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HomeMy WebLinkAbout4880 Van Gordon Street® ,o >� x cli ,O M J-1 E O A cN 00 o H >+ U ./ V � = U u y -o 7 O 7 y •,� U °w� ro sbw W �o d a ro 0.2 M y, 4-)Ew-i �" 'i O m q O -�j� � b1 -.i `J O C� N H r Q 0 a b a 4-4 4.) w o N `� ✓Zxxca 3 a �b� Q oU� �UO� ro O " �ro0 V O I� = U y o 3 v A w i►� .. u U a o c U en ._ 75 cn Cq q to N nl = 's: U Gn o zx M $4 W °moo a >Oa (d wm Vv w 3 000Nx `7 U N O ° O.� R L w y ��°O � � a O z A N O U 0 �b v a� ° p, O�v�oz Wp3 a NC) 3 e' C) ate U 4)Oo 00 d °� a A O z O N w y i ami z N y wo N '�'' •.i o .�A U = �v zFW W� zOrxrs: v u W �4 v m 30xQ0 b� a°u GL . O U Or CL Gz+ u° N +� Q PERMIT NO. 201802911 City of Wheat idge BUSINESS LICENSE INSPECTION INSPECTION DAY/TIME Monday, Dec. 17th (with BFI) INSPECTION DAY/TIME I) I,-, �11 ' 105CC aM INSPECTION DAY/TIME BUSINESS NAME:yyellness Distribution Company ADDRESS: 4880 Van Gordon St Unit 400 CONTACT NAME: n/a SQ FT OCCUPANCY TYPE C1 LO OCCUPANCY LOAD A V�l CONSTRUCTION TYPE SPRINKLERED ❑ NON-SPRINKLERED Inspector Signature Date i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:`y1f Job Address: LA 6 2,Q .�•. f �; 3� t ` � PermitNumber: Ci i Z V�"tom ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes N'po) When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector:` DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: _ �� �- ' C- c S �= Job Address: Permit Number:{ Ao ot-(ii C r1 ❑ 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: Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: `y , Q �Jx� Y, C� C r, Permit Number:C t A LJ No one available for inspection: Time I � j6A/PM Re -Inspection required: Yes I/No;�' When corrections have been made, call for re -inspection at 303-234-5933 Date: -\ �L I i 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: r1% L" Job Address: 1.. TM - Permit Number: S q CC/- V ") t n c f�- t't / C°� G C > yl ,V- Sn A " t c c �L rcu+Ct_L Go? , cif-- �� l4 Q e /-A, - ✓?ems �' ►t�s��c� i u , ❑ 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: Inspector: � d ®O NOT REMOVE THIS NOTICE I* � 4 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: y Job Address: q&96 _V r4 Permit Number: 2!?/6 0 7,}- ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes IVa' When corrections have been made, call for re -inspection at 303 -234 - Date: ! 6 / 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 INSPECTI(IN N TICE__. Inspection Type: Job Address: Permit Number:j.,.b x� ❑ No one available for inspection: Time '1VI/PM Re-Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 �' Date:(/–I(=—(& Inspector: C C? -- DO NOT REMOVE THIS NOTICE IH 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: q04 mF1ga �F f 6F Job Address: Ll qjq(f o n Sica� Permit Number: 'gip%1�-moi aY3` Ag i�l���!/l �J V r 'I ❑ No one available for inspection: Time 1/30— AM/PM Re -Inspection required:es No *When correct'ons ve been made, call for re -inspection at 303-234-5933 Date: 1 r' / I Inspector: LO NOT REMOVE THIS NOTICE brie of City of Wheat Ridge Comm. Tenant Finish PERMIT - 201802872 PERMIT NO: 201802872 ISSUED: 11/09/2018 JOB ADDRESS: 4880 Van Gordon St Suite 400 EXPIRES: 11/09/2019 JOB DESCRIPTION: Remodel for new Tenant, Suzies Pet Treats, 9600 sq.ft., installing electrical, plumbing,and HVAC to set up production area only. *** CONTACTS *** OWNER (303)263-0489 VANGORDON PROPERTIES LLC SUB (303)863-0489 Lou/Mario Ficco 019638 Lou -Mar Construction SUB (303)944-1805 Edgar Virrueta 180154 Primo Electric Company SUB (303)233-7007 Torrey Cosgrove 017885 Lakewood Plumbing LLC SUB (303)233-7007 Torrey Cosgrove 017885 Lakewood Plumbing LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 420 / Storage Warehouse; 0 BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 50,000.00 FEES Total Valuation 0.00 Plan Review Fee 474.21 Use Tax 1,050.00 Permit Fee 729.55 ** TOTAL ** 2,253.76 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. A City of Wheat Ridge f Comm. Tenant Finish PERMIT - 201802872 PERMIT NO: 201802872 ISSUED: 11/09/2018 JOB ADDRESS: 4880 Van Gordon St Suite 400 EXPIRES: 11/09/2019 JOB DESCRIPTION: Remodel for new Tenant, Suzies Pet Treats, 9600 sq.ft., installing electrical, plumbing,and HVAC to set up production area only. 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 leggally authorized to include alI entities named within this document as parties to the work to be pe'fb�at all work to be pe�iormed is disclosed this document and/Pr i#s' accompanying approved plans and specifications. 1 C l o -f -o � au i A'f JJ nature ofQJWNER or CONTRACTOR (Circle one) Date 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. 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. 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. 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. 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. 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 ord4ince or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature ofC-hief Burling Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of waw5 Aie l u t iTy ►EVELOPME ' Building & Inspection Services 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(6ci.wheatridQe.co.us FOR OFFICE USE ONLY Date: 10,24P, 0% f _ Plan/Permit # Z/0�'� / Plan Review Fee: Building Permit Application *** Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** q () Property Address: 4880 Van Gordon St. Wheat Ridge, CO 80033 Property Owner (please print): Lou Fmcco Phone 303-263-0489 Property Owner Email: louficcor@amail.com Tenant Name (Commercial Projects Only) Suzie's Pet Treats Property Owner Mailing Address: (if different than property address) Address: S,J I1t City, State, zip: Lt/R i dr, o, , G 0 00b0 3 _� Architect/Engineer: William G Baldry, Jr Architect/Engineer E-mail: —bifferthearch@reagan.com Phone: (720) 296-8959 Contractor Name: LOU -MAR Construction City of Wheat Ridge License #: 0/'9 3 Contractor E-mail Address: louficco@gmail.com For Plan Review Questions & Comments (please print): Phone: 303-263-0489 CONTACT NAME (please print): �-U �c ��{z1��� Phone: 72 o 7 25_- 0 32 +1 CONTACT EMAIL(p/ease print):_ Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form): Electrical: Primo Electric Company Plumbing: Lakewood Plumbing Mechanical: Lakewood Plumbing W.R. City License # 180154 W.R. City License # 017885 W.R. City License # 017885 Other City Licensed Sub: Oher City Licensed Sub: City License # City License # COMMERCIAL RESIDENTIAL Provide description of work: For ALL projects, 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, typeandamount of materials to be used, etc. SEE PLANS `� � �'i'C►G^ C,r� V41I ns (t ale `� fir•, �� n �t , N6J;Pnt✓4.. IGI�,p OT` dtct ,,, cj I tf� VA' t ) Zv$ ../ �.aGlf�pr,,l �q// ��5�' e,�l ✓jct�tl ?.`,,r ens -�r e� /u't/ Aid D C Ofo-tnP/°C5 ct r r ja7! V aKd?rw. j- -f. Sq. Ft./LF 9,600 S.F. BTUs 1,085,000 Amps 185 Squares - For Solar: Gallons <7.5 GPM KW- # of Panels - Requires Structural For Commercial Projects Only: Occupancy Type: B / S-2 Construction Type: II -B Occupancy Load: �i 96 Square Footage: 9,600 Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ 50,000 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 infonmadoii provided on the application. CIRCLE ONE. WNER (CONTRACT R) or (, THORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and last name DATE: 1�W Printed Name: ZONING COMMMENTS: Reviewer: BUILDING DEPART ENT/ OMMENTS': Reviewer: PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuatio? QZ�U���- Arvada Fire Protection District dT flR3.:ri133 Community Risk Reduction Division . 7903 Allison Way • Arvada, CO 80005 Main 303-424-3012 • Fax 303-432-7995 www.arvadafire.com Occupant Name: Unknown Contractor: William G. Baldry Jr. WgBjr - Architect 720-296-8959 same c same (AH) same f Address: 4880 Van Gordon Street Inspection Date: 9/18/2018 Wheat Ridge, CO 80033 Permit Number: N/A InspectionType: Plan Review - Tenant Finish/Remodel Job Description: Preliminary tenant finish to Inspected By: Kevin Kirby display the unit for future 303-228-3610 tenants kevin.kirby@arvadafire.com Plan Type Original Pass Fail NIA Plan Review Floor 1 Comments [x] [ ] [ ] 1001 Project -The following comments are specific to the plans submitted, all comments shall be Specific addressed in writing to the AFPD: Comments -Fire extinguishers with a minimum rating of 2-Ashall be installed (Section 906.3, Table 906.3(1), 2012 International FireCode) in the building in conspicuous, locations that are unobstructedand along normal paths of travel. The extinguishers shall be securely mountedso that the top is not more than 5 feet above the floor. Theclearance between the floor and the bottom of installed hand-held portable fireextinguishers shall be not less than 4 inches. -Exits shall be marked with approved exit signs (2012 IFC, Section 1013.1). -The main exterior door can have a key -operated lock where the required conditions exist.- 1. xist.1. The locking device is readily distinguishable as locked. 2. A readily visible durable sign posted on the egress side of the door that reads: THIS DOOR TO REMAIN UNLOCKED WHEN THIS SPACE IS OCCUPIED (2015 IFC, Section 1010. 1. 9.3). -A final inspection and fire department approval is required prior to occupancy. [x] [ ] [) 1002 General -These plans have been reviewed to the 2012 International Fire Code and referenced Comments standards. -These comments, approved plans and permit must be on-site to receive any Fire District inspections. Deviation to the approved plans may require re -submittal for review and approval in order for any further inspections to be performed. NO inspections will occur without Fire District approved plans, comments and permit card available on-site. -Fire sprinkler installation personnel shall be qualified or shall be supervised by persons who are qualified in the installation, inspection, and testing of fire sprinkler systems as required by the Colorado Division of Fire Prevention and Control - Fire Suppression System Program. Evidence of qualifications as specified in the Fire Suppression System Program Rules and Regulations shall be provided when requested by the fire district. -Provide fire alarm plans to AFPD for review. This can be a delayed submittal to AFPD by a fire alarm contractor who is NICET !II minimum certified, registered fire protection engineer and/or factory authorized by the fire alarm panel manufacturer for the system present in the building. -To schedule inspections please log -on to the Mobile Eyes Contractor Permit Portal at http.,I www.mobile-eyes.com/P`A_index.asp. All attempts will be made to schedule an inspection for the date and time requested. Inspections will be scheduled based on inspector availability, and will be scheduled within 24-48 hours of the intended request. -Inspections may reveal corrections necessary to bring all work into compliance with applicable codes and standards. [x] [ ] [ ] 1003 Conditions of Approval Status: Approved With Conditions Plans submitted to AFPD are reviewed for compliance per the fire code as adopted and/or amended and any applicable State Of Colorado Requirements. The submitted plans are not reviewed to specific individual project specifications. This report is intended to provide the submitter with the status of plan approval, and any comments that may require further information,verification or action for approval of plans. All plans may be subject to field inspection and/or testing for final approval prior to sign off on a Certificate Of Occupancy or Certificate of Inspection. The approval of plans constitutes a permit to commence workwhere required by the fire code, and is subject to the conditions as may be noted in the comment section in the attached plan review report. Response to this review report as necessary along with the permit fee payment will be required prior to any field inspections. Permit Application 40!5 n• GMobile Eyes Contractor Permit Portal ENABLING A SAFER WORLD AA1962917ZI05 AM Help Desk: 866-442-9002 (8a -8p EST) Email: help@mobile-eyes.com �x Saved Permit Application - Step 5 (Review) Address: Addr/Street: 4880 Van Gordon Street City/State: Wheat Ridge CO Zip Code: 80033 owner. First Name: Lou Last Name: Ficco Business Name: Phone: 303-263-0489 Phone AH: Cell Phone: 303-263-0489 Fax: Addr: 3650 Vance Street Suite: 1 City/State: Wheat Ridge CO Zip Code: 80033 Email: louficco@gmail.com Occupant: Building: Ficco Office Warehouse Building B Occupant: Vacant Suite: 400 Property Use Type: Commercial Job Job Type: Tenant Finish/Remodel Sq Ft: 9,600.00 Cost: $50,000.00 Desc: Installation of utilities to support new tenant's production equipment. Equipment is for production of vegetarian pet treats. Equipment is primarily to mix, form treats, bake, package, and warehouse their product for wholesale. Comments: Lance Atkins is working with Tenant and Landlord, acting as project manager and can receive plan comments (720-285-0324) Lance@cicengineering.com Lou Ficco is Owner and the project's General Contractor (303-263-0489) louficco@gmail.com Architect is Biff Baldry (720-296-8959) bifferthearch@reagan.com Upload Files: File Name Plans? Upload Date 4880 Van Gordon 400 Tenant 10/26/2018 9:01:39 AM Finish Suzies .pdf 6.4 MB https://www.mobile-eyes.com/PA_Permit_WIP.asp?RPID=418 Page 1 of 2 ermit 10/26/18, 7:05 AM A complete set of plans, material specifications and requisite calculations are required nor submittal. If the submittal is not complete it will be returned. Accepted plans will be reviewed in the order that they are received, the current review turnaround time is approximately 2 weeks. There are NO expedited plan reviews. Main Menu —j Print Preview I tps://www.mobile-eyes.com/PA-Permit-WIP.asp?RPID=418 Page 2 of 2 Permit Application 2Z ?0 02"1am GMobileEyesContractor Permit Portal Help Desk: 866-442-9002 (8a -8p EST) ENABLING A SAFER WORLD Email: help@mobile-eyes.com User Options Applications Welcome back City/Dept.: Arvada Fire Protection District Lance Atkins Mart NewApplication (CLC Engineering LLC) Log � g • Just My Jobs All Jobs for my company Update Account Help Videos Sinale Portal Account Overview How to Find Your Active Jobs How to Request an Inspection How to Request Multiple Inspections How to Cancel an Inspection Address: Street: Status: All Unsubmitted Submitted Returned Address Status Suzie's Pet Treats STE 400 4880 Van Gordon Street Wheat Ridge, CO 80033 i Occupant: Job Type: Search Clear Filters Job Type Tenant Finish/Remodel SUbrnitted 10/20,'2013 0:02:17 AM Active Jobs Just My Jobs All Jobs for my company Address: Occupant: Job #: Street: Schedule Status: *All Scheduled Address Scheduling Unscheduled No matches Search Clear Filters Job Type / # Status Completed/Canceled Jobs https://www.mobile-eyes.com/PA_index.asp Page 1 of 2 20IT02M City of Wh6.- t COMMUNITY DmLopmENT This form must be signed by each sub -contractor. This form will not be accepted with missing information. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. Subcontractor's insurance and license must be up to date prior to permit issuance. Project Address, 5 F003-3 Permit #L"l f 29 ITZ General Contractor: / O J - .._M C'r' C0 4r1(A ` _ ( Din I Electrical Sub -Contractor I om Nam ^ o C �t 60�Pe, } — C. pany cle 7 Phone #: l ! � j ` � �o� /7 State License #: o100:510 Master #- 00 30J ?4 Wheat Midge ]Licence #; 01 -5* (required field) Signature of Authorized Agent mate I Plumbing Sub -Contractor '-` I Company Name: 61–t Phone #� '�i� � )-� 3 - 7&C_ State License #:__Q j (1 Master #,_ t <�' 7 ,)L C1 t/ Wheat Ridge License #: required field) - 10 Signator o Au oa�ied Agent Date Mechanical Contractor Company Name: 4.,, e-6 n t, i , ; ,,., Phone; ` 3 Wheat Ridge License #- v` 11_7 � r) ,' � (required field) Signature ot tho ized Agent Date 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: QL- f6,A1,6 mita hoc Job Address: { Vu� l)cf) St ` rFI 11 67 Permit Number: i4)190 ❑ No one available for inspection: Time ' �( �� AM/PM Re -Inspection required: Yes IN0� When correctons have been made, cal or re -inspection at 303 -234 - Date: -111/7/19 -inspector: �TY DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial Mechanica PERMIT - 201802583 PERMIT NO: 201802583 ISSUED: 09/21/2018 JOB ADDRESS: 4880 Van Gordon St Suite 400 EXPIRES: 09/21/2019 JOB DESCRIPTION: Provide and install gas pipe (2 PSI) from tie in to boiler and ovens **REVISION: Provide water and waste piping hot & cold to sink and hose; Added valuation: $9,360.00 **REVISION 2: Add 2 flu vents to ovens through roof per manufacturers instruction. Added valuation $4000.00 *** CONTACTS *** OWNER VANGORDON PROPERTIES LLC SUB (303)233-7007 Torrey Cosgrove 017885 Lakewood Plumbing LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 420 / Storage Warehouse; 0 BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 19,360.00 FEES Total Valuation 0.00 Use Tax 406.56 Permit Fee 362.80 ** TOTAL ** 769.36 *** COMMENTS *** *** CONDITIONS *** All work shall comply 2012 International Codes, 2017 NEC (if applicable), and ordinances adopted by the City of Wheat Ridge. Work is subject to field inspections. PERMIT NO: JOB ADDRESS: JOB DESCRIPTION City of Wheat Ridge Commercial Mechanica PERMIT - 201802583 201802583 ISSUED: 09/21/2018 4880 Van Gordon St Suite 400 EXPIRES: 09/21/2019 Provide and install gas pipe (2 PSI) from tie in to boiler and ovens "REVISION: Provide water and waste piping hot & cold to sink and hose; Added valuation: $9,360.00 "REVISION 2: Add 2 flu vents to ovens through roof per manufacturers instruction. Added valuation $4000.00 1, 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 wner of the property and am authorized to obtain thispermit nd perform the work described and approved in conjunction with this permit I urther attest that 1 legally authorized to include all entitie na ed within this document as parties to the work to be perto ed th t a work t b erY tined is disclosed in this documelI t d/ r ' 'accompanying approved plans and specifications. 4. Signaturt of OWNER or CONTRACTOR (Circle one) 13to 1. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. Z. 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. 1. 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. 5. The issuance or granting 9J a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable or any ordnce or regulation of this jurisdiction. Approval of work is subject to field inspection. signature of Chief Building Official Date MQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of Wheat Fj COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: Permits(cDci.wheatridge.co.us FOR OFFICE USE ONLY Date: 1 I 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: 80 p Property Owner (please print):r -d Property Owner Email: Mailing Address: (if different than property address) Address: `- /j f /l.- ----'' City, State, Zip: Submitting Company: Lat� P, If Contact Person: �' ffe Phone: Contractor: Contractors City License #: Phone:�� Y� / Contractor E-mail Address: R � ` ��U`�-�o LL ���,�,1��,�i!/� 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: W� Sq. Ft./LF Amps S —f'hroc[� Btu's Squares %-�rJ A1r�� Gallons Other Additional Projeat 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: O R) (C RACTOR) or I PRINT NAME ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required DEPARTMENT USE ONLY (OWNER) DATE: OCCUPANCY CLASSIFICATION: Building Division Valuation: $ r', City of Wheat Ridge Comm. Tenant Finish PERMIT - 201802522 PERMIT NO: 201802522 ISSUED: 09/19/2018 JOB ADDRESS: 4880 Van Gordon St Suite 400 EXPIRES: 09/19/2019 JOB DESCRIPTION: Construct one office and two bathrooms - 600 sq ft total; Electrical, plumbing and mechanical Tenant: Suzie's Pet Treats *** CONTACTS *** OWNER (303)263-0489 VAN GORDON PROPERTIES LLC SUB (303)863-0489 Lou/Mario Ficco SUB (303)456-8622 Jesse Vittetoe SUB (303)459-7785 Allen Green SUB (303)944-1805 Edgar Virrueta 019638 Lou -Mar Construction 020097 Plumbing Specialists 170499 A Squared Mechanical Solutions 180154 Primo Electric Company *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 420 / Storage Warehouse; 0 BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 26,000.00 FEES Total Valuation 0.00 Plan Review Fee 294.81 Use Tax 546.00 Permit Fee 453.55 ** TOTAL ** 1,294.36 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. City of Wheat Ridge Comm. Tenant Finish PERMIT - 201802522 PERMIT NO: 201802522 ISSUED: 09/19/2018 JOB ADDRESS: 4880 Van Gordon St Suite 400 EXPIRES: 09/19/2019 JOB DESCRIPTION: Construct one office and two bathrooms - 600 sq ft total; Electrical, plumbing and mechanical Tenant: Suzie's Pet Treats I, by in 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 alI entities named within this document as parties to the work to be performed andat work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. i e of '01VNER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying Flans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit tee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permi sliall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable code o .ordinance o .r gulation 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 �rnfd MTNT 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: Permits(Eki.wheatrid-ge.co.us jk !1 SEP I i FOR OFFICE USE ONLY Date: -�/ / Plan/Permit # P/ n Review Fee: Building Permit Application *** Please complete all highlighted areas on both sides of this form. incomplete applications may not be processed. *** Property Address: q900 V 0'n (j( -J0' 1. -9-//00 Property Owner (please print):10v co Phone: 303-a6 Property Owner Email: (ovEcLco(qG(ha;''CaM Tenant (Commercial Projects Only) .Svzc Pe i' +rzes�5 Property Owner Mailing Address: (if different than property address) Address: 3(.50 UCIn,C,<_S% 61.A7111-4- / City, State, Zip: (A e_ , kjo 4j r0033 Arch itect/Enaineer: Architect/Engineer E-mail:b t �� Gr ctr'ci►c� f�e[a a� ��JMA Phone: 7a0 - Contractor: aU- Contractor: Z-,--." - mlcw_ City of Wheat Ridge License #: (519C,3 R Phone: 303 - aC -3- D Contractor E-mail Address: /C"J � Gc0 P_';A MC' L CJ^'\ For Plan Review Questions & Comments (please print): CONTACT NAME (please print): 4w 1;c -co Phone::;C� 3 - ar, 3 _U Yee/ CONTACT EMAIL(p/ease print): /Ov G C ,0e t c l _ ✓Y1 V Sub Contractors (Must provide Wheat Ridge License No.): l Electrical: Pr, -,a Plumbing: Q(,, ��c6�5 Mechanical: {t S�1uGrG) W.R. City License # W.R. City License * W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # [COMMERCIAL ❑ RESIDENTIAL Description of work: For ALL projects, 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. r,. 6frL,`f 1 o l F. d- a, r ,�hti s c� a� bf�� ci- 06W 54 Cf. ,' k L G-�tY t L,)'6 G— l S t: eXG '� SI1G� I Commercial Projects Only: Occupancy Type 5 Construction Type: %% 6 L, 14% -�S 5 pry icr Sq. Ft./LF L%)C BTUs Amps Squares Gallons Project Value: (Contract value or the cost of all materials and labor included in the entire project) OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that i have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: O ER ONTRA O or AUTHORIZEDREPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and last Dame DATE: Printed Name: Lav I'-% Y'Gcc7 ZONING COMMMENTS: Reviewer: BUILDING DE TMENT C TS: PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: SZ CONSTRUCTION TYPE: 3 Building Division Valuation• Dina Kemp From: Lou Ficco <louficco@gmail.com> Sent: Thursday, September 13, 2018 11:37 AM To: Dina Kemp Subject: 4880 VanGordon unit 400 fire permit Please see email below regard permit application for 4880 VanGordon #400 that I submitted for this morning. Thanks Lou Ficco Sent from my iPhone please excuse any errors. Begin forwarded message: From: bifferthearch(a�rea ag n.com Date: September 11, 2018 at 8:51:33 AM MDT To: "Lou Ficco" <louficco(a,mail.com> Subject: FW: Permit application accepted - Arvada Fire Protection District I think this is the proof you need to apply to the city. I'll try to pick up those drawings later today from the printer - sending them to them now. Biff -----Original Message ----- From: NoReplyna.mobile-eves.com Sent: Tuesday, September 11, 2018 08:44 To: bifferthearch(a-)-reagan.com Subject: Permit application accepted - Arvada Fire Protection District Your permit request for Building Shell at 4880 Van Gordon Street Wheat Ridge, CO 80033 has been accepted. Plans are reviewed in the order they are received. The approximate review turnaround time is 2 weeks. There are NO expedited reviews. The Job Number is: 180911001 Description: Preliminary tenant finish to display the unit for future tenants Lily of Wh6at Idge COMMUNITY DFVFInPMENT SUB -CONTRACTOR AUTHORIZATION FORM This form must be signed by each sub -contractor. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. This form will not be accepted with missing information. Project Address: 478 0 Van(-tp(�,l Permit General Contractor: Electrical Sub -Contractor Company Name: Phone #: State License #: Master #: Wheat Ridge License #: (require(l field) Signature of Authorized Agent Date Plumbing Sub -Contractor Company Name: hLn►i %_ Spe6.11;su Phone #: JG3 `45to- 92 2. State License #: PC, pppI 1'2 Master #:gyp Wheat Ridge License #: ( C)(pj I _( required field) Signature f Authorized A ent a g bate Mechanical Contractor Company Name: Phone: Wheat Ridge License #: (required field) Signature of Authorized Agent Date i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax / INSPECTION NOTICE �CGt� a -3 D5 =A19SI /G r O /1 Inspection Type: -3-30- A 11 S c h/ Job Address: 6'i S q o l/a„ Go GK S q 00 Permit Number: -3 0 18 0 a s a a Nc re1S;a�c-�,`on do Acord l ;1. Q� t`2 t, r o u S /V . 1/111 o r L C r�e h/ -�-- n 5 u A. "On M 0r4S re 9 aG(• pp i -y v -e dI J No one available for inspection: Time 8 =y3 (AUPM 3e -Inspection required: Yes ! { When corrections have been made, call for re -inspection at 303-234-5933 )ate: /V //19 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 1 6r Inspection Type: 45 Job Address: gggo L/c Permit Number: l 8 () ,IT9 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes NQ/'_°` When corrections have been made, call �for re -inspection at 303-234-5933 Date: i -'P} I ` Inspector 1 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: -So IR - t? o Vq A r Job Address: '--/ S80 L/a,n �a�cioA 4 Permit Number: -'Do Is O , Sa'� ❑ No one available for inspection: Time t Z- :,4M/PM Re -Inspection required: Yes When corrections have been made, call for'r -inspection at 303-234-5933 Date "� Inspecta . DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: kuj6 H P lv alo Job Address: gbao ( can ®�G�tNI S Permit Number: r;?b19O 052 ❑ No one available for inspection: Time T Q M Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933- Date: 10-7- Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial Mechanica PERMIT - 201802583 PERMIT NO: 201802583 ISSUED: 09/21/2018 JOB ADDRESS: 4880 Van Gordon St Suite 400 EXPIRES: 09/21/2019 JOB DESCRIPTION: Provide and install gas pipe (2 PSI) from tie in to boiler and ovens **REVISION: Provide water and waste piping hot & cold to sink and hose; Added valuation: $9,360.00 *** CONTACTS *** OWNER VANGORDON PROPERTIES LLC SUB (303)233-7007 Torrey Cosgrove 017885 Lakewood Plumbing LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 420 / Storage Warehouse; 0 BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 15,360.00 FEES Total Valuation 0.00 Use Tax 322.56 Permit Fee 299.40 ** TOTAL ** 621.96 *** COMMENTS *** *** CONDITIONS *** All work shall comply 2012 International Codes, 2017 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 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 name -wit in this document as parties to the work to be performed andhat`llrk to be pe" r ed is disclosed in this document and/or ' s' a omp►ying approved plans and specifications. Signature of 0 1 / g ,WN�,� _o CTOR (Circle one) Date 1. This permit vas 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, anew permit maybe required to be obtained. Issuance of anew 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 changeof the natural flow of water without prior and specific approval. 5, The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for or an approval of, any violation of any provision of any applicable code -or any ordinancy gr regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief BuildiJg Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of W heat ��e Comm UNiTY 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: permits(aki.wheatridge.co.us FOR OFFICE USE ONLY Date: 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. ** g� jr Property Address: 6_9 Property Owner (please print):\/jj.,P �kAPhone:36 Property Owner Email: Mailing Address: (if different than property address) Address: City, State, Zip: SubmittingI. -,Com � ` Y Contact Person: l �� Phone: Contractor: Contractors City License #: Contractor E-mail Add Phone: 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: b;b - Sq. Ft./LF Amps \f a-�ue-� ---- 41�1 Btu's Squares Gallons Other 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 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 li t-thatentity on this application. CIRCLE ONE: (OWNER) (C NTRAC \\ R)or (AUTHORIZED En RE TIVE) of (OWNER) (CONTRACTOR) PRINT NAME: Y l �GATURE: ^ DATE: DEPARTMENT USE ONLY ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer PUBLIC WORKS COMMENTS: Reviewer: OCCUPANCY CLASSIFICATION: PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: (0 3 Job Address: aJ O Vo ti 5f SFF300 Permit Number: 9-0190 ❑ No one available for inspectTime 1 f r� � AM/PM Re -Inspection required: Yes No When corrections have been made, call for re --inspection at 303-234-5933 Date: Inspector: MT# DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial Mechanica PERMIT - 201802583 PERMIT NO: 201802583 ISSUED: 09/21/2018 JOB ADDRESS: 4880 Van Gordon St Suite 400 EXPIRES: 09/21/2019 JOB DESCRIPTION: Provide and install gas pipe (2 PSI) from tie in to boiler and ovens *** CONTACTS *** OWNER VANGORDON PROPERTIES LLC SUB (303)233-7007 Torrey Cosgrove 017885 Lakewood Plumbing LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 420 / Storage Warehouse; 0 BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 6,000.00 FEES Total Valuation 0.00 Use Tax 126.00 Permit Fee 140.90 ** TOTAL ** 266.90 *** COMMENTS *** *** CONDITIONS *** All work shall comply 2012 International Codes, 2017 NEC (if applicable), and ordinances adopted by the City of Wheat Ridge. Work is subject to field inspections. 