIFICATION APPLICATION FORM APPLICATION FEE MUST ACCOMPANY THIS FORM 1876 * } �}1T i INCOMPLETE APPLICATIONS WILL BE RETURNED Colorado Departmenit"111gotice'will be mailed to the demolition contractor unless specified otherwise) of Pubbc HealthS ' `' `'.... 1 andEnvironmeiit `' Fee: $50 + $5 per 1000 ft2 of area to be demolished = $ (See instruction #1 on reverse side) Submit form to: Permit Coordinator Colorado Dept. of Public Health and Environment APCD-IE-B1 4300 Cherry Creek Drive South Denver, CO 80246-1530 Phone: 303-692-3100 Fax: 303-782-0278 Asbestos @ state.co.us * Regulated asbestos -containing materials means (a) friable asbestos -containing material, (b) Category I nonfriable ACM that has become friable, (c) Category I nonfriable ACM that will be or has been subjected to sanding, grinding, cutting, or abrading or (d) Category II nonfriable ACM that has a high probability of becoming or has become crumbled, pulverized, or reduced to powder by the forces expected to act on the material in the course of demolition or renovation operations regulated by this regulation. Note: Asbestos -containing sheet vinyl and linoleum must be properly abated/removed prior to demolition. F; r TWAnR Pv nirznma Company Name: L c� Building Name: EaS-t (Jt,1_tbLk t I j i nC� FV Street: Square footage of footprint of facility of portion of facility to be demolished c 1.2,45 2Ce L, ;. C Lr-tLE m 2 City: (,4 F,4 rF r`� State: (,; Zip Code: e L`�G, Street: f _ �t + i,',5 c) V �i _L S i S C- / { v kr\ !/ e_ *' C v fn o Telephone # (�c3 > 4 5 3 sx .z Fax # (�c 3) l c s zr u L City: Wht:1—+ R CiL�4 County: `e j-ftrsc,n Zip Code: `� C' �� = Project Manager: Cell Phone # Proposed Start Date) Proposed Completion Date o-�(_�'; —tS 5 c zq, Za �iA Method/Means of Demolition: 1 certify that the Certified Asbestos Building Inspector has informed me E p about any remaining asbestos -containing materials in the facility to be tv 0 demolished, 4 Wrecking ❑ Burningt ❑ Implosion ❑ Moving ❑ Other, specify: Signatur / Print Name: t Burning requires additional authorization —Please call (303) 692.3100 and ask Larfdfill Receiving Building Debris: c P3 to speak to the Open Burning Permit Coordinator General Abatement Contractor (GAC)Owner's Name: L Asbestos Permit # Total Quantity of Asbestos Removed Street: fA_ 0 :2.CDPHE O U) G 5 L 4S �N L rte: a E l- Date Removal Completed Telephone # City: State: Zi Code: m Type(s) of Asbestos -Containing Material Removed: Contact's Name: � J7- 54 E z, 7j v Telephone # (�L�3 )'1-4 With my signature below, I certify that I possess current AHERA accreditation and state of Colorado certification as c an Asbestos Building Inspector. I also certify that I have thoroughly inspected the facility to be demolished, as listed in the Demolition Site block above, sampled all suspect materials, had all samples analyzed for the presence of CIL asbestos by a NVLAP-accrebited laboratory, and have determined that no Regulated ACM exists anywhere in the facility.* I also certify that I have informed the owner/operator of the facility or the demolition contractor that any y o asbestos -containing material allowed to stay in the facility must remain non -friable during demolition. Specify type(s) y(a of ACM remaining, below: (check appropriate box(es)): ry a❑Vinyl asbestos floor the (VAT) F71 VAT mastic ❑Tar/asphalt impregnated roofing ❑Asphaltic pipe coatings v ❑ Spray -applied tar coatings ❑ Caulking ❑ Glazing ❑ Other, specify: N Signature: (in Blue Inky Printed Name: U Date of Final Inspection 14 �l Z IP CO Cert # °iZ 3f Expiration Date �(/2//Zo17 Telephone # Cell Phone # 9C7--F-g4S I verify that all refrigerants from air conditioning/refrigeration appliances have been properly recovered in accordance with AQCC Regulation No. 15 (for information on CFC requirements call 692-3100). 1 further verify that all luminous exit signs (containing radioactive material) have been IM C p disposed of in accordance with 6 CCR 1007-1 subpart 3.6.4.3 (for information on luminous exit sign requirements call 303-692-3320). y L CHECK THE APPROPRIATE BOX: mo0 � ❑ Building Owner Contractor ❑ Other Date: 4 I 1 / // — U Signatyr : ; Print Name: THIS Box Is FOR CDPHE USE ONLY: Postmark or Hand Delivery Date: i % w1 Approved By: tit— Code: initial -310 ❑ transfer -380 Form of Payment & #: q ` <�j JG �c Pe i 9 Vit_ c -� Rec # I - � Date Issued: * Regulated asbestos -containing materials means (a) friable asbestos -containing material, (b) Category I nonfriable ACM that has become friable, (c) Category I nonfriable ACM that will be or has been subjected to sanding, grinding, cutting, or abrading or (d) Category II nonfriable ACM that has a high probability of becoming or has become crumbled, pulverized, or reduced to powder by the forces expected to act on the material in the course of demolition or renovation operations regulated by this regulation. Note: Asbestos -containing sheet vinyl and linoleum must be properly abated/removed prior to demolition. F; r TWAnR Pv nirznma Colorado Department of Public Health and Environment Air Pollution Control Division — Indoor Environment Program — Asbestos/IAQ Air Unit 4300 Cherry Creek Drive South, APCD-IE-B1 . . " benver, Colorado 80246-1530 Phone: 303-692-3100 —Fax: 303-782-0278 E-mail: asbestos@state.co.us DEMOLITION APPROVAL NOTICE This approval notice is granted subject to Colorado Air Quality Control Commission Regulation No. 8, Part B, adopted December 21, 2007, and effective January 30, 2008 and the Colorado Air Pollution Prevention and Control Act C.R.S. (25-7-101 and 25-7-501 et seq). This notice signifies that the structure was inspected for asbestos, luminous exit signs (containing radioactive material), and Ozone -Depleting Refrigerants and the demolition contractor has properly notified the Colorado Department of Public Health and Environment pursuant to Regulation No. 8, Part B. As a contractor, you may be subject to other demolition licenses and permits, depending on the requirements of the county and municipality in which the work is being performed. The Colorado Department of Public Health and Environment, Air Pollution Control Division, strongly suggests that you check with county and municipal authorities in order to determine any other local building/permitting requirements that must be met. Please note that certain asbestos -containing materials (ACM) may remain in the structure during demolition. Therefore, any demolition debris left behind after the completion of post - demolition site cleanup may constitute a "reason to know of asbestos -contaminated soil" at the site, subject to the requirements of Section 5.5 of the Solid Waste Regulations (6 CCR 1007-2, Part 1). THE ORIGINAL APPROVAL NOTICE MUST BE POSTED ON SITE AT ALL TIMES. Immediately notify the AsbestosIL4Q Unit of project modifications by fax (number above) or e-mail (address above) and the appropriate county health department by fax. Project modifications include changes in the scope of work or the scheduled work dates, etc. This demolition approval notice is valid beginning 4/24/2017. The actual scheduled work dates are from 4/24/2017 through 5/1/2017. Approval issued on: 4/13/2017 Record number: 126523 Notice Number: 17JE2075D For the location specified below: East Out Building 11950 West 52nd Ave Wheat Ridge Jefferson County This notice has been issued to: Construction Dimensions LLC 1245 Rock Creek Circle Lafayette, CO 80026 Fee Paid: $55.00 Check number: CC -7391 Asbestos Building Inspector: Jenni Azuogu-Lewis Cerification No.: 9236 Inspection Date: 04/17/2017 Issued by: CA Og COLO — � o DEMOLITION NOTIFICATION APPLICATION FORM Cc J�iio., ;>,,�fJ,��•fs LLL 1876 �� tv APPLICATION FEE MUST ACCOMPANY THIS FORM �' INCOMPLETE APPLICATIONS WILL BE RETURNED Colorado Department (Notice will be mailed to the demolition contractor unless specified otherwise) of Public Health - - �_, and Environment Fee: $50 + $5 per 1000 ft2 of area to be demolished = $ +r l0 (See instruction #1 on reverse side) Submit form to: Permit Coordinator Colorado Dept. of Public Health and Environment APCD-IE-B1 4300 Cherry Creek Drive South Denver, CO 80246-1530 Phone: 303-692-3100 Fax: 303-782-0278 Asbestos @ state.co.us * Regulated asbestos -containing materials means (a) friable asbestos -containing material, (b) Category1. nonfriable ACM that has become friable, (c) Category I nonfriable ACM that will be or has been subjected to sanding, grindinq, cutting, or abrading or (d) Category 11 nonfriable ACM that has a high probability of becoming or has become crumbled, pulverized, or reduced to powder by the forces expected to act on the material in the course of demolition or renovation operations regulated by this regulation. Note: Asbestos -containing sheet vinyl and linoleum must be properly abated/removed prior to demolition. Company Name: Building Name: Cc J�iio., ;>,,�fJ,��•fs LLL _`)ril�l1 c=iliEr (J(,tf ��t�C�lt'1 Street: Square footage of footprint of facility or portion of fadity to be demolished / if LC: +r l0 w City:/ ^ ( i T State: Zi Code: yLGc la Street: y `�V ��CjL, is� Jz­( A` .�_ntoe- L *' C o fn e Telephone # ( 3) C,�;S-;Sz Fax # (-3oj )G;�S-�,Ge City: County: Zi Code: = Project Manager: Cell Phone # Pro osed Start Date Proposed Completion Date O � t l�J;%._� (S: �) _-,�1-c5i-� _ O _,fIL 2=f� Z�j? 117^ I Z C, ----..._..----.......____—.._.._.._.__._..._._....__._.............--__...._-_..._.....__..._......._._...---..._.___.._.._._...._-._-......