1, 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 perfor e and that all, work tobe performed ' disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONT COR (Circle one) Date 1, This permit was issued based ot ithe 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 Budding Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a 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 isst Icc or grantin o a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any apple l o � or any Hance 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 `7Vheat �Omm 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: permits(aki.wheatridge.co.us FOR OFFICE USE ONLY Date: Plan/Permit # Plan Review Fee: Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: Lq Propertv Owner Property Owner Email: Tenant (Commercial Projects Only) Phone: Property Owner Mailing Address: (if different than property address) Address: City, State Zip: Architect/Engineer E-mail: Contractor Name: LI-kI,C)O'D- Fl, City of Wheat Ridge License #: Contractor E-mail Address: Phone: Phone: C;) 35- 700 7 For Plan Review Questions & Comments (please print): CONTACT NAME (please print): Phone: CONTACT EMAIL(please print): Sub Contractors (Must provide Wheat Ridge License No.): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # Qgs-S COMMERCIAL F-1 RESIDENTIAL Description of work: For ALL projects, 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 Ca e5materials to be used, etc. Uk) �- i S z �s P� . f --o b Sq. FULF Amps BTUs Squares Gallons Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ ( onn0 V WNER/UONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record: that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CONTRACTOR) or (AUTHO IZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and last name): � L_ DATE: -I� Printed Name: 7p ---,r 0yt ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: City of Wheat Ridge Comm. Tenant Finish PERMIT - 201801429 PERMIT NO: 201801429 ISSUED: 06/01/2018 JOB ADDRESS: 4880 Van Gordon ST EXPIRES: 06/01/2019 JOB DESCRIPTION: Add two bathrooms and demising wall in core and shell unit; 4800 sq ft total Tenant: Shredder Ski *** CONTACTS *** OWNER (303)263-0489 VANGORDON PROPERTIES LLC GC (303)863-0489 Lou/Mario Ficco 019638 Lou -Mar Construction SUB (303)456-8622 Jesse Vittetoe 020097 Plumbing Specialists SUB (303)944-1805 Edgar Virrueta 180154 Primo Electric Company *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 4 / Industrial Vacant BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 25,000.00 FEES Total Valuation 0.00 Plan Review Fee 287.33 Use Tax 525.00 Permit Fee 442.05 ** TOTAL ** 1,254.38 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. City of Wheat Ridge Comm. Tenant Finish PERMIT - 201801429 PERMIT NO: 201801429 ISSUED: 06/01/2018 JOB ADDRESS: 4880 Van Gordon ST EXPIRES: 06/01/2019 JOB DESCRIPTION: Add two bathrooms and demising wall in core and shell unit; 4800 sq ft total Tenant: Shredder Ski Ibmy signature, do hereby attest that the work to be performed shall comply with all accompanyingg approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am tl�e legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of r-6)dKER or CONTRACTOR (Circle one) Date f _ 1T -his permit was issued based on the information provided in the permit application and accompanying Flans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all re uired inspections and shall not roceed or conceal work without written approval of such work from the Building and Inspection �ervices Divisi 6. The i ce grantin . a permit shall not be construed to be a permit for, or an approval of, anviolation of any provision of any app, r an or regulation of this jurisdiction. Approval of work is subject to field inspection. Signatures Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of Wheat P,jdge COMMUNITY DE VEL.OI'MENT Building & Inspection Services Division 7500 W. 2911 Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(a)ci.wheatridge.co.us FOR OFFICE USE ONLY Date: E; I7 J Plan/Permit # �0 I K Plan Review Fee: C)�� Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: '41 y �o VG/1 Property Owner (please print): LIJ �-� c �� Phone:.3D)-a�' 3_ 0'14'% Property Owner Email: `t (C) ct mct ; r v Tenant (Commercial Projects Only) s h ('eL',!:, SL' Property Owner Mailing Address: (if different than property address) Address: r City, State, Zip: 4,.�h e,.-,lco �Uy 33 Architect/Engineer: (tip i 0ik,,N G, Gcj �r7 Architect/Engineer E-mail: Lfre.P 4%e- CL4= -'*one: 7%0­3'YL LI S7 e � Contractor: L, -_ 4 "� City of Wheat Ridge License #: Contractor E-mail Address: 16,1 (--ee-cu �G rite l Com. -,-L Phone: �>U-�_ For Plan Review Questions & Comments (please print): CONTACT NAME (please print): Z o - t'z G c J Phone: 30-3 rr 6 3- 0q dJ CONTACT EMAIL(p/ease print):Jc:,. r-ec) (6� L., cc : Sub Contractors (Must provide Wheat Ridge License No.): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # 1XCOMMERCIAL ❑RESIDENTIAL Description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. Sq. FULF 41400 .t, (` BTUs Gallons Amps Squares Commercial Projects Only: Occupancy Type: �_� Construction Type: Project Value: (Contract value or the cost of all materials and labor included in the entire project) OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ON (OWNERS{CONTRAC OR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CON/TRACTOR) Signature (first and last oam� : DATE: Printed Name: % ) )- DEPARTMENT USE ONLY 31j A3 ZONING COMMMENTS: OCCUPANCY CLASSIFICATION. CONSTRUCTION TYPE: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: Building Division Valuation: City of Wheat Ulge COMMUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM This form must be signed by each sub -contractor. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. This form will not be accepted with missing information. Project Address: 0 o U Van G-{c��-1 Permit #: c General Contractor: L -.W Mr, r Electrical Sub -Contractor Company Name: State License #: Phone #: Master #: Wheat Ridge License #: (required field) Signature of Authorized Agent Plumbing Sub -Contractor Date Company Name: �" s Phone #: 2 State License #: • Cool 12 3 Master #: M P . 00 5C9 Z Wheat Ridge License #: C�j2. GG -1 (required field) a+U_ Vb4;> 511 Ig Signatu'ife of Authorized Agent Date Mechanical Contractor Company Name: Phone: Wheat Ridge License #: (required field) Signature of Authorized Agent Date City of Wh6at�ige COMMUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM This form mus9 be signed by each sub -contractor. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. This form will not be acce ted with missing information. Ll J v„� 300 Project Address: Lr e 4 0 V," C -70r00 h _permit #: General Contractor: L o v - M, Electrical Sub -Contractor Company Name• pr t ;rr► ii E 12 ,,+c; i- State License #: & P"'^ Phoe #: Master #: 00 3 (91 q G Wheat Ridge License #: /got 5 q (required Meld) Signature of Authorized Agent Date Plumbing Sub -Contractor Company Name: State License #: Phone #: Master #• Wheat Ridge License #:— (required field) Signature of Authorized Agent Mechanical Contractor Company Name: Date Phone: Wheat Ridge License #: (required field) Signature of Authorized Agent Date Kimberly Cook From: Lou Ficco <louficco@gmail.com> Sent: Thursday, May 17, 2018 9:20 AM To: CommDev Permits Subject: Fwd: Permit application accepted - Arvada Fire Protection District Sent from my iPhone please excuse any errors. Begin forwarded message: From: bifferthearch a,reagan.com Date: May 16, 2018 at 11:17:27 AM MDT To: "Lou Ficco" <louficco a,gmail.com> Subject: Re: Permit application accepted - Arvada Fire Protection District Dropping them this evening is best - I have problems doing early mornings - just old I guess. Glad I could finally get this done - will follow thru if the city has any issues. And, evidently the tenant has already submitted something. Not sure theirs agrees with ours as to layout etc. but hopefully it does. You might want to check that a bit. Regards Biff -----Original Message ----- From: "Lou Ficco" <louficco(cDgmail. com> Sent: Wednesday, May 16, 2018 10:53 To: "bifferthearch" <bifferthearch(cDreagan.com> Subject: Re: Permit application accepted - Arvada Fire Protection District Whatever is easiest. Lou Sent from my iPhone please excuse any errors. On May 16, 2018, at 10:47 AM, bifferthearch <bifferthearchC@reagan.com> wrote: believe with this you can go to Wheat Ridge. I have ordered prints and will pick them up this afternoon. I can get them to you late this evening or tomorrow morning. Best idea might be for me to drop them at the building tonight after the dinner at church. Let me know. Biff Sent from my Samsung Galaxy , an AT&T LTE smartphone -------- Original message -------- From: NoReplyCcDmobile-eves.com Date: 5/16/18 9:14 AM (GMT -07:00) To: bifferthearch()reagan.com Subject: Permit application accepted - Arvada Fire Protection District Your permit request for Shredded Ski at STE 300, 4880 Van Gordon Street Wheat Ridge, CO 80033 has been accepted. Plans are reviewed in the order they are received. The approximate review turnaround time is 2 weeks. There are NO expedited reviews. The Job Number is: 180516001 Description: New Rest Rooms and demising wall 41 CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line% (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: U6 F. Job Address: 4M ne) 0/ldc(n Sr` 460 Permit Number: 2011 02 5_0 ❑ No one available for inspection: Time 2 5 �� A /_ Re -Inspection required: Yes No *When corrections have been ma all for re--inns�pection at 303-234-5933 Date: Q S Inspector: e✓ DO NOT REMOVE THIS NOTICE O I s� 0 -0 rq 01 d f' H Jd Q y C U O yO M J-) C °O a1 O '{ d a 04 a ^o � z O ro 04 a`�i U H U Aa) � H w o en 10 ro a� a 4t M 4.)H a '~ m n ea . _ o a> [�i O W 4JO W `° == u o ° U _ 00 O� O rH trl r{ CD Q oo LA �H� V Wbl O cZu �..� O LA +.r. CQ 'b O w 4J o W � N r 'O ° U V �Z xW = 0 d �V� oUCL � ro q Vx 0 o v 1a =� L a Ln � 44 r -I 4J cd bD .5� U o .. c 'b WWI b) a W o p >OaO. C) N a ro W ro O y 3 opo v O .r a = o H o ° d o Z (d a a a��3 a ° z Q�Q Cd 44O'0 ° m (y m o 4„ i N�� g U _ = = Eb z ^ U zoaa W H tl u 02 = 3oaQo 0 o a° F- —IC OUa.aw 8 N �C VJ City of Wheat idge BUSINESS LICENSE INSPECTION 0 PERMIT NO. INSPECTION DAY/TIME INSPECTION DAY/TIME INSPECTION DAY/TIME BUSINESS NAME: Shredder ADDRESS: 4880 Van Gordon St. Suite 300 CONTACT NAME: Brooks 70 SQ FT _�Lf w OCCUPANCY TYPE qg� _OCCUPANCYLOAD _CONSTRUCTION TYPE Tl�pRINKLERED ❑ NON -SPRINKLE Inspector Signature Dat � �3 -d City of Wheat Ridge Comm. Tenant Finish PERMIT - 201802522 PERMIT NO: 201802522 ISSUED: 09/19/2018 JOB ADDRESS: 4880 Van Gordon St Suite 400 EXPIRES: 09/19/2019 JOB DESCRIPTION: Construct one office and two bathrooms - 600 sq ft total; Electrical, plumbing and mechanical Tenant: Suzie's Pet Treats *** CONTACTS *** OWNER (303)263-0489 VAN GORDON PROPERTIES LLC SUB (303)863-0489 Lou/Mario Ficco SUB (303)456-8622 Jesse Vittetoe SUB (303)459-7785 Allen Green SUB (303)944-1805 Edgar Virrueta 019638 Lou -Mar Construction 020097 Plumbing Specialists 170499 A Squared Mechanical Solutions 180154 Primo Electric Company *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 420 / Storage Warehouse; 0 BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 26,000.00 FEES Total Valuation 0.00 Plan Review Fee 294.81 Use Tax 546.00 Permit Fee 453.55 ** TOTAL ** 1,294.36 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. City of Wheat Ridge Comm. Tenant Finish PERMIT - 201802522 PERMIT NO: 201802522 ISSUED: 09/19/2018 JOB ADDRESS: 4880 Van Gordon St Suite 400 EXPIRES: 09/19/2019 JOB DESCRIPTION: Construct one office and two bathrooms - 600 sq ft total; Electrical, plumbing and mechanical Tenant: Suzie's Pet Treats I, by in 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 alI entities named within this document as parties to the work to be performed andat work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. i e of '01VNER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying Flans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit tee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permi sliall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable code o .ordinance o .r gulation 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 �rnfd MTNT 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: Permits(Eki.wheatrid-ge.co.us jk !1 SEP I i FOR OFFICE USE ONLY Date: -�/ / Plan/Permit # P/ n Review Fee: Building Permit Application *** Please complete all highlighted areas on both sides of this form. incomplete applications may not be processed. *** Property Address: q900 V 0'n (j( -J0' 1. -9-//00 Property Owner (please print):10v co Phone: 303-a6 Property Owner Email: (ovEcLco(qG(ha;''CaM Tenant (Commercial Projects Only) .Svzc Pe i' +rzes�5 Property Owner Mailing Address: (if different than property address) Address: 3(.50 UCIn,C,<_S% 61.A7111-4- / City, State, Zip: (A e_ , kjo 4j r0033 Arch itect/Enaineer: Architect/Engineer E-mail:b t �� Gr ctr'ci►c� f�e[a a� ��JMA Phone: 7a0 - Contractor: aU- Contractor: Z-,--." - mlcw_ City of Wheat Ridge License #: (519C,3 R Phone: 303 - aC -3- D Contractor E-mail Address: /C"J � Gc0 P_';A MC' L CJ^'\ For Plan Review Questions & Comments (please print): CONTACT NAME (please print): 4w 1;c -co Phone::;C� 3 - ar, 3 _U Yee/ CONTACT EMAIL(p/ease print): /Ov G C ,0e t c l _ ✓Y1 V Sub Contractors (Must provide Wheat Ridge License No.): l Electrical: Pr, -,a Plumbing: Q(,, ��c6�5 Mechanical: {t S�1uGrG) W.R. City License # W.R. City License * W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # [COMMERCIAL ❑ RESIDENTIAL Description of work: For ALL projects, 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. r,. 6frL,`f 1 o l F. d- a, r ,�hti s c� a� bf�� ci- 06W 54 Cf. ,' k L G-�tY t L,)'6 G— l S t: eXG '� SI1G� I Commercial Projects Only: Occupancy Type 5 Construction Type: %% 6 L, 14% -�S 5 pry icr Sq. Ft./LF L%)C BTUs Amps Squares Gallons Project Value: (Contract value or the cost of all materials and labor included in the entire project) OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that i have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: O ER ONTRA O or AUTHORIZEDREPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and last Dame DATE: Printed Name: Lav I'-% Y'Gcc7 ZONING COMMMENTS: Reviewer: BUILDING DE TMENT C TS: PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: SZ CONSTRUCTION TYPE: 3 Building Division Valuation• From: bifferthearch(a�rea ag n.com Date: September 11, 2018 at 8:51:33 AM MDT To: "Lou Ficco" <louficco(a,mail.com> Subject: FW: Permit application accepted - Arvada Fire Protection District I think this is the proof you need to apply to the city. I'll try to pick up those drawings later today from the printer - sending them to them now. Biff -----Original Message ----- From: NoReplyna.mobile-eves.com Sent: Tuesday, September 11, 2018 08:44 To: bifferthearch(a-)-reagan.com Subject: Permit application accepted - Arvada Fire Protection District Your permit request for Building Shell at 4880 Van Gordon Street Wheat Ridge, CO 80033 has been accepted. Plans are reviewed in the order they are received. The approximate review turnaround time is 2 weeks. There are NO expedited reviews. The Job Number is: 180911001 Description: Preliminary tenant finish to display the unit for future tenants Lily of Wh6at Idge COMMUNITY DFVFInPMENT SUB -CONTRACTOR AUTHORIZATION FORM This form must be signed by each sub -contractor. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. This form will not be accepted with missing information. Project Address: 478 0 Van(-tp(�,l Permit General Contractor: Electrical Sub -Contractor Company Name: Phone #: State License #: Master #: Wheat Ridge License #: (require(l field) Signature of Authorized Agent Date Plumbing Sub -Contractor Company Name: hLn►i %_ Spe6.11;su Phone #: JG3 `45to- 92 2. State License #: PC, pppI 1'2 Master #:gyp Wheat Ridge License #: ( C)(pj I _( required field) Signature f Authorized A ent a g bate Mechanical Contractor Company Name: Phone: Wheat Ridge License #: (required field) Signature of Authorized Agent Date 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:v� Job Address: 11av? 6Oi'G(e-em 5F�_-3-50 Permit Number: 65/41 °� V FIV -e- ,�;(drIi"kIwV-5 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: 9el�"/F- Inspector: DO NOT REMOVE THIS NOTICE I* � 4 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: FE Job Address: rl of o t .5jf _5W PermitNumber: >i 0 V Cl ❑ No one available for inspection; Time _ lel I AM/PM Re -Inspection required: Yes When corrections have been made, No call for re -inspection at 303-234-5933 Date: q /v ,� Inspector: la DO NOT REMOVE THIS NOTICE 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:1Via �09A ,�( l° Job Address: WeDo 1 cam. �;� '(°014 -.1 Permit Number: �2e-212,12142 PAlo one available for inspection: Time /PM) Re -Inspection requirednYYes No : When corrections have beer�ede;'call for re -inspection at 303-234-5933 Date: `'a ` i `i Inspector: 'I DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division t (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: f V 1.0 00 eC1+ id . Job Address: n U6 rJt Permit Number: ❑ No one available for inpectio�n: Time � ._ A /PM Re -Inspection requireYes Nb When corrections have bee iii, for re -inspection at 303-234-5933 Date: "` 't c ' I Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge �or Commercial Electric PERMIT - 201802545 PERMIT NO: 201802545 ISSUED: 09/17/2018 JOB ADDRESS: 4880 Van Gordon St Suite 300 EXPIRES: 09/17/2019 JOB DESCRIPTION: Add 6 lights, 2 -4 plex plugs and 2 - 2 plex receptacles *** CONTACTS *** OWNER (303)263-0489 VAN GORDON PROPERTIES LLC GC (303)863-0489 Lou/Mario Ficco 019638 Lou -Mar Construction SUB (303)944-1805 Edgar Virrueta 180154 Primo Electric Company *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 420 / Storage Warehouse; 0 BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 500.00 FEES Total Valuation 0.00 Use Tax 10.50 Permit Fee 26.50 ** TOTAL ** 37.00 *** COMMENTS *** *** CONDITIONS *** Work must comply with the 2017 NEC, 2012 IBC and other applicable codes and ordinances. Work is ubject to field inspection. 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 an am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include alI entities named within this document as parties to the work to be performed and that al �woto be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Sna ure R or CONTRACTOR (Circle one) ate I, is pe . 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 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 changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a perm ill shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code o f ordinance o figulation of this jurisdiction. Approval of work is subject to field inspection. i Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY City of W heat age COMMUN1Ty 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 Date: 911711SI mAv/5 Plan/Permit #�0 � 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: Property Owner (please print): C';t Phone:����'� Property Owner Email: Tenant (Commercial Projects Only)���� �✓ Property Owner Mailing Address: (if different than property address) 2- Address:5� Citv. State, Zi Architect/Engineer E-mail: N Contractor Name: Phone: City of Wheat Ridge License #: CD I cl ' Phone: Contractor E-mail Address: G._)_� (,t Lc For Plan Review Questions & Comments (please print): C1; CONTACT NAME (please print):_ Z:L_-i Phone: (30� - ) 6 3 0 `-T S`l CONTACT EMAIL(p/ease print): Sub Contractors (Must provide Wheat Ridge License No.): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # [�] COMMERCIAL ❑ RESIDENTIAL Description of work: For ALL projects, 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. � �, j ►its Sq. Ft./LF Amps BTUs Squares Ck✓n P Gallons Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ S(i v OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application. warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CONTRA Tl Signature (first and last name): Printed Name:—+ c ZONING COMMMENTS: Reviewer. BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: UTHORIZED REPRESENTATIVE) of (OWNER) (CON/TRACTOR) DATE: q /7 / DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: Qra �2 \/ \\ ,FA» a&U) /\� JET X \{( Eo7 7g }' N C 0 Z / g m City of Wh6at. �idge COMMUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM This form mdst be signed by each sub -contractor. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. This form will not be accepted with missing information. Project Address: L00 UanQpC�n 4`i'(XJ Permit #: General Contractor:�c� Electrical Sub -Contractor Company Name: Pr; t%* Oe r.; ( (�pbo' #. (7' 0) gid - 7.2 r q State License #: 01 0 O S 1 o Master #• 30 l % t; Wheat Ridge License th �' 5 Lf Signatu�reofuthorized Agent Plumbing Sub -Contractor Company Name: State License #: (required field) � 7 Date Phone #: Master #: Wheat Ridge License #: (required field) Signature of Authorized Agent Date Mechanical Contractor Company Name: Phone: Wheat Ridge License #: (required field) Signature of Authorized Agent Date INSPECTION NOTICE Inspection Type: t C Job Address: Vcw &MA00 5T �300 Permit Number: c2(7(K_ 01 L42rt ❑ No one available for inspection: Time '.n A /PMD Re -Inspection required: Ye '� No f When corrections have been made, call for re -inspection at 303-234-5933 Date: Ct' ti�� IInspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE �1 Building Inspection Division (303) 234-5933 Inspection line A�,\ IN (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: t C Job Address: Vcw &MA00 5T �300 Permit Number: c2(7(K_ 01 L42rt ❑ No one available for inspection: Time '.n A /PMD Re -Inspection required: Ye '� No f When corrections have been made, call for re -inspection at 303-234-5933 Date: Ct' ti�� IInspector: 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: ✓"t, �. �l V a -t, ) k 0 Job Address: �C�✓�<���Gc�t St ?C Permit Number: ❑ No one available for inspection: Time Cl 12,1:) AM/PMS Re -Inspection required: 'YYes iNo When corrections have beel-, �a-ll for re -inspection at 303-234-5933 Date:_' t, n. 6 Inspector: TS DO NOT REMOVE THIS NOTICE 5 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: 610: 6 F4v5.uA Job Address: Li�3w Own 6(j/,40rl <( 3(.o Permit Number: 699)6 0b+,zq ❑ No one available for inspection: Time tL_n_6,) AN/PV Re -Inspection required: es /-No When corrections have been made, call for re -inspection at 303-234- Date:- 9 - 1-7, t � 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: J 3 r - E Job Address: Ll Pr,2) a V4,,7 d` G Permit Number: n T,F3 oo ❑ No one available for insp , 'on: Time/ `i '/ AM/PM Re -Inspection required: Yes No When corrections have been ma e, can for re -inspection at 3o3-234-5933 Date: 41 U, Inspector:` DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 44 0 -3 - ,'n e• / e )e c Job Address: 44 $ S o -.h r- en # 3 o O Permit Number: 3 0/ p 1 y 3 1-/ �' � :L ��"_=&Jaw ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes 4D When corrections have been madQ; call Date" i ' DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: / 1 Job Address: av o—off r S ( ?cam Permit Number: 0?01� O / q-3 4 L4 ❑ No one available for inspec ' : Time Re -Inspection requireda/Yes Ao When corrections have bebwffiade, call for re -inspection at 303-234-5933 Date: `I —inspector: DO NOT REMOVE THIS NOTICE ASCENT.. STRUCTURAL ENGINEERING August 24, 2018 Brooks Crosby Shredder Boulder 6655 Arapahoe Rd Suite J Boulder, CO 80303 Reference: Ascent Job# 2018-0102: Shredder Ramp Wheat Ridge Dear Mr. Crosby, Boulder Denver Winter Park It was brought to our attention that preservative treated wood was not used for the framing members as noted in our construction documents. This project is a stand-alone element inside a conditioned space. The concrete slab below the wood is protected from exterior moisture. The only moisture that would come in contact with the wood would be vapor transmission from the slab. Based on these conditions; it is acceptable to our firm if a capillary break is used to provide separation from the wood and the slab. This can be a membrane or liquid applied adhesive installed between the slab and wood preventing the wicking of vapor into the wood. Alternatively a post applied preservative product could be used provided the manufacturer's application instructions can be followed. It is a pleasure to work with you on this project and we look forward to its successful completion. Please feel free to contact our office if you have any questions or if we may be of any further assistance regarding these matters. Sincerely, Matthew K. Berry, PE Principal .11, ONW111, cG,, ' RE 37594 ASCENT GROUP, INC. a 6707 Winchester Circle, Suite 100 - Boulder, CO 80301 0 303.499.3022 - fax 303.499.3032 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: Uical Job Address: 11c i C veC(ri ✓\ J;� ?00 Permit Number: U( �'C) (42,C{ ❑ No one available for instep-ecction: Time CSU A /P Re -Inspection required: Yes o When corrections have been made, call for re -inspection at 303-234- Date:- 7.29 • (� Inspector: JC DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE 1� BUIlding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: V w 6 �+ T'V`cA-vvN 0 Job Address: 43 34 UCS 4I Coca u Gtc(v' 1:V f�__3 Permit Number: 20 t 2. 0( 4� 4 ❑ No one available for inspection: Time AM PM -) Re -Inspection required: es o When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division 4' (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: PL -Ai 6) (i freavVIA Job Address: 4 no cten 601 -day) _,;T Permit Number: 201 YU I ` 0 - I L 1EL ) 6'9/91' :i /,,,7 1 f. , VG 1Z T ❑ No one available for ins ection: Timer, BVI/PM Re -Inspection required: Yes No -f `'When corrections have been made, call for re -inspection at 303-234- Date:- E- —7, l � Inspector: , DO NOT REMOVE THIS NOTICE l N`' 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: t4' UL) &) �) 1," F_ 6- H Job Address: L4390 Ucxyl Permit Number: 2 01 fi (�� 14 2 9 ❑ No one available for inspectio :-Tide 41Lj IU A /PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: ---2. i 3, l Inspector: 4,�z DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE 1 �� Buitding Inspection Division PA (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: � w Job Address: (iCAv-, 6o,(d 0 Permit Number: ? f 4 2 cz ❑ No one available for inspection: Time A Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: � ' � �' f � Inspector: I� DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial Remodel PERMIT - 201801434 PERMIT NO: 201801434 ISSUED: 07/09/2018 JOB ADDRESS: 4880 Van Gordon ST SUITE 300 EXPIRES: 07/09/2019 JOB DESCRIPTION: Construction two wooden slopes enclosed with drywall; installing fire sprinklers on the larger slope only; 4,800 sq ft *** CONTACTS *** TEN (303)818-8138 Brooks Shredder Wheat Ridge LLC OWNER (303)263-0489 VANGORDON PROPERTIES LLC GC (303)981-6222 Yvonne Butcher 180209 Edgewater Construction Co, LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 420 / Storage Warehouse; 0 BLOCK/LOT#: / *** FEE SUMMARY *** Total Valuation Plan Review Fee Use Tax Permit Fee ** TOTAL ** *** COMMENTS *** ESTIMATED PROJECT VALUATION FEES 0.00 474.21 1,050.00 729.55 2,253.76 50,000.00 *** CONDITIONS *** Approval from presiding fire department required prior to final building inspection sign -off. All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. £ City of Wheat Ridge {t Commercial Remodel PERMIT - 201801434 PERMIT NO: 201801434 ISSUED: 07/09/2018 JOB ADDRESS: 4880 Van Gordon ST SUITE 300 EXPIRES: 07/09/2019 JOB DESCRIPTION: Construction two wooden slopes enclosed with drywall; installing fire sprinklers on the larger slope only; 4,800 sq ft I, by in�si' nature, do hereby attestthat theworktobeperformed shappicaeuilding codesand all applicable municipal coes,pobythelgal owner of thepropertyand amauthorized to obtainthisthis in I further attest that I am leggally authorized to include all entities named within this document as partes to the work to be performed and that all wor�pertormJ, disclosedin this document and/or its' accompanying approved plans and specifications. Signature of OWNER or C,01�TRACT R (Circle one) Date 1, This permit was issued baked on the' ormation provided in thepermit application and accompanying plans and specifications and is subject to the compliance with terse 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 ordmagce or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of ChiefBuildifig Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. _ City of ,� W heat I is c --�t)E.V[1C)I'rt1FN� . Building & Inspection Services Division 7500 W. 2911 Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: Permits(o)ci.wheatridge.co.us FOR OFFICE USE ONLY Date: Plan/Permit # 0 l g LJ C�lu Plan Review Fee: ( 1 1 Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 4810 Van Gordon Street, Unit 300, Wheat Ridge, CO 80033 Property Owner (please print): Mario FICCo Phone: 303-564-6677 Property Owner Email: marioficco@gmail.com Tenant (Commercial Projects Only) Shredder Wheat Ridge LLC Property Owner Mailing Address: (if different than property address) Address: 3650 Vance St, Suite 1 City, State, zip: Wheat Ridge, CO 80033 Architect/Enaineer: Structual Engineer for Ski slopes= Matt Berry- Ascent Engineering Architect/Engineer E-mail: m.berry@ascentgrp.com phone: 303-499-3022 Contractor: Currently we are bidding this out; no contractor has been finalized City of Wheat Ridge License #: Contractor E-mail Address: For Plan Review Questions & Comments (please print): CONTACT NAME (please print): CONTACT EMAIL(p/ease print): Sub Contractors (Must provide Wheat Ridge License No.): Electrical: Plumbing: W.R. City License # W.R. City License # Phone: hone: Other City Licensed Sub: Other City Licensed Sub: City License # City License # Mechanical: W.R. City License # COMMERCIAL ❑ RESIDENTIAL Description of work: For ALL projects, 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. 'V V OV \C, ({�tCC �L` J "-�'<e el -Fe, 14",V, 'Z k. e- A { � b e 1 e A e_li� . --tom � -7 G e- 5 u� \ ry rL l r5 . G P— e-- �� -17-t ^J V- I -e 1L r R- AG 7 Lt PS G •L 2 -�-, � � 2 �i ) t `J ( 2� ni �S—\ .,CSL L l.✓ '� (� �/L q L/C_ A,/ 1 V NV_ 11 i t k w' t (' 6LP0 lJN� FW A— 6 G C—S {D G�r i,� �o rte✓ S ( e St -L& � r� i GL 1 �t -r ,� �` e t 'L J 5 L� ���e L % L`� e "� w P, v { U C k .5 -T- C } u N �' ( � t-, IJa r� GL ' G (r '� T 2 S �� 5 �' C S . '7 1Lc G l c v flti 1t ��� cZ ljeF< a4 [e cL p i �C�.