_..._...._ I certify that the Certified Asbestos Building Inspector has informed meE Method/Means of Demolition: p about any remaining asbestos -containing materials in the facility to be E demolished. t wrecking ElBurning ❑ Implosion El [I Other, specify: Sig to e/�J/ ✓ga Print Name: fi, 6, 9 l t f = tBurning Landfill Receiving Building Debris: < requires additional authorization — Please call (303) 692-3100 and ask le to speak to the Open Burning Permit Coordinator General Abatement Contractor (GAC) L Owner's Name: L A/A c :5 vE v _JIti� Sr�cz� v CDPHE Asbestos Permit # Total Quantity of Asbestos Removed Street: WO R �: O MC1 � (✓ •r S 0. o,, L C y .0 CC C Date Removal Completed Telephone # City: State: Zip Code: QCC 0 ( 'QDEN` CSG S1DdG 7 m Type(s) of Asbestos -Containing Material Removed: Contact's Name: Telephone # J 4-.JC�7 S r f �� ( 3f s ) 4�= With my signature below, I certify that I possess current AHERA accreditation and state of Colorado certification as c an Asbestos Building Inspector. I also certify that I have thoroughly inspected the facility to be demolished, as listed in the Demolition Site block above, sampled all suspect materials, had all samples analyzed for the presence of a asbestos by a N VLA P -accredited laboratory, and have determined that no Regulated ACM exists anywhere in the facility.* I also certify that I have informed the owner/operator of the facility or the demolition contractor that any N ,o asbestos -containing material allowed to stay in the facility must remain non -friable during demolition. Specify type(s) Mof ACM remaining, below: (check appropriate box(es)): � a` ❑Vinyl asbestos floor the (VAT) El VAT mastic ❑Tar/asphalt impregnated roofing ❑Asphaltic pipe coatings 'a U ❑ Spray -applied tar coatings ❑ Caulking ❑ Glazing ❑ Other, specify: d) SiynatwE: (In Blue Ink) Printed Name: i 2! 4) U Date of Final Inspection CO Cert # Expiration Date Telephone # Cell Phone # `iii -}/2o1_4 �j2l�j� (30� )�5� $3�3 ( 5) je+ ���S I verify that all refrigerants from air conditioning/refrigeration appliances have been properly recovered in accordance with AQCC Regulation No. 15 (for information on CFC requirements call 692-3100). 1 further verify that all luminous exit signs (containing radioactive material) have been pdisposed of in accordance with 6 CCR 1007-1 subpart 3.6.4.3 (for information on luminous exit sign requirements call 303-692-3320). aL. i CHECK THE APPROPRIATE BOX: mO ❑ Building Owner Contractor ❑ Other Date: 4, U Siggatu Print Name: THIS Box Is FOR CDPHE USE ONLY: Postmark or Hand Delivery Date: L4 f 7 j 7 Approved By: Code: initial 310 ❑transfer -380 Form of Payment & #: 7�q 1, J� -U�' Perirrai -) � �. C 1. R ( 7l Date Issued: * Regulated asbestos -containing materials means (a) friable asbestos -containing material, (b) Category1. nonfriable ACM that has become friable, (c) Category I nonfriable ACM that will be or has been subjected to sanding, grindinq, cutting, or abrading or (d) Category 11 nonfriable ACM that has a high probability of becoming or has become crumbled, pulverized, or reduced to powder by the forces expected to act on the material in the course of demolition or renovation operations regulated by this regulation. Note: Asbestos -containing sheet vinyl and linoleum must be properly abated/removed prior to demolition. Colorado Department of Public Health and Environment Air Pollution Control Division — Indoor Environment Program — Asbestos/IAQ Air Unit 4300 Cherry Creek Drive South, APCD-IE-B1 . ' Denver, Colorado 80246-1530 Phone: 303-692-3100 —Fax: 303-782-0278 E-mail: asbestos@state.co.us DEMOLITION APPROVAL NOTICE This approval notice is granted subject to Colorado Air Quality Control Commission Regulation No. 8, Part B, adopted December 21, 2007, and effective January 30, 2008 and the Colorado Air Pollution Prevention and Control Act C.R.S. (25-7-101 and 25-7-501 et seq). This notice signifies that the structure was inspected for asbestos, luminous exit signs (containing radioactive material), and Ozone -Depleting Refrigerants and the demolition contractor has properly notified the Colorado Department of Public Health and Environment pursuant to Regulation No. 8, Part B. As a contractor, you may be subject to other demolition licenses and permits, depending on the requirements of the county and municipality in which the work is being performed. The Colorado Department of Public Health and Environment, Air Pollution Control Division, strongly suggests that you check with county and municipal authorities in order to determine any other local building/permitting requirements that must be met. Please note that certain asbestos -containing materials (ACM) may remain in the structure during demolition. Therefore, any demolition debris left behind after the completion of post - demolition site cleanup may constitute a "reason to know of asbestos -contaminated soil" at the site, subject to the requirements of Section 5.5 of the Solid Waste Regulations (6 CCR 1007-2, Part 1). THE ORIGINAL APPROVAL NOTICE MUST BE POSTED ON SITE AT ALL TIMES. Immediately notify the Asbestos/MQ Unit of project modifications by fax (number above) ore -mail (address above) and the appropriate county health department by fax. Project modifications include changes in the scope of work or the scheduled work dates, etc. This demolition approval notice is valid beginning 4/24/2017. The actual scheduled work dates are from 4/24/2017 through 5/1/2017. Approval issued on: 4/13/2017 Record number: 126520 Notice Number: 17JE2076D For the location specified below: South Center Out Building 11950 West 52nd Ave Wheat Ridge Jefferson County This notice has been issued to: Construction Dimensions LLC 1245 Rock Creek Circle Lafayette, CO 80026 Fee Paid: $55.00 Check number: CC -7391 Asbestos Building Inspector: Jenni Azuogu-Lewis Cerification No.: 9236 Inspection Date: 04/17/2017 FROM :SD3 FRX N0. :5636800 Jan. 04 2005 12:47PM PS ' JN»OGdE'eD Ld30RAC031~S 90" 1987 'nc. IeffetsonWe4Bmldm'r7220WesekffawnAvemu,SUde335•Iakeswod,C080235 30398848QT8 •F=3039A/.4710•Pagc303.V6.i643 • e.msil: Assoclnba@npl.com December 20, 2004 Mr. Mack Trujillo 6814 Lorraine pr. Countryside, IL 80525 RE: Mold 3amples -11860 W, 52nd Avsnue Dear Mr. Kastelli: Poat-iP Fax Note 7671 ~ To . ` CoAe . Phone , ^ PhoneYy Faa# 7Ja ~ re s Fa~c# b~- (c~J Two fape-!ift and two media plate samples were collected from 11850 W. 52 Avenue and submilted on December 10 and 13, 2004 respectively for fungal analysis. The foilowing 'organisms were observetl. • Acremonium, Cosmopolitan, isolated from soil and plarrt debris. • Altemaria: CosmopoliNan, pradominantly isolated from plants, either as pathogens or as saprobes, and from soil • Asnergillus: Cosmopolitan, sabrobic fungi of soils and dewmposing plant material. • Chaetomium: Cosmopotitan, commonly isolated from soil, from decomposing plant material, especially wootl or straw-like materials, as well as from herbivore dung. • Penicillium: Cosmopolitan, predominant in regions of temperate dimate. One of the most common types of fungi isolated from the environment. • Phoma: Cosmopolitan, common plant pathogens, frequently isolated from soil. • Stachvbotrvs* Cosmopolitan, saprobes commonly isolated from decaying plant material and soil. Prominent indoor habitats inGude water-damaged wallpapers and jute carpet backing along with their assoaated glues, plus moist debris in ducts and damp papers and books. • Ulocladium: Cosmopolitan, saprobes of decaying plant material Please see attached tables 1& 2 for number of colonies observed. Sample media were promptly incubated at 25°C for a minimum of seven (7) days. Slncerely, Aa4WA~ s.~ Robert M. Stieha President `Above descriptions hom IdentKvirw Filamentous Fungi. A Clinical Laborstory Hantlbook, 1996 FROM :SD3 FRX N0. :5636800 Jan. 04 2005 12:49PM P3 ee o s ~ 0~0 ~ N N T Q~ o e C w Q Q G a a ~ O ^ N 21i Q ~ Q V H ~ y F .L ~ 0 ~ Z a~ ~ o U ~ w ~ y Q N 1~1 U ~ N O a > aC ~ q ~ ~ 0 N ~ N ~p G.7 N 0 z ~ ~ M N o~ h - F N O N h ~ 7C m ~ "s i 0 ~ C ~ NI 4 e h rn T v 0 en ~ u ~ ~ FROM :SD3 FAX N0. :5636800 ~oaMa 30398BM.Fac Deember 20,2004 Mr. Marx rru;uto 6814 Lormine Dr. CounoysW II- 6o525 RE: Mold Smples -11950 W, 52nd Avmue Dear Mr. Tmjillo: Jan. 04 2005 01:05PM P1 S%w ,9EV (X) am Two tapo-liR and tswo mecFia plate samples were collected from 11950 W. 52 Aveaue and submittcd an necwea 10 ana13'2004.~ca~aY.s~s~~!~s~s,T~ .402, Etlrjlsos,w= observoa. • . .:,..i,;:,,.,;: .s~. , > ~ . Acremamum' Cosmopolrtmn, mbftd S+om soil and Plam debris. Al~. Comqo1iUn, predominantl5' isolated froom plauts, eulw as pathogm or as saprObes, pW@mLh-n: CosmOpoluao, esbrobic fuagi of soils and duompmg P1va material. .0mogmWalCosmopolrte4 coman°0lY isolatod from soil, from docmposin8 Pii-tot momiaL espedally wood or straw-h7ce mateiiels, as well as fiiom herbiwre dung. ~ P~cill~,m• Cosmopolitau, ptedominant in regoos oftemperae c1'vmau. One ofthe most common types of fuagi isolated frrntit the envirammat. • Ph=a: CosmoPutitao, common Plant psftgens. $eclueaUY isokod ffom soil. Rrad,vt,anvs:.CosmopoGtaq, saP=cbes•oommonlY isolated fiom dacaying Plam material and sa!_ Pmavant.u►doa. habitats incLude water-daznaSed avallpapers awlute carpet backing aODB wah tLeir associated glues, Plus moist debns m duas and dsmp papers and books. Uloclatlium: Caemopolitan, saProbes of'1ecaYing PiwtnaterW Pleaae sm attacLad tablo Sor munber of colanies obxrved. Sampl¢ media were promptly (11/22M4) mcubatad,at 25°C lor aminiiount of ceven (7) days. . , , . , . Smcerely, A416#4 xobert M::s~;, , ~ ~ _ . t,:,. , Presid~ r . • ~ ~ . ;c„ . . , - . , , . ~ ;7i^i:.;~~ : ~P; . :'~:::)i:i~t~i` :'i(,ii'f •~i,. , '!i ,Y~:I.li;' _ ;'Above descrip(rons from ldelving Fila~uv Fw~~ A Clvdcad Labo►ntory Har~dbon,l~ 19P6, . ,-~,~d~ ;,r. . , , , . . , , : . , , ~ ~ . ~ ~ s ~ ~ 7 n z a n 3 ~ ~ r ~ ~ ~ ~ / l]i 9v"'d g ti q ex ~ ~ ~ a s ~ • A ~ W ~ O ~~n ~ m ~ O ~ g ~ A 0 oQ'~ ~ P ~ 3. 10~o ~ o k ~z g ~ ~ r i Gp VI A ~ y U 9 O N i+ v m ~ W U d ~ A O m u u ~O A OO C ~ y ~ fti M ~ O a ~rA r~ a~ ~ N d m N G ~@ ~ ~ •nt' N ~ ~ "~F+ O t~d NNpq ~ p ~ % O W P W J O O W » w •„pr 0989E9S: 'ON XHJ sas: woa~ .