`t1`a�• Commercial Projects Only Sq. Ft./LF 49800 Amps Occupancy Type: recreation construction Type: Type 2 B BTUs Squares Gallons Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ 50,000 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 ['or this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (O R) (CONTRACTOR) or Signature (first and last name): Printed Name: �! O 0 ZONING COMMMENTS: Reviewer. BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: IZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) DATE: 01) 1 ( a OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: From: co,r; Subject: Permit application accepted - Arvada Fire Protection District Date: May 16, 2018 at 9:16 AM To: brouk,,, -hredderski com Your permit request for Shredder Wheat Ridge LLC at STE Unit 300, 4880 Van Gordon Street Wheat Ridge, CO 80033 has been accepted. Plans are reviewed in the order they are received. The approximate review turnaround time is 2 weeks. There are NO expedited reviews. The Job Number is: 180516002 Description: Shredder is an indoor ski and snowboard facility. We are planning on building two wooden ski slopes. The wooden slopes and platform will be constructed with 2'x4's, 2'x8"s, plywood, wooden columns (see structural engineering drawings). The wooden slopes will be enclosed with drywall. Please see the attached structural engineering drawings. Under the big slope, there will be sprinklers. The fire sprinkler protection will be installed per NFPA by certified sprinkler contractor. The medium slope wil I not have sprinklers. There will be a safety door and the only use under the slope is to drain the water that will be a small basin. The ski surface is a plastic material and foam padding ASTM/Fire Specs are attached. The landlord will be responsible for the electrical, bathroom, demising wall, ceiling fan installation, and other. All of this will be on the landlords application. There are six attachments total -slope drawing, ASTM specs for ski surface and foam, facility layout. 4 0 o x Ln x O ca 0-0 (D 0*- " r— 0 E ., JCT SPECIFICATION SHEET :ELL POLYETHYLENE FOAM Physical Prope§rtios Tust Method Unit Value Nominal Density ASTM D3575-08 Suffix W Kg/m, ISO 1856:2000 ISO 845:2006 (25% compression) 37 Compressive Strength ASTM D3575-08 Suffix BB% ! 5 _ Vertical (d 10% (2 psi / 14 kg/dm-) Compressive Creep 50 Vertical (a 25% ASTM D3575-08 Suffix D KPa (2,5 psi / 17,5 kg/dfn2) G Vertical 00% ., ISO 72142007 : 65 (100 m/min compression speed) < 2 Tensile Strength 6 peak 125 Compressive Strength (MD/CD) ISO 1798: 2008 KPa - �- Vertical 0 25% (4th compression) 165 30 Vertical 0 50% (4th compression) ISO 3386 1986 part 1 KPa 90 Vertical ld 70% (4th compression) DIN 53577 ISO 1798: 2008 % 220 ASTM D3575-08 Suffix B Compression Set (50%compression) % < 20 ISO 1856:2000 (25% compression) (10 Compressive Creep ASTM D3575-08 Suffix BB% ! 5 _ 168 hrs —_- (2 psi / 14 kg/dm-) Compressive Creep ASTM D3575-08 Suffix BB% < 10 1000 hrs (2,5 psi / 17,5 kg/dfn2) Thermal Stability ASTM D3575-08 Suffix S % 1502796 < 2 Tensile Strength 6 peak ASTM D3575-08 Suffix T -- (MD/CD) ISO 1798: 2008 KPa 2'3 —_..__, 165 le MD/CDElongation ASTM D3575-08 Suffix T 32 ISO 1798: 2008 % 33 Tear Strength ASTM D3575-08 �— 17 (MD/CD) Suffix G N/cm 14 Water Absorption ASTM D3575-08 Suffix L Volume % _ ISO 2896;1986 < 3 Surface Resistance EIA STD 541 - 2008 (antistatic grade -dissipative) Section 4.3 Ohms < 10`1 Surface Resistence �— (antistatic grade -dissipative) IEC 61340-5-1, ed.1 2007 Ohms < 10 Fire -test response Characteristics (U Transportation FMVSS 302 Pass Automotive (1) These numer cal laboratory f're-test -response characiensc cs are not intended to reflect hazards presented try th:s material under actual ire condfruns NOTICES The dal- prese-lod for ;his procuct -s fcv untabnceted polyethylene toam product Nh le values shown are rypcet of this product, they should not be construed as specTcal;m lim ls. Sealed Aif makes no warranties, express or implied, including w,thout fimilallon, warranties of merchantabilily or rtness for a particular pupose, with respect to any product 'mformat.on or recommendations reared to herein, and shall not be l.abie for any lass or dentage, direclly or indirectfy, related to such product, 'ntormat:M or recamrnericat.ons or for ronsefluentia! or nc;dental damages. User should test each applicavm to determine suilab:'Ity of the pr,dur.l f, the ntmded - Telford Way T: +44 1536 315700 Kettering NN116 BUN Corporate office: Sealed Air Corpora+ion, 8215 Forest Point Boulevard, Charlotte, NC 28273, USA F: +44 1536 410576 United Kingdaro www.sealedair.com Sealed Air has companies throughout the world. E: info-pack0seatedair.com www.sealedairprotects.eu 0 Seated Air Corporation 2015. All rights reserved. E220 -EN 09/15 Flame Tests for Extreme and Foam 1. E-84 Burn test on one of our flooring products made of polyethylene like our Snowsport Xtreme (Fire Testing SC50.pdf) 2. E-84 Burn test on the backing used on the back side of our Xtreme (13-05164. pdf) 3. Polyethylene Foam Product Specification Sheet (SealedAit_Etha220) with Thermal Stability and Fire -test response Characteristics Vernon. 1 Polyethylene Foam 1. IDENTIFICATION SAFETY DATA SHEET Preparation date 2015-10-13 Product Name: CELL-AIRF(R). CORRO-FOAMS), CELLUPLANKE, ETHAFOAMC, ETHAFOAMS 260C1, ETHAFOAMS HRC, ETHAFOAM9 MRC, ETHAFOAUS M SERIES, SYNERGY, STRATOCELL®, STRATOCELL® PLUS STRATOCELLO RC, CELLU-CUSHIONS, CELLU- CUSHIONS 84, AND OPTI- STEPTM POLYETHYLENE FOAMS INCLUDES VARIOUS EXTRUDED POLYETHYLENE FOAM PROFILES AND LAMINATES (DOLPHIN-PA DI-). Product Code: Not Applicable SDS#: PE -01 Recommended Use: Foam packaging used for cushioning and product protection. Uses Advised Against: Uses other than those identified are not recommended Manufacturer, Importer, Sealed Air Corporation (US) Supplier: 7665 National Turnpike, Building D Louisville, KY 40214-4801 Phone: (502) 380-4333 Emergency Telephone Chemtrec 800-424-9300 Number: —--- -----..... 2. HAZARD(S) IDENTIFICATION Classification of the substance or mixture: This product is not classified as hazardous according to OSHA 29CFR 1910.1200 (HazCom 2012 -GHS). Signal Word: Not applicable Hazard Statements: Not applicable Precautionary statements: Wash hands thoroughly after handling. IF IN EYES: Rinse cautiously with water for several minutes. Remove contact lenses, if present and easy to do. Continue rinsing. If eye irritation persists: Get medical advice/attention. Health hazards not otherwise classified (HHNOC) - Physicai hazards not otherwise classified (PHNOC) Not applicable This polyethylene foam is made with a flammable hydrocarbon blowing agent most of which is removed prior to shipment. However, residual flammable vapors may gradually exhaust from the foam during storage, fabrication or use. Avoid close confinement of large foam quantities and sources of ignition near the foam (i.e. smoking, sparks, and flames) Do not store near heating equipment. Heating equipment should be inspected regularly during every heating season to check for pinholes or larger defects in the combustion chamber Burns readily when exposed to plentiful and hot ignition sources. Use self-contained breathing apparatus in the event of fire. Polyethylene Foam 1 of 6 -Sealers Air �— Yy 3. COMPOSITION/INFORMATION ON INGREDIENTS Classified Ingredients: Polyethylene Hydrocarbon Gas Glycerol Stearate Color Concentrate CAS No. Weight % 9002-88-4 85-100 75-28-5 or 74-98-6 0-5 Mixture 0-2 Variety 0-1 Exact percentages and CAS numbers are being withheld as trade secret information Occupational exposure limits. if available, are listed in Section 8. 4. FIRST-AID MEASURES Description of necessary first aid measures: Eves: IF IN EYES: Rinse with water for several minutes. Remove contact lenses. if present and easy to do. Continue rinsing for at least 15 minutes. If eye irritation persists Get medical advice/attention. Skin: IF ON SKIN: Wash with plenty of soap and water. If skin irritation occurs. Get medical advice/attention. Inhalation: No information available. Ingestion: No information available. Most important symptoms/effects: Eves: Dust may cause irritation or corneal injury due to mechanical action. Fumes released during hot operation may cause eye irritation. Skin: Dust may cause skin irritation. Inhalation: Fumes generated under heat may cause eye irritation and respiratory irritation. Dust may cause irritation to upper respiratory tract and lungs. Ingestion: No information available. Immediate medical attention and special treatment needed_ Not applicable. Aggravated Medical Conditions: No information available. 5. FIRE -FIGHTING MEASURES Specific Methods: No special methods required. Suitable Extinguishing Media: Water, carbon dioxide (CO2) and dry chemical. Specific Hazards: Trace amounts of residual blowing agent may be present in the foam. Mechanical and thermal processes may produce dust and flammable vapors which may be potential explosion hazards. Special Protective Equipment for Fire Fighters: Fire-fighters should wear appropriate protective equipment and self-contained breathing apparatus (SCBA) with a full face -piece operated in positive pressure mode. PVC boots, gloves, safety helmet and protective clothing should be worn Unsuitable Extinguishing Media: No information available. Polyethylene Foam 2 of 6 Sealed Air - 6. ACCIDENTAL RELEASE MEASURES Personal precautions: No information available. Environmental precautions: No information available. Methods and materials for containment and cleaning up: No information available 7. HANDLING AND STORAGE I Handling: Fabricating operations which cut large numbers of interior foam cells, can release localized amounts of flammable, residual blowing agent_ Provide adequate ventilation to avoid the buildup of blowing agent concentration. Storage: This polyethylene foam is made with a flammable hydrocarbon blowing agent, most of which is removed prior to shipment. However, residual flammable vapors may gradually exhaust from the foam during storage, fabrication or use. Avoid dose confinement of large foam quantities and sources of ignition near the foam (i.e. smoking, sparks, and flames). Do not store near heating equipment. Heating equipment should be inspected regularly during every heating season to check for pinholes or larger defects in the combustion chamber Burns readily when exposed to plentiful and hot ignition sources. Use self-contained breathing apparatus in the event of fire. Aerosol Level (if applicable): Not applicable. Exposure Guidelines: Ingredient(s) Hydrocarbon Gas 8. EXPOSURE CONTROLS/PERSONAL PROTECTION 1 CAS# OSHA-PEL ACGIH-TLV 75-28-5 or Not established 1000 ppm (STEL) 74-98-6 1000 ppm 1000 ppm Engineering Controls to Reduce Exposure: No special ventilation requirements. General room ventilation is adequate. Personal Protective Equipment: Eye protection: No special requirements under norrriai use conditions. Hand protection: No special requirements under normal use conditions. Skin and body protection: No special requirements under normal use conditions. Respiratory protection: No special requirements under normal use conditions. Hygiene measures: No special requirements under normal use conditions. For additional information obtain the Sealed Air Corporation "Polyethylene Foam Safety Guide." 9. PHYSICAL AND CHEMICAL PROPERTIES Physical State: Solid plastic foam Color: Natural, Black, Light Green and other colors Odor: Slightly aromatic (musty) Odor Threshold: Not available pH: Not available Melting Point/Freezing Points: 230° F (110° C) Boiling/condensation point: Not available Flash point: Hydrocarbon Gas: -120 °F (-84 °C) Flammability (solid, gas): Not available Lower and upper explosive limits: 'Hydrocarbon Gas: LEL1.8% by volume and UEL 8.5% by volume Vapor Pressure: Not available Vapor Density (Air = 1): >1 Relative Density: 20 - 200 Kg/m3 Solubility in Water: Not soluble Partition coefficient: n- octanol/water: Not available Auto -Ignition temperature: Not available Decomposition temperature: Not available Polyethylene Foam 3 of 6 Sealed Air �---- � 9. PHYSICAL AND CHEMICAL PROPERTIES Evaporation rate: Not available Viscosity: Not available 'Only trace amounts of residual blowing agent (under 2 wt%) present in the foam. 10. STABILITY AND REACTIVITY Reactivity No specific test data related to reactivity available for this product or its ingredients Stability: Stable at room temperature. Possibility of Hazardous Reactions: Not applicable. Hazardous Decomposition Products: Not available. Materials to Avoid: Contact with strong oxidants for extended time. Conditions to Avoid: Avoid flame, very high temperature, and UV. 11. TOXICOLOGICAL INFORMATION Information on likely routes of exposure: Eye contact, Skin contact, Inhalation, Ingestion. Delayed immediate or chronic effects and symptoms from short and lonq-term exposure: Eye Contact: None known. Skin Contact. None known. Inhalation: None known. Ingestion: None known. Sensitization: No information available. Numerical measures of toxicity: ATE - Oral (mg/kg) Not available ingreaienttsZ Not applicable IARC_I OSHA I NT 12. ECOLOGICAL INFORMATION Ecotoxicity: No information available. Persistence and Degradability: No information available. Bioaccumulation: No information available. Mobility in Soil: No information available. I 13. DISPOSAL CONSIDERATIONS—� Waste from residues/unused products: This product, as sold, if discarded or disposed, is not a hazardous waste according to Federal regulations (40 CFR 261.4 (b)(4)). Dispose in compliance with all Federal, state.. provincial and local laws and regulations. Contaminated Packaging: Not applicable. RCRA Hazard Class (undiluted product): Discarded product is not a hazardous waste under RCRA, 40 CFR 261, when disposed of in its purchased form. Polyethylene Foam 4 of 6 Sea"c�r� /�i�- c�o ���r�~ ' 14. TRANSPORT INFORMAT!ON DCT: Not regulated TIG: Not regulated OMDQ: Not regulated. IATA: Not regulated, DOT (Ground) Bill of Lading �escii�pfion'. Not regulated TransportIMOG (0cean) Bill of Larding Descrilytion: Not regulated. large quantities �� eoofUnis po|ye�nefoam in ventilated vehicles Exercise caution when opening ---�vehicles containingthis tobacco products, sparks and flames) near the foumand vehicle. For additional infortnabon obtain the Sealed Air Corr)orabon "Polyethylene Foam Safety Guide _____ -----_-------�— 16,REGULATORY INFORMATION International Inventories at CAS# Level: All components of this product are listed on the following inventories .US.A. (TSKCA),Canada (DSL8NDSL) U.S. Regulations: lifomia Proposition 65: N '--t ot applicable This product is not subject to the reporting requirements under California's Proposifion 65 1 GHT TO KNOW (RTK): ERCLA/ SARA: Ingredient(s) CAS# weight % CERCLA/SARA Section 302 Section 313 Not applicable I Ingredient(s) CAS# CAA HAP CAA ODS CWA Priority -Not applicable SARA 311/312Hazard Catewriem; Immediate: Delayed: Fire: Reactivity: Sudden Release ofPressure: Canadian Reaullations: CEPA DSL: All components are listed orexempted. NflPA: Health: O Flammability: 1 Instability: n Special Hazard: None O=Mir)mm/ 1=0ight Polyethylene Foam fs. Q�MilR tN�aR��ila� -� Version Number: 2 Preparation date: 2015-10-13 SDS Code: PE -01 Reason for revision: Revised Section S. Prepared by: INAPORA Additional advice: Nat applicable Notice to Reader. This document has been prepared using data from sources considered technically reliable it does not constitute a warranty, expressed or implied, as to the accuracy of the information contained wdhin Actual conditions of use, and handling are beyond sellers control User is responsible to evaluate all available information when using product for any particular use and to comply with all Federal, State, Provincial and Local laws and regulations. Polyethylene Foams 6 of 6 iuv■ii �■ncrr:■u ouror .pUr COMMERCIAL TESTING COMPANY 1215 South Hamilton Street , Dalton, Georgia 30720 Telephone (706) 278-3935 Facsimile (706) 278-3936 Standard Method of Test for Surface Burning Characteristics of Building Materials ASTM E 84-12c Item A0401`89WT2 Report Number 13-05164 Test Number 4400-8184 May 17, 2013 Oxco, Inc. Charlotte, North Carolina Commercial Testing Company .2GGG� gk4ov (Authorized Signature) This report is provided for the exclusive use of the client to whom it is addressed. It may be used in its entirety to gain product acceptance from duly constituted authorities. The test results presented in this report apply only to the samples tested and are not necessarily indicative of apparent identical or similar materials. Sample selection and identification were provided by the client. A sampling plan, if described in the referenced test procedure, was not necessarily followed. This report, or the name of Commercial Testing Company, shall not be used under any circumstance in advertising to the general public. TESTED TO BE SURE@ Since 1974 Page 1 of 4 INTRODUCTION This report is a presentation of results of a surface flammability test on a material submitted by Oxco, Inc., Charlotte, North Carolina. The test was conducted in accordance with the ASTM International fire test response standard E 84-12c, Surface Burning Characteristics of Building Materials, sometimes referred to as the Steiner tunnel test. This test is applicable to exposed interior surfaces such as walls and ceilings. The test is conducted with the specimen in the ceiling position with the surface to be evaluated face down toward the ignition source. The ASTM E 84 test method is the technical equivalent of UL No. 723. This standard is used to measure and describe the response of materials, products, or assemblies to heat and flame under controlled conditions, but does not by itself incorporate all factors required for fire— hazard or fire—risk assessment of materials, products, or assemblies under actual fire conditions. PURPOSE The purpose of the test is to provide only the comparative measurements of surface flame spread and smoke development of materials with that of select grade red oak and fiber—reinforced cement board, Grade II, under specific fire exposure conditions. The test exposes a nominal 24 -foot long by 20 -inch wide test specimen to a controlled air flow and flaming fire adjusted to spread the flame along the entire length of a red oak specimen in 5.50 minutes. During the 10 -minute test duration, flamespread over the specimen surface and density of the resulting smoke are measured and recorded. Test results are calculated relative to red oak, which has an arbitrary rating of 100, and fiber—reinforced cement board, Grade II, which has a rating of 0. The test results are expressed as Flame Spread Index and Smoke Developed Index. The Flame Spread Index is defined in ASTM E 176 as "a number or classification indicating a comparative measure derived from observations made during the progress of the boundary of a zone of flame under defined test conditions." The Smoke Developed Index, a term specific to ASTM E 84, is defined as "a number or classification indicating a comparative measure derived from smoke obscuration data collected during the test for surface burning characteristics." There is not necessarily a relationship between the two measurements. The method does not provide for measurement of heat transmission through the surface tested, the effect of aggravated flame spread behavior of an assembly resulting from the proximity of combustible walls and ceilings, or classifying a material as noncombustible solely by means of a Flame Spread Index. The zero reference and other parameters critical to furnace operation are verified on the day of the test by conducting a 10—minute test using 1/4—inch fiber—reinforced cement board, Grade II. Periodic tests using NOFMA certified 23/32—inch select grade red oak flooring provide data for the 100 reference. TEST SAMPLE The test sample, selected by the client, was identified as Item A040P89WT2, a sheeting with a total weight of 1.1 ounces per square yard and a thickness of 0.011 inch. The material was conditioned to equilibrium in an atmosphere with the temperature maintained at 71 ± 2°F and the relative humidity at 50 ± 5 percent. For testing, two lengths of the material, one measuring 2 feet wide by 14 feet in length and one measuring 2 feet wide by 10 feet in length, were free laid over a 2—inch hexagonal wire mesh supported by 1/4—inch diameter steel rods spanning the ledges of the tunnel furnace at 24—inch intervals. This method of auxiliary sample support is described in Appendix X1 of the E 84 standard, Guide to Mounting Methods, Sections X1.1.2.2(a) and X1.1.2.3. TEST RESULTS The test results, calculated on the basis of observed flame propagation and the integrated area under the recorded smoke density curve, are presented below. The Flame Spread Index obtained in E 84 is rounded to the nearest number divisible by five. Smoke Developed Indices are rounded to the nearest number Page 2of4 divisible by five unless the Index is greater than 200. In that case, the Smoke Developed Index is rounded to the nearest 50 points. The flame spread and smoke development data are presented graphically at the end of this report. Test Specimen Flame Spread Index Smoke Developed Index Fiber -Reinforced Cement Board, Grade II Red Oak Flooring 0 100 0 100 Item A040P89WT2 5 15 OBSERVATIONS Specimen ignition over the burners occurred at 0.03 minute. Surface flame spread was observed to a maximum distance of 0.56 feet beyond the zero point at 0.22 minute. The maximum temperature recorded during the test was 515°F. CLASSIFICATION The Flame Spread Index and Smoke Developed Index values obtained by ASTM E 84 tests are frequently used by code officials and regulatory agencies in the acceptance of interior finish materials for various applications. The most widely accepted classification system is described in the National Fire Protection Association publication NFPA 101 Life Safety Code, where: Class A 0 - 25 Flame Spread Index 0 - 450 Smoke Developed Index Class B 26 - 75 Flame Spread Index 0 - 450 Smoke Developed Index Class C 76 - 200 Flame Spread Index 0 - 450 Smoke Developed Index Class A, B, and C correspond to Type I, II, and III respectively in other codes. They do not preclude a material being otherwise classified by the authority of jurisdiction. Page 3 of 4 ASTM E 84 TEST DATA Client: Oxco, Inc. Test Number: 4400-8184 Material Tested: Item A040P89WT2 Date: May 17, 2013 Test Results: Time to Ignition = 00.03 minutes Maximum Flamespread Distance = 00.56 feet Time to Maximum Spread = 00.22 minutes 20 18 16 14 12 c 10 CU N 8 6 4 2 0 100 90 80 70 60 c =a 50 E c 40 m 30 20 10 0 Flame Spread Index = 5 Smoke Developed Index = 15 Time, minutes Time, minutes Page 4 of 4 i United States Testing Company, Inc. 5555 Telegraph Road Los Angeles, CA 90040 Tel: 213-723-7181 Fax: 213-722-8251 nan Ortega Test Technician Page 1 of 6 ma %N REPORT OF TEST TILE INSTITUTE OF AMERICA 1325 Valley High Avenue Thousand Oaks, CA 91362-1905 FLAME SPREAD CLASSIFICATION AND SMOKE DENSITY DEVELOPED SOUND RATED FLOORING UNDERLAYMENT NSD -4H July 28, 1994 TEST REPORT NO. 601292-2 SIGNED FOR THE COMPANY BY ` Michael S. Iliott Director/Fire Tech. Dept. Member of the SGS Group (SocibI6 Gcncrale de Surveillance) ►ORT AI►LIES ONLY TO THE STANDARDS Oq PROCEDURES IDENTIFIED AND TO THE SAY►LE(S) T[STED. THE TEST RESULTS ARE NOT N[CESSARILY INDICATIVE OR IR - ENTATIYE Oi 7NE QUALITIES OF THE LOT FTES WHICH TME SAM►L[ WAS TAKEN OR Oi A►►ARENTLY IDENTICAL OR SIMILAR /RODUCTS . NOTHING CONTAINED TNIS REPORT SHALL MEAN THAT UNITED STATES TES COMPANY, INC.. CONDUCTS ANY DUALITY CONTROL ►ROGRAM fOR 7HE CLIENT TO WHOM THIS TEST q[. 'RT IS ISSUED, UNLESS 5►ECIf ICALLY S►ECIFt[D, OUR RE►ORTS AND LETTERS ARE FOR THE [XCLUSIVf USE Of THE CLI[TH TO WHOM THEY MIN ADDRESSED, ID THEY AND THE NAME OF THE UNITED STATES TESTING COMPANY, INC. OR ITS SEALS OR INSIGNIA, ARE NOT TO BE USED UNDER ANY CIRCUNSTA NCES IN AOVER. i1NG 70 THE GENERAL ►UBLIC AND MAY NOT 0E USED IN ANY OTHER MANNER WITHOUT OUR ►RIOR WRITTEN APPROVAL. SAMPLES NOT DESTROYED IN TESTING E RCTAINEO A MAXIMUM OF THIRTY DAYS. United States Testing Company, Inc. 601292-2 7/28/94 REFERENCES 1 Our confirmation to the Client dated July 25, 1994. 2. Test authorized by Mr. Gerald Halweg of Tile Institute of America. 3. Test samples received July 25, 1994. 4 TEST REQUEST Perform standard flame spread and smoke density developed classification tests on the sound rated flooring underlayment supplied by the Client in accordance with ASTM Designation E-84, "Standard Method of Test for Surface Burning Characteristics of Building Materials". SAMPLE IDENTIFICATION The sample tested was submitted and identified by the Client as: Sound Rated Flooring Underlayment "SD -4" The Monsanto Company's, "SD -4" underlayment has a black colored polypropylene fabric, with conical pedestals. Overall Thickness: 3/8" nominal If Note: The fabric side opposite the conical pedestals was exposed to the test flame. 4 Appr'd by - Page 2 of 6 R t United States Testing Company, Inc. 601292-2 7/28/94 PREPARATION AND CONDITIONING The material was supplied in sufficient quantity to form a sample 24" wide by 24' long conforming to test chamber dimensions. The sample provided was supported during testing by 2" hexagonal mesh poultry netting running the length of the test chamber and 1/4" round metal rods placed at two foot intervals across the width. Prior to testing, the samples were placed in the conditioning room (maintained at 73.4 5°F and a relative humidity of 50 ± 5%) and allowed to reach moisture equilibrium. TEST PROCEDURE The sample was tested following calibration and preheating of the test chamber. The evaluation was performed in conformance with the specifications set forth in ASTM Designation E-84, "Standard Method of Test for Surface Burning Characteristics of Building Materials", both as to equipment and test procedure. Test procedure and apparatus have been accredited (Lab. No. 0383) under the National Institute of Standards and Technology/NVLAP Program. The foregoing test procedure is comparable to UL 723, ANSI/NFPA No. 255, and UBC No. 42-1. Appr'd bye* Page 3 of 6 United States Testing - Company, Inc. 60129 y 22 7/28/94 SUMMARY OF ASTM E84 RESULTS Because of the possible variations in reproducibility, the results are adjusted to the ' nearest figure divisible by 5. SAMPLE FLAME SMOKE IDENTIFICATION SPREAD DENSITY Flooring Underlayment 10 70 "SD -4" by Monsanto In order to obtain the Flame Spread Classification, the above results should be compared to the following table: NFPA CLASS A B C UBC CLASS I I III BUILDING CODES CITED FLAME SPREAD 0 through 25 26 through 75 76 through 200 1. National Fire Protection Association, ANSI/NFPA No. 101, "Life Safety Code", 1991 Edition. 2. Uniform Building Code, 1991 Edition, Part VII, "Fire Resistive Standard for Fire Protection", Sections 4201-4205. Appr'd byo Page 4 of 6 I e J t 0 e United States Testing Company, Inc. 601292-2 7/28/94 E-84 TEST DATA SHEET CLIENT: Tile Institute of America DATE:_7/27/g4 SAMPLE: Flooring Underlayment "SD -4" OVERALL WEIGHT: THICKNESS:—.318" nominal FLAME SPREAD: IGNITION: 6 seconds FLAME FRONT: 2-1 2 feet maximum TIME TO MAXIMUM SPREAD: 35 seconds TEST DURATION: 10 minutes CALCULATION: 24.03 x 0.515 = 12.38 SUMMARY FLAME SPREAD 10 SMOKE DENSITY: 70 OBSERVATIONS Sample surface ignition occurred at 6 seconds. A maximum flame front advance of 2-1/2 feet was observed at 35 seconds. Melting, dripping and flaming pieces falling, commenced at 15 seconds followed by floor burning of the molten pieces which continued for the duration of the test. Peak smoke production was recorded at 1 minute, 15 seconds. Slight after burning on the tunnel floor was observed at the conclusion of the test. Appr'd bwo Page 5 of 6 United States Testing Company, Inc. FLAME SPREAD SD -4 L I G N T A B S O R P T I O N V. 100 90 sO 70 60 50 40 30 20 10 0 601292-2 7/28/94 0 1 2 3 4 5 6 7 8 9 1 0 TIME (MINUTES) RED OAK --- SAMPLE -e- F. S . AREA -^ SMOKE DENSITY SD -4 0 1 2 3 4 5 6 7 TIME (MINUTES) RED OAK - SAMPLE e- Appr'd byep Page 6 of 6 8 9 1 0 20 18 16 14 12 F E E 10 T 8 6 4 2 0 L I G N T A B S O R P T I O N V. 100 90 sO 70 60 50 40 30 20 10 0 601292-2 7/28/94 0 1 2 3 4 5 6 7 8 9 1 0 TIME (MINUTES) RED OAK --- SAMPLE -e- F. S . AREA -^ SMOKE DENSITY SD -4 0 1 2 3 4 5 6 7 TIME (MINUTES) RED OAK - SAMPLE e- Appr'd byep Page 6 of 6 8 9 1 0 i CITY OF WHEAT RIDGE- j 9r(303) Building Inspection Division _:�(303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3 0 - RouQA E lec Co r,, Job Address: qsarl' o r- oh 3 o o Permit Number: -D 0 1 g 4 1 g a 9 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes< lcQD When corrections ave been made, call fore -inspection at 303.23X5933-, Dat . ® � Inspector: DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE,0 _1�9rBuilding Inspection Division ` I (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Ccs i�daxxe_- Job Address: elfl 5f Permit Number: 6 la a-� i ❑ No one available for inspection: Timej� • % >,M%PM Re -Inspection required: Yes �o___._ When corrections have been made, call for re -inspection at 303-234-5933 Date: -5.1/0 Inspector: DO NOT REMOVE THIS NOTICE 4 City of Wheat Ridge Comm. Tenant Finish PERMIT - 201707137 PERMIT NO: 201707137 ISSUED: 09/18/201" JOB ADDRESS: 4880 Van Gordon ST EXPIRES: 09/18/2018 JOB DESCRIPTION: LANDLORD REVISION: Prepare Suite 100 (2900SF) ie build out to include 15i offices, (4) ADA restrooms, Breakroom, conference room, Reception area. See Permit No. 201601857 *** CONTACTS *** OWNER (303)263-0489 VANGORDON PROPERTIES LLC GC (303)287-5525 John R. Barna, Jr. 160164 DCB Construction Company Inc. SUB (720)946-1830 Ronald Smith 110060 Productive Electric LLC SUB (970)330-2216 George W. Corman III 021020 Corman Mechanical Contractors SUB (303)806-8000 Duane Fitts 017942 Denver Heating & A/C, Corp. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 4 / Industrial Vacant BLOCK/LOT#: 0 j *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 110,000.00 FEES Total Valuation 0.00 Plan Review Fee 777.76_�y Use Tax 2,310.00 Permit Fee 1,196.55 ** TOTAL ** 4,284.31 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. City of Wheat Ridge Comm. Tenant Finish PERMIT - 201707137 PERMIT N0: 201707137 ISSUED: 09/18/2017 JOB ADDRESS: 4880 Van Gordon ST EXPIRES: 09/18/2018 JOB DESCRIPTION: LANDLORD REVISION: Prepare Suite 100 (2900SF) ie build out to include (S) offices, (4) ADA restrooms, Breakroom, conference room, Reception area. See Permit No. 201601857 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 1 am the legal owner or have been authorzed 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 I am le ally 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 andl0r its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This, permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and maybe subject to a fee equal to one-half of the originalppermit 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 changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official W Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. 