~ab:zT se9z De 1) "Whenever any building or structure has been constructed or is maintained in violation of any specific requirements or prohibition applicable to such building or structure provided by the building regulations of this jurisdiction, as specified in the Building Code or Housing Code, or of any law or ordinance of this state or jurisdiction relating to the condition, location or structure of buildings" (U.C.A.D.B.section 302.13) 2) "Whenever a building or structure, used or intended to be used for dwelling purposes, because of inadequate maintenance, dilapidation, decay, damage, faulty construction or arrangement, inadequate light, air or sanitation facilities, or other wise, is determined by the health officer to be unsanitary, unfit for human habitation or in such a condition that is likely to cause sickness or disease . ORDER The City of Wheat Ridge Building Official has determined the building referenced above to be a Dangerous Building and to constitute a health hazard if occupied, as more fully stated above. Pursuant to Code Sections 401 and 404, occupancy shall be permitted only for present tenants. However at the time they move out there shall be no occupancy until all issues are brought up to code and are inspected by the City of Wheat Ridge Building Department. Testing will be required by a insured testing company to determine if all the mold has been eliminated and a proper amount of fungicide has been applied to eliminate future problems. If occupied after present day tenants moves out the Building Official will issue an immediate vacation of the building. This is therefore required in order to protect the life, health and safety of the public. The property owner and all future occupants are hereby ORDERED TO CEASE _ AND DESIST occupancy and use of the above described building after present day tenants move out. The Building Official shall cause the property to be posted with the attached Notice to prevent occupancy after present tenants move out and shall take action to remove all future occupants from the building. REMEDIAL ACTION No occupancy shall be permitted until all violations are abated pursuant to the remedial action as set forth below: 1. The property owner must apply for and obtain a City of Wheat Ridge building permit to conect the following deficiencies. a. Mold on Walls and flooring through out house. b. Insulation of home (Single pane windows need up grading) c. Ventilation of home d. Dampness of habitable rooms e. Lack of positive drainage from house. f. Wet and damp crawlspace g. Faulty weather protection (Peeling paint, rotten wood) NOTICE AND ORDER To PROPERTY OWNER AND ALL CURRENT OCCUPANTS Pursuant to the 1997 Edition and the Uniform Housing Code October 19, 2004 Property Owner: Attn: TAMMY FLETCHER MACK TRUJII.LO 2360 W. 74TH AVE. Denver CO. 80221 CC: Jeri Adams 9380 Utica St. Westminster. CO 80031 Certified Article 7160 3901 9844 2844 3216 7160 3901 9844 2844 3223 Property Description: 11950 W.52nd Wheat Ridge, Colorado 80033 Standley Heights subdivision NOTICE The property owner, and all current occupants, aze hereby notified that the undersigned Building Official of Wheat Ridge, Colorado, has found the building located on the above described real property to be Substandard Housing within the meaning of Section 1001 of the Uniform Housing Code, 1997 edition, as adopted by the City of Wheat Ridge, Colorado ("Code"), as more particularly set out below: The building is being used for dwelling purposes and is in violation to the following Code Sections 1001.2.10, 1001.2.6, 1001.5, 1001.8, 100110 in the 1997 edition of the Uniform Housing Code. L Hazardous or Unsanitary Premises (U.H.C. section 1001.11) 2. Faulty Weather Protection (U.H.C. section 1001.8). 3. Building without a permit. No permit for hot water heater The building is being used for dwelling purposes and is in violation to the following Code Sections 302.13 and 30215 in the 1997 edition of the Uniform Code for the Abatement of Dangerous Buildings (U.C.A.D.B.). h. Need permit for hot water heater APPEAL OF THIS NOTICE AND ORDER Any person having record title or other legal interest in the above described premises may appeal this Notice and Order or any action of the Building Official to the Board of Appeals pursuant to section 205 of the Code, provided that the appeal is made in writing as provided in the Code and filed with the Building Official within ten (10) days from the date of service of this Notice and Order. Failure to appeal will constitute a waiver of all rights to an administrative hearing and deternvnation of this matter. FILING OF AN APPEAL SHALL NOT STAY THE EFFECTIVENESS OF THIS NOTICE AND ORDER. It is a misdemeanor to occupy this building after November 30, 2004, or to remove or deface this notice. BY ORDER OF THE CITY OF WHEAT RIDGE'S BUILDING OFFICIAL Chadley Root, Building Official Property appraisal system 1 OF 11 Next ParcelID:39-174-OS-005 Status:Active dress 11950 W 52ND AVE = WfEAT RIDGE CO 80033 2030 Iress: 02360 W 74TH AVE - DENVER CO 80221 Name IITRUJILLO MACK J II Page 1 of 1 I iNeighbarhood: 132_0_BLUE HILLS & APPLERIDGE ESTATES & SURROUNDI Subdivision Name: 703400 STANDLEY HF.iGHTS 7 Date 12-23-1986 ~OlIQuit Claim Deed --1 87000120 09-15-1993 ~ Quit Claim Deed - Joiot Tenancy 931456_ 62 O1-11-1995 ~ Quit Claim Deed F0009895 IF12--08--1999]r O] Letter or Letters F I 199511 Deed Location Ma~/Additional _Information Send mail to essessor@co jefforsou co us with questions oc wmments abou[ tNS Web site. Copyright @ 2004, Jefferson Coumy, Colorado. All rigMs reserved. A_Mag of How.to Get to Our Office Web site informa[ion curren[ through: I0-16-2004 Version 3.2.0 - Release Date: Sept 2004 http://ww 14.co.jefferson.co.us/ats/displaygeneral.do?sch=043926&offset=0 10/19/2004 H4ms enera3 Pt~P0i1Y i'~4Drds C: (.Infarmatio~~ ~ Property appraisa] system 1 OF ll Next Page 1 of 1 Printer Friendly Page ~ Sch:043926 Parcel ID39-174-05-005 Status:Active Pro erty Ty :Residential Property Address 11950 W 52ND AVE I I WHEAT RIDGE CO 80033 2030 Mailing Address: 02360 W 74TH AVE ~ DENVER CO 80221 Owner Name I FLETCHER TAMMY ITRUJILLO MACK J Area:2 Neighborhood: 1320 BLUE HII.LS & APPLERIDGE ESTATES & SURROUNDI Subdivision Name: 703400 STANDLEY HEIGHTS Block Lot Key Section Township Range QuarterSection Land Sqft =0014 OOB 17 69 SE 18294 =E] E]= ==Total 18294 Sale Date Sale Amount Deed Type Reception 03-28-1973 26,000 CONVEROl 1223-1986 ~0 Quit Claim Deed 87000120 09-15-1993 ~0 Quit Claim Deed - Joint Tenancy 93145662 O1-11-1995 ~0 Quit Claim Deed F000989.5 12-OS-1999 ~0 Letter or Letters F1189533 12-21-2000 ~0 Personal Representative Deed F1175673 Lo_cation Map/Additional Information Send mail to iss~.-sso~@m.ieffecsoaco.ys wi[h questions or comments aboat this Web site. Copyright @ 3004, 7efferson Counry, Colorado. All righls reserved. A Map of How to Get_to Our Office Web site infortnation curtem through: 10-16-2004 Veniou 3.2.0 - Release Da[c Sept 2004 http://ww 14.co.jefferson.co. us/ats/displaygeneral.do?sch=043926&offset=0 10/19/2004 ~»t♦ & T7 ~">~luc Ne+idetriial ci~t:6orLooil .IGPx»acci [liCiirit1atit~~l ItiNantcirw \ :ila•~: ti:e3es `iti•otr • Basic Electricity for Non-Electricians • Elect. Troubleshooting & Preventive Maintenance • 2005 National Electrical Codem • Workplace Elecirical Safery OSHA/NFPA 70E • HVAC Troubleshooting ~ C~ ~ 7 ~ American Trainco 9085 E Mineral Cir #380, Centennial, CO 80112 www.AmericanTrainco.com 1-877-97-Train • Fax 303-531-4565 G~ssO u~~c~ • Air Conditioning & Refrigeration • Boiler Maintenance & Safery • Pumps-Reliabiliry & Maintenance • Variable Frequency Drives • ...And many more...Just Call Us! ~ i SQGGC- ✓ i(A ~o<--) 40'_ i CrQ LJI ~ ~om_--- r~ ~ ~~t-- ~ . lo~'f I ~ ~ 7 caulen Pc~~tt'~c1~ ii~f?lv I w , ~-6~--- Hcl,'~ck c0 - - e. Article Number 716U 3901 9644 2844 3216 3. SdrviceType CEPTFIEDMAIL 4 Restrcted Delivery? (Extra Fee) ❑yes , 1. 0Aicle Adtlressedto: B~D: 1 ]950'W. 52raI/7ve. 7ammy TCetcker 9~fack,7rujilCo 2360 `W. 74tkAve. Denver, CO 80221 by(Please Pnntcleany) " a 7'~ 6 Signeture 13 delivery atltlrees WI~ n nem )"F. Ii YES, antar Eelivery e r~ balar , G Yea No orm 381 1, July 2007 Domesdc Return Receipt ~nr A. Receive0 Nre 7160 3901 9644 2844 3223 3. Service Typa CERiIF1ED MAIL If YES, eq8 4. Restricted Delive v ~rY(ExhaFee) [~Yes ~ 7. Article Atltlressed to: ~ 00. 1J9J0 ✓V. fZ/l!{Ja'(le. 9eriAdams s 9380 VtZCa Sf. , Westrnfiuter, CO 80031 - - diHerent hom item 1T y atlCreas below: ~ Y! F.~;i•A~ '::pi ~F I ti i "Al, ti G~<'7¢ Daqane D naalassee ] No 8 ~ r n :E V n I~ LTI ~ ° ~ m c 9 O ~ T v ~ x . = 'mDD w ° ~ "0 0 o Q :Or"X Z o L) o m w N N iF N ~ rn Z ❑ ❑ ~ ❑ ❑ ❑ u 3 xo;Ml C> n~ xl ~ N N 3 m CD a m a m w d. ~ m m = 3 w ~ N n.'o a y . O~ N . ~Ca n~~T ° y O (n o p^ N N O~ b M a w o d N ~ ~ A N 6N df~T 0 d Qdry K 1 y j m ~ m ~ # o C'D 3 ~ aa d o ~ m 0 1 1 . . O 0 Q A ~1 n . I~ 6 ~ ~ O . C ~ a A IN S ~ 2 ~ ~ N d O A P - 'm n ~ A m - ~ a N n A a c A ~ ~ c 'm 2 ~ - ~ ~ k f ~ ~c IC N N C ' COMMUNITY DEVELOPMENT DEPARTMENT Building Permit Number : 15493 BUILDING INSPECTION LINE -(303-234-5933) Date : 5/9/2003 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 - (303-235-2855) Property Owner: MACK TRUJILLIO Property Address : 11950 W 52ND AVE Contractor License No. : 21609 BUILDING DEPARTMENT USE ONLY Company : A J M Roofing Inc. Phone : 564-6712 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 covenaMS, 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 responsi ' ity for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable e t Rid e r i es, ork_under this rmi . w p (OWNER)(CONTRACTOR) SIGNED DATE~ ! O~ Construction Value : $2,600.00 Permit Fee : $108.30 Plan Review Fee : $0.00 Use Tax : $3120 Total $139.50 Use : Description : TEAR OFF ROOF. REROOF W/ 30 YR DIMENSIONAL SHINGLE. FLAT PATIO 90# ROLL ROOFING Zoning Comments: Approval: Zoning : Building Commentsri Approval: Public VVorks Comment$:' Approval: Occupancy: Walls Electrical License No : Company: Expiration Date : Approval: Phone: 708-597-2411 SIC : Sq. Ft. : Roof : Stories : Residential Units : Plumbing License No : Mechanical License No : Company : Company : Expiration Date : Expiration Date : Approval: Approval: (1) This permit was issued in accordance with the pmvisions set forth in yopur application and is subject lo lhe laws of the Stale of Colorado and to the Zoning Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work aulhorized is not commenced wilhin sixty (60) days from issue tlate or (B) ihe building authorized is suspended or abandoned for a periotl