1,C)CI) CERTIFICATE OF OCCUPANCY IV City of l Wheatj�idge COMMUNITY DEVELOPMENT Permit # 201707137 7500 W. 29th Avenue Date 1/22/2018 Wheat Ridge, Colorado 80033 "Stipulations: Commercial Tenant Finish. This certificate verifies that the building constructed and/or the use proposed of the building and/or premises, under the above permit number and on property described below, does comply with the Wheat Ridge Building Code, Zoning and other related land use and development laws of the City of Wheat Ridge, and may be occupied for the use specified. OWNER: Clear Creek Valley, LLC ADDRESS: 3650 Vance St., 1 Wheat Ridge, CO 80033 CONTRACTOR/ADDRESS: John R Barna, Jr., 909 E 62nd Ave, Denver, CO 80216 PROPERTY ADDRESS: 4880 Van Gordon Street, Wheat Ridge, CO 80033 Parcel No: 39-174-08-026 Occupancy Use: B Type of Const.: V -B Occ. Load: 283 FOR THE FOLLOWING PURPOSE: Commercial Tenant Finish Zoning: R-2 Code Editions: No change shall be made in the Use of this building without Spinklered: ❑ 2012 ICC / 2014 NEC prior notice and a new Certificate of Occupancy ❑Yes from the City of Wheat Ridge I 1 n o No Certificate must be Chief Building Inspector posted by front door of commercial occupancies Zoning Administrator �j PERMIT: �/�ADDRESS:� UI 66,11al�0B CODE: CV INSPECTION RECORD Inspection online form: http://www.ei.wheatridge.co.us/inspection Cancellations must be submitted via the online form before 8 a.m. the day of the inspection Inspections will not be performed unless this card is posted on the project site Request an inspection before MIDNIGHT (11:59 PM) to receive an inspection the following business Foundation Inspections Date Inspector Initials Comments 102 Caissons / Piers -� 103 Footing / P.E. Letter 104 Foundation Setback Cert. 105 Stem Walls } t1=—%' U�' °tel L>f r/ � C", 106 Foundation wall Insulation ` l Vii;'; %r �, /' , Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground / Slab Inspections Date Inspector Initials Comments 201 Electrical / Cable/ Conduit -� 202 Sewer Underground Int. 203 Sewer Underground Ext. 204 Plumbing Underground Int. } t1=—%' U�' °tel L>f r/ � C", 205 Plumbing Underground Ext. ` l Vii;'; %r �, /' , 206 Water Underground Do Not Cover Underground or Below / In -Slab Work Prior To Approval Of The Above Inspections Rough Inspection Date Inspector Initials Comments 301 Rough Framing -� 302 Wall Sheathing 303 Roof Sheathing 304 Sheer Inspection,; 305 Insulation ` l Vii;'; %r �, /' , 306 Mid -Roof 307 Metal / Lath / Stucco 308 Rough Electrical Residential 309 Rough Electrical Commerciai 310 Electrical Meter Residential 311 Electrical Meter Commercial 312 Temp. Const. Meter 313 Rough Plumbing Residential 314 Rough Plumbing Commercial { 315 Shower Pan SEE OVER FOR ADDITIONAL INSPECTIONS Rough Inspection (continued) Date Inspector Initials Comments 316 Rough Mechanical Residential 317 Rough Mechanical Commercial 318 Boiler / Furnace 319 Hot water tank 320 Drywall screw and Nail 01/1-Rif1110-7 ox// S i ' , 17 17 321 Moisture board / shower walls Grading j -- ce; fJ` k L322 is 323 Miscellaneous l Final Inspections Date Inspector Initials Comments 1 402 Gas Meter Release 403 Final Electrical Residential 404 Final Electrical Commercial 405 Final Mechanical Residential 406 Final Mechanical Commercial > 407 Final Plumbing Residential 408 Final Plumbing Commercial j -- ce; fJ` k 409 Final Roof 410 Final Window/Door 411 Landscape/Park/Planning Inspections from these entities shall be requested one week in advance. For landscaping and parking inspections please call 303-235-2846 For ROW and drainage inspections please call 303-235-2861 For fire inspections please contact the Fire Protection District for your project. 412 Row/Drainage/Public Works 413 Flood plain Inspection 414 Fire Insp. / Fire Protection % / 415 Public Works Final 416 Storm Water Mgmt. 417 Zoning Final Inspection 418 Building Final Inspection / ✓L J Note: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building Inspection does not constitute authorization of occupancy. For Low Voltage permits please be sure that rough inspections are completed by the Fire District and Electrical low voltage by the Building Division. CERTIFICATE OF OCCUPANCY Permit ##: 201601857 ``„� Cit of Date: 01/22/2018 Y I WheatR COMMUNITY DEVELOPMENT 7500 W 29TH AVE WHEAT RIDGE CO 80033-8001 *Stipulations: New commercial structure - 28,342 so ft This certificate verifies that the building constructed and/or the use proposed of the building and/or premises, under the above permit number and on property described below, does comply with the Wheat Ridge Building Code, Zoning and other related land use and development laws of the City of Wheatridge, and may be occupied for the use specified. OWNER: CLEAR CREEK VALLEY LLC ADDRESS: 3650 Vance ST 1, Wheat Ridge, CO 80033 CONTRACTOR/ADDRESS: John R. Barna, Jr. 909 E 62nd AVE, Denver, CO 80216 PROPERTY ADDRESS: 4880 Van Gordon ST, Wheat Ridge, CO 80033 PARCEL #: 39-174-08-026 OCCUPANCY: B TYPE OF CONST: V -B OCC LOAD: 283 FOR THE FOLLOWING PURPOSE: Commercial New Struc Code Editions: 2012 ICC / 2014 NEC Certificate MUST be posted by front door of commercial occupancies Chief Building Inspector Zoning Administrator C_ i 1) r1 / /,I n i 3��_ _—) N S P E C T 1 O 1i RECORD CJb� �Jw ei7'M�SPECTION REQUEST LINE: (303) 234-5933 Occunanc�Type Inspections will not be performed unless this card is posted on the project site. Call the inspection request line before 11:59 p.m. to receive an inspection the following business day.** Inspector Must Sign ALL Spaces pertinent to this project Foundation Inspections Date Inspector Comments Initials Pier Concrete Encased Ground (CEG) Foundation / P.E. Letter Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground/Slab Inspections Date Inspecto Comments Initial Electrical AdIf 4 e_7 t!s , Sewer Service Plumbing G -2 .0 a- k fe, 61 az ,.�l2S Do Not Cover Underground or Below/In-blab Work Prior To A$proval Of The Above Inspections Rough Inspections Date Inspector Initials Comments Wall Sheathing Mid -Roof Lath / Wall Tie Rough Electric Rough Plumbing/Gas Line Rough Mechanical Rough Framing j r,. Insulation } o �.- Drywall Screw/ Nail 2 Final Inspections Date InsInt ectactor 5 Comments Landscaping & Parking/ Planning Dept. j/-1 �.� (its- Inspections from these entities should be requested one week in advance. For landscaping and parking inspections call 303-235-2846. For ROW and drainage inspections call 303-235-2861. For fire inspections ntact the Fire Protection District for your project. ROW & Drainage / Public Works Dept. j (6 -J Fire Inspection / Fire Protection Dist. t Final Electrical Final Plumbing , Final Mechanical Roof Final Window/Doors v Final Building f x 7 15 j NOTE. All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy. "For low voltage permits - Please be sure that rough inspections are completed from the Fire District and electrical low voltage by the Building Division. "For Inspection Time Window Requests - Please email insptimereQuest(a)ci.wheatridge.co.us by 8:00 A.M. the day of the inspection with the property address in the subject line of the email. Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued Protect This Card From The Weather i CITY OF WHEAT RIDGE 1 Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: `A R—" �>> Ck Job Address: y Permit Number: D c) ► `7 ❑ No one available for inspection: -Time /; 3 AM/ Re -Inspection required: Yes (No) When corrections have been made, call for re -inspection at 303 -234 - Date: I ) 19 I i c6 Inspector:)cL 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: ® ddi 91% Permit Number: ;;W17V z/j- ❑ No one available for inspection: Time �AM/PM Re -Inspection required: Yes, No When corrections have been made, call for re -inspection at 303-234 J0101"4o— DO Date: /'A)' Af Inspector: 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: r G Job Address: Mao V0,1 6a(dan S Permit Number: 22o0 o % 13 % ❑ No one available for inspection: ime /3 AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: m7i4 DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3Uc7 P-0 t-UCT. (-dMOA Job Address: 9<6-0 VAN) Qo eOQU 'ST: Permit Number: ZU 1-707( 37 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call or re -inspection at 303 -234 - Date: I� Inspec r' DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division p4y (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax Inspection Type: INSPECTION NOTICE Job Address: `-1 8 `3 d V c n Go, d o N Permit Number: e o/ 6 O/ 0 S -7 ,+ r _s t4. X ❑ No one available for inspection: Time 1 ) ', a Q) AIM/PM Re -Inspection required: Yes,,_3N When corrections have been made, call for re -inspection at 303-234-5933 Date: I ti� N Inspector: 1 DO NOT REMOVE THIS NOTICE M 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: ):°%G ,. • JQr�u l g Job Address: q890 lea/ 4�rl4ew e Permit Number: 0Z76Zl_'� 3 L ILIL ¢ V A as ❑ No one available for inspection: Time/PM Re -Inspection required: Yes ( No When corrections have been made, call for re -inspection at 303-234-5933 Date: /� 4'/T 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: 3i Job Address: i Kl ck o Permit Number: 202071-7 ❑ No one available for inspection: Time Com- M PM Re -Inspection required: Yes No When corrections have been made, call..•for-rednspection at 303-234-5933 Date: Inspector:. DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: t'—;- I Q&dZ2 (M ; P )l Job Address: Permit Number: ',7 0jLPQ j ?2 :7 1 � 4 1 6/PskV ILA t� ❑ No one available for inspection: Time 2)50 GAI) M Re -Inspection required: Yes N When corrections have been made, callfo e -inspection at 303-234-5933 e Date:, I- 1 0-- a"— -Z, I's� 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: Imo- -FI m - IFuF(_VT. c6m � Job Address: '4wo VA kk aU aw u S� Permit Number: -7ua' e p ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call &r re -inspection at 303-234-5933 _J Date: 5 �- Inspecfor� 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: SSE Permit Number: ❑ No one available for inspection: Time L� /Z AM�PM., Re -Inspection required: Yes <6 When corrections have been made, call for re -inspection at 303-234-5933 r Date: {. 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: V2U FL,ra, c(im M Job Address: Ok iJ �rQ 12000 Permit Number: 2701 I —2 ❑ No one available for inspection: Time �_Nm, /PM Re -Inspection required: Yes No When corrections have been made, call fir re -inspection. at, 03-234-5933 Date: i! 1 Inspector: DO NOT REMO THIS NOTICE i ;CITY OF WHEAT RIDGE 1�9Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: q6yr(�) Wd, Permit Number: 5) 7/_3 7 ❑ No one available for inspection: Time AWI3M Re -Inspection required: Yes ",,No When corrections have been made, call for re -inspection at 303-234-5933 Date: //, /%' / 7 Inspector: '�Cif/L -�— DO NOT REMOVE THIS NOTICE T i CITY OF WHEAT RIDGE'S -JCS Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:�6 Job Address: 1'16 OU YFf Permit Number: -,)b/%l1 SVS a, ❑ No one available for inspection: Time AM%PM Re -Inspection required: Yes (No When corrections have been made, call for `re=inspection at 303-234-5933 Date: f '17-) % Inspector: i /�11 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: 3W kaLqk Job Address: &Fo A Sr/o Permit Number: 26170ZLrZ 1 _74-177T� ❑ No one available for inspection: Time ��-� AW;M Re -Inspection required: Yes (No When corrections have been made, call for re -inspection at 303-234- Date://,/5'/7 03-234- Date:// "/5'// Inspector: "�VS//�* DO NOT REMOVE THIS NOTICE City of " Wheatfdge COMMUNITY DEVELOPMENT Landscaping Escrow A weement This agreement made this 811 day of November, 2017, by and between the City of Wheat Ridge and Van Gordon Properties, LLC for escrow in the amount of Ten thousand dollars and zero cents ($10,000.00) being held by the City of Wheat Ridge until landscaping is competed at 4840 and 4880 Van Gordon In the event that the installation of landscaping is not completed by the developer by June 1, 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 1, 2018, has expired. Approved and Agreed: General Contractor: Signature {, O Print Name A-ty 466 Vic,... �Q esP�fZ 1 la-�i .�. Business Address / Phone Date Title Citv of Wheat Ridv-e. Colorado By: Title: V Date: _ 1 City of �C.�7�Theat 1j4d CMUNITY DEVELOPMENT Escrow/Letter of Credit Transmittal Sheet An escrow agreement has been executed for the installation of landscaping at 4840 and 4880 Van Gordon Street. The escrow is in the amount of ten thousand dollars and zero cents ($10.000) 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 1, 2018 The escrow shall be held by the City as reimbursement to offset cost to City for completion of site work. Notes: Name Date 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: a Gilc PermitNumber:_ tea% 7Z)Z13 7 ❑ No one available for inspection: Time/ 0, AM M Re -Inspection required: Yes (NO� When corrections have been made, call for re-inspeecctiion/at 303-234-5933 Date:_I / ' F-17 Inspector:C�/ / DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Zk) Permit Number: 0/70713 7 ❑ No one available for inspection: Time��"VI APM Re -Inspection required: Ye No2 When corrections have been made, call for re -inspection at 303 -234 - Date: >/�' �' f 7 Inspector:_�-- DO NOT REMOVE THIS NOTICE 1* � 4 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 30<? A E7 G Job Address: M go VW7 &01/1/0/7 :01- Permit 0tPermit Number: 20l70 713 7 ❑ No one available for ins tion: Time % AM/PM f Re -Inspection required: Ye No When corrections have been made, call for re -inspection at 303-234-5933 Date: //�// 7 -Inspector: vii / l DO NOT REMOVE THIS NOTICE a i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE ❑ No one available for inspection.:--T_irne,—�' �- Re -Inspection required: Yes No n s When corr ctions have been made, call for re-inspe ho it 303-234-5933 Date: Inspector: i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:/� SC fe�4,c> Job Address: �/ ��y ^� (J �'��iC� �� S/— When T Re -Inspection required: Yes No �,-� "When corrections have been made, call for re-insp Date:/O-" y Inspector: i CITY OF WHEAT RIDGE ��Building Inspection Division (303) 234-5933 Inspection line (30'3),235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: �� �� V.,4 of Permit Number: 2 / % 0 � /.3 � '�V T % for �' /W,7 .S1 > ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes NoA, When corrections have been made, call for re-inspectioat 3Q3 4-- 33 Dat, -,/62k, /Inspector: DO NOT REMOVEIHIS NOTICE i 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: INSPECTION NOTICE L/ V/qrV j '2V/ 90 W-3`, ❑ No one available for inspection: Time / __', AM/PM Re -Inspection required: YeNo f " When corrections have been made, call for re -inspection, "x`303-234-5933 Date: i Inspector: f r 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: ���`� 1/,¢ <</ PermitNumber: r V ❑ No one available for inspection: Time/&/ AM/PM Re -Inspection required: Yes No When corrections have been made, call for re-inspecoont 303-234-5933 �,. Date: i =' Inspector:_ DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE �Building Inspection Division ���(303) (303)234-5933 Inspection line 235-2855 Office • (303) 237-8828 Fax INSPECTION NOTICE Inspection Type: 15 /<,, C Job Address: / _?�O V4111 o _ 't,0o1V S Permit Number: ❑ No one available for inspection: Time X AM/PM Re -Inspection required: Yes LNZ) When corrections have been made, call for re -inspection at 303-234-5933 Date: Z Inspector: 61/� DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Vii— (�- m a _ Job Address: �� ?�'0 �� � G' ` `� I S / d , , Permit Number: D l G O /K,15_ `/ 6 L wo %` vz_ 1.7 , "& 't;' {j7y2 V l-" J%S ,7 rr /' !� S, J No one available for inspectiiooNo n: Time AM/PM Re -Inspection required: Yes When corrections have been made, call for re-insp ti" � at 303-234-5933 Date: ZG- /) 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 INSPE TION NOTICE Inspection Type: Job Address: W ? Soy41,j 6-oQDo1\j Permit Number: 7_0 { G 0 ! ,975 - I h r`L �t I vet, wA!/ 11,1T V All c . ❑ No one available for inspection: Time (P/PM Re -Inspection required: Yes VI When corrections have been made, call for reinspection at 303-234-5933 Date: 7J 17J 1 2 Inspector: 6A e 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: .D"✓S / F,'! 63 0(, f� Job Address: `lam Vf),j 60st9o� s i Permit Number: 2 61L O.I S 7 5Pre) kihI-m X►sey,�_ 1?our-P, er,UVw ❑ No one available for inspection: Time 1020(—AWPM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: 6/Z S117 Inspector: GAG' DO NOT REMOVE THIS NOTICE x i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: -{=;L, " -) a ✓- h - G S v�p NO, I 1 � ' Ld -f 4 Lv L!66 :in W S r r 2 a h^ Le -e LJ , El r e to C K r �. LJ No one available for inspection: Time ( n , �, AM/PM Re -Inspection required:/ ee No When corrections have been made, caltYq re -inspection at 303-234-5933 Date:- 6 123 Inspector: , DO NOT REMOVE THIS NOTICE j 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: !j k k n)n h a r Ar>iN s j Permit Number: �2,r) I t n I ,,�; /5_C� r POO/✓t pp ❑ No one available for inspection: Time AM/PM Re -Inspection required: YesD No When corrections have been made, call for re -inspection at 303-234-5933 Date:_6 1.22h 7 Inspector: V -D0 NOT REMOVE THIS NOTICE A CITY OF WHEAT RIDGE -A Building Inspection Division / (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: E v Job Address: LIK'K0 V n S Permit Number: ?_01r)0 / 7� l,. (J Z, o ,4 61, 71 7OV4(, ❑ No one available for inspection: Time ' AM/PM Re -Inspection required: Yes (F�ioJ * When corrections have been made, call for re-fr►specti a X303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE . { s City of Wheat Ridge Comm. Tenant Finish PERMIT - 201707137 PERMIT NO: 201707137 ISSUED: 09/18/2017 JOB ADDRESS: 4880 Van Gordon ST EXPIRES: 09/18/2018 JOB DESCRIPTION: LANDLORD REVISION: Prepare Suite 100 (2900SF) ie build out to include (5) offices, (4) ADA restrooms, Breakroom, conference room, Reception area. See Permit No. 201601857 *** CONTACTS *** OWNER (303)263-0489 VANGORDON PROPERTIES LLC GC (303)287-5525 John R. Barna, Jr. 160164 DCB Construction Company Inc. SUB (720)946-1830 Ronald Smith 110060 Productive Electric LLC SUB (970)330-2216 George W. Corman III 021020 Corman Mechanical Contractors SUB (303)806-8000 Duane Fitts 01.7942 Denver Heating & A/C, Corp. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 4 / Industrial Vacant BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 110,000.00 FEES Total Valuation 0.00 Plan Review Fee 777.76 Use Tax 2,310.00 Permit Fee 1,196.55 ** TOTAL ** 4,284.31 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. City of Wheat Ridge Comm. Tenant Finish PERMIT - 201707137 PERMIT NO: 201707137 ISSUED: 09/18/2017 JOB ADDRESS: 4880 Van Gordon ST EXPIRES: 09/18/2018 JOB DESCRIPTION: LANDLORD REVISION: Prepare Suite 100 (2900SF) ie build out to include (5) offices, (4) ADA restrooms, Breakroom, conference room, Reception area. See Permit No. 201601857 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 ermit. I further attest that I a e ally authorized to include all entities named within this document as parties to the work -to be performed and that al rk to b erformed is disclosed in this document an&or its' accompanying approved plans and specifications. Si nature C or CONTRACTOR (Circle one) Date I, is permitnvas 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 maybe subject to a fee equal to one-half of the originalpermitfee. 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 inspection d shall not 27na ceed or conceal work without written approval of such work from the Building and Inspection Services Division an 6. The issuanc, m p r 1 t be construed to be a permit for, or an approval of, an violation of any provision of any applicabl of this jurisdiction. Approval of work is subject to fyeld inspection. Signature of Chief Building Official Date REQUESxS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of W heat j ,igge COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29`h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(a)ci.wheatridge.co.us FOR OFFICE USE ONLY Date: %dib 1 Plan Review Fee: V ,t lrlinev ID.+ mU pp1ica-tUon \ ` *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 4880 Van Gordon Street Property Owner (please print): Clear Creek Valley, LLC Phone: (303) 263-0489 Property Owner Email: louficco@gmail.com Mailing Address: (if different than property address) Address: 3650 Vance Street, Suite 1 Com, State, Zip: Wheat Ridge, CO 80033 ti -P p t'c-4,4 Architect/Engineer: dcb Construction (Scott Sworts, Project Manager) Architect/Engineer E-mail: ssworts@dcbl.com Contractor: dcb Construction Contractors City License #: B - 3 5 Contractor E-mail Address: ssworts@dcbl.com Sub Contractors: Electrical: W.R. City License # Other City Licensed Sub: City License # Plumbing: W.R. City License # Phone: (303) 287-5525 Phone: (303) 287-5525 Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form 9 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.) Construction of a Core and Shell, 28,342 sf concrete tilt up building with anticipated use groups of B / S-1. Tenant Improvements will be handled under separate permits after leasing. {AMENDEMENT offices and i permit Sq. Ft./LF Amps 200 TO PERMIT - One four restrooms. �k �00 Btu's Squares unit of the building will be built out to include The other units will be handled under separate 1 or unit Gallons ( r s Other Project Value: (Contract value or, the cost of all materials and labor included in the entire project) $ 1,700,000.00 + 110,000.00 for finished unit in amendment OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CONT4ACTOR) or (AUTHO REPRESENTATIVE) of (OWNER) QNTRACTOR) Electronic Signature (first and last name):S^� DATE: Cit/ DEPARTMENT USE ONLY ZONING COMMMENTS: OCCUPANCY CLASSIFICATION: Reviewer: BUILDING DEPARTMENT COMMENTS: Rev' r: �� Z Building Division Valuation: $ `" �� City of Wheat Ridge=0 CITYOF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 7500 W 291h Ave Wheat Ridge. CO 80033-9001 p. 303.235.2855. /: 303.237.8929 Proof of Submission for Permitting/Plan Review A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: 11/21/2016 Project Address: 4880 Van Gordon Street Name of Firm/Individual submitting documents: dcb Construction (Scott Sworts) Project Type/Description: Construction of a 28,342 sf concrete tilt up building with use groups of B / S-1. One unit will be built out and the other two will be completed under separate permit. Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY 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: v Signature: (Agency Representative) Email: o Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District o Westridge Sanitation District o Other ll ` Date: COMcheck Software Version 4.0.2.9 I �e Interior Lighting Compliance Certificate Project Information Energy Code: Project Title: Project Type: Construction Site: 4880 VAN GORDON WHEAT RIDGE, CO 80033 Additional Efficiency Package 2012 IECC FICCO OFFICE WAREHOUSE New Construction Owner/Agent: pp0 Lid PAC� �F � O l 7i Designer/Contractor: NAL Chad Chad Smith 3 CONSULTING ENGINEERSAUG 2 2 2017 17032 W. 64TH CIRCLE ARVADA, CO 80007 720-810-5714 Reduced interior lighting power. Requirements are implicitly enforced within interior lighting allowance calculations. Allowed Interior Lighting Power A Area Category B C D Floor Area Allowed Allowed Watts (ft2) Watts / ft2 (B X C) 1-OFFICE/WAREHOUSE (Office) 27972 0.85 23776 Total Allowed Watts = 23776 Proposed Interior Lighting Power A B C D E Fixture ID : Description / Lamp / Wattage Per Lamp / Ballast Lamps/ # of Fixture (C X D) Fixture Fixtures Watt. 1-0FFICE/WAREHOUSE (OffiW LED 1: AA: LED WALL PACK: LED Panel 70W: 1 4 73 292 LED 6: A: 2X4 LED TROFFER: LED Panel 40W: 1 33 40 1320 LED 2: B: LED STRIP LIGHT: LED Panel 80W: 1 33 88 2904 LED 2 copy 1: 134: LED STRIP LIGHT: LED Panel 38W: 1 1 37 37 LED 8: C: RECESSED DOWNLIGHT: LED Linear 22W: 1 4 26 104 LED 3: EM: EM LIGHT: Other: 2 12 1 7 LED 4: X1: EXIT SIGN: Other: 1 7 1 5 LED 5: X2: EXT. EM LIGHT: Other: 2 7 1 5 Total Proposed Watts = 4674 Interior• • + Design 80% better than code Interior Lighting Compliance Statement Compliance Statement: The proposed interior lighting design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed interior lighting systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.0.2.9 and to comply with the mandatory requirements listed in the Inspection Checklist. CHAD SMITH, PRINCIPAL.' 08-21-2017 Name - Title Signature Date City of Wheat Ridge Project Title: FICCO OFFICE WAREHOUSE, Report te: 08/21/17 Data filename: C:\Users\cs\Dropbox (3CE)\3CE Team Folder\2016 JOBS\16.024 4880 FICCO OFFICE ° age 1 of 6 WARE HOUSE\DOCUMENTS\CORRESPONDEN CE\COMM CHECK\LIGHTING.cck COMcheck Software Version 4.0.2,9 Inspection Checklist vr Energy Code: 2012 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. section # Plan Review j Complies? & Rea.ID C103.2 Plans, specifications, and/or [PR4]1 calculations provide all information with which compliance can be determined for the interior lighting and electrical systems and equipment and document where exceptions to the standard are claimed. Information provided should include interior lighting power calculations, wattage of bulbs and ballasts, transformers and control devices. C406 Plans, specifications, and/or [PR9]1 calculations provide all information with which compliance can be determined for the additional energy efficiency package options. Additional Comments/Assumptions: LJComplies ❑Does Not ❑Not Observable ❑Not Applicable ❑Complies ❑Does Not ❑Not Observable ❑Not Applicable 1 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) Comments/Assumptions Low Impact (Tier 3) F Got1 of -,Ny%eat Fudge Project Title: FICCO OFFICE WAREHOUSE Report date: 08/21/17 Data filename: C:\Users\cs\Dropbox (3CE)\3CE Team Folder\2016 JOBS\16.024 4880 FICCO OFFICE Page 2 of 6 WARE HOUSE\DOCUMENTS\CORRESPONDENCE\COMM CHECK\LIGHTING.cck j Section'; # ; Rough -In Electrical Inspection Complies? C405.2.1. j &Req 2 reduce the lighting load by at least []Does Not �C405.2.2. Automatic controls to shut off all ❑Com lies 1 building lighting installed in all ❑Does Not [EL22]2 buildings. ❑Not Observable ❑Complies i3 individual controls that control the ❑Not Applicable ,[EL16]2 C405.2.1. Independent lighting controls installed ❑Complies lighting. 1 per approved lighting plans and all ❑Does Not ❑Complies I[EL23]2 manual controls readily accessible and ❑Not Observable L___--_ visible to occupants. ❑Not Applicable C405.2.1. Lighting controls installed to uniformly ❑Complies 2 reduce the lighting load by at least []Does Not [EL15]1 50%. ❑Not Observable I ❑Not Applicable C405.2.2. Daylight zones provided with ❑Complies i3 individual controls that control the ❑Does Not ,[EL16]2 lights independent of general area ❑Not Observable _ lighting. ❑Not Applicable C405.2.3 Sleeping units have at least one ❑Complies �[EL17)3 master switch at the main entry door ❑Does Not that controls wired luminaires and ❑Not Observable switched receptacles. ❑Not Applicable C405.2.2. Occupancy sensors installed in ❑Complies 2 required spaces. ❑Does Not [EL18]1 ❑Not Observable []Not Applicable 'C405.2.2. Primary sidelighted areas are ❑Complies 3 equipped with required lighting ❑Does Not [EL20]1 controls. ❑Not Observable ❑Not Applicable IC405.2.2. Enclosed spaces with daylight area ❑Complies 13 under skylights and rooftop monitors ❑Does Not 1[EL21]1 are equipped with required lighting ❑Not Observable ----- controls. ❑Not Applicable — C405.2.3 -- -- — -- ------------ ---- Separate lighting control devices for ❑Complies JEL411 specific uses installed per approved ❑Does Not lighting plans. ❑Not Observable _ -- - - ❑Not Applicable 1C405.3 Fluorescent luminaires with odd ❑Complies JEL19]3 numbered lamp configurations that ❑Does Not are within 10 feet center to center (if ❑Not Observable recess mounted) or are within 1 foot edge to edge (if pendant or surface ❑Not Applicable mounted) shall be tandem wired. C405.4 Exit signs do not exceed 5 watts per [EL6]1 face. C405.2.3 Additional interior lighting power [EL8]1 allowed for special functions per the approved lighting plans and is automatically controlled and separated from general lighting. Additional Comments/Assumptions: High Impact (Tier 1) ❑Complies ❑Does Not ❑Not Observable ❑Not Applicable ❑Complies ❑Does Not ❑Not Observable ❑Not Applicable Medium Impact (Tier 2) Comments/Assumptions City of W — heat R�d9e Low Impact Project Title: FICCO OFFICE WAREHOUSE Report date: 08/21/17 Data filename: C:\Users\cs\Dropbox (3CE)\3CE Team Folder\2016 JOBS\16.024 4880 FICCO OFFICE Page 3 of 6 WAREHOUSE\DOCUMENTS\CORRESPONDENCE\COMM CHECK\LIGHTING.cck High Impact (Tier 1) 1 2 ! Medium Impact (Tier 2) City of , Wheat Ridge Low Impact (Tier - 7 s ,vi -- Project Title: FICCO OFFICE WAREHOUSE R ortdate.- 21/17 Data filename: C:\Users\cs\Dropbox (3CE)\3CE Team Folder\2016 )OBS\16.024 4880 FICCO OFFICE ate 4 of 6 WAREHOUSE\DOCUMENTS\CORRESPONDENCE\COMM CHECK\LIGHTING.cck # Final Inspection Complies.' Comments/Assumptions & Req.ID ______ �C408.2.5. Furnished as -built drawings for ❑Complies 1 electric power systems within 30 days ❑Does Not �[F[16)3 of system acceptance. ❑Not Observable ❑Not Applicable �C303.3, Furnished O&M instructions for ❑Complies C408.2.5. systems and equipment to the ❑Does Not 12 [FI17)3 building owner or designated representative. ❑Not Observable I ❑Not Applicable C405.5.2 Interior installed lamp and fixture ❑Complies See the Interior Lighting fixture schedule for values. [FI18)1 lighting power is consistent with what ❑Does Not is shown on the approved lighting ❑Not Observable plans, demonstrating proposed watts are less than or equal to allowed ❑Not Applicable watts. C408.3 Lighting systems have been tested to ❑Complies [FI33)1 ensure proper calibration, adjustment, ❑Does Not programming, and operation. ❑Not Observable ❑Not Applicable C406 Efficient HVAC performance, efficient ❑Complies [FI34)1 lighting system, or on-site supply of ❑Does Not renewable energy consistent with ❑Not Observable what is shown the approved plans. ❑Not Applicable Additional Comments/Assumptions: Impact (Tier 1) Medium Impact (Tier 2) 3 'Low Impact City of Project Title: FICCO OFFICE WAREHOUSEBuijtltiu#�: 8/21/17 Data filename: C:\Users\cs\Dropbox (3CE)\3CE Team Folder\2016 JOBS\16.024 4880 FICCO OFFICE Pa 5 of 6 WARE HOUSE\DOCUMENTS\CORRESPONDENCE\COMM CHECK\LIGHTING.cck COMcheck Software Version 4.0.6.2 Envelope Compliance Certificate Project Information Energy Code: Project Title: Location: Climate Zone: Project Type: Vertical Glazing / Wall Area Skylight / Roof Area Construction Site: 2012 IECC Wheat Ridge, Colorado 5b New Construction 6% 1% Owner/Agent: Designer/Contractor: Building Area Floor Area 1 -Warehouse : Nonresidential 28582 Additional Efficiency Package High efficiency HVAC. Systems that do not meet the performance requirement will be identified in the mechanical requirements checklist report. Envelope Assemblies Assembly Floor: B -001-001-1-F-18 (5 combined surfaces): -Slab-On Grade:Unheated lab-OnGrade:Unheated, Vertical 1 ft., [Bldg. Use 1 - Warehouse] (b) Roof: T -001 -E -R-15 (4 combined surfaces): Insulation Entirely Above Deck, [Bldg. Use 1 - Warehouse] Skylight: T -001 -E -R -15-W-1 (24 combined surfaces): Metal Frame with Thermal Break:Glass, With Curb, Perf. Type: Energy code default, Double Pane with Low -E, Tinted, SHGC 0.60, VT 0.30, [Bldg. Use 1 - Warehouse] NORTH Exterior Wall: N -001 -E -W-3 (3 combined surfaces): Solid Concrete:7" Thickness, Normal Density, Furring: None, [Bldg. Use 1 - Warehouse] EAaZ Exterior Wall: E -001 -E -W-1 (3 combined surfaces): Solid Concrete:7" Thickness, Normal Density, Furring: None, [Bldg. Use 1 - Warehouse] SOUTH Exterior Wall: S -002 -E -W-24 (36 combined surfaces): Solid Concrete:7" Thickness, Normal Density, Furring: None, [Bldg. Use 1 - Warehouse] Door: S -002 -E -W -24-D-1 (6 combined surfaces): Insulated Metal, Non - Swinging, [Bldg. Use 1 - Warehouse] Window: S -002 -E -W -24-W-3 (42 combined surfaces): Metal Frame Curtain Wall/Storefront, Perf. Type: Energy code default, Double Pane with Low -E, Tinted, SHGC 0.60, VT 0.30, [Bldg. Use 1 - Warehouse] VVES Exterior Wall: W -001 -E -W-2 (27 combined surfaces): Solid Concrete:7" Thickness, Normal Density, Furring: None, [Bldg. Use 1 - Warehouse] Gross Area Cavity Cont. Proposed Budget U - or R -Value R -Value U -Factor Factor(.) Perimeter 576 --- --- 0.600 0.600 720 19.0 0.568 0.540 26817 --- 38.0 0.026 0.039 286 --- 1.100 0.500 5185 --- 19.0 0.048 0.078 2988 --- 19.0 0.048 0.078 5746 --- 19.0 0.048 0.078 576 --- --- 0.600 0.600 613 --- --- 0.800 0.380 2983 --- 19.0 Project Title: Data filename: W:\Design Department Project File\2015\15-922 Ficco Office Warehouse\Construction Documents\ComCheck\Building B Initial Com Check.cck 0.04rtY of Wheat Ridge 2--0 1(A C--� I W <--I 18/28/17 1 of 9 Assembly Gross Area Cavity Cont. Proposed Budget U. or R -Value R -Value U -Factor Factor(a) Perimeter Door: W -001 -E -W -2-D-1 (3 combined surfaces): Insulated Metal, Non- 237 --- 0.600 0.600 Swinging, [Bldg. Use 1 - Warehouse] Window: W -001 -E -W -2-W-3 (27 combined surfaces): Metal Frame 377 --- --- 0.800 0.380 Curtain Wall/Storefront, Perf. Type: Energy code default, Double Pane with Low -E, Tinted, SHGC 0.60, VT 0.30, [Bldg. Use 1 - Warehouse] (a) Budget U -factors are used for software baseline calculations ONLY, and are not code requirements. (b) Slab -On -Grade proposed and budget U -factors shown in table are F -factors. •• • better than code Envelope Compliance Statement Compliance Statement: The proposed envelope design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed envelope systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.0.6.2 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Name Title N�!