of 120 days. (3) If this permit expires, a new permit may be acquired for a fee af one-half the amount normally required, provided no changes have been or will 6e made in ihe original plans antl specifcations and any suspension or abandonment has not exceeded one (1) year. It changes are made or If suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done that will change the natural flow of water wusing a drainage problem. (5) Contractor shall notiFy the Building Inspeclor lwenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceediin successive phases of the job. (6) The a it he approval of drewings and SPecifcations shall not be construed to be a Permit for, nor an approval o( any violation of the provisioA% of e b i des or any other ordinance, law, rule or regulation. Chief Building Ins ector COMNIUIVITY DEVELOPMENT DEPARTMENT Building Permit Number: BiJILDING INSPECTION LINE - 303-234-5933 Date: CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2p85V5,y) ~0(ORP00 APPU4.P~Ts dO~k 4F . PropertyOwner: MNCA TI`(A.-S Lu-D ~ ~ ~~O~-Z-(.~~ Property Address: I ~ J B ~ Sd Phone : Confractor License No.: ~n 3 03 1 P / ij Comroanv: 1~ T/✓~ tti(go T~<M _Phone: Y'ZO OWIVER/CONTRACTOR SIGIVATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this pemtit applicafion aze accurau, and do not violate applicable ordinances, rules or reguladons of the CiTy of VJheat Ridge or covenants, easements orrestrictions ofrewrd; that atl measuremen[s shoum, and allegations made aze acwrate; tha[ I have read and agree to abide by all condiUOns prin[ed on this application and [ha[ I assume fu0 responsibility for compliance with the Wheat Ridge Building Code (U.B.C) and all other applicable Whcat/Ij~dg~~ Ordinances, for work under Ihis pemilt. 1 i f h / r-1., ; (OWNER)(CONTRACTOR): DESCRIPTION: P/ Construction Value:$ Permit Fee:$ Plan Review Fee:$ DATE ~R,,W- r~ - c-, cea qp ~ ~ ll I Al BUILDING DEPARTMENT USE ONLY SIC: Sq.Ft.: ZONING COMMENTS: Approval: Zoning: BUILDING COMMENTS: ApprovaL• PUBLIC WORKS COMMENTS: Approval: Occupancy: Walls: Roof: Stories: Residential Units: Elecfrical License No: Plumbing License No: Mechanical License No: Company: Company: Company: Expiration Date: Expiration Date: Expuarion Date: Approval: Approval: Approval: (1) Ttiis pemilt wes issued i¢ accordance wiN the pmvisions set forth in your applicatiav and is subject to the laws of ihe SGte of Colondo and to the Zoning Regulafions and Btilding Codes of Wheat Ridgq Coloado or any otha applicable ordinenees of the City. (2) 'f'Lis pemut shall exp've if (A) the work authorized is mt commenced within sixry (60) days (rom issue date or (B) the building authoriud is susprnded or abandoned for a period of 120 days. (3) If this pezmit expires, e new pemiit may be acqu'ved for a fee of one-half the emount normally ttquire4 provided vo changes have been or will be made in the originalplans andspecifications and any suspensiov orabandonmenthunot ezceeded one (1) year. Ifchanges have been or ifsuspevsion orabandonmmt exceeds one (1) yeaz, full fres shall be peid for a new pemtit. (4) No work of my rtienner "l be doue ihat will chenge the naNnl flow of water causing a dreinage pmblem. (5) ContracmrshellnotifytheBuildinglnspectortweuty-fow(24)homsinadvanceforallinspectionsavdshallrecnvewrittenapprovaloninspectioncazdbefo*e proceedivg vrith successive phases of the job. (6) 1Le issuance of a pemiit or the approval of drawings and specificatlovs shall uot be construed to be a pemtit foq nor an approval of, any violatlon of the provisions of the building codes or auy other ordwancq law, nile or regulation. c3 Use Tas:$ TOtal:$ Cluef Building Inspector City of Wheat Ridge Planning and Development Department Memorandum TO: Darin Morgan, Codes Administrator FROM: Bob Gaspar, Building Inspector SUBJECT: 52"a Ave. DATE: A ri124, 2002 The three bay she/garage at 11950 W. 52"d Ave. has three down spouts to drain the roof. Two down spouts are on the West side of the building. These rivo down spouts drain to a concrete pad that runs the entire length of the West side of the building. The concrete pad also goes from the foundation of the building to a concrete barrier with a fence on the West. The water is then directed to the South away from the property on the West. bg April 30, 2002 UPDATE According to a quit claim deed, 5.49 feet ofthe property on the W est side ofthe building was quit claimed to the owner of 11950 W. 52nd Ave.(Alan Weidmaier). The quit claim verifies that there is a concrete barrier at the property line. bg att. C:\Dowments and Settings\gaspar\My D0cuments\WPD0CS\w.52nd.mmo.wpd EMpTIOR 00. F0913790 7/23/I999 13:08;47 PG: 0(91-091 PAGfi FE£: 5.00 DOC.FEE: 0.00 RECORAED IN SEFFERSON COUNTY, CpLnRARO Qt?17"(:'LAI;11 DEED 7~,f Waltcr D, T'r,ij;lto y1,ra S'Jalter Dcan Trujiilo, ; d iress is 11950 'S 52nd Manuc, Wheat Ridge, CO 40033. Coi+nty of Teflerson, Statc of Coto,uao, '',,r riic con.id<:ratio: of 7tiL'bN'IY and Otl; ioo nollars (520 00) in hand paid, hereby sclls an:l qp;t.taina io .qls.i: \tiicd!ro:tier 11990W 52r.d Al•en,.ie D'3teat Rid,c,c, CO 80033 Coum;r of lc!i rcc,!t, Ctate of Cr,boraifn. the: f P.u.siny; rC.:: pror:"rt; izi 1he foun;y of Teff.rcirt State of Colorad:>. ;o "it, 11, Easr 5 .•i9 fecr uf ttic Wcst 226 ,45 I:n of:he \orth 15 7 iiet of I.ot 14. ~„%.L,U~ I ,W.,,,I.,.~~_~,,.~:~.,,,,: . _ l Co~nn oCIEI';irson. ~.rC>~V~, ~o N C +'-E:1-•v G nJ 6 -J tir-it~ or'C; Ic„n~3o. .Sf`" ~1-L~ Yt 4, rY~ «7 t'!U I;. ~~a.rfiyC7~ ~~`r'(SJ J W..~iLCt.I~IL c i , lAll~l ?'1 I?$ ;;.j'~~!lf;;:ll.'.11p;:C c12y oYAwe~. . ~'l Mr. O! C O;.rl}2Ar)0 A, ; qocy . , . i J.....J 1__..... Walror 1? 'ir,-yil!n f-- ~ • n:,,,; T~Z~i~ii~ I ...1,~ t . -~o f.f ~ t t~: a.. C.:'.!.__.~Y_Sc;~'✓._. r3 dac ~ t'tJarelt 199c3, !tc til'~:trr D. i~-~i;~.i~~,a':,':~llalterDcan i~ru~!1L•i icF:Al.! ~ ^ - N',,t,r, r.,hjic . 11/11/2005 15:38 3034327995 ARVADA FIRE DISTRICT PAGE 01 Arvada Fire Protection Districfi Division of Fire Prevention Fax Transmittal Date: To. I hlNl3 /C6Q " Company: Address: Fax Number: &7 o~ ~z 7~-- a g r7 - Number of Pages Including Cover Sheet: From: 2T z -75T ~ Comments: C o o" 3zµ E ~ - I' HfT 09;7~O.C- II-IYS " NTJ~ -T/YZ'_-/QGGPSS wLC G0 02. `DM/. L/'A f AV CA~ ~ST/ c /1KVSc_]u---4E'> 6503 Simms Street • Arvada. Colorado 60004-2607 •(303) 424-3012 • Fax (303) 432-7995 v 1j:38 3934327995 ARVADq FIRE DISTRICT An'ada Fi re Pr • otect= pistrict Dlv_ision of Fir P 9e f ve - Dare: November 11, 2005 nfion Plm Re"iew Comments Name: PrOPosea warchouse Code: IFC 03 Construcrion Type; V_g Fire Alarm gystem: Yes ReviewEd by, Steve Steigledor Address: 11950 W. 52""Ave. occuPancy Classification: 13/F.2 5ft,;-I-I- We would reqoe9t 4ystem: Yes Maxun' Stordge HEig}at 12 Feet that a bui1d14g 5t+e Isaes are Pzrovided ~rith 24 f permit not be issaed until the access 'be Provided for eet of unobstructed width A new site p anrmll n~do 1. Site: devices noted, ~d ~ment. Ioformafion u Provided nn tLe smoke detectioa 1. ~k~~~~ will need to be posted in a minimum of 4 inch letters on a conbvsting IFC 03 505. 1. 2. Ihe entrMce Points will need to be ez,]arge~ to 24 feet of unobstnicted width. 1FC 03 503.2.1, A,mended 3' The inted°r dnve aisle or flre lane will need to be en1 to alIow acoess and tuming radius for fire a ~a~sa*8ed to 24 fcet of unobsinuted with IFC 03 503.2-1 A.~neraded, 503.2.4. , 4• The trash enclosure imluding gates shall he of non-combustible construction. IFC 03 304.2.1. Amended. 2. Exits: I •The main exit door will neefl to bc providec{ with a sign Unlocked During gusine3S Hours stating, '~S poor Is To Remain . IFC 03 1008.1.83. 2• The remaining exit doors will need to be openable 5vm the inside without the use ofkey or slxc►al knowledge, IFC 03 1008.1.3. 3. Emergency Egress Illumination: S9uare Feet; 6000 PAGE 02 6503 Slmms Street • qnioda, Colorado 80004-2607 •(303) 424-3012 6 Fox (303) 432-7995 11/11/2005 15:36 3034327995 ARVADA FIRE DISTRICT PAGE 03 Page Two 1. Need to ptovide battery pack emergency egess lighting on the main tloor, warehouse and meuanine areas.. IFC 03 1006.2. 2. Emergeney egress lighting wil) be subject to field inspection. Additional units may be required. 1FC 03 1006.2. 4. Exit 5igns: 1. Lighted exit signs with battery backup will »eed to ba provided at the exit doors.. IFC 03 1011.1. Exit signs will be subject W field inspection. Additional units may be required. IFC 03 1011.1. 5. Smoke Detection: 1. Need iaformation on the type of smoke debection will be provided within the utats. Are the smoke detectors noted 120 volt with battery back up interconnected or is tlus meant to represeat a fire alanm system with audible visual alarms and monitoring? Additiona] requiremcnts may be forthcoming. 6. Maximum Stoiage Height: 1. The building dces not appear to be oonstructad £or high piled combustible storage. T6e maximum storage height for commodities Mhez tban tubber products is 12 feet in height. 3torage azeas thst do not meet the tequitrmeMS for high piled combustible storage shal] be provided with a aunimum of a 4 inch suipe on a conttasting background wlrich states No Stozage Above This Line. IFC 03 33.2.5. 7. Elecuical: 1. The occupant will need to verify that sufficient electrical receptacles are provided as extension cords and or multiple adapters are not permitted, nor shall flexible cords pass through walls, ceilings or doorways. IFC 03 605.5. B. Fire Bxtinguishers: 1. Fire extinguishers will need to be a 4-A rated, 101b. ABC dry chemiaal unit, raounted not lass ihan three feet nor more that five feet 8om the floor to the top o£the mowti»g ARVADA FIRE DIS7RICT PAGE 04 1/2005 15:38 3034327995 Page'1'hree braclcet at one of the fust floor exit doors and on the mezzanine level, IFC 03 906.1, Amended. 9. Additionel Comments. 1. Any code requirements azisin8 from construction will be addressed. 10. Inspections: t, Tarenty four hours notice is requi*ed for all inspections and tesu- Please call 303-425-0905 extension 234 to achedule inspections and tests. IFC 03 105.2.2. 2. Inspections and tests are conduoted Tuesday through Friday AM.