�K 5 nature Dat—to e uC �5% LfJ MICHAEL O BRAY r ARC -201670 �O AR GN� city ort Ridge Project Title: Data filename: W:\Design Department Project File\2015\15-922 Ficco Office Warehouse\Construction Documents\ComCheck\Building B Initial Com Check.cck 9 COMcheck Software Version 4.0.6.2 Inspection Checklist Energy Code: 2012 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # & Req.ID Plan Review Complies? Comments/Assumptions C103.2 Plans and/or specifications provide all❑Complies [PRl]i information with which compliance❑Does Not :can be determined for the building envelope and document where ❑Not Observable exceptions to the standard are❑Not Applicable claimed. C406 Plans, specifications, and/or❑Complies [PR9]1 ;calculations provide all information j❑Does Not ;with which compliance can be determined for the additional energy ❑Not Observable efficiency package options.❑Not Applicable C402.3.1 ;The vertical fenestration area <= 30❑Complies [PR10]1 percent of the gross above -grade wall ❑Does Not ;area. ❑Not Observable ❑Not Applicable C402.3.1 !The skylight area <= 3 percent of the ;❑Complies [PR11J1 ;gross roof area. ❑Does Not ❑Not Observable ❑Not Applicable C402.3.2 ;In enclosed spaces > 10,000 ft2 ❑Complies [PR14]1 directly under a roof with ceiling ❑Does Not heights >15 ft. and used as an office, lobby, atrium, concourse, corridor, ❑Not Observable' storage, gymnasium/exercise center, ;❑Not Applicable j convention center, automotive (service, manufacturing, non - refrigerated warehouse, retail store, ;distribution/sorting area, transportation, or workshop, the following requirements apply: (a) the daylight zone under skylights is >= half the floor area; (b) the skylight area to daylight zone is >= 3 percent with a skylight VT >= 0.40; or a minimum skylight effective aperture >= 1 percent. C402.3.2. Skylights in office, storage, ❑Complies 2 automotive service, manufacturing, ❑Does Not [PR15]1 i non -refrigerated warehouse, retail ❑Not Observable', ;store, and distribution/sorting area have a measured haze value > 90 ❑Not Applicable percent unless designed to exclude direct sunlight. oaaaitionai comments/Assumptions: city of e e High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (die°u� 19 Project Title:7-• ,4eport-dat : 08/28/17 Data filename: W:\Design Department Project File\2015\15-922 Ficco Office Warehouse\Construction Page 3 of 9 Documents\ComCheck\Building B Initial Com Check.cck Section # Footing / Foundation Inspection T Complies? Comments/Assumptions & Req.ID C402.2.6 Slab edge insulation R -value. ❑Complies See the Envelope Assemblies table for values. [F03]2 ❑Does Not ❑Not Observable ❑Not Applicable C303.2 Slab edge insulation installed per ❑Complies [F04]2 manufacturer's instructions. ❑Does Not ❑Not Observable ❑Not Applicable C402.2.6 Slab edge insulation depth/length. ❑Complies See the Envelope Assemblies table for values. [F05]2 Slab insulation extending away from ❑Does Not building is covered by pavement or >= 10 inches of soil. i❑Not Observable j❑Not Applicable C403.2.8. 'Exterior insulation protected against ❑Complies 1 damage, sunlight, moisture, wind, ;❑Does Not [F06]1 landscaping and equipment ❑Not Observable maintenance activities. ❑Not Applicable C402.2.8 'Bottom surface of floor structures❑Complies See the Envelope Assemblies table for values. [FO12]3 ! incorporating radiant heating ❑Does Not insulated to >=R-3.5. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: High Impact (Tier 1) City of VVIeat Rage Medium Impact (Tier 2) 3 Low Impact (Ti 63jh;,, Project Title: "Report date: 08/28/17 Data filename: W:\Design Department Project File\2015\15-922 Ficco Office Warehouse\Construction Page 4 of 9 Documents\ComCheck\Building B Initial Com Check.cck # I Framing / Rough -In Inspection Complies. & Req.ID Comments/Assumptions C402.4.1, The building envelope contains a ❑Complies C402.4.2 : continuous air barrier that is sealed in -]Does Not [FR16]1 an approved manner and either 'constructed or tested in an approved ❑Not Observable manner. Air barrier penetrations are ❑Not Applicable sealed in an approved manner. C402.4.3, Factory -built fenestration and doors ❑Complies C402.4.4 are labeled as meeting air leakage❑Does Not [FR18]3 requirements. ❑Not Observable ❑Not Applicable C402.4.7 Vestibules are installed on all building ❑Complies [FR17]3 entrances. Doors have self-closing ;❑Does Not devices. ❑Not Observable; ❑Not Applicable C402.3.3, ;Vertical fenestration U -Factor. ❑Complies 'See the Envelope Assemblies table for values. C402.3.4 ! ❑Does Not [FR8]1 ❑Not Observable j❑Not Applicable C402.3.3 ;Skylight fenestration U -Factor. ❑Complies See the Envelope Assemblies table for values. [FR9]1 ❑Does Not ❑Not Observable ,❑Not Applicable C402.3.3 ;Vertical fenestration SHGC value. ❑Complies See the Envelope Assemblies table for values. [FR10]1 ;❑Does Not ❑Not Observable j❑Not Applicable C402.3.3 Skylight SHGC value. I❑Complies See the Envelope Assemblies table for values. [FR11]1 i❑Does Not ❑Not Observable T❑Not Applicable C303.1.3 Fenestration products rated in "❑Complies [FR12]2 accordance with NFRC. ❑Does Not ❑Not Observable ❑Not Applicable C303.1.3 'Fenestration products are certified as❑Complies [FR13]1 �to performance labels or certificates ❑Does Not provided. ❑Not Observable j❑Not Applicable If C402.2.7 LI -factor of opaque doors associated ❑Complies See the Envelope Assemblies table for values. [FR14]2 with the building thermal envelope ❑Does Not meets requirements. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: High Impact (Tier 1) 12 (Medium Impact (Tier 2) 3 Low Impact Project Title: Data filename: W:\Design Department Project File\2015\15-922 Ficco Office Warehouse\Construction Documents\ComCheck\Building B Initial Com Check.cck City of 8 L ,. Report date: 08/28/17 Rage 5 of 9 Section # Mechanical Rough-In Inspection Complies? Comments/Assumptions & Req.ID C402.4.5. Stair and elevator shaft vents have ❑Complies 1 motorized dampers that automatically ❑Does Not [ME3]3 ,close. ❑Not Observable ❑Not Applicable C402.4.5. :Outdoor air and exhaust systems have :❑Complies 2 motorized dampers that automatically ❑Does Not [ME58]3 shut when not in use and meet ❑Not Observable maximum leakage rates. Check gravity dampers where allowed. ❑Not Applicable Aaarcionai comments/Assumptions: High Impact (Tier 1) Medium Impact (Tier 2) 13 1 Low Impact (Tier 3) City of Wheat Ridge Project Title: Report da8/17 Data filename: W:\Design Department Project File\2015\15-922 Ficco Office Warehouse\Construction Page 6 of 9 Documents\ComCheck\Building B Initial Com Check.cck Section # & Req.ID Insulation Inspection Complies? Comments/Assumptions C402.4.1. All sources of air leakage in the ❑Complies 1 building thermal envelope are sealed, ❑Does Not [IN1]1 caulked, gasketed, weather stripped or wrapped with moisture vapor ❑Not Observable permeable wrapping material to ❑Not Applicable minimize air leakage. C402.4.2. :Roof R -value. For some ceiling ❑Complies See the Envelope Assemblies table for values. 1 systems, verification may need to ❑Does Not [IN2]1 occur during Framing Inspection. ❑Not Observable El Not Applicable C303.2 :Roof insulation installed per ❑Complies [IN3]1 !manufacturer's instructions. Blown or ❑Does Not poured loose -fill insulation is installed 'only where the roof slope is <=3 in ❑Not Observable' 12. ❑Not Applicable C402.2.1 'Skylight curbs are insulated to the ❑Complies [IN4]3 ; level of roofs with insulation above ❑Does Not ;deck or R-5. ❑Not Observable j❑Not Applicable C303.2 ;Above -grade wall insulation installed ❑Complies [IN7]1 per manufacturer's instructions. ❑Does Not '❑Not Observable' ❑Not Applicable C402.2.5 Floor Insulation R -value. ❑Complies 'See the Envelope Assemblies table for values. [IN8]2 ❑Does Not ❑Not Observable ❑Not Applicable C303.1 Building envelope insulation is labeled ❑Complies [IN10]2 with R -value or insulation certificate ❑Does Not providing R -value and other relevant data. ❑Not Observable j❑Not Applicable C303.2.1 Exterior insulation is protected from ❑Complies [IN14]2 damage with a protective material. ❑Does Not Verification for exposed foundation ❑Not Observable . insulation may need to occur during Foundation Inspection. ❑Not Applicable C402.2.1 Insulation intended to meet the roof ❑Complies [IN17]3 insulation requirements cannot be ❑Does Not installed on top of a suspended ceiling. Mark this requirement !❑Not Observable compliant if insulation is installed ❑Not Applicable accordingly. Additional Comments/Assumptions: City of Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3), heat Ridge Project Title: Reo,ifi iev Data filename: W:\Design Department Project File\2015\15-922 Ficco Office Warehouse\Construction g , Documents\ComCheck\Building B Initial Com Check.cck # Final Inspection Complies? Comments/Assumptions & Req.ID C402.4.6 Weatherseals installed on all loading ❑Complies [FI37)1 dock cargo doors. ❑Does Not ❑Not Observable ❑Not Applicable C402.4.8 Recessed luminaires in thermal ❑Complies [FI2613 'envelope to limit infiltration and be IC ❑Does Not rated and labeled. Seal between interior finish and luminaire housing. '❑Not Observable ❑Not Aaulicable AUGitional comments/Assumptions: City of High Impact (Tier 1) 2 Medium Impact (Tier 2) 1 3 1 Low Impact (Tier 3) heat Ridge Project Title: Repo I ' '(dd4 % .I-. Data filename: W:\Design Department Project File\2015\15-922 Ficco Office Warehouse\Construction Pa n 9 Documents\ComCheck\Building B Initial Com Check.cck City of Wheat Ridge Project Title: Data filename: W:\Design Department Project File\2015\15-922 Ficco Office Warehouse\Construction Documents\ComCheck\Building B Initial Com Check.cck '*►� 441 v" City of �� �eat�dge COMMUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM Project Address: a — Permit #: General Contractor: (��Ar, c>z�te'r�;e i f4e Electrical Contractor Company Name: ?&WP Q 11,'� jf�C fRiG State License #: 45� 3(0 o f( 5Signatu�reo—fAutho d Agent Plumbing Contractor Phone #:_7ao - qq& _ �d Master # • 4 0aR`3Ca G� Date Company Name:., K MAS Phone #: Z7aJ33o -22/.6 State License #:--A 7 9 Master #: Wheat Ridge License #: 0 2 -119 zo 2 7 f 7 Signature of Authorized Agent Date Mechanical Contractor Company Name:Phone: Odd Wheat Ridge License #:0 Signature of Authorized Agent Date *This application must be signed by each sub -contractor confirming the same. City of feat f <1qge 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: l 9 �O � l� Location of Construction: Purpose of Construction: Single Family Commercial Multi -Family Development Review Processing Fee: .............................. (Required of all projects for document processing) Single Family Residence/Duplex Review Fee: ........................... Commercial/Multi-Famil Review Fees: (Fees include reviews of the 1"and 2"d submittals) v Review of existing or minimal technical documents:.......... * Initial review' of technical civil engineering documents:.. Traffic Impact Study Review Fee: ...................................... Trip Generation Study Review Fee: ..................................... Stormwater Management Plan (SWMP) Review Fee:.......... • O & M Schedule Review & SMA Recording Fee ................ $100.00 $50.00 $200.00 $600.00 $600.00 $200.00 $100.00 $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: P submittal (%z initial review fee): 4t'' submittal (full initial review fee): . All subsequent submittals: ..................... (Full initial review fee) ............................................ $300.00 ............................................ $600.00 ............. I................ $600.00 TOTAL REVIEW FEES (due at time of Building Permit issuance) 300.00 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 Wheat Ridge PUBLIC WORKS BUILDING PERMIT APPLICATIONREVIEW Date: 12- 0 Location: yams !J enc 4b D.0 S7-el—i ATTENTION: BUILDING DEPARTMENT I have reviewed the submitted application documents to construct a located at the above referenced address. Please note the comments checked below. 1. _I/- Site Survey: ✓ OK Not OK; refer to stipulations. 2. ✓ Drainage: a. Final Drainage Report and Plan required ✓ Yes No b. Drainage Letter and Plan required Yes No C. Site drainage/grading have been reviewed and are: ✓OK Not OK; see stipulations 3. ✓ CDPS Permit & SWMP Approved: ✓Yes No N/A 4. ✓ Public Improvements to be completed: a. street paving/patching: Yes _✓ No b. curb & gutter/drivecut: Yes _✓ No c. sidewalk: Yes _✓No d. standard street lights: Yes ✓No e. pedestrian lights: Yes _� No f. storm sewer: ✓Yes No g. Letter of Credit (LOC) required: Yes _✓ No h. Funds in lieu of constPnction: Yes No If an LOC or funds in lieu of are required, for what improvements? Amount of the LOC or funds: $_ L) L /� 5. �' SIA/PIA required: — Yes _✓ No 6. ✓ Traffic impact analysis required & approved: _ Yes _✓ No 7. ✓ Street Access Permit required: — Yes _v --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,) //'+ 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. /-0'9 zmA 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. ✓ NOTE: Any damage to the existing Public Improvements resulting from this construction shall be repaired to City standards prior to the issuance of the Certificate of Occupancy (C.O.). A Drainage Certification Letter with by As -Built plans shall be required prior to the issuance of the Certificate of Occupancy. Rev 062013 Ci(y ol, Vicat R, idc t'ulstIc �VOI� K, City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, Co 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: —12-14'91///0 ADDRESS: -el8 g O li 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 rat'-ci.H heatridge.co, us Rev 2/08 City of Wheat Ridge CITY OF WHEAT RIDGE BUILDING AND INSPECI ION SERVICES DIVISION 7500 W 29th A% e Wheat Ridge. CO 80033-8001 p. 303.235.2855. /. 303.237.8929 Proof of Submission for Permitting/Plan Review A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: 11/21/2016 Project Address: 4880 Van Gordon Street Name of Firm/Individual submitting documents: dcb Construction (Scott Sworts) Project Type/Description: Construction of a Core and Shell, 28, 342 sf concrete tilt up building with anticipated use groups of B / S-1. Tenant Improvements will be handled under separate permits after leasinc Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY 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 ,d"'Arvada Fire Protection o Wheat Ridge Water District o Consolidated Mutual Water District o Valley Water District o Denver Water Agency Notes: o Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District o Westridge Sanitation District o Other Signature: \ �,-%��_1 Date: (Agency Representative) Email: HVS ENGINEERING 9201 WEST TENNESSE AVENUE LAKEWOOD, CO 80226 David Brossman, Design Engineer City of Wheat Ridge 7500 West 29th Avenue Wheat Ridge, CO 80033 RE: Ficco Property 4860 Van Gordon Stree City of Wheat Ridge Jefferson County, CO Dear Mr. Brossman: February 19, 2017 CITY OF WHEAT RIDGE PUBLIC WORKS, ENGINEERING APPROVED FOR: 16 DRAINAGE O SIDEWALK O CURB & GUTTER O STREET J6 MISCELLANEOUS O PLAT COMMENT Revised Drainage 02/21/2017 CML ENGINEER DATE SUBJECT TO FIELD INSPECTIONS The following revisions are proposed to the approved drainage for the subject project: 1. Construct an 18" drainage pipe around the proposed north building (4880). 2. Change the previously approved drainage pipe south of the south building (4840) to a U - Channel. 3. Eliminate clay liner from the middle of the detention/water quality pond. 4. Move the proposed south building 2.3 feet to the east. 18" DRAINAGE PIPE Roof drains from the the existing building (4860) drain to a pan located on the north side of the building. This drainage pan flows east to the area between the existing building on the northwest and new building to the northeast. Recent field observations show that stormwater from the pan will not flow to the pond as intended after construction, but rather will be directed onto the property to the north. Furthermore, the roof drains on the northeast building have been designed to drain to the north side of the building. There is no way to direct flows from these roof drains to the pond on the surface. Therefore, the entire roof of the proposed northeast building would also drain onto the property to the north. It is proposed to construct an 18" drainage pipe along the north and east sides of the proposed northeast building to drain to the pond. The roof drains from the proposed northeast building would drain directly into this pipe. A 2'x 2' concrete box will be constructed at the west end of the pipe in the pan that drains the roof of the existing building. Because of grade limitations, a standard inlet cannot be constructed and therefore can't be used. Therefore, a grate will be placed at the top of the box to allow water from the pan to drain into the pipe. Manholes will be placed at all pipe bends. CITY OF WHEAT RIDGE PUBLIC WORKS DATE 02/2112017 RECEIVED 02/2112017 3rd Submittal (Revised Drainage) CONCRETE U -CHANNEL At the request of the owner, a concrete U -channel is proposed to replace the pipe that was originally proposed and approved to drain the stormwater that comes from the west across Van Gordon Street and the roof drains from the proposed south building. This also will allow drainage from the property to the south that used to enter the existing channel to enter the U - channel at any point instead of only at the area drains that were proposed in the previously approved drainage plan. This should result in less ponding. CLAY LINER At the request of the City. Clay liner proposed to be constructed under the center of the detention/water quality pond will be removed to allow for some infiltration in an effort to reduce some of the flow released from the pond. Clay liner will remain on the east and west sides of the pond. On the east side, the liner will be constructed within 50 feet of the top of the pond to reduce the risk of water from infiltrating to the existing steep slope off the property to the east. On the west side, the clay liner will be installed within 50' of the proposed south building to reduce the risk of undermining its foundation. RELOCATION OF THE SOUTH BUILDING Excel has requested the proposed south building be moved to be at least 10 feet away from their power lines located on the east side of Van Gordon Street. The building is proposed to be moved 2.3 feet to the east. This will maintain the previously approved horizontal location where the 100 -year water surface elevation meets the slope on the west side of the pond, thus keeping the pond volume the same as originally proposed. This will require construction of a 1.44 foot high wall on the west side of the pond. A detail showing the grades of this wall in cross section is shown on sheet 2 of the plans attached to this report. Flow and capacity calculations for the pipe and u -channel are attached. Because the proposed pipe and u -channel need to direct the 100 -year flow to the pond, only the 100 -year now capacities are provided. A revised drainage plan and profiles of the pipe and u -channel are also attached. Please let me know if you need any additional information Sincerely, L Henry Hollen 4840 Van Gordon Street February, 2017 Developed Sub -Basin Coefficients Weighted Coefficients for HSG "C/D" Soils DESIGN LAND USE LAND USE AREA (ac.) I(%) BASIN POINT LAND USE AREA (ac.) 1(%) CS C1oo D2 2 Building Area 1.39 89.52 0.75 0.83 D5 5 Storage Area 0.68 88.56 0.74 0.82 BASIN LAND USE LAND USE AREA (ac.) I(%) Cs C100 D2 2 Landscape 0.013 2 0.15 0.50 Pavement 0.051 100 0.90 0.96 Roof / Conc 1.323 90 0.75 0.83 1 0.82 1.388 90 0.75 0.83 BASIN LAND USE AREA (ac.) 1(%) C5 CIN D5 Landscape 5 Pavement 0.011 0.000 2 100 0.15 0.90 0.50 0.96 Roof / Conc 0.670 90 0.75 0.83 0.681 89 0.74 1 0.82 2/18/2017 Fid DRN D2 D5.x1sx 4840 Van Gordon Street February, 2017 TIME OF CONCENTRATION t = 0.3950.1-C� 0" S113 C, - Conveyance Coefficients 2.5 Heavy Meadow 5 Tillage l Field 7 Short pasture & lawns 10 Nearly bare ground 15 Grassed waterway 20 Paved areas and shallow paved swales L=L160VV=C,-S" DEVELOPED RUNOFF RUNOFF THROUGH U -CHANNEL BASIN DESIGN AREA POINT (ac) RUNOFF CS C. DEVELOPED - ONSITE BASINS AVERAGE 0.87 0.93 BASIN DESIGN LOCATION AREA BASIN DATA INITIAUOVERLAND INTENSITIES TRAVEL TIME POINT 18.6 Tc CHECK USE (infhr) RUNOFF cts TIME (Ti) (ac) (min) (Tt) 15 Ito° Qs I Q. (Urbanized Basins) D2 2 Tc BASIN ID: AREA C5 LENGTH AVG. SLOPE Ti LENGTH AVG' C, VEL SLOPE Tt Ti *Tt TOTAL Tc=(U180) +10 0.74 0.82 acres ft % min ft °k s min Tc LENGTH ft min min D2 1.39 0.75 400 1.0 13 551 1.0 20 2.0 5 17 951 1 15 15 D5 0.68 0.74 66 1.0 5 1 465 1.0 20 2.0 4 9 531 1 13 19 t = 0.3950.1-C� 0" S113 C, - Conveyance Coefficients 2.5 Heavy Meadow 5 Tillage l Field 7 Short pasture & lawns 10 Nearly bare ground 15 Grassed waterway 20 Paved areas and shallow paved swales L=L160VV=C,-S" DEVELOPED RUNOFF I 1.S 1 1U.9 1 OFFSITE RUNOFF TO U -CHANNEL RUNOFF THROUGH U -CHANNEL BASIN DESIGN AREA POINT (ac) RUNOFF CS C. RUNOFF AVERAGE 0.87 0.93 BASIN DESIGN LOCATION AREA T, COEFFICIENTS INTENSITIES + OH2 POINT 18.6 42.5 (infhr) RUNOFF cts (ac) (min) CS C100 15 Ito° Qs I Q. D2 2 18' PIPE 1.39 15 0.75 0.83 3.11 5.85 1 0.9 6.8 D5 5 U-CHANNELI 0.68 1 9 0.74 0.82 3.89 7.32 0.4 4.1 I 1.S 1 1U.9 1 OFFSITE RUNOFF TO U -CHANNEL RUNOFF THROUGH U -CHANNEL BASIN DESIGN AREA POINT (ac) RUNOFF CS C. RUNOFF cfs I % Q. OH1 A 4.08 0.87 0.93 1 16.6 33.6 OH2 B 0.85 0.39 0.64 1 1.6 1 4.8 1 18.2 1 38.4 1 SITE + OFFSITE DEVELOPED RUNOFF THROUGH U -CHANNEL DESIGN RUNOFF ds BASIN POINT QS Q100 D5 +OHI + OH2 Pt 18.6 42.5 Z,�'..r7 2/182017 Ficco DRN D2 D5.xlsx Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. 4880 Van Gordon Street -18 in Pipe Basin D2 Saturday, Feb 18 2017 Circular Highlighted Diameter (ft) = 1.50 Depth (ft) = 1.17 Q (cfs) = 6.800 Area (sqft) = 1.48 Invert Elev (ft) = 5280.00 Velocity (fUs) = 4.59 Slope (%) = 0.47 Wetted Perim (ft) = 3.26 N -Value = 0.013 Crit Depth, Yc (ft) = 1.01 Top Width (ft) = 1.24 Calculations EGL (ft) = 1.50 Compute by: Known Q Known Q (cfs) = 6.80 Z zc?.t.? Elev (ft) 5282.00 5281.50 5281.00 5280.50 5280.00 5279.50 Section 0 1 2 3 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. Saturday, Feb 18 2017 4880 Van Gordon Street - 4ft U -Channel Basin D5 Rectangular Highlighted Bottom Width (ft) = 4.00 Depth (ft) = 1.47 Total Depth (ft) = 1.50 Q (cfs) = 42.50 Area (sqft) = 5.88 Invert Elev (ft) = 75.50 Velocity (ft/s) = 7.23 Slope (%) = 0.50 Wetted Perim (ft) = 6.94 N -Value = 0.013 Crit Depth, Yc (ft) = 1.50 Top Width (ft) = 4.00 Calculations EGL (ft) = 2.28 Compute by: Known Q Known Q (cfs) = 42.50 �f4 �s T Elev (ft) Section 78.00 77.50 77.00 76.50 76.00 75.50 75.00 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5 Reach (ft) Depth (ft) 2.50 2.00 1.50 1.00 0.50 M -0.50 City of Wheat Ridge Commercial New Struc PERMIT - 201601857 PERMIT NO: 201601857 ISSUED: 01/27/2017 JOB ADDRESS: 4880 Van Gordon ST EXPIRES: 01/27/2018 JOB DESCRIPTION: Construction of core and shell, 28,342 sf concrete tilt up building with anticipated use groups of B and S1. Tenant improvements will be handled under separate permits after leasing. *** CONTACTS *** OWNER (303)263-0489 CLEAR CREEK VALLEY LLC GC (303)287-5525 John R. Barna, Jr. 160164 DCB Construction Company Inc. SUB (720)946-1830 Ronald Smith 110060 Productive Electric LLC SUB (970)330-2216 George W. Corman III 021020 Corman Mechanical Contractors SUB (303)806-8000 B. Trevino 017942 Denver Heating & A/C, Corp. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: / SUBDIVISION CODE: 4 / Industrial Vacant BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 1, 700, 000. 00 FEES Total Valuation 0.00 Plan Review Fee 6,065.83 Use Tax 30,600.00 Permit Fee 9,332.05D Engin. Review Fee 300.00 ** TOTAL ** 46,297.88 *** COMMENTS *** *** CONDITIONS *** BT: Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. Third Party approval testing required on backflow preventer. This building is shell only. Tenant fit up will require new permit. DFB: A drainage certification letter accompanied by as -built plans shall be required prior to issuance of the C.O. LR: Approval from presiding fire department required prior to final building inspection sign -off. 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 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 1250 of the cost of the installation shall be required. Owner/Contractor is responsible for locating property lines and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccurate information submitted within the plan set and any construction errors resulting from inaccurate information. City of Wheat Ridge Commercial New Struc PERMIT - 201601857 PERMIT NO: 201601857 ISSUED: 01/27/2017 JOB ADDRESS: 4880 Van Gordon ST EXPIRES: 01/27/2018 JOB DESCRIPTION: Construction of core and shell, 28,342 sf concrete tilt up building with anticipated use groups of B and S1. Tenant improvements will be handled under separate permits after leasing. 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 pennI I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 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 writingand received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Budding Official and may be subject to a fee equal to one-half of the original ermit 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 pen -nit. 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 ho der shall notify the Building and IIn�spection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal wort without written approval of such work from the Building and Inspection Services Division. 6. The � ance 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 ap ca code or any ordinance or egulation 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 BUSINE DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspection t}{ yeguests_will be acc.e ed Lem only. Please email requests to insptimerequestgci.wheatridge.co.us between 7:30am and 8:00am, the morning of t e inspection. Please put the address of the inspection in the subject line. City of Yl eat edge COMMUNITY DEVELOPMENT Building & Inspection Services Division 0 FOR OFFICE USE ONLY ��,ill f11 Date: Plan/Permit # ),o ( � 019,5 7500 W. 29" Ave., Wheat Ridge, CO 80033 Plan Review Fee: $ �'> Office: 303-235-2855 * Fax: 303-237-8929 I Inspection Line: 303-234-5933 Email: ipermits(cDci.wheatridge.co.us PAID Building Permit Application �a *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 4880 Van Gordon Street Property Owner (please print): Clear Creek Valley, LLC Phone: (303) 263-0489 Property Owner Email: louficco@gmail.com. Mailing Address: (if different than property address) Address: 3650 Vance Street, Suite 1 City, State, Zip: Wheat Ridge, CO 80033 Architect/Engineer: dcb Construction (Scott Sworts, Project Manager) Architect/Engineer E-mail: ssworts@dcbl . com Contractor: dcb Construction Contractors City License #: B-35 Contractor E-mail Address: ssworts@dcbl.com Sub Contractors: Electrical: W.R. City License # Other City Licensed Sub: City License # Plumbing: W.R. City License # Phone: (303) 287-5525 Phone: (303) 287-5525 Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form ® COMMERCIAL ❑ RESIDENTIAL Description of work: (Check all that apply) ® NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ 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.) Construction of a Core and Shell, 28,342 sf concrete tilt up building with anticipated use groups of B / S-1. Tenant Improvements will be handled under separate permits after leasing. Sq. FULF 2 8, 3 4 2 Amps 100 Btu's 185 Squares Gallons N/a for Core and Shell Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ 1,700,000.00 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CO TRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Electronic Signature (first and last name): DATE: DEPARTMENT USE ONLY ZONING COMMMENTS: OCCUPANCY CLASSIFICATION. Reviewer: BUILDING DEPARTMENT COMMENTS—TJI 1 �,8 ?u {1."1 . Q f pro v �k et}t Nt biJ �p�ck FIoci ?1-e-Ver4Lr Reviewe : 1 2� 2,,( I (, ''fh 1!, bti; Id -n t 15 56iI o�1y • %nnoxxt Fri- tr f v,:• I QQCq.�1 re.dr6 N ek�) pe r f -k t} �w -pEpT : &6-7-fZLA?- Building Division Valuation: $ i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:—_LM Job Address: ff 5S0 VAIQ (r -000/V ST Permit Number: 2o1 bO) 2S MiIIIMPRILW� S �iez� C -t s I_ C(C) ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes When corrections have been made, calll e -inspection at 303-234-5933 Dater (-inspector: -- 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: 5 4 G , P14 6 - Job Job Address: X880 VAAI 6,9?DON S7 - [j Permit Number: 2_014.0 /B $-7 Ltrn ,rt, (lEnG�""pr t.0Li-f .may SeWo. l ` ` C n(sr fS Gtr,)0 iU/P G1 �- am= Cr If C0AJ .F ,f- A)- W - C ure e 6 r, Cr;r rj r, ro _.�A w ❑ No one available for inspection: Time PZ- WPM? Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 -7 1. Date: Inspector: (Lc{� DO NOT REMOVE THIS NOTICE e ® l CITY OF WHEAT RIdGE ­­........ Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 1cpc r Job Address: , ":) t K 11,C) 1 Permit Number: `� £ 4` (f F E ; a� e ❑ No one available for inspection: Time AM Re -Inspection required: Yes No When corrections have been made, calf for re-inspection,at 303-234-5933 Date:'/-(7—Inspector-W5,-19_ DO NOT REMOVE THIS NOTICE HVS ENGINEERING 9201 WEST TENNESSE AVENUE LAKEWOOD, CO 80226 David Brossman, Design Engineer City of Wheat Ridge 7500 West 29'h Avenue Wheat Ridge, CO 80033 RE: Ficco Property 4860 Van Gordon Stree City of Wheat Ridge Jefferson County, CO Dear Mr. Brossman: February 19, 2017 CITY OF WHEAT RIDGE PUBLIC WORKS. ENGINEERING APPROVED FOR: ODRAINAGE 0 SIDEWALK 0 CURB & GUTTER 0 STREET )d MISCELLANEOUS 13 PLAT COMMENT Revised Drainage ma Fow 1311 lei 11,14 The following revisions are proposed to the approved drainage for the subject project: 1. Construct an 18" drainage pipe around the proposed north building (4880). 2. Change the previously approved drainage pipe south of the south building (4840) to a U - Channel. 3. Eliminate clay liner from the middle of the detention/water quality pond. 4. Move the proposed south building 2.3 feet to the east. 18" DRAINAGE PIPE Roof drains from the the existing building (4860) drain to a pan located on the north side of the building. This drainage pan flows east to the area between the existing building on the northwest and new building to the northeast. Recent field observations show that stormwater from the pan will not flow to the pond as intended after construction, but rather will be directed onto the property to the north. Furthermore, the roof drains on the northeast building have been designed to drain to the north side of the building. There is no way to direct flows from these roof drains to the pond on the surface. Therefore, the entire roof of the proposed northeast building would also drain onto the property to the north. It is proposed to construct an 18" drainage pipe along the north and east sides of the proposed northeast building to drain to the pond. The roof drains from the proposed northeast building would drain directly into this pipe. A 2'x 2' concrete box will be constructed at the west end of the pipe in the pan that drains the roof of the existing building. Because of grade limitations, a standard inlet cannot be constructed and therefore can't be used. Therefore, a grate will be placed at the top of the box to allow water from the pan to drain into the pipe. Manholes will be placed at all pipe bends. CITY OF WHEAT RIDGE PUBLIC WORKS DATE 02/21/2017 RECEIVED 02/21/2017 3rd Submittal (Revised Draijinag At the request of the owner, a concrete U -channel is proposed to replace the pipe that was originally proposed and approved to drain the stormwater that comes from the west across Van Gordon Street and the roof drains from the proposed south building. This also will allow drainage from the property to the south that used to enter the existing channel to enter the U - channel at any point instead of only at the area drains that were proposed in the previously approved drainage plan. This should result in less ponding. I W-MAN10 At the request of the City. Clay liner proposed to be constructed under the center of the detention/water quality pond will be removed to allow for some infiltration in an effort to reduce some of the flow released from the pond. Clay liner will remain on the east and west sides of the pond. On the east side, the liner will be constructed within 50 feet of the top of the pond to reduce the risk of water from infiltrating to the existing steep slope off the property to the east. On the west side, the clay liner will be installed within 50' of the proposed south building to reduce the risk of undermining its foundation. Excel has requested the proposed south building be moved to be at least 10 feet away from their power lines located on the east side of Van Gordon Street. The building is proposed to be moved 2.3 feet to the east. This will maintain the previously approved horizontal location where the 100 -year water surface elevation meets the slope on the west side of the pond, thus keeping the pond volume the same as originally proposed. This will require construction of a 1.44 foot high wall on the west side of the pond. A detail showing the grades of this wall in cross section is shown on sheet 2 of the plans attached to this report. Flow and capacity calculations for the pipe and u -channel are attached. Because the proposed pipe and u -channel need to direct the 100 -year flow to the pond, only the 100 -year flow capacities are provided. A revised drainage plan and profiles of the pipe and u -channel are also attached. Please let me know if you need any additional information Sincerely, Henry Hollender, PE 4840 Van Gordon Street February, 2017 Weighted Coefficients for HSG "CID" Soils BASIN DESIGN LAND USE AREA (ac.) f("/.) C5 Clog BASIN POINT LAND USE AREA (ac.) 1(%) C5 Clog D2 2 Building Area 1.39 89.52 0.75 0.83 D5 5 Storage Area 0.68 88.56 0.74 0.82 BASIN LAND USE AREA (ac.) f("/.) C5 Clog D2 2 Landscape 0.013 2 0.15 0.50 Pavement 0.051 100 0.90 0.96 Roof / Conc 1.323 90 0.75 0.83 1.388 90 0.75 , 0.83 2118/2017 Ficco DRN D2 D5.yjsx 4840 Van Gordon Street February, 2017 TIME OF CONCENTRATION 4 =0.395(1.1:W Lf S,r3 Cv - Conveyance Coefficients 2.5 Heavy Meadow 5 Tillage t Field 7 Short pasture & lawns 10 Nearly bare ground 15 Grassed waterway 20 Paved areas and shallow paved swates 4=LI60VV=C,'S" DEVELOPED RUNOFF BASIN DESIGN AREA POINT (80 RUNOFF RUNOFF cis Ca C. Q, 0. DEVELOPED - ONSITE BASINS AVERAGE OH2 B 0.85 BASIN DEl� LOCATION AREA BASIN DATA IN171AUOVERLAND TRAVEL TIAQE D5+OH1 Tc CHECK USE +qH2 TIME (Ti) RUNOFF cfs (TO (min) Cr, C,00 (Urbanized Basins) Tc BASIN ID: AREA Cs LENGTH AVG. SLOPE Ti LENGTH AVG, C„ VEL SLOPE Tt Ti+Tt TOTAL TC=(UI80) +10 D5 1 5 U-CHANNELI saes ft % min % s min Tc LENGTH ft rnin min D2 1.39 0.75 400 1.0 13 551 1.020 2.0 5 17 951 15 15 D5 0.68 0.74 66 1.0 5 465 1.0 20 2.0 4 9 531 13 9 4 =0.395(1.1:W Lf S,r3 Cv - Conveyance Coefficients 2.5 Heavy Meadow 5 Tillage t Field 7 Short pasture & lawns 10 Nearly bare ground 15 Grassed waterway 20 Paved areas and shallow paved swates 4=LI60VV=C,'S" DEVELOPED RUNOFF I 1.3 1 ium 1 OFFSITE RUNOFF TO U -CHANNEL BASIN DESIGN AREA POINT (80 RUNOFF RUNOFF cis Ca C. Q, 0. RUNOFF AVERAGE OH2 B 0.85 BASIN DEl� LOCATION AREA TG COEFFICIENTS INTENSITIES D5+OH1 +qH2 P1 RUNOFF cfs (ee) (min) Cr, C,00 Is 4000 Qs Q,m D2 2 18' PIPE 1.39 15 0.75 0.83 3.11 5.85 0.9 6.8 D5 1 5 U-CHANNELI 0.68 1 9 1 0.74 0.82 1 3.89 7.32 1 0.4 4.1 I 1.3 1 ium 1 OFFSITE RUNOFF TO U -CHANNEL BASIN DESIGN AREA POINT (80 RUNOFF RUNOFF cis Ca C. Q, 0. OHI A 4.08 0.87 0.93 16.6 33.6 1 OH2 B 0.85 0.39 0.64 1.6 4.8 SITE + OFFSITE DEVELOPED RUNOFF THROUGH U -CHANNEL DESIGN RUNOFF ds BASIN POINT D5+OH1 +qH2 P1 186 42.5 211&2017 Fi= DRN D2 DS.xlsx Hydraflow Express Extension for AutoCAD® Civil 3139 2013 by Autodesk, Inc. 4880 Van Gordon Street -18 in Pipe Basin D2 Circular Diameter (ft) = 1.50 Invert Elev (ft) = 5280.00 Slope (%) = 0.47 N -Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 6.80 Elev (ft) 5282.00 5281.50 5281.00 5280.50 5280.00 5279.50 Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft1s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Section Saturday, Feb 18 2017 = 1.17 = 6.800 = 1.48 = 4.59 = 3.26 = 1.01 = 1.24 1.50 0 1 2 3 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® CMI 3D@) 2013 by Autodesk, Inc. Saturday, Feb 18 2017 4880 Van Gordon Street - 4ft U -Channel Basin D5 Rectangular Highlighted Bottom Width (ft) = 4.00 Depth (ft) = 1.47 Total Depth (ft) = 1.50 Q (cfs) = 42.50 Area (sqft) = 5.88 Invert Elev (ft) = 75.50 Velocity (ft/s) = 7.23 Slope (%) = 0.50 Wetted Perim (ft) = 6.94 N -Value = 0.013 Crit Depth, Yc (ft) = 1.50 Top Width (ft) = 4.00 Calculations EGL (ft) = 2.28 Compute by: Known Q Known Q (cfs) = 42.50 N't .5 1 1.5 2 2.5 3 3.5 4 4.5 Reach (ft) Depth (ft) 2.50 MT61 1.50 0.50 M -0.50 N DEVELOPED DRAINAGE 4840 VAN GORDON STREET LOCATED IN THE SE 1/4 OF THE SE 1/4 SECTION 17, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 1 OF 2 \ \ STA 1+00 DC# 1 008 ®©mOm TIE 18" RCP INTO O 2'' .,2c' BOX W� SITE; OFFSITE DEVELOPED RUNOFF THROUGH SFCHANNEL MIti8I1 oENax "�T WWW (d.) m mN D5+0H1.0W Pt I 188 I 42S �- ---- 1 - _ STA STA 3+91.32 MANHOLE 2 I,INV 72.63 N I E z w s SCALE i"- 30' _ a 30 0 15 30 LEGEND 1111111, INDICATES FLOW DIRECTIOPI 06 lzzzzz_z_z INDICATES SUIDI4G IMPROVEMENTS •-1-'y"-=1 INOICAlES CONCRETE IMPROVEMENTS A ••'—"'- INOICAIES EXISTING PAVEMENT IMPROVEMENTS W a. Z INDICATES PROPOSED PAVEMENT IMPROVEMENTS INDICATES PROPOSED RUNDOWN CHANNEL_ �� N� �---ea----- INDICATES EXISTING CONTOURS Ujc 1"-1&=—= INDICATES PROPOSED CONTOUR y� 8 t EDP INDICATES EXISTING EDGE OF PAVEMENT r�o —x—x—x— INDICATES FENCE LINE ! INDICATES LOT UNE SHEET 1 OF 2 INDICATES OVERHEAD UTILITY C INDICATES RETUNING WALL . INDICATES CURB s GUTTER INDICATES PROPOSED OUTLET STRUCTURE 69 RIDICATES PROPOSED STORM MANHOLE INDICATES EXISTING FIRE HYDRANT E- INDICATES EXISTING GUY o INDICATES MANHOLE (UMONOWN) e INOICATES EXISTING SANITARY MANHOLE M INDICATES E ISMG TELECOMMUNICATION BOX VV 8 INDICATES EXISTING TRANSFORMER R n 0 04gCATES EXISTING UTILITY POLE I 0 INDICATES EXISTING WATER METER ,3 O INDICATES EXISTING WATER VALVE 1.7D 1407M � CURB RADIUS MEASURED AT FLOWUNE. v v ■ INDICATES FOUND MONUMENT u INDICATES SET E3 REBAR & CAP, BAYER; P.L.S. 6973 SENCFNARK (10/L/=)c z ELEVATIONS SHOWN ARE ASSUMED. TO OBTAIN THE CITY OF WHEAT RIDGE NAVD88 ELEVATION SUBTRACT &21 FEET FROM 2i ELEVATIONS SHOWN. 7HIS ELEVATION DATA IS BASED ON CITY OF WHEAT RIDGE POINT NO. 13109, A BRASS CAP IN A RANGE POINT BOX AT THE INTERSECTION OF WEST 487H AVENUE AND WAR ROAD WHICH HAS A PUBLISHED ELEVATION OF 5468.69." Design HH BENCHMARK (2/06/2015): ELEVATIONS SHOWN ARE ASSUMED. TO OBTAIN CITY OF WHEAT Drawn LMR RAE NAVD 88 DATUM ELEVATION SUBTRACT &21 FEET FROM THE EXISTING OR PROPOSED ELEVATION. THIS ELEVATION DATA IN BASED ON THE 07Y OF *EAT RDOE POINT NUMBER 13209 (THE S.E. COR. OF SEC. 171 A 3-1/2 MASS CAP, RLS. 1321$ IN RANGE BOX, WHICH HAS A PUBUSHED ELEVATION OF 5400.31. C 7ETMPORARY BENCHMARK (T:B.M.) (2/6/2015): rrq o W THE NORTHWEST BONNET BOLT OF THE FIRE HYDRANT LOCATED EAST 69.3' AND SOUTH 11.8' OF THE SOUTHEAST CORNER OF THE (9 w M1s EXISTING BUILDING AS SHOWN ON THIS MAP. ELEVATION: (5467.77 NAVD 88 OAKUM) 5475.98 ASSUMED ON THIS TOPOGRAPHIC MAP. vQ Lo Z r� "1 SEE BENCHMARK TABLE Q N 0 APPROVED FO Pf DRAINAGE Dig COMMENT0 MISCELLANEOUS 0 PLAT 'CML ENGINEER ATE SUBJECT Ta FIELD I C[Ty Of WHEAT RIDGE 06 ov C) p Ncl O A W a. Z �A °a CoLl �� N� O Lr„�® Ujc RECEIVED 0212112017 C[Ty Of WHEAT RIDGE PUBUC Vmrs Date: 02/19/20 DATE !212112017 O Lr„�® RECEIVED 0212112017 3rd Submittal (Revised Drainage) SHEET 1 OF 2 DEVELOPED DRAINAGE 4840 VAN GORDON STREET LOCATED IN THE SE 1/4 OF THE SE 1/4 SECTION 17, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET2 OF 2 DC#1 18' RCP PIPE AT 4880 / BASIN D2 I- - JV HORZ / VERT 4840 VAN GORDON PROPOSED BUILDING— L�FFE 76.8 76.376.24 Y WALK r 8 DO OF WALL POW WALL BOTTOM OF WALL POND HWIL 74.8 OORAINAGE 13SIDENAIX 0 CURB & GUT`TER 0 STREET ;dMiSCELLANEOUS 0 PLAT COMMENT!... 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G Y1 a z � W I N W O al 1 y- N 01 F 4 7j Q.J1VJ11M � cit i r O 4 �. 0� L z Q ¥ . » J . � r § . .. . .. .... .. .�..y�}./ :y: ] > . \w«\ z /»ul .. . � \2N « < » 2z 6/ � ,_~ . \ \ > \� .»»»a yn q� . »%%o&dm� \;7` \� .a . a ¥ . » J . � r § . .. . .. .... .. .�..y�}./ :y: ] > . \w«\ z /»ul o m, i a o. i ..` •' HM i3 ais oaJO',)N ncneo z e�''� fl JNIQTf18 ac,nOH36VM 301JJO 03OU o m, i a o. i ©^ c 2 wr : « . a. - ..^� \»::. :aNOGbOD w _ aCI-IIAv, _ . . �.�m«© & \.(� 6ommJiogO m� . ©^ c 2 wr : « . - ..^� �— �.�m«© & ©^ c 2 wr : « . zQ LE2m \��\ ���Gd \ §, a /< ao2 ---- \ zQ \ §, §, K Q r 4' S- CEO a C J 3z,0 illc3HAT 13H8!S N00tl00 NVA. G88V Z S W Q 8`JNIOI{t18 z0 3$nOHAHVM3OIJJOOOOIJ °os 4 K Q r City of Wheat Ridge Commercial New Struc PERMIT - 201601857 PERMIT NO: 201601857 ISSUED: 01/27/2017 JOB ADDRESS: 4880 Van Gordon ST EXPIRES: 01/27/2018 JOB DESCRIPTION: Construction of core and shell, 28,342 sf concrete tilt up building with anticipated use groups of B and S1. Tenant improvements will be handled under separate permits after leasing. *** CONTACTS *** OWNER (303)263-0489 CLEAR CREEK VALLEY LLC GC (303)287-5525 John R. Barna, Jr. 160164 DCB Construction Company Inc. SUB (720)946-1830 Ronald Smith 110060 Productive Electric LLC SUB (970)330-2216 George W. Corman III 021020 Corman Mechanical Contractors SUB (303)806-8000 B. Trevino 017942 Denver Heating & A/C, Corp. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: / SUBDIVISION CODE: 4 / Industrial Vacant BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED FEES Total Valuation 0.00 Plan Review Fee 6,065.83 Use Tax 30,600.00 Permit Fee 9,332.05 Engin. Review Fee 300.00 ** TOTAL ** 46,297.88 *** COMMENTS *** PROJECT VALUATION: 1, 700, 000. 00 RUM *** CONDITIONS *** Comments: Building Dept. BT 12/20/16 - Third Party approval testing required on backflow preventer. This building is shell only. Tenant fit up will require new permit. PW Dept. DFB 12/9/16 - A drainage certification letter accompanied by as -built plans shall be required prior to issuance of the C.O. Approval from presiding fire department required prior to final building inspection sign -off. All roughs to be done at Framing Inspection. 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 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. Owner/Contractor is responsible for locating property lines and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccurate information submitted within the plan set and any construction errors resulting from inaccurate information. City of Wheat Ridge Commercial New Struc PERMIT - 201601857 -1 , �9r PERMIT NO: 201601857 JOB ADDRESS: 4880 Van Gordon ST ISSUED: 01/27/2017 01 JOB DESCRIPTION: Construction of core and shell, 28,342EsflRconcrete tilt 2up2building with anticipated use groups of B and S1. Tenant improvements will be handled under separate permits after leasing. a pl 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 lfbe 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 thispermit. I further attest at I am le ally authorized to include all entities named within this document as parties to the work to be perform and t t a h}w to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. 77117 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 equired r 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. Inspection time requests will be accepted by email only. Please email requests to insptimerequestgei.wheatridge.co.us between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line. City of Wheat �idge COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 " Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits()ci.wheatridge co us FOR OFFICE USE ONLY��,I (}1�" Date: I Plan/Permit# Plan Review Fee: Building Permit Application *'' Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. — Property Address: 4880 Van Gordon Street Property Owner (please print): Clear Creek Valley, LLC Phone: (303) 263-0489 Property Owner Email: louficco@gmail.com Mailing Address: (if different than property address) Address: 3650 Vance Street, Suite 1 City, State, Zip: Wheat Ridge, CO 80033 Architect/Enaineer: dcb Construction (Scott Sworts, Project Manager) Architect/Engineer E-mail: ssworts@dcbl.com Contractor: dcb Construction Contractors City License #: B-35 Contractor E-mail Address: ssworts@dcbl.com Sub Contractors: Electrical: Plumbing: W.R. City License # W.R. City License # Other City Licensed Sub: City License # Phone: (303) 287-5525 Phone: (303) 287-5525 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 ❑ 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.) Construction of a Core and Shell, 28,342 sf concrete tilt up building with anticipated use groups of B / S -l. Tenant Improvements will be handled under separate permits after leasing. Sq. Ft./LF 2 8, 3 4 2 Amps 10 Btu's 185 Squares Gallons N/a for Core and Shell Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) 1,700,000.00 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Electronic Si¢nature (first and last name): DATE: 111Z-1 r�l� DEPARTMENT USE ONLY ZONING COMMMENTS: OCCUPANCY CLASSIFICATION: Reviewer: BUILDING DEPARTMENT COMMENTS—TIl 1 0 C .cj Q r0 V 0 Q—rt NJ e.( Reviewe : P bn! ack otJ 1 lcV� j�- 1 bti, Id .n y ► 3 5611 oCntlant Ft+ v� w• l Qe.9vl es N e,J Pe r K.} pW D EioT : 4�' rr~r N�� -7e-� ac-g i- 7Cs� C E ,� fl cc o.� P.9 �u s ,s'Y SFS- RL"iL.T oK, �� � Ssu,�v �. o � Tom• c. �. I Z /-D Ct `!!o Building Division Valuation: $ ♦ A ,( ' City of jgCOMMUNITY DEVELOPMEN SUB-CONTRACTOR AUTHORIZATION FORM Project Address: W y0 — y�'j �N Permit #: General Contractor:_ Electrical Contractor Company Name: ilWP 0 �i State License5; Signature of Authoriz6d Agent Plumbing Contractor Phone #: 7ao - qq& - /f?d Master #: 000 GL_ Date Company Name: co & MAAI- ;Rf,,,�� Phone #: 4? %330 -2 2/6 State License #: R> Master #:/ 793oo Wheat Ridge License #: 6 2 _ 1,9 zo / 7 Signature of Authorized Agent Date Mechanical Contractor Company Name:_b,6N /&Z Phone: 00�i Wheat Ridge License #:6 7 g 9 Signature of Authorized Agent Date *This application must be signed by each, sub -contractor confirming the same. J City of YUBLIC 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: t 2./D Ize Location of Construction: Purpose of Construction: Single Family Commercial i< Multi -Family Development Review Processing Fee: ...................... (Required of all projects for document processing) $100.00 Sin0e Family Residence/Duplex Review Fee ..................................... $50.00 $ Commercial ulti-Family Review Fees: (Fees include reviews of the 1 st and 2" submittals) • Review of existing or minimal technical documents:....... ................. $200.00 p Initial review' of technical civil engineering documents: ......... I ...... $600.00 $ Zo�—e0 ® Traffic Impact Study Review Fee: ............... $ ...... .............................. $600.00 $----- Trip Generation Study Review Fee: ............................................ -.... $200.00 $ • Stormwater Management Plan (S WMP) 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 to the following Resubmittal Fees: the Application will be subject ® Resubmittal Fees: 3rd submittal (% initial review fee): 4th submittal (full initial review fee): . All subsequent submittals: .... (Full initial review fee) $300.00 ...... $600.00 $600.00 TOTAL. REVIEW FEES (due at time of Building Permit issuance) � 300.00 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. "'ww.cL8Vheatridge.co.us Rev 06/]3 City of Wheat judge PUBLIC WORKS Date: 12-10C110_")16 COMMER CIAL/MUL TI-FAMIL Y BUILDING PERMIT APPLICA TION RE VIEW Location: q8`6 D ATTENTION: BUILDING DEPARTMENT I have reviewed the submitted application documents to construct a located at the above referenced address. Please note the comments checked below. 1. _V-1 Site Survey: ✓ OK Not OK; refer to stipulations. 2. ✓ Drainage: a. Final Drainage Report and Plan required ✓ Yes No b. Drainage Letter and Plan required Yes L: -:'No C. Site drainage/grading have been reviewed and are: LZ'OK Not OK; see stipulations 3. ✓ CDPS Permit & SWMP Approved: L", Yes No N/A 4. ✓ Public Improvements to be completed: a. street paving/patching: Yes ,/ No b. curb & gutter/drivecut: Yes c/ No C. sidewalk: Yes -No d. d. standard street lights: Yes L, -No e. pedestrian lights: Yes _7-' No f. storm sewer: v,' -Yes No g. Letter of Credit (LOC) required: Yes _✓ No h. Funds in lieu of constrtiction: Yes _✓No If an LOC or funds in lieu of are required, for what improvements? /1) Amount of the LOC or funds: 5. ✓ SIA/PIA required: — Yes ✓ No 6. ✓ Traffic impact analysis required & approved: — Yes ✓ No 7. ✓ Street Access Permit required: Yes _L ---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: iL,) J 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. z Lo R Zz)1 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. ✓ 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. Rei- 06, 20 ] 3 a Cily (-)1, wileat I'uitlic: Wc�i<hti City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Midge, Co 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: _ l Z o g ADDRESS: 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 "Iv.ci.svhe2tridge.cc.us Rev 2/08 „ City of I W heat R�jge 01 Y OF WHEAT RIDGE BUILDING .AND INSPECTION SERVICES DIVISION 7500 W 29th Are Wheat Ridge, CO 80033-8001 p. 303.235.2855... 303.237.8929 Proof of Submission for Permitting/Plan Review A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: 11/21/2016 Project Address: 4880 Van Gordon Street Name of Firm/Individual submitting documents: dcb Construction (Scott Sworts) Project Type/Description: Construction of a Core and Shell, 28, 342 sf concrete tilt up building with anticipated use groups of B / S-1. Tenant Improvements will be handled under separate permits after leasin Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY J / 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) oWest Metro Fire Protection "161 -'.Arvada Fire Protection o Wheat Ridge Water District o Consolidated Mutual Water District o Valley Water District o Denver Water Agency Notes: Signature:�e Email: (Agency Representative) o Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District n Westridge Sanitation District o Other Date: (� COMcheck Software Version 4.0.3.0 Mechanical Compliance Certificate Project Information Energy Code: Project Title: Location: Climate Zone: Project Type: Construction Site: 4880 VAN GORDON ST Wheat Ridge, CO 80033 Additional Efficiency Package Unspecified 2012 IECC FICCO OFFICE WAREHOUSE BUILDING B Wheat Ridge, Colorado 5b New Construction Owner/Agent: Quantity System Type & Description 6 GUH-1,2,3,4,5,6 (Unknown): Heating: 1 each - Unit Heater, Gas, Capacity = 175 kBtu/h Proposed Efficiency = 80.00% Ec, Required Efficiency = 80.00% Ec Fan System: FAN SYSTEM 1 -- Compliance (Motor nameplate HP method) : Passes Fans: FAN 1 Supply, Constant Volume, 2180 CFM, 0.1 motor nameplate hp UH -1 (Unknown): Heating: 1 each - Unit Heater, Electric, Capacity = 10 kBtu/h No minimum efficiency requirement applies Fan System: None Mechanical Compliance Statement Designer/Contractor: John Howe 3CE ORoo jai Mechanical Systems ListPAX- I ' ANAL NOV 17 2016 Compliance Statement: The proposed mechanical design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed mechanical systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.0.3.0 and to comply with the mandatory requirements listed in the Inspection Checklist. Name - Title Signature Project Title: FICCO OFFICE WAREHOUSE BUILDING B Data filename: EACOMcheck\16024 FICCO 4880.cck Date Report date: 11/16/16 Page 1 of 8 COMcheck Software Version 4.0.2.9 Interior Lighting Compliance Certificate Project Information Energy Code: Project Title: Project Type: Construction Site: 4880 VAN GORDON WHEAT RIDGE, CO 80033 Additional Efficiency Package 2012 IECC FICCO OFFICE WAREHOUSE New Construction Owner/Agent: O�Pg 0 �RM73 " ' ,Q ZONAIENG\ Designer/Contractor: Chad Smith 3 CONSULTING ENGINEERS 17032 W. 64TH CIRCLE ARVADA, CO 80007 720-810-5714 Reduced interior lighting power. Requirements are implicitly enforced within interior lighting allowance calculations. Allowed Interior Lighting Power A Area Category 1-OFFICE/WAREHOUSE (Office) Proposed Interior Lighting Power A Fixture ID : Description / Lamp / Wattage Per Lamp / Ballast 1-OFFICE/WAREHOUSE (OffiW LED 1: A: LED WALL PACK: LED Panel 70W: LED 2: B: LED STRIP LIGHT: LED Panel 80W: LED 3: EM: EM LIGHT: Other: LED 4: X1: EXIT SIGN: Other: LED 5: X2: EXT. EM LIGHT: Other: 016 B C D Floor Area Allowed Allowed Watts (ft2) Watts / ft2 (B X C) 27972 0.85 23776 Total Allowed Watts = 23776 B C D E Lamps/ # of Fixture (C X D) Fixture Fixtures Watt. 1 4 73 292 1 18 88 1584 2 12 1 7 1 7 1 5 2 7 1 5 Total Proposed Watts = 1893 Interior Lighting Compliance Statement Compliance Statement: The proposed interior lighting design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed interior lighting systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.0.2.9 and to comply with the mandatory requirements listed in the Inspection Checklist. Chad Smith. Principal 6�d5w4al 11-17-2016 Name - Title Signature Date Project Title: FICCO OFFICE WAREHOUSE Data filename: C:\Users\cs\Dropbox (3CE)\3CE Team Folder\2016 JOBS\16.024 4880 FICCO OFFICE Report date: 11/17/16 WAREHOUSE\DOCUMENTS\CORRESPONDENCE\COMM_CHECK\LIGHTING.cck Page 1 of 6 COMcheck Software Version 4.0.2.9 Inspection Checklist Energy Code: 2012 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. section # & Req.ID C103.2 [PR4]1 C406 [PR9]1 Plan Review Plans, specifications, and/or calculations provide all information with which compliance can be determined for the interior lighting and electrical systems and equipment and document where exceptions to the standard are claimed. Information provided should include interior lighting power calculations, wattage of bulbs and ballasts, transformers and control devices. Complies? LComplies E]Does Not ❑Not Observable ❑Not Applicable Plans, specifications, and/or ❑Complies calculations provide all information ❑Does Not With wh' h is compliance can be determined for the additional energy EJNot Observable efficiency package options. ❑Not Applicable Additional Comments/Assumptions: Comments/Assumptions 1 High Impact (Tier 1)- Medium Impact (Tier 2) 3 Low Impact (Tier 3) _ Project Title: FICCO OFFICE WAREHOUSE Data filename: C:\Users\cs\Dropbox (3CE)\3CE Team Folder\2016 )OBS\16.024 4880 FICCO OFFICE Report date: 11/17/16 WAREHOUSE\DOCUMENTS\CORRESPONDENCE\COMM_CHECK\LIGHTING.cck Page 2 of 6 # ! Rough -In Electrical Inspection &-RegAD Complies? 405.2.2. Automatic controls to shut off all ❑Complies 1 [EL22]2 building lighting installed in all buildings. ❑Does Not - --- — ---------- - -- — ❑Not Applicable ❑Not Observable ----- - -- -- -- ❑Not Applicable C405.2.1. Independent lighting controls installed ❑Complies 1 [EL23]2 per approved lighting plans and all manual controls readily accessible and ❑Does Not Seeping units have at least one visible to occupants. ❑Not Observable --- - --- -- -- - - - -- ----- ------ ❑Not Applicable c4u5.L.1 2 [EL15]1 C405.2.2. 3 [EL16]2 C405.2.3 [EL17]3 C405.2.2. 2 [EL18]1 C405.2.2. 3 [EL20]1 C405.2.2. 3 [EL21]1 C405.2.3 [EL4]1 Comments/Assumptions ugnting controls installed to uniformly ❑Complies - reduce the lighting load by at least ❑Does Not 50%. ❑Not Observable edge to edge (if pendant or surface ❑Not Observable - --- — ---------- - -- — ❑Not Applicable Daylight zones provided with ❑Complies individual controls that control the ❑Does Not lights independent of general area lighting, ❑Not Observable ❑Not Applicable Seeping units have at least one ❑Complies master switch at the main entry door ❑Does Not that controls wired luminaires and switched receptacles. []Not Observable ❑Not Applicable Occupancy sensors installed in ❑Com lies required spaces. ❑Does Not ❑Not Observable ❑Not Applicable Primary sidelighted areas are ❑Complies equipped with required lighting ❑Does Not controls. ❑Not Observable ❑Not Applicable Enclosed spaces with daylight area ❑ Com plies under skylights and rooftop monitors ❑Does Not are equipped with required lighting controls. ❑Not Observable 11 Not Applicable Separate lighting control devices for ❑Complies specific uses installed per approved ❑Does Not lighting plans. []Not Observable ❑Not A 1' ---- - 05.3 Fluorescent luminaires with odd pp cable ❑Complies [EL19]3 numbered lamp configurations that ❑Does Not are within 10 feet center to center (if recess mounted) or are within 1 foot ❑Not Observable edge to edge (if pendant or surface ❑Not Applicable mounted) shall be tandem wired. C405.4 Exit signs do not exceed 5 watts per ❑Complies [EL6]1 face. ❑Does Not ❑Not Observable ❑Not Applicable ❑Complies E]Does Not ❑Not Observable ❑Not Applicable C405.2.3 Additional interior lighting power I[EL8]1 allowed for special functions per the approved lighting plans and is automatically controlled and — --- separated from general lighting, Additional Comments/Assumptions: 1?High Impact (Tier 1)__. ------ -- --.- --- 3 Low Impact (Tier 3) Project Title: FICCO OFFICE WAREHOUSE Data filename: C:\Users\cs\Dropbox (3CE)\3CE Team Folder\2016 JOBS\16.024 4880 FICCO OFFICE Report date: 11/17/16 WAREHOUSE\DOCUMENTS\CORRESPONDENCE\COMM_CHECK\LIGHTING.cck Page 3 of 6 I High Impact (Tier 1) j 2 1 Medium Impact (Tier 2) ; 3 1 Low Impact (Tier 3) Project Title: FICCO OFFICE WAREHOUSE Data filename: C:\Users\cs\Dropbox (3CE)\3CE Team Folder\2016 JOBS\16.024 4880 FICCO OFFICE Report date: 11/17(16 WAREHOUSE\DOCUMENTS\CORRESPONDENCE\COMM_CHECK\LIGHTING.cck Page 4 of 6 Section # Final Inspection Complies? & Req.ID C408.2.5. Furnished as -built drawings for ❑Complies 1 electric power systems within 30 days ❑Does Not [FI16]3 of system acceptance. ❑Not Observable ❑Not Applicable C303-3, Furnished O&M instructions for ❑Com lies C408.2.5. systems and equipment to the ❑Does Not 2 building owner or designated [FI17]3 representative. ❑Not Observable ❑Not Applicable Comments/Assumptions C405.5.2 Interior installed lamp and fixture ❑Complies See the Interior Lighting fixture schedule for values. 1 [Fi18] lighting power is consistent with what ❑Does Not is shown on the approved lighting plans, demonstrating proposed watts ❑Not Observable are less than or equal to allowed ❑Not Applicable watts. C408.3 [F13311 C406 [FI3411 uynuny Zyxcnia nave ucen Le5Lea io u�umpiles ensure proper calibration, adjustment, ❑Does Not programming, and operation. ❑Not Observable ❑Not Applicable Efficient HVAC performance, efficient ❑Complies lighting system, or on-site supply of ❑Does Not renewable energy consistent with what is shown the approved plans. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: -- --------------------------- 1 ' High Impact (Tier 1) �2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) - - Project Title: FICCO OFFICE WAREHOUSE Report date: 11/17/16 Data filename: C:\Users\cs\Dropbox (3CE)\3CE Team Folder\2016 JOBS\16.024 4880 FICCO OFFICE Page 5 of 6 WAREHOUSE\DOCUMENTS\CORRESPONDENCE\COMM CHECK\LIGHTING.cck rroject i me: riCCU UHICE WAREHOUSE Report date: 11/17/16 Data filename: C:\Users\cs\Dropbox (3CE)\3CE Team Folder\2016 JOBS\16.024 4880 FICCO OFFICE Page 6 of 6 WARE HOUSE\DOCUM ENTS\CORRESPON DENCE\COM M_CHECK\LIG HTI N G. cck COMcheck Software Version 4.0.0 Envelope Compliance Certificate Project Information Energy Code: Project Title: Location: Climate Zone: Project Type: Vertical Glazing / Wall Area: Skylight/ Roof Area Construction Site: 4880 Van Gordon St Wheat Ridge, CO 80033 2012 IECC Ficco Office Warehouse - Building B Wheat Ridge, Colorado 5b New Construction 6% 1% Owner/Agent: Lou Ficco Clear Creek Valley, LLC 3650 Vance Street, Suite 1 Wheat Ridge, CO 80033 303-263-0489 louficco@gmail.com Building Area Floor Area 1 -Warehouse : Nonresidential PRRR9 Designer/Contractor: Scott Sworts dcb Construction 909 E. 62nd Ave Denver, CO 80216 303-287-5525 ssworts@dcbl.com Additional Efficiency Package High efficiency HVAC. Systems that do not meet the performance requirement will be identified in the mechanical requirements checklist report. Envelope Assemblies Assembly Floor: B -001-001-1-F-18 (5 combined surfaces): Slab-On- Grade:Unheated, Vertical 1 ft., [Bldg. Use 1 - Warehouse] (b) Roof: T -001 -E -R-15 (4 combined surfaces): Insulation Entirely Above Deck, [Bldg. Use 1 - Warehouse] Skylight: T-001 -E-R-1 5-W-1 (24 combined surfaces): Metal Frame with Thermal Break:Glass, With Curb, Pert. Type: Energy code default, Double Pane with Low -E, Tinted, SHGC 0.60, VT 0.30, [Bldg. Use 1 - Warehouse] NORTH Exterior Wall: N -001 -E -W-3 (3 combined surfaces): Solid Concrete:7" Thickness, Normal Density, Furring: None, [Bldg. Use 1 - Warehouse] EAST Exterior Wall: E -001 -E -W-1 (3 combined surfaces): Solid Concrete:7" Thickness, Normal Density, Furring: None, [Bldg. Use 1 - Warehouse] SOUTH Exterior Wall: S -002 -E -W-24 (36 combined surfaces): Solid Concrete:7" Thickness, Normal Density, Furring: None, [Bldg. Use 1 - Warehouse] Door: S -002 -E -W -24-D-1 (6 combined surfaces): Insulated Metal, Non - Swinging, [Bldg. Use 1 - Warehouse] Window: S -002 -E -W -24-W-3 (42 combined surfaces): Metal Frame Curtain Wall/Storefront, Pert. Type: Energy code default, Double Pane with Low -E, Tinted, SHGC 0.60, VT 0.30, [Bldg. Use 1 - Warehouse] Gross Area Cavity or R -Value Perimeter 720 --- 26817 --- 286 --- 5185 --- 2988 --- 5746 --- 576 613 --- Cont. Proposed Budget U- R -Value U -Factor Factor(e) 19.0 0.526 0.550 38.0 0.026 --- 1.100 19.0 0.048 19.0 0.048 19.0 0.048 --- 0.600 --- 0.800 0.039 0.500 0.078 0.078 0.078 0.600 0.380 Project Title: Ficco Office Warehouse - Building B Data filename: WADesign Department Project File\2015\15-922 Ficco Office Warehouse\Construction Report gee: 11 of8/19 Documents\ComCheck\Building B Initial Com Check.cck Assembly Gross Area Cavity Cont. Proposed Budget U - or R -Value R -Value U -Factor Factor(s) Perimeter WEST Exterior Wall: W -001 -E -W-2 (27 combined surfaces): Solid Concrete:? 2983 --- 19.0 0.048 0.078 Thickness, Normal Density, Furring: None, [Bldg. Use 1 - Warehouse] Door: W-001 -E-W-2-D- 1 (3 combined surfaces): Insulated Metal, Non- 237 --- --- 0.600 0.600 Swinging, [Bldg. Use 1 - Warehouse] Window: W-001 -E-W-2-W-3 (27 combined surfaces): Metal Frame 377 --- --- 0.800 0.380 Curtain Wall/Storefront, Perf. Type: Energy code default, Double Pane with Low -E, Tinted, SHGC 0.60, VT 0.30, [Bldg. Use 1 - Warehouse] (a) Budget U -factors are used for software baseline calculations ONLY, and are not code requirements. (b) Slab -On -Grade proposed and budget U -factors shown in table are F -factors. 'Envelope. better than code Envelope Compliance Statement Compliance Statement. The proposed envelope design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed envelope systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.0.0 and to comply with the mandatory requirements listed in the Inspection Checklist. , & W �� Name - Title gnature Da C>i-v-xx� o -r lxL�r QF C 0 O co MICHAEL * BRAY r ARC. W 670 01 Project Title: Ficco Office Warehouse - Building B Data filename: W:\Design Department Project File\2015\15-922 Ficco Office Warehouse\Construction Documents\ComCheck\Building B Initial Com Check.cck Report date: 11/18/16 Page 2 of 9 COMcheck Software Version 4.0.0 Inspection Checklist Energy Code: 2012 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. 2012 IECC Plan Review Complies? Comments/Assumptions C103.2 Plans and/or specifications provide all ❑Complies [PR1]1 information with which compliance ❑Does Not can be determined for the building ❑Not Observable envelope and document where ❑Not Applicable exceptions to the standard are claimed. C406 Plans, specifications, and/or ❑Complies [PR9]1 calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the additional energy ❑Not Applicable efficiency package options. C402.3.1 Vertical fenestration area <= 30 ❑Complies [PR10]1 percent of the gross above -grade wall ❑Does Not area. ❑Not Observable ❑Not Applicable C402.3.1 Skylight area <= 3 percent of the ❑Complies [PR11]1 gross roof area. ❑Does Not ❑Not Observable ❑Not Applicable C402.3.2 In enclosed spaces > 10,000 ft2 ❑Complies [PR14]1 directly under a roof with ceiling ❑Does Not heights >15 ft. and used as an office, ❑Not Observable lobby, atrium, concourse, corridor, ❑Not Applicable storage, gymnasium/exercise center, convention center, automotive service, manufacturing, non - refrigerated warehouse, retail store, distribution/sorting area, transportation, or workshop, the following requirements apply: (a) the daylight zone under skylights is >= half the floor area; (b) the skylight area to daylight zone is >= 3 percent with a skylight VT >= 0.40; or a minimum skylight effective aperture >= 1 percent. C402.3.2. Areas with obstructions that block ❑Complies 2 direct beam sunlight on >= 1/2 of the ❑Does Not [PR15]1 roof over the enclosed area for more ❑Not Observable than 1,500 daytime hours per year ❑Not Applicable between 8 am and 4 pm. Additional Comments/Assumptions: 1 I High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier3) Project Title: Ficco Office Warehouse - Building B Report date: 11/18/16 Data filename: W:\Design Department Project File\2015\15-922 Ficco Office Warehouse\Construction Page 3 of 9 Documents\ComCheck\Building B Initial Com Check.cck section Footing /Foundation Plans Verified Field Verified & Req.ID Inspection Value Value Complies? Comments/Assumptions C402.2.6 [F03]z Slab edge insulation R -value. R- R_ ❑Complies see the Envelope Assemblies ❑ Unheated ❑ Unheated ❑Does Not table for values. OF Heated ❑ Heated ❑Not Observable ❑Not Applicable C303.2 [F04]2 Slab edge insulation installed per ❑Complies manufacturer's instructions. ❑Does Not ❑Not Observable -6402-2.6 ft ❑Not Applicable Slab edge insulation [F05]z [F depth/length. Slab insulation ft ❑Complies see the Envelope Assemblies extending away from building is ❑Does Not table for values. covered by pavement or >= 10 ❑Not Observable inches of soil. ❑Not Applicable C403.2.7, C408.2.8, Exterior insulation protected against damage, sunlight, Elco plies C404.5 moisture, wind, landscaping and ❑Does Not [F06]1 equipment maintenance ❑Not Observable activities. ❑Not Applicable C402.2.8 [FO12]3 Bottom surface of floor structures incorporating radiant heating ❑Complies see the Envelope Assemblies insulated to >=R-3.5. ❑Does Not table for values. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Ficco Office Warehouse - Building B Data filename: W:\Design Department Project File\2015\15-922 Ficco Office Warehouse\Construction Report ge e' 4 of8/19 Documents\ComCheck\Building B Initial Com Check.cck Section # Framing /Rough -In Inspection Plans Verified Value Field Verified Value Complies? Comments/Assumptions & Req.ID C402.4.1, The building envelope contains a ❑Complies C402.4.2 continuous air barrier that is ❑Does Not [FR16]1 sealed in an approved manner ❑Not Observable and either constructed or tested ❑Not Applicable in an approved manner. Air barrier penetrations are sealed in an approved manner. C402.4.3, Factory -built fenestration and ❑Complies C402.4.4 doors are labeled as meeting air ❑Does Not [FR18]3 leakage requirements. ❑Not Observable ❑Not Applicable C402.4.7 Vestibules are installed on all ❑Complies [FR17]3 building entrances. Doors have ❑Does Not self-closing devices. ❑Not Observable ❑Not Applicable C402.3.3, Vertical fenestration U -Factor. U__ U- ❑Complies See the Envelope Assemblies C402.3.4 ❑Does Not table for values. [FR8]1 ❑Not Observable ❑Not Applicable C402.3.3 Skylight fenestration U -Factor. U- U- ❑Complies See the Envelope Assemblies [FR9]1 ❑Does Not table for values. ❑Not Observable ❑Not Applicable C402.3.3 Vertical fenestration SHGC value. SHGC: SHGC: ❑Complies See the Envelope Assemblies [FR10]1 ❑Does Not table for values. ❑Not Observable ❑Not Applicable C402.3.3 Skylight SHGC value. SHGC: SHGC: ❑Complies See the Envelope Assemblies [FRll]1 ❑Does Not table for values. ❑Not Observable ❑Not Applicable C303.1.3 Fenestration products rated in ❑Complies [FR12]2 accordance with NFRC. ❑Does Not ❑Not Observable ❑Not Applicable C303.1.3 Fenestration products are ❑Complies [FR13]1 certified as to performance labels ❑Does Not or certificates provided. ❑Not Observable ❑Not Applicable C402.2.7 U -factor of opaque doors U- U- ❑Complies See the Envelope Assemblies [FR14]2 associated with the building ❑ Swinging ❑ Swinging ❑Does Not table for values. thermal envelope meets ❑Nonswinging ❑ Nonswinging ❑Not Observable requirements. ❑Not Applicable Additional Comments/Assumptions: 111 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Ficco Office Warehouse - Building B Report date: 11/18/16 Data filename: W:\Design Department Project File\2015\15-922 Ficco Office Warehouse\Construction Page 5 of 9 Documents\ComCheck\Building B Initial Com Check.cck 2012 IECC Mechanical Rough -In Inspection Complies? Comments/Assumptions C402.4.5. Stair and elevator shaft vents have ❑Complies 1 motorized dampers that automatically ❑Does Not [ME3]3 close. ❑Not Observable ❑Not Applicable C402.4.5. Outdoor air and exhaust systems have ❑Complies 2 motorized dampers that automatically ❑Does Not [ME58]3 shut when not in use and meet maximum leakage rates. Check ❑Not Observable gravity dampers where allowed. ❑Not Applicable Additional Comments/Assumptions: 111 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Ficco Office Warehouse - Building B Report date: 11/18/16 Data filename: W:\Design Department Project File\2015\15-922 Ficco Office Warehouse\Construction Page 6 of 9 Documents\ComCheck\Building B Initial Com Check.cck Section # Insulation Inspection Plans Verified Value Field Verified Value Complies? Comments/Assumptions & Req.ID C402.4.1. All sources of air leakage in the ❑Complies 1 building thermal envelope are ❑Does Not [IN1]1 sealed, caulked, gasketed, ❑Not Observable weather stripped or wrapped with moisture vapor -permeable []Not Applicable wrapping material to minimize air leakage. C402.4.2. Roof R -value. For some ceiling R- R- ❑Complies see the Envelope Assemblies 1 systems, verification may need to Y Y ❑Above deck ❑Above deck ❑Does Not table for values. [IN2]1 occur during Framing Inspection. ❑ Metal ❑ Metal ❑Not Observable ❑ Attic ❑ Attic ❑Not Applicable C303.2 Roof insulation installed per ❑Complies [IN3]1 manufacturer's instructions. ❑Does Not Blown or poured loose -fill insulation is installed only where ❑Not Observable the roof slope is <=3 in 12. ❑Not Applicable C402.2.1 Skylight curbs are insulated to R- R- ❑Complies [IN4]3 the level of roofs with insulation ❑Does Not above deck or R-5. ❑Not Observable ❑Not Applicable C303.2 _ Above -grade wall insulation ❑Complies [IN711 installed per manufacturer's ❑Does Not instructions. ❑Not Observable ❑Not Applicable C402.2.5 Floor insulation R -value. R- R- ❑Complies See the Envelope Assemblies [IN8]2 ❑ Mass ❑ Mass ❑Does Not table for values. ❑ Steel ❑ Steel ❑Not Observable ❑ Wood ❑ Wood ❑Not Applicable C303.1 Building envelope insulation is ❑Complies [IN10]2 labeled with R -value or insulation ❑Does Not certificate providing R -value and ❑Not Observable other relevant data. ❑Not Applicable C303.2.1 Exterior insulation is protected ❑Complies [IN14]2 from damage with a protective ❑Does Not material. Verification for exposed ❑Not Observable foundation insulation may need ❑Not Applicable to occur during Foundation Inspection. C402.2.1 Insulation intended to meet the ❑Complies [IN17]3 roof insulation requirements ❑Does Not cannot be installed on top of a ❑Not Observable suspended ceiling. Mark this requirement compliant if ❑Not Applicable insulation is installed accordingly. Additional Comments/Assumptions: 111 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 13 1 Low Impact (Tier 3) Project Title: Ficco Office Warehouse - Building B Report date: 11/18/16 Data filename: W:\Design Department Project File\2015\15-922 Ficco Office Warehouse\Construction Page 7 of 9 Documents\ComCheck\Building B Initial Com Check.cck 20121ECC Final Inspection Complies? Comments/Assumptions C402.4.6 Weatherseals installed on all loading ❑Complies [F137]1 dock cargo doors. ❑Does Not ❑Not Observable ❑Not Applicable C402.4.8 Recessed luminaires in thermal ❑Complies [FI26]3 envelope to limit infiltration and be IC ❑Does Not rated and labeled. Seal between ❑Not Observable interior finish and luminaire housing. ❑Not Applicable C406 Efficient HVAC performance, efficient ❑Complies [FI34]1 lighting system, or on-site supply of ❑Does Not renewable energy consistent with ❑Not Observable what is shown the approved plans. ❑Not Applicable Additional Comments/Assumptions: 11 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 13 1 Low Impact (Tier 3) Project Title: Ficco Office Warehouse - Building B Report date: 11/18/16 Data filename: W:\Design Department Project File\2015\15-922 Ficco Office Warehouse\Construction Page 8 of 9 Documents\ComCheck\Building B Initial Com Check.cck Project Title: Ficco Office Warehouse - Building B Report date: 11/18/16 Data filename: W:\Design Department Project File\2015\15-922 Ficco Office Warehouse\Construction Page 9 of 9 Documents\ComCheck\Building B Initial Com Check.cck 0 PEAK ENGINEERING, INC. CONSULTING STRUCTURAL ENGINEERING Structural Calculations for: Ficco Office Warehouse 4880 Van Gordon St. Wheatridge, CO PEAK NO.: 16-178.10 C E,, e•m' k 3390 ONAL ° �p 1687 COLE BOULEVARD, SUITE 100, LAKEWOOD, COLORADO 80401 PHONE 303/274-0707 FAX 303/274-0808 www.peakengr.com Ficco OFFICE WAREHOUSE - 4880 PEAK NO.: 16-178.10 PEAK ENGINEERING, INC. Table of Contents: Item: Sheets: GENERAL........................................................................................................................ 1-14 LATERAL....................................................................................................................... 15-20 FLOORFRAMING........................................................................................................... 21-30 COLUMNS..................................................................................................................... 3 1 -3 S FOUNDATIONS............................................................................................................... '16-38 BEAM SUPPORT NEAR PANEL EDGE............................................................................. 39-45 CANOPYFRAMING........................................................................................................ 46-55 TILT-PANELS.............................................................................................................. 56-127 N:Trojects\2016\16-178 Ficco Offices\Calculations\16-178.10 4880 VanGordon - Tilt\Calc Cover Sheet - Ficco Tilt.doc City t�1 iLtitJt�itTY IJF�rEtc)PAAENT`'—'QUICK CODES The Building Division is currently operating under the following codes: 2012 International Building Code 2012 International Property Maintenance Code 2012 International Mechanical Code 2012 International Energy Conservation Code 2012 International Plumbing Code 2012 International Fire Code 2012 International Residential Code 2012 International Fuel Gas Code 2014 National Electrical Code NFPA 99 Standards for Health Care Facilities Uniform Code for the Abatement of Dangerous Buildings, 1997 Edition 2009 ANSI All 17.1 Accessible and Usable Facilities Attic Access: 22" X 30" Crawl Space Access: 18" X 24" Drywall: Screws: 12" on ceilings Nails: 7" on ceilings 16" on walls framed 16" on center 8" on walls 12" on walls framed 24" on center Frost Level: 36" below grade Snow Load: 30 Lbs. Sq. Ft., 30 Lbs. Drift Wind Load: 105 MPH 3 -second wind gust Exposure: C Seismic Zone: B Insulation: R-20 walls Window: .32 R-49 ceilings R-19 crawlspaces Minimum Space Heating System — Replacements: Gas Furnaces 80% AFUE (sized Manual S) Gas Boilers 80% AFUE New Construction: Gas Furnaces 80% AFUE Gas Boilers 80% AFUE Ducts: Non -Conditioned Space R-6 Outside Building R-8 Water Heaters: High & Low combustion air ducting is required at a rate of 1 sq. in. per 2000 BTUs Arc Fault: ARC Fault required on all outlets per 2014 NEC Attic/Crawl Space Venting: 1 Sq. Ft. of vent per 150 Sq. Ft of space vented Vapor Barrier: Required under all slabs under habitable space Roofing: Ice and Water shield two (2) feet in from exterior wall (eaves); 6 nails per shingle required; 2 layers allowed, must tear off all layers if doing any tear -off. See Policy BD -10-002 for additional requirements. Flat Work: Minimum 4" depth for all residential work Foundation Standards: Engineered design and inspection required by engineer of record. Windows: All new windows shall meet egress except windows in existing basement bedrooms. (5.7 Sq. Ft. of openable space). Window height from floor to openable area on window max height is 44". All existing windows shall comply with Policy BD -10-003. Rev. 08/2016 MUSES Design Maps Summary Report User -Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 39.785830N, 105.13431°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III x 72 _ "%e era( keicghes i We Arn iinster. 2,0 ''4esanexa4*r0e >4ity 211 < M Arvada Wheat Ridge , GaIderr r- AI 40; Laoesi P' USGS-Provided Output SS = 0.193 g SMs = 0.308 g SDS = 0.205 g Sl = 0.060 g S,.11 = 0.144 g SD1 = 0.096 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEF Response Spectrum Design Response Spectrum 0.32 1). 21 0.2E 0.1b 0.1�s RT 0.20 - p GM 0.16 Vj C-.09 0.1 z . 02 0.06 0.04 0.03-- 0.00 i i i i i i i i i 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.50 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.20 2.00 Period, T (sec) Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. PEAK ENGINEERING, INC. 1687 Cole Blvd, STE 100 Lakewood, CO 80401 303/274-0707 CS12 Ver 2014.01.01 JOB TITLE 4880 Vail Gordon St JOB NO. 16-178.10 SHEET NO. CALCULATED BY SAW DATE_ 11/10/16 CHECKED BY KLD DATE STRUCTURAL CALCULATIONS FOR 4880 Van Gordon St Wheat Ridge, CO www.struware.com PEAK ENGINEERING, INC. JOB TITLE 4880 van Gordon St 1687 Cole Blvd, STE 100 Lakewood, CO 80401 JOB No. 16-178.10 SHEET NO. 303/274-0707 CALCULATED BY SAW DATE 11/10/16 CHECKED BY KLD DATE www.struware.com Code Search Code: International Building Code 201. Occupancy: Occupancy Group = S Storage Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (8) 0.25/12 1.2 deg Building length (L) 240.0 ft Least width (B) 120.0 ft Mean Roof Ht (h) 22.2 ft Parapet ht above grd 25.0 ft Minimum parapet ht 1.5 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor N/A Partitions N/A Partitions N/A Partitions N/A Partitions N/A PEAK ENGINEERING, INC. 1687 Cole Blvd, STE 100 Lakewood, CO 80401 303/274-0707 Wind Loads: ASCE 7- 10 Ultimate Wind Speed 135 mph Nominal Wind Speed 104.6 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.922 Kh case 2 0.922 Type of roof Monoslope ToDoaraDhic Factor (Kzt Topography Flat Hill Height (H) 80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft From top of crest: x = 50.0 ft Bldg up/down wind? downwind H/Lh= 0.50 K,= x/Lh = 0.31 K2 = z/Lh = 0.14 K3 = At Mean Roof Ht: 0.000 Kzt = (1+KjK2K3)^2 = Gust Effect Factor h = 22.2 ft B = 120.0 ft /z (0.6h) = 15.0 ft Rigid Structure e = 0.20 f = 500 ft Zmin = 15 ft C = 0.20 90, 9v = 3.4 LZ = 427.1 ft Q = 0.87 lZ = 0.23 G= 0.86 use G=0.85 JOB TITLE 4880 Van Gordon St JOB NO. 16-178.10 SHEET NO. CALCULATED BY SAW DATE 11/10/16 CHECKED BY KLD DATE V(Z) Speadl.4p xjupwind)I"AY(downwM) -1)HIH LH,2ESCARPMENT Z& V{'Z j + Speed-up 0.000 0.792 (Z) x(upwind) - x(downw+ind) r- - 1.000 H/2 H LI H/2 1.00 2D RIDGE or 3D AXISYMMETRICAL HILL Flexible structure if natural frequency < 1 Hz (T > 1 second). However, if building h/B < 4 then probably rigid structure (rule of thumb). h/B = 0.18 Rigid structure G = 0.85 Using rigid structure default Flexible or Dvnamically Sensitive Structure Natural Frequency (qj) = 0.0 Hz Damping ratio ((3) = 0 /b = 0.65 /a = 0.15 Vz = 114.0 N, = 0.00 Rn = 0.000 Rh = 28.282 n = 0.000 RB = 28.282 0 = 0.000 RL = 28.282 q = 0.000 9R = 0.000 R = 0.000 G = 0.000 h = 22.2 ft PEAK ENGINEERING, INC. JOB TITLE 4_880 Van Gordon St 1687 Cole Blvd, STE 100 Lakewood, CO 80401 JOB NO. 16-178.10 SHEET NO. 303/274-0707 CALCULATED BY SAW DATE 11/10/16 CHECKED BY KLD DATE Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80% open. Ao >_ 0.8Ag Test for Partially Enclosed Building: Input Test Ao 0.0 sf Ao >_ 1.1Aoi YES Ag 0.0 sf Ao > 4' or 0.01Ag NO Aoi 0.0 sf Aoi / Agi <_ 0.20 NO Building is NOT Agi 0.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao >_ 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi <_ 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings (RD : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf Ri = 1.00 Altitude adjustment to constant 0.00256 (caution - see code) : Altitude = 5000 feet Average Air Density = 0.0659 Ibm/ft3 Constant = 0.002205 PEAK ENGINEERING, INC. 1687 Cole Blvd, STE 100 Lakewood, CO 80401 303/274-0707 JOB TITLE 4880 Van Gordon St JOB NO. 16-178.10 SHEET NO. CALCULATED BY SAW DATE 11/10/16 CHECKED BY KLD DATE Wind Loads - MWFRS h<_60' (Low-rise Buildings) Enclosed/partially enclosed only Kz = Kh (case 1) = 0.92 Edge Strip (a) = 8.9 ft Base pressure (qh) = 31.5 psf End Zone (2a) = 17.7 ft GCpi = +/-0.18 Zone 2 length = 55.4 ft Wind Pressure Coefficients Ultimate Wind Surface Pressures (psf) 1 CASE A 21.7 psf -8.5 -19.8 2 CASE B 32.7 psf -16.1 -27.4 3 8 = 1.2 deg -6.0 -17.3 4 -3.5 -14.8 Surface GCpi w/-GCpi w/+GCpi 18.3 6.9 GCpf w/-GCpi w/+GCpi 1 0.40 0.58 0.22 -9.4 -20.8 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -11.0 -22.4 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 24.9 13.5 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.61 0.79 0.43 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 18.3 6.9 21.7 psf -8.5 -19.8 2 -16.1 -27.4 32.7 psf -16.1 -27.4 3 -6.0 -17.3 -6.0 -17.3 4 -3.5 -14.8 -8.5 -19.8 5 18.3 6.9 6 -3.5 -14.8 1E 24.9 13.5 -9.4 -20.8 2E -28.0 -39.4 -28.0 -39.4 3E -11.0 -22.4 -11.0 -22.4 4E -7.9 -19.2 -9.4 -20.8 5E 24.9 13.5 6E 1 -7.9 -19.2 Parapet Windward parapet = 48.4 psf (GCpn = +1.5) Leeward parapet = -32.3 psf (GCpn = -1.0) Horizontal MWFRS Simple Diaphragm Pressures (ps Transverse direction (normal to L) Interior Zone: Wall 21.7 psf Roof -10.1 psf ** End Zone: Wall 32.7 psf Roof -17.0 psf *` Longitudinal direction (parallel to L) Interior Zone: Wall 21.7 psf End Zone: Wall 32.7 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward roof overhangs = 22.0 psf (upward) add to windward roof pressure V?11,T WP.R..C- OBER%f hTG f t-� WINDWARD ROOF VERTA7Y:L -tet x TRANSVERSE ELEVATIOlq '1:1111MW£ FD RCXDF PIR )RT'f..'�F L11 1! 11111 L.EE'd+ VERTICAL _. U2- SNE 2 x L�7Nc3T? Ui7IN .L ELEVATI01-T PEAK ENGINEERING, INC. JOB TFTLE 4880 Van Gordon St 1687 Cole Blvd, STE 100 Lakewood, CO 80401 JOB NO. 16-178.10 SHEET NO. 303/274-0707 CALCULATED BY SAW DATE 11/10/16 CHECKED By KLD DATE 4 Location of MWFRS Wind Pressure Zones, �ZOTXE 121.- lessor of fl_5Bsr2.5h /22 If 2 is negative I CASE A DIRF--nO'-\ <� R.A'"LND-\-GC E XM DD} Y-CTI0QN-' L"1'-\* GE NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. ASCE 7 -99 and ASCE 7-10 (& later) 4 3E :/2E P ZONE 2: lessor of 0,5 B or 2-5 b If —2 is negati, Vk'L\D 1X.PSCM0-N T ran sv erse Direction Longitudinal Direction NOTE: Torsional loads are 25% of zones 1 -C4. See code for loading diagram. ASCE 7 -02 and ASCE 7-0-5 ME C PEAK ENGINEERING, INC. 1687 Cole Blvd, STE 100 Lakewood, CO 80401 303/274-0707 Wind Loads - Components & Claddina : h <= 60' JOB TITLE 4880 Van Gordon St JOB NO. 16-178.10 SHEET NO. CALCULATED BY SAW CHECKED BY KLD Kh (case 1) = 0.92 h = 22.2 ft Base pressure (qh) = 31.5 psf a = 8.9 ft Minimum parapet ht = 1.5 ft GCpi = +/-0.18 Roof Angle (0) = 1.2 deg Type of roof = Monoslope Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 1&2 Overhang Zone 3 Parapet DATE ll/lU/lb DATE Ultimate Wind Pressures GCp +/- GCpi Surface Pressure (psf) User input 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf -1.18 -1.11 -1.08 -37.2 -35.0 -34.0 -34.4 -34.0 -1.98 -1.49 -1.28 -62.3 -46.9 -40.3 -43.1 -40.3 -2.98 -1.79 -1.28 -93.8 -56.4 -40.3 -47.0 -40.3 0.48 0.41 0.38 16.0 16.0 16.0 16.0 16.0 -1.70 -1.63 -1.60 -53.5 -51.3 -50.4 -50.8 -2.80 -1.40 -0.80 -88.2 -44.1 -25.2 -33.1 Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adjacent wall pressure reduced by internal pressure of 5.7 psf qp = 32.3 psf CASE A = pressure towards building (pos) CASE B = pressure away from bldg (neg) Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 Solid Parapet Pressure Surface Pressure (pso User input 10 sf 100 sf 500 sf 40 sf SASE A : Interior zone: Corner zone: 87.2 119.5 59.5 59.5 55.9 55.9 70.5 83.3 SASE B : Interior zone: Corner zone: -61.0 1 -69.8 -50.8 -54.4 -43.6 -43.6 -54.9 -60.5 GCp +/- GCpi Surface Pressure (psf) User input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf -1.17 -1.01 -0.90 -36.8 -31.8 -28.3 -33.3 -30.3 -1.44 -1.12 -0.90 -45.3 -35.3 -28.3 -38.3 -32.3 1.08 0.92 0.81 34.0 29.0 25.5 30.5 27.5 Note: GCp reduced by 10% due to roof angle - 10 deg. PEAK ENGINEERING, INC. 1687 Cole Blvd, STE 100 Lakewood, CO 80401 303/274-0707 Roofs w/ 0 <_ 10° and all walls h>60' Monoslope roofs 10° < 6:5 30° h:5 60'& alt design h<90' R JOB TITLE 4880 Van Gordon St JOB NO. 16-178.10 SHEET NO. CALCULATED BY SAW DATE 11/10/16 CHECKED BY KLD DATE Location of C&C Wind Pressure Zones Walls h:5 60' & alt design h<90' Multispan Gable & Gable 7` < 6 s 45° ------------- 2 -- -_.-32 I' I ) I I I I 3 2 2 Gable, Sawtooth and Multispan Gable 6:5 7 degrees & Monoslope <_ 3 degrees h <_ 60' &alt design h<90' Hip 7° < 8 <_ 27° Stepped roofs 6 <_ 3° h <_ 60'& A design h<90' Ultimate Wind Pressures Monoslope roofs 3°<e<_10° h <_ 60' & alt design h<90' Sawtooth 10° < e <_ 45° h:5 60'& alt design h<90' PEAK ENGINEERING, INC. 1687 Cole Blvd, STE 100 Lakewood, CO 80401 303/274-0707 Seismic Loads: IBC 2012 Risk Category : II Importance Factor (1) : 1.00 Site Class : D Ss (0.2 sec) = 19.30 %g S1 (1.0 sec) = 6.00 %g Fa = 1.600 Fv = 2.400 JOB TITLE 4880 Van Gordon St JOB NO. 16-178.10 SHEET NO. CALCULATED BY SAW DATE 11/10_/16 CHECKED BY KLD DATE Sms = 0.309 SDS = 0.206 Smi = 0.144 SD1 = 0.096 Seismic Design Category = B Number of Stories: 1 Structure Type: All other building systems Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Intermediate precast shear walls System Structural Height Limit: Height not limited Actual Structural Height (hn) =23.4 ft DESIGN COEFFICIENTS AND FACTORS, Response Modification Coefficient (R) = 4 Over -Strength Factor (4o) = 2 Deflection Amplification Factor (Cd) 4 SDS = 0.206 Sol = 0.096 Seismic Load Effect (E) = p QE +/- 0.2SDs D Special Seismic Load Effect (Em): Qo QE +/- 0.2SDS D PERMITTED ANALYTICAL PROCEDURE: Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis - Permittec Building period coef. ((T) = 0.020 Approx fundamental period (Ta) CThr,-= User calculated fundamental period (T) = Long Period Transition Period (TL) = ASCe7 map = Seismic response coef. (Cs) = SDSI/R = need not exceed Cs = Sd1 I IRT = but not less than Cs = USE Cs = = p QE +/- 0.041 D = 2.0 QE +/- 0.041 D Strength Level Forces Design Category = Design Category = p = redundancy coefficient QE = horizontal seismic forc( D = dead loac Cu = 1.70 0.213 sec x= 0.75 Tmax = CuTa = 0.362 0 sec Use T = 0.213 4 0.051 0.113 0.010 0.051 Design Base Shear V = 0.051W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x B B 11110/2016 1:40 P€Vi PEAK hx ENGINEERING, INC. QNS� LTING STRUCTURAL ENGINEERINGSNOW LOAD DESI N - ASC 7-05 (Chapter 7) Written by: John G. Hart, P.E. Revised: 08/04/13 PROJECT: 4880 VanGordon St AREA: North For parapet walls and roof projections, set Lu=O and L/=length of upwind roof 30 psf Pg = basic ground snow load 1.0 Ce = Snow exposure factor (IBC Table 1608.3. 1) 1.0 Ct = Thermal factor (IBC Table 1608.3.2) 1.0 1 = importance factor (IBC Table 1604.5) 0.25 ft. Y = vertical component of upper roof slope (rise) 12.00 ft. X = horizontal component of upper roof slope (run) 1.2 a = Slope of high roof in degrees 21.0 psf Pf = flat -roof snow load 0.0 psf Rain on snow surcharge (ASCE 7 Section 7.10) 1.0 Cs = Slope factor (ASCE 7 Figure 7-2) 4.0 ft. hr = difference in height between upper roof or parapet & lower roof 17.9 pcf y = Density of snow 1.17 ft. hb = height of balanced snow load on lower roof 0 ft. Lu = length of upper roof (25 ft. min.) 120 ft. L/ = length of lower roof or length of roof upwind of projection or parapet (25 ft. min.) -1.50 ft. Leeward drift surcharge 2.88 ft. Windward drift surcharge 2.88 ft. hd = maximum height of drift surcharge 2.83 ft. he = clear height from top of balanced snow to upper roof or parapet 50.6 psf Pd = maximum intensity of drift surcharge load 0.0 ft. W = horizontal distance from the eave to ridge for the sloped upper roof 0.0 psf Sliding surcharge = 0.4*pf*W 0 S = horizontal separation between adjacent structures, (ft.) 1.00 Separation Factor = (20-S)/20 (ASCE 7 Section 7.7.2) 71.6 psf Pm = maximum intensity of the load at the height change 11.70 ft. w = Width of drift, base of triangular drift load Yes Drift Load Necessary? use2 :5-- 78 F?c=vo Off_ices�.Cal �� I �ronstl8_° 78.10 4880 VanGordon - T IV p=eadsheetsyASCE 70,5 Srow [gift - 4880 ,,Jor, Nc.r'h Di.ft 1 of 1 11 /10/2016 :41 PM NOW PEAK ENGINEERING NC. ONSlET1NG STRUCTURAL ENGINEERING SNOW LOAD DESI N -ASC 7-05 (Chapter 7) Written by: John G. Hart, P.E. Revised: 08/04/13 PROJECT: 4880 VanGordon St AREA: South For parapet walls and roof projections, set Lu=O and L/=length of upwind roof 30 psf Pg = basic ground snow load 1.0 Ce = Snow exposure factor (IBC Table 1608.3.1) 1.0 Ct = Thermal factor (IBC Table 1608.3.2) 1.0 1 = importance factor (IBC Table 1604.5) 0.25 ft. Y = vertical component of upper roof slope (rise) 12.00 ft. X = horizontal component of upper roof slope (run) 1.2 a = Slope of high roof in degrees 21.0 psf Pf = flat -roof snow load 0.0 psf Rain on snow surcharge (ASCE 7 Section 7.10) 1.0 Cs = Slope factor (ASCE 7 Figure 7-2) 1.7 ft. hr = difference in height between upper roof or parapet & lower roof 17.9 pcf y = Density of snow 1.17 ft. hb = height of balanced snow load on lower roof 0 ft. Lu = length of upper roof (25 ft. min.) 120 ft. L/ = length of lower roof or length of roof upwind of projection or parapet (25 ft. min.) -1.50 ft. Leeward drift surcharge 2.88 ft. Windward drift surcharge 2.88 ft. hd = maximum height of drift surcharge 0.49 ft. he = clear height from top of balanced snow to upper roof or parapet 8.8 psf Pd = maximum intensity of drift surcharge load 0.0 ft. W = horizontal distance from the eave to ridge for the sloped upper roof 0.0 psf Sliding surcharge = 0.4*pf*W 0 S = horizontal separation between adjacent structures, (ft.) 1.00 Separation Factor = (20-S)/20 (ASCE 7 Section 7.7.2) 29.8 psf Pm = maximum intensity of the load at the height change 3.95 ft. w = Width of drift, base of triangular drift load Yes Drift Load Necessary? N `;Projects'•.2016\16-178 Ficcc Office^s Calc iati0nsi'6-^ 8.90 488-0 VanGordon - Tflt,,Spreadsheets`ASCE -C,5 Snovv Orifi - 48 -RJ VanGordon- SOUth Gr.`; 1 of 1 11 /10/2016 1:41 PM ye PEAK ENGINEERING INC. STRUCTU AL ENGINEERING NOW LOAD DESI�ONSVLTING N - ASC7-05 (Chapter 7) Written by: John G. Hart, P.E. Revised: 08/04/13 PROJECT: 4880 VanGordon St AREA: E/W For parapet walls and roof projections, set Lu=O and L/=length of upwind roof 30 psf Pg = basic ground snow load 1.0 Ce = Snow exposure factor (IBC Table 1608.3. 1) 1.0 Ct = Thermal factor (IBC Table 1608.3.2) 1.0 1 = importance factor (IBC Table 1604.5) 0.25 ft. Y = vertical component of upper roof slope (rise) 12.00 ft. X = horizontal component of upper roof slope (run) 1.2 a = Slope of high roof in degrees 21.0 psf Pf = flat -roof snow load 0.0 psf Rain on snow surcharge (ASCE 7 Section 7.10) 1.0 Cs = Slope factor (ASCE 7 Figure 7-2) 2.8 ft. hr = difference in height between upper roof or parapet & lower roof 17.9 pcf 7 = Density of snow 1.17 ft. hb = height of balanced snow load on lower roof 0 ft. Lu = length of upper roof (25 ft. min.) 240 ft. L/ = length of lower roof or length of roof upwind of projection or parapet (25 ft. min.) -1.50 ft. Leeward drift surcharge 3.92 ft. Windward drift surcharge 3.92 ft. hd = maximum height of drift surcharge 1.58 ft. he = clear height from top of balanced snow to upper roof or parapet 28.2 psf Pd = maximum intensity of drift surcharge load 0.0 ft. W = horizontal distance from the eave to ridge for the sloped upper roof 0.0 psf Sliding surcharge = 0.4*pf*W 0 S = horizontal separation between adjacent structures, (ft.) 1.00 Separation Factor = (20-S)/20 (ASCE 7 Section 7.7.2) 49.2 psf Pm = maximum intensity of the load at the height change 12.61 ft. w = Width of drift, base of triangular drift load Yes Drift Load Necessary? N`Projects\2016\. 6-'78 F=c (J` is 1Caict;lations.?6-" 78.10 43303 VanGordon - Tiit\Spreadsheets',ASCE 7 -��5 Snow Drift - 4880 VanGordor:, E -W Drift 1 of 1 PEAK ENGINEERING, CONSULTING STRUCTURAL ENGINEERING Joe No.: DESIGNEE) BY: DATE: q X�QLac)(L PAGE: PROJECT.h 640 T� Lr Bzi�i FEATURE: 54sqtz- DETAIL: p cs rO je x x IS K 12 ------- --------- ........... -------- -- PEAK ENCINEERINC, INC. CONSULTING STRUCTURAL ENGINEERING Jae No.: DESIGNED BY: DATE I 2/ PAGE: PROJECTa/co ILT .✓" FEATURE: J), DETAIL: General Beam Analysis Description : N -S Diaphragm General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = Ie = nAProjects12016116-178 Ficco Offices\Calculations116-178.10 4880 VanGordon - Tilflwind diaphragm load.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Vec6.15.12.31 240.0 ft Area = 10.0 in^2 Moment of Inertia = 100.0 in^4 wos�s W 0 53 W(O 575) Applied Loads Service loads entered. Load Factors will be applied for calculations. 56.556 k +1.20 D+0.50 Lr+0.50 L+W+1.60 H 240.000 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Load for Span Number 1 Uniform Load : W = 0.5750 k/ft, Extent = 0.0 -» 18.0 ft, Tributary Width =1.0 ft Uniform Load : W = 0.4530 k/ft, Extent = 18.0 ->> 222.0 ft, Tributary Width =1.0 ft Uniform Load : W = 0.5750 k/ft, Extent = 222.0 -» 240.0 ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending = 3,281.364 k -ft Maximum Shear = Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Load Combination Location of maximum on span 120.000ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection +1.20D+0.50Lr+1.60 L+1.60H Max Downward Transient Deflection ####.### in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 7103.620 in 0 Max Upward Total Deflection 0.000 in 0 Maximum Forces Sr Stresses for Load Combinations +1.20D+1.60L+0.50S+1.60H 56.556 k +1.20 D+0.50 Lr+0.50 L+W+1.60 H 240.000 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 240.00 ft 1 3,281.36 3,281.36 56.56 +1.40D+1.60H Dsgn. L = 240.00 ft 1 -0.00 +1.20D+0.50Lr+1.60 L+1.60H Dsgn. L = 240.00 ft 1 -0.00 +1.20D+1.60L+0.50S+1.60H Dsgn. L = 240.00 ft 1 -0.00 +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 240.00 ft 1 -0.00 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 240.00 ft 1 1,640.68 1,640.68 28.28 +1.20D+0.50L+1.60S+1.60H Dsgn. L = 240.00 ft 1 -0.00 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 240.00 ft 1 1,640.68 1,640.68 28.28 +1.20 D+0.50Lr+0.50L+W+1.60H Dsgn. L = 240.00 ft 1 3,281.36 3,281.36 56.56 +1.20D+0.50 L+0.50S+W+1.60H Dsgn. L = 240.00 ft 1 3,281.36 3,281.36 56.56 +1.20 D+0.50 L+0.20 S+E +1.60 H Dsgn. L = 240.00 ft 1 -0.00 +0.90D+W+0.90H Dsgn. L = 240.00 ft 1 3,281.36 3,281.36 56.56 +0.90D+E+0.90H Dsgn. L = 240.00 ft 1 -0.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span W Only 1 ###.#### 121.200 0.0000 0.000 General Beam Analysis le=n:lPmjeds12016116-178FiccoOfficeslCalculations116-178.10 4880VanGordon-Tibinddiaphragmload.ec6 y ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.12.31 IWIM"MAYEW-11 03 Licensee: PEAK EN I Description : N -S Diaphragm Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 56.556 56.556 Overall MINimum 25.450 25.450 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 33.934 33.934 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 25.450 25.450 +D+0.750L+0.750S+0.450W+H 25.450 25.450 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 33.934 33.934 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only 56.556 56.556 E Only H Only PEAK ENGINEERING, INC. 303-274-0707.1 AX: 303-274-0808 Project: 4880 VanGordon Diaphragm Shear and Chord Design Diaphragm Span Diaphragm Shear Depth Diaphragm Moment Depth Date: 9/28/2016 Job No.: 16-178.10 Designed by: SAW Page: Feature: Roof Detail: North/South Deck Shear Factor - Wind Deck Shear Factor - Earthquake Method 1 - Uniform Wind Load and Concentrated Earthquake Load Uniform Wind Load at 80 ft from left end Point Earthquake Load ft -k Wind Moment Wind Left End Reaction 0.0k Wind Right End Reaction 1.67 = Earthquake Moment 0.0k Earthquake Left End Reaction 1.67 = Earthquake Right End Reaction ft -k Method 2 - Point Load 1.40 = Point Wind Load 0.0k Point Earthquake Load 1.10 = Wind Moment 0.0k Wind Left End Reaction 1.10 = Wind Right End Reaction 0 k Earthquake Moment at midspan Earthquake Left End Reaction 0 k Earthquake Right End Reaction at Oft from left end Method 3 - Direct Entry of Moment and Reactions ft -k Direct Wind Moment Direct Wind Left End Reaction 0.0k Direct Wind Right End Reaction 1.67 = Direct Earthquake Moment 0.0k Direct Earthquake Left End Reaction 1.67 = Direct Earthquake Right End Reaction ft -k Select Load Entry Method 3 Design Moment 1,965 ft -k Design Left End Reaction 33.9 k Design Right End Reaction 33.9 k Steel Chord Design / Area of Steel Required 0.8 in^2 Horizontal splice bar width 0.00 in Vertical splice bar width 1.50 in Required splice bar thickness 0.51 in Chord Design for Concrete Floor 33.9 k Mu 3,144 ft -k Area of Steel Required 0.55 in^2 For Servire Inaric 240 ft Divide Earthquake Loads by 1.4 120 ft Divide Wind Loads by 1.67 119 ft Chord Fy 36 ksi Weld Strength 70 ksi 1.00 (for use with 2008 Vulcraft Tables) 0.78 (for use with 2008 Vulcraft Tables) 0 Iblft 0 k at 80 ft from left end ft -k 0.0k / 1.67 = 0.0k 0.0k / 1.67 = 0.0k ft -k / 1.40 = ft -k 0.0k / 1.10 = 0.0k 0.0k / 1.10 = 0.0k 0 k at midspan 0 k at Oft from left end ft -k 0.0k / 1.67 = 0.0k 0.0k / 1.67 = 0.0k ft -k / 1.40 = ft -k 0.0k / 1.10 = 0.0k 0.0k / 1.10 = 0.0k 3,282 ft -k / 1.67 = 1,965 ft -k 57 k / 1.67 = 33.9 k 57 k / 1.67 = 33.9 k 1,584 ft -k / 1.40 = 1,131 ft -k 26 k / 1.10 = 24.1 k 26 k / 1.10 = 24.1 k Design Tension 16.5 k Design Left End Shear 282 Ib/ft Design Right End Shear 282 Ib/ft Splice weld size 0.2500 Horizontal splice bar weld length required 0.0 in Vertical splice bar weld length required 4.4 in (5) #3 = 0.55 in^2 (3) #4 = 0.59 in^2 (2) #5 = 0.61 in^2 N:\Projects\2016\16-178 Ficco Offices\Calculations\16-178.10 4880 VanGordon - Tilt\Spreadsheets\D iaph rag m and chords - 4880 VanGordon Roof N -S JGH Revised: 12-29-06 PEAK ENGINEERING, INC. 303-274-0707, FAX: 303-274-0808 Project: 4880 VanGordon Date: 9/20/2016 Job No.: 16-178.10 Designed by: SAW Page: Feature: Roof Detail: East/West Diaphragm Shear and Chord Design Diaphragm Span Diaphragm Shear Depth Diaphragm Moment Depth Deck Shear Factor - Wind Deck Shear Factor - Earthquake For service loads 120 ft Divide Earthquake Loads by 1.4 240 ft Divide Wind Loads by 1.67 239 ft Chord Fy 36 ksi Weld Strength 70 ksi 1.00 (for use with 2008 Vulcraft Tables) 0.78 (for use with 2008 Vulcraft Tables) Method 1 - Uniform Wind Load and Concentrated Earthquake Load Uniform Wind Load 0 Ib/ft Point Earthquake Load 0 k Wind Moment ft -k Wind Left End Reaction 0.0 k Wind Right End Reaction 0.0 k Earthquake Moment ft -k Earthquake Left End Reaction 0.0 k Earthquake Right End Reaction 0.0 k Method 2 - Point Load / Point Wind Load 0 k Point Earthquake Load 0 k Wind Moment ft -k Wind Left End Reaction 0.0 k Wind Right End Reaction 0.0 k Earthquake Moment ft -k Earthquake Left End Reaction 0.0 k Earthquake Right End Reaction 0.0 k Method 3 - Direct Entry of Moment and Reactions Direct Wind Moment Direct Wind Left End Reaction Direct Wind Right End Reaction Direct Earthquake Moment Direct Earthquake Left End Reaction Direct Earthquake Right End Reaction Select Load Entry Method 0 Design Moment 512 ft -k Design Left End Reaction 18.0 k Design Right End Reaction 18.0 k Steel Chord Desian Area of Steel Required 0.1 in^2 Horizontal splice bar width 0.00 in Vertical splice bar width 1.00 in Required splice bar thickness 0.10 in Chord Design for Concrete Floor Mu 819 ft -k Area of Steel Required 0.07 in^2 at 45 ft from left end / 1.67 = 0.0 k / 1.67 = 0.0 k ! 1.40 = ft -k / 1.10 = 0.0 k / 1.10 = 0.0 k at midspan at Oft from left end ! 1.67 = 0.0 k / 1.67 = 0.0 k / 1.40 = ft -k / 1.10 = 0.0 k / 1.10 = 0.0 k 855 ft -k / 1.67 = 512 ft -k 30 k / 1.67 = 18.0 k 30 k / 1.67 = 18.0 k 562 ft -k / 1.40 = 401 ft -k 19k / 1.10 = 17.1 k 19k / 1.10 = 17.1k Design Tension 2.1 k Design Left End Shear 75 Ib/ft Design Rlght End Shear 75 Ib/ft Splice weld size 0.1875 Horizontal splice bar weld length required 0.0 in Vertical splice bar weld length required 0.8 in (1) #3 = 0.11 in^2 (1) #4 = 0.20 in^2 (1) #5 = 0.31 in^2 N:\Projects\2016\16-178 Ficco Offices\Calculations\16-178.10 4880 VanGordon - Tilt\Spreadsheets\Diaphrag m and chords - 4880 VanGordon Roof E -W JGH Revised: 12-29-06 Joist Design Criteria NAM S„,�rSWM RAM Steel 15.01.00.000 %jsentley� DataBase: 2016-09-07 4840 Van Gordon 40ft span i 1/10/16 12:07:5 DEFAULT JOIST CRITERIA: Joists with Uniform Loads: Select from Standard Table: ramsji Tolerance for Variation of Uniform Load: 28.00 % Joists with Non-uniform Loads: Use Equivalent Uniform Load Method Maximum concentrated Loads (kips): 0.70 Tolerance for Variation of Loads: 35.00 % ALTERNATE JOIST CRITERIA: Joists with Uniform Loads: Select from Standard Table: ramsji Tolerance for Variation of Uniform Load: 5.00 % Joists with Non-uniform Loads: Use Equivalent Uniform Load Method Maximum concentrated Loads (kips): 0.20 Tolerance for Variation of Loads: 5.00 % JOIST GIRDERS: Tolerance for Variation of Point Loads: 5.00 % Tolerance for Spacing of Point Loads (in): 3.00 Maximum Uniform Load to Lump (k/ft): 0.10 JOIST SELECTION: Allowable Stress Ratio: 1.00 DEFLECTION CRITERIA: Default Criteria L/d delta (in) Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 0.0 Note: 0.0 indicates No Limit O N CA L8£ 08E 6LC CLE 64£ L6L- 961 S6L L E6L46 Z6L L6L Ohl 69L 88L L81 98L S8L 48L £8l Z8L L8l 08L 6LL 8Ll LLL 9LL ----SL1 4LL --UL L ZLL LLL OLL 69L 89L --19 L 99L 99L 49l ,£9L; �Z9I -6.... LOZ 90Z 90Z ygZ ESZ ZSZ �£ L8£ LSZ £8£ 98C 7 c 0 S8£ SLC 4L£, WC --- 46£ rr� hal N S6£ 96C '-_�_—�—V7Z► cC cn <. y t3' , f O 04Z O O 6£Z "BEZ 'S8Z' -, O _ `Lcz - r48Z; ... 9CZ E8Z" S£Z;, Z8Z O 7t O � O � 08Z' O l� O 6LZ. O � U 8LZ 0£Z tLZ ' 6ZZ I -9L Z U � ;SLZz , � cz 1; 4. O c ca tzz I7 lLZ" zz,OLZI "Agg E31 it ZZZ 69Z5., tzz a, � O OZZ s iin L8£ 08E 6LC CLE 64£ L6L- 961 S6L L E6L46 Z6L L6L Ohl 69L 88L L81 98L S8L 48L £8l Z8L L8l 08L 6LL 8Ll LLL 9LL ----SL1 4LL --UL L ZLL LLL OLL 69L 89L --19 L 99L 99L 49l ,£9L; �Z9I -6.... o] 091- s' LOZ 90Z 90Z ygZ ESZ ZSZ �£ L8£ LSZ £8£ 98C 7 ZSE — Z8£ S8£ SLC 4L£, WC --- 46£ o N S6£ 96C '-_�_—�—V7Z► SL6Z t3' , f 88Z' [3 04Z 6£Z "BEZ 'S8Z' -, _ `Lcz - r48Z; ... 9CZ E8Z" S£Z;, Z8Z 08Z' zcz 6LZ. a£Z 8LZ 0£Z tLZ ' 6ZZ I -9L Z BZZ ;SLZz , LZZ., 4LZ tzz I7 lLZ" zz,OLZI ZZZ 69Z5., tzz a, esz OZZ a. Z9Z` _ -6LZ- ,, 99Z' _. 8LZ� ` S9Z" 49L ' _. -9L -, Z9Z .. 4LZ , L9Z CLZ 09Z, o] 091- s' LOZ 90Z 90Z ygZ ESZ ZSZ LSL 40Z LSZ L£E ml ZSE 9LC LLE SLC 98E WC --- 46£ 69C 1 �£ Z6£ C6C S6£ 96C O O w M 0 0 0 0 �00000 0 ,� 0 0 0 0 0 C bn e� c� �OO000 ; 0 0 0 0 0 ,� �00000 O O vi kn kfi kf) kf) C 0 O C ►j' x'000000 X000000 bn c� c� V z 2 O 3 3 � 0 0 � 33oo�d a wwzzz O ow 6A9Z 6)19Z LN9Z 6N9Z 8)49z 9A9z 9)49Z LN9Z 9)49Z 9)49Z 9>19Z 9)46Z 9N9z LN9Z m 9A9z LN9Z 9)49Z LN9Z LN9Z LN9Z 9N9Z LN9Z LN9Z 8M9Z LAW LAR BAR 8N9Z LN9Z LN9Z LN9Z LN9Z 8N9Z LN9Z LN9Z 8N9Z LN9Z <0 LN9Z 9)49Z LN9Z LN9Z 8N9Z DW LN9Z 8N9Z LAW LN9Z 8N9Z LAZ LN9Z LN9Z LN9Z 8N9Z 9)49Z LAZ LN9Z 8N9Z 9)49Z LN9Z LN9Z LN9Z LN9Z (0 8N9Z LN9Z LN9Z 8N9Z LN9Z LN9Z 9)49Z LN9Z LA4-Z— 9N9Z LN9Z LN9Z LN9Z LAR El 9>19Z 8N9Z LN9Z LN9Z 8N9Z LN9Z LN9Z 9)49Z LN9Z co I;z LN9Z co 9)49Z LN9Z LN9Z 8M9Z LN9Z LN9Z 8N9Z LN9Z LN9Z 9N9Z LN9Z LN9Z LN9Z LN9Z 8N9Z 9)19Z LN9Z LN9Z 8N9Z LN9Z LN9Z 9)19Z LN9Z nLN9Z 9)49Z LN9Z LN9Z 8A9Z oftkz— r o N -9—Z oLq9z OL 9Z LN9Z LN9Z LN9Z LN9Z LAZ LN9Z LN9Z LN9Z 9 Nk 6 Z OL9Z 8,9Z E, %s Z 86 -Ozi %—z- Z ON9Z 6*6 z OL 19 —Z o NLqz 8 Z C 9 z LA9Z N 6Z Lw X� 6)49Z 9)49Z 9)19Z 6N9z 6)49Z LN9Z CIA m q C'4 to a 2 It 2 C:) m U % C:) ? 7:$ U $ � CD / v G t g ■ a » _ � _ C) CD d a o Q 2 2 m a � � a § � � o c CD 9z 2 o � 0 2 0 S § � ? 6 C:) E q kf) § q 3 C:) � \ / 2 2 73 § � s E. 5 ® Beam Summary a RAM Steel 15.01.00.000 RAM Structural System DataBase: 2016-09-07 4840 Van Gordon 40ft span njaenttey, Building Code: IBC STEEL BEAM DESIGN SUMMARY: Floor Type: Roof 11/10/16 12:07:5 Steel Code: AISC 360-10 LRFI Bm # Length +Mu -Mu Mn Fy Beam Size ft kip -ft kip -ft kip -ft ksi 1 40.00 570.3 0.0 833.3 50.0 W24X76 2 40.00 570.3 0.0 833.3 50.0 W24X76 3 40.00 570.3 0.0 833.3 50.0 W24X76 4 40.00 570.3 0.0 833.3 50.0 W24X76 5 40.00 594.4 0.0 833.3 50.0 W24X76 6 40.00 589.0 0.0 833.3 50.0 W24X76 7 40.00 589.0 0.0 833.3 50.0 W24X76 8 40.00 589.0 0.0 833.3 50.0 W24X76 9 40.00 705.6 0.0 1058.3 50.0 W24X94 u 10 40.00 671.9 0.0 933.3 50.0 W24X84 11 40.00 653.8 0.0 933.3 50.0 W24X84 12 40.00 622.5 0.0 933.3 50.0 W24X84 * after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. Studs Beam Summary RAM Steel 15.01.00.000 Page 2/_ RAM Structural Sy,,,. DataBase: 2016-09-07 4840 Van Gordon 40ft span 11/10/16 12:07:5" nj$entteg Building Code: IBC Steel Code: RISC 360-10 LRF1 JOIST SELECTION SUMMARY: Floor Type: Roof Standard Joists: Joist # Length WDL WLL WTL Joist 157 38.00 106.3 164.4 317.5 26K8 158 38.00 115.3 167.7 333.4 26K8 159 38.00 115.3 167.3 333.1 26K8 160 38.00 115.3 167.3 333.1 26K8 161 38.00 90.0 167.3 303.6 26K7 162 38.00 90.0 167.3 303.6 26K7 163 38.00 90.0 167.3 303.6 26K7 164 38.00 90.0 167.3 303.6 26K7 165 38.00 90.0 167.3 303.6 26K7 166 38.00 90.0 167.3 303.6 26K7 167 38.00 90.0 167.3 303.6 26K7 168 38.00 90.0 167.3 303.6 26K7 169 38.00 90.0 167.3 303.6 26K7 170 38.00 90.0 167.3 303.6 26K7 171 38.00 90.0 167.3 303.6 26K7 172 38.00 90.0 167.3 303.6 26K7 173 38.00 90.0 167.3 303.6 26K7 174 38.00 90.0 167.3 303.6 26K7 175 38.00 90.0 167.3 303.6 26K7 176 38.00 90.0 167.3 303.6 26K7 177 38.00 90.0 167.3 303.6 26K7 178 38.00 90.0 167.3 303.6 26K7 179 38.00 90.0 167.3 303.6 26K7 180 38.00 90.0 167.3 303.6 26K7 181 38.00 90.0 167.3 303.6 26K7 182 38.00 90.0 167.3 303.6 26K7 183 38.00 90.0 167.3 303.6 26K7 184 38.00 90.0 167.3 303.6 26K7 185 38.00 90.0 167.3 303.6 26K7 186 38.00 90.0 167.3 303.6 26K7 187 38.00 90.0 167.3 303.6 26K7 188 38.00 90.0 167.3 303.6 26K7 189 38.00 90.0 167.3 303.6 26K7 190 38.00 90.0 167.3 303.6 26K7 191 38.00 90.0 167.3 303.6 26K7 192 38.00 90.0 167.3 303.6 26K7 193 38.00 90.0 167.3 303.6 26K7 194 38.00 90.0 167.3 303.6 26K7 195 38.00 90.0 167.3 303.6 26K7 196 38.00 90.0 167.7 303.8 26K7 Beam Summary L RAM Steel 15.01.00.000 RAM Structural System DataBase: 2016-09-07 4840 Van Gordon 40ft span %I$entteg Building Code: IBC Joist # Length WDL WLL WTL Joist 197 38.00 81.0 164.4 281.9 26K7 204 40.00 105.0 145.0 296.8 26K9 205 40.00 114.0 150.3 300.7 26K9 206 40.00 114.0 150.0 300.0 26K9 207 40.00 114.0 150.0 300.0 26K9 208 40.00 90.0 150.0 240.0 26K7 209 40.00 90.0 150.0 240.0 26K7 210 40.00 90.0 150.0 240.0 26K7 211 40.00 90.0 150.0 240.0 26K7 212 40.00 90.0 150.0 240.0 26K7 213 40.00 90.0 150.0 240.0 26K7 214 40.00 90.0 150.0 240.0 26K7 215 40.00 90.0 150.0 240.0 26K7 216 40.00 90.0 150.0 240.0 26K7 217 40.00 90.0 150.0 240.0 26K7 218 40.00 90.0 150.0 240.0 26K7 219 40.00 90.0 150.0 240.0 26K7 220 40.00 90.0 150.0 240.0 26K7 221 40.00 90.0 150.0 240.0 26K7 222 40.00 90.0 150.0 240.0 26K7 223 40.00 90.0 150.0 240.0 26K7 224 40.00 90.0 150.0 240.0 26K7 225 40.00 90.0 150.0 240.0 26K7 226 40.00 90.0 150.0 240.0 26K7 227 40.00 90.0 150.0 240.0 26K7 228 40.00 90.0 150.0 240.0 26K7 229 40.00 90.0 150.0 240.0 26K7 230 40.00 90.0 150.0 240.0 26K7 231 40.00 90.0 150.0 240.0 26K7 232 40.00 90.0 150.0 240.0 26K7 233 40.00 90.0 150.0 240.0 26K7 234 40.00 90.0 150.0 240.0 26K7 235 40.00 90.0 150.0 240.0 26K7 236 40.00 90.0 150.0 240.0 26K7 237 40.00 90.0 150.0 240.0 26K7 238 40.00 90.0 150.0 240.0 26K7 239 40.00 90.0 150.0 240.0 26K7 240 40.00 90.0 150.0 240.0 26K7 241 40.00 90.0 150.0 240.0 26K7 242 40.00 90.0 150.0 240.0 26K7 243 40.00 90.0 150.5 240.5 26K7 244 40.00 81.0 152.2 233.2 26K6 251 42.00 103.9 135.0 273.1 26K10 252 42.00 112.9 150.0 297.1 26K10 253 42.00 112.9 150.0 297.1 26K10 Page 3/ 11/10/16 12:07:5. Steel Code: AISC 360-10 LRFI Beam Summary RAM Steel 15.01.00.000 a RAM Structural System DataBase: 2016-09-07 4840 Van Gordon 40ft span yl$enttey, Building Code: IBC Joist # Length WDL WLL WTL Joist 254 42.00 112.9 150.0 297.1 26K10 255 42.00 112.9 150.0 297.1 26K10 256 42.00 112.9 150.0 297.1 26K10 257 42.00 112.9 150.0 297.1 26K10 258 42.00 112.9 150.0 297.1 26K10 259 42.00 90.0 150.0 240.0 26K8 260 42.00 90.0 150.0 240.0 26K8 261 42.00 90.0 150.0 240.0 26K8 262 42.00 90.0 150.0 240.0 26K8 263 42.00 90.0 150.0 240.0 26K8 264 42.00 90.0 150.0 240.0 26K8 265 42.00 90.0 150.0 240.0 26K8 266 42.00 90.0 150.0 240.0 26K8 267 42.00 90.0 150.0 240.0 26K8 268 42.00 90.0 150.0 240.0 26K8 269 42.00 90.0 150.0 240.0 26K8 270 42.00 90.0 150.0 240.0 26K8 271 42.00 90.0 150.0 240.0 26K8 272 42.00 90.0 150.0 240.0 26K8 273 42.00 90.0 150.0 240.0 26K8 274 42.00 90.0 150.0 240.0 26K8 275 42.00 90.0 150.0 240.0 26K8 276 42.00 90.0 150.0 240.0 26K8 277 42.00 90.0 150.0 240.0 26K8 278 42.00 90.0 150.0 240.0 26K8 279 42.00 90.0 150.0 240.0 26K8 280 42.00 90.0 150.0 240.0 26K8 281 42.00 90.0 150.0 240.0 26K8 282 42.00 90.0 150.0 240.0 26K8 283 42.00 90.0 150.0 240.0 26K8 284 42.00 90.0 150.0 240.0 26K8 285 42.00 90.0 150.0 240.0 26K8 286 42.00 90.0 150.0 240.0 26K8 287 42.00 90.0 150.0 240.0 26K8 288 42.00 90.0 150.0 240.0 26K8 289 42.00 90.0 150.0 240.0 26K8 290 42.00 90.0 150.0 240.0 26K8 291 42.00 81.0 135.0 216.0 26K7 337 38.00 97.3 174.8 313.9 26K8 343 40.00 96.0 146.9 312.2 26K10 349 38.00 72.0 174.8 269.2 26K6 350 40.00 72.0 169.1 241.1 26K7 351 42.00 72.0 116.3 188.2 26K6 352 42.00 94.9 116.3 245.4 26K8 373 38.00 63.0 176.6 252.2 26K6 Page 4/- 11/10/16 12:07:5 - Steel Code: AISC 360-10 LRr' U Beam Summary RAM Steel 15.01.00.000 RAMStructural Sem DataBase: 2016-09-07 4840 Van Gordon 40ft span t-11$enttey- Building Code: IBC Joist # Length WDL WLL WTL Joist 374 40.00 63.0 174.2 237.2 26K8 375 42.00 63.0 110.3 173.3 26K5 376 38.00 88.3 176.6 304.4 26K7 377 40.00 87.0 147.4 310.6 26K10 378 42.00 85.9 110.3 230.5 26K8 379 38.00 54.0 170.6 230.8 26K6 380 38.00 54.0 225.0 279.0 26K9 381 38.00 54.0 225.0 279.0 26K9 382 40.00 54.0 169.8 223.8 26K7 383 40.00 54.0 188.2 242.2 26K8 384 40.00 54.0 206.6 260.6 26K9 385 42.00 54.0 108.5 162.5 26K5 386 42.00 54.0 122.3 176.3 26K5 387 42.00 54.0 136.2 190.2 26K7 388 38.00 79.3 170.6 288.3 26K7 389 38.00 54.0 225.0 279.0 26K9 390 38.00 54.0 225.0 279.0 26K9 391 40.00 78.0 144.0 296.6 26K9 392 40.00 54.0 188.2 242.2 26K8 393 40.00 54.0 206.6 260.6 26K9 394 42.00 76.9 108.5 219.6 26K7 395 42.00 54.0 122.3 176.3 26K5 396 42.00 54.0 136.2 190.2 26K7 * after Size denotes joist is inadequate. u after Size denotes this size has been assigned by the User. Page 5/ 11/10/16 12:07:5 Steel Code: AISC 360-10 LRFI Gravity Column Design Criteria RAM Steel 15.01.00.000 RAM Structural System DataBase: 2016-09-07 4840 Van Gordon 40ft span 11/10/16 12:32:3 3 i3enttey- Building Code: IBC Steel Code: AISC 360-10 LRFT' DEFAULT SPLICE LEVELS: Level Splice ROOF Y DESIGN DEFAULTS: Maximum Angle from column axis at which beam reaction is not split between column sides for calculating unbalanced moments: 30.0 deg. Skip -load the Live Load around Column STANDARD COLUMN TRIAL GROUPS: Trial Group 1 Trial Group 2 Trial Group 3 I Section W14 W12 W10 Rect. HSS HSS8X8 HSS6X6 HSS5X5 Round HSS HSS20 HSS18 HSS16 HANGING COLUMN TRIAL GROUPS: COLUMN BRACING: Trial Group 1 Trial Group 2 Trial Group 3 I Section W14 W12 W10 Rect. HSS HSS22X22 HSS20X20 HSS18X18 Round HSS HSS20 HSS18 HSS16 Channel C15 C12 C 10 Tee WT22 WT20X16 WT20X12 Flat Bar FlatBar F1atBar F1atBar Round Bar RoundBar RoundBar RoundBar Single Angle 1,12X12 L10X10 L8X8 Double Angle 21,8X8 2L8X6 2L8X4 COLUMN BRACING: Deck Braces Column Maximum Angle from column axis from which beam braces column: 60.0 deg. BASE PLATES: Design Code: AISC360-10 LRFD Plate Fy (ksi) 36.000 Minimum Dimension From Face of Column to Edge of Plate (in) 3.000 Minimum Dimension From Side of Column to Edge of Plate (in) 3.000 Increment of Plate Dimensions (in) 1.000 Increment of Plate Thickness (in) 0.125 Minimum Footing Dimension Parallel to Web (ft) 10.00 Minimum Footing Dimension Perpendicular to Web (ft) 10.00 Keep Base Plate Square: Y Gravity Column Design Summary RAM Steel 15.01.00.000 PAM StruetumlSymm DataBase: 2016-09-07 4840 Van Gordon 40ft span 11/10/16 12:33:0 nl$entley, Building Code: IBC Steel Code: AISC 360-10 LRFI Column Line 2-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 84.8 20.6 3.0 15 0.74 Eq (H1 -la) 0.0 50 HSS8X8X1/4 Column Line 2-13 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 84.4 22.5 2.7 15 0.76 Eq (H1 -la) 0.0 50 HSS8X8X1/4 Column Line 3-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 79.5 18.8 2.8 15 0.69 Eq (H1 -la) 0.0 50 HSS8X8X1/4 Column Line 3-13 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 76.3 18.2 2.7 14 0.66 Eq (H1 -1a) 0.0 50 HSS8X8X1/4 Column Line 4-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 79.2 18.7 2.8 14 0.69 Eq (H1 -la) 0.0 50 HSS8X8X1/4 Column Line 4-13 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 76.3 18.2 2.7 14 0.66 Eq (H1 -la) 0.0 50 HSS8X8X1/4 Column Line 5-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 79.2 18.7 2.8 14 0.69 Eq (H1 -la) 0.0 50 HSS8X8X1/4 Column Line 5-13 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 76.3 18.2 2.7 14 0.66 Eq (H1 -la) 0.0 50 HSS8X8X1/4 Column Line 6-C Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 81.0 19.6 2.8 14 0.71 Eq (H1 -la) 0.0 50 HSS8X8X1/4 Column Line 6-13 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ROOF 81.5 21.0 2.7 14 0.73 Eq (H1 -la) 0.0 50 HSS8X8X1/4 Column Load Summary Is RAM Steel 15.01.00.000 RAM Structural System DataBase: 2016-09-07 4840 Van Gordon 40ft span 11/10/16 12:33:2. %jaenttey- Building Code: IBC Steel Code: AISC 360-10 LRFF UNFACTORED COLUMN LOADS: Units: kips Column Line 2-C Level Col# Length Dead Self +Live -Live MinTot MaxTo ROOF 11 22.00 35.9 0.5 50.2 0.0 3 6. 4 86.6 Column Line 2-13 Level Col# Length Dead Self +Live -Live MinTot MaxTo, ROOF 12 22.00 33.7 0.5 51.1 0.0 34.2 85.: Column Line 3-C Level Col# Length Dead Self +Live -Live MinTot MaxTot ROOF 13 22.00 3 2. 8 0.5 49.2 0.0 33.3 82.E Column Line 3-B Level Col# Length Dead Self +Live -Live MinTot MaxTo' ROOF 14 22.00 3 1. 1 0.5 47.9 0.0 31.7 79.6 Column Line 4-C Level Col# Length Dead Self +Live -Live MinTot MaxTo. ROOF 15 22.00 32.6 0.5 49.2 0.0 33.1 82." Column Line 4-13 Level Col# Length Dead Self +Live -Live MinTot MaxTot ROOF 16 22.00 31.1 0.5 47.9 0.0 31.7 79.c, Column Line 5-C Level Col# Length Dead Self +Live -Live MinTot MaxTe' ROOF 17 22.00 32.6 0.5 49.2 0.0 33.1 82.3 Column Line 5-13 Level Col# Length Dead Self +Live -Live MinTot MaxTo, ROOF 18 22.00 31.1 0.5 47.9 0.0 31.7 79.(' .Jy£' Column Load Summary RAM Steel 15.01.00.000 RAM Structural System DataBase: 2016-09-07 4840 Van Gordon 40ft span njBentteg Building Code: IBC Column Line 6-C Level ROOF Column Line 6-B Level ROOF Page 2/ 11/10/16 12:33:2 Steel Code: AISC 360-10 LRFI Col# Length Dead Self +Live -Live MinTot MaxTo 19 22.00 32.7 0.5 50.2 0.0 33.3 83., Col# Length Dead Self +Live -Live MinTot MaxTo 20 22.00 31.3 0.5 51.1 0.0 31.8 82.1 af: RAM Steel 15.01.00.000 Base Plate Design Summary RAM�SStructural System DataBase: 2016-09-07 4840 Van Gordon 40ft span 11/10/16 12:33:5 nI8enttey. Building Code: IBC Steel Code: AISC360-10 LRFF Column Line Column Size Fy N B tp (ksi) (in) (in) (in) 2-C HSS8X8X1/4 36 14.00 14.00 0.750 2-B HSS8X8X1/4 36 14.00 14.00 0.750 3-C HSS8X8X1/4 36 14.00 14.00 0.625 3-B HSS8X8X1/4 36 14.00 14.00 0.625 4-C HSS8X8X1/4 36 14.00 14.00 0.625 4-B HSS8X8X1/4 36 14.00 14.00 0.625 5-C HSS8X8X1/4 36 14.00 14.00 0.625 5-B HSS8X8X1/4 36 14.00 14.00 0.625 6-C HSS8X8X1/4 36 14.00 14.00 0.625 6-B HSS8X8X1/4 36 14.00 14.00 0.625 Foundation Design Criteria RAM Structural System RAM Foundation vl5.01.00.000 Jeenttey, DataBase: 2016-09-07 4840 Van Gordon 40ft span REINFORCEMENT PROPERTIES TABLE: RAMASTM CODE ACI318-08 Check ACI 318-08 Sec 15.4.4.2 (Center Strip Reinforcement) FORCES Forces in Gravity Members from RAM Steel. DESIGN METHOD Footings designed based on soil capacity. Design Pile Caps Based on Pile Load. DESIGN OPTIONS Include Moment Due to Shear in Column for Spread Footings Include Moment Due to Shear in Column for Continuous Footings Include Moment Due to Shear in Column for Pile Caps Include Spread Footing Self -Weight When Checking Soil Stress Keep Spread Footing Square During Optimization Increase Spread Footing Size to Prevent Uplift in Concrete Load Combinations Max Width to Depth Ratio for Design of Continuous Footing as Beam REINFORCEMENT Date: 11/10/16 12:34:2 False False False False False False Not Defined Clear Bar Spacing -Shear (in) Max: CODE Min: CODE Clear Bar Spacing -Flexure (in) Max: CODE Min: CODE Reinforcement Ratio Max: CODE Min: CODE Clear Bar Cover (in) Top: CODE Bottom: CODE Side Bar Sizes Considered - Shear: #3: #4: #5: #6: #7: #8: #9: # 10: # 11: # 14: # 18 Bar Sizes Considered - Flexure: #3: #4: #5: #6: #7: #8: #9: #10: #11: 414: #18 REINFORCEMENT SELECTION Min. number of bars in footing Keep all bars in spread footing layer the same Adjacent bars in continuous footing may differ in size by Segment Spacing Increment (in) Shear Bar Spacing Increment (in) Selection Method For Square Spread Footings Keep Same Quantity and Size Bars for Layer CODE 5 True 1 12.00 3.00 Min reinf area False OPTIMIZATION CRITERIA - SPREAD/CONTINUOUS Min. Dimensions Edge of Base Plate to Edge of Footing (in) 3.00 Min. Plan Dimensions (in) 6.00 Pan Dimension Increment (in) 6.00 Foundation Design Criteria RAM Structural System RAM Foundation v 15.01.00.000 %j$entteg DataBase: 2016-09-07 4840 Van Gordon 40ft span Min. Thickness (in) Thickness Increment (in) Uplift Safety Factor Minimum Ratio OPTIMIZATION CRITERIA - PILE/PILE CAP Edge to Center of Pile Spacing is Maximum of- Multiple fMultiple of Pile Dimension Edge to Center Distance (in) Clear from Face of Pile (in) Center to Center Spacing of Piles is Maximum of: Multiple of Pile Dimension Center to Center Distance (in) Clear from Face of Pile (in) Min. Thickness (in) Thickness Increment (in) PILE DEFINITIONS Capacity Label Diameter (in) Compression (kip) Tension (kip) PILE CONFIGURATION Label 3 Pile Group 5 Pile Group 7 Pile Group 8 Pile Group 2 Pile Group 5 Pile Group Sqr. Cap Rows Parallel to Major Minor 3 0 5 0 7 0 8 0 2 1 5 0 SOIL DEFINITIONS Fixed Capacities (ksf) : 1.20 ; 2.00 Page 2/' Date: 11/10/16 12:34:2' 12.00 2.00 1.00 0.00 21.00 9.00 3.00 36.00 24.00 30.00 3.00 Shear (kip) — 00 N O 4 oo ° �a3zzzzzzzzz4 0 0 Haazzzzzzzzzz 0 a° w o ^- tnknV)knkntnkntno r� r -I r -I r -r-r-r-4. 0000000000 �� aoaaa00000� A 0 0 0 0 0 0 0 0 0 0 0 i-i .— .--� •--� — •--� — — — — — •--+ •--a U 03 4j A 0 0 0 0 0 0 0 0 0 0 p O + 0000000000 a' o � � kr) >o,U ;°�, 0000000000 0000000000. ooG� � 0 ,oma'-' ++ 0 0000000000 �, �o-o .:: o000000000.� �N o s� 0 0000000000, U OU 0000000000 oun 3 cz E a � }Z3 www.hilti.us /IIMM-0■dI Profis Anchor 2.7.1 Company: Page: 1 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax- I Date: 11/10/2016 E -Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Geometry [in.] & Loading [lb, in.lb] AWS D1.1 GR. B 3/4 het = 5.000 in. Design method ACI 318-11 / CIP eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x ly x t = 28.000 in. x 16.000 in. x 0.500 in.; (Recommended plate thickness: not calculated W shape (AISC), (L x W x T x FT) = 24.100 in. x 9.020 in. x 0.470 in. x 0.770 in. cracked concrete, 4000, f,' = 4000 psi; h = 7.250 in. tension: condition B, shear: condition A; edge reinforcement: > No. 4 bar www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x 1 1661 8013 8013 2 682 8013 8013 3 0 8013 8013 4 1661 8013 8013 5 682 8013 8013 6 0 8013 8013 7 1661 8013 8013 8 682 8013 8013 9 0 8013 8013 max. concrete compressive strain: 1661 0.04 [%.] max. concrete compressive stress: 156 [psi] resulting tension force in (x/y)=(-8.506/0.000): 7029 [Ib] resulting compression force in (x/y)=(12.122/0.000): 7029 [lb] 3 Tension load Shear force 0 0 0 0 0 0 0 0 0 .�IlMIL-1MdI Profis Anchor 2.7.1 Page: 2 Project: Sub -Project I Pos. No.: Date: 11/10/2016 Load N„a [lb] Capacity � N„ [lb] Steel Strength* 1661 21547 Pullout Strength* 1661 17584 Concrete Breakout Strength** 7029 28850 Concrete Side -Face Blowout, direction ** N/A N/A * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = Ase,N fut. ACI 318-11 Eq. (D-2) � Nsa' Nua ACI 318-11 Table D.4.1.1 Variables Abr9 [in .2] 1 Ase,N [m.2] 1 fu'. [psi] 0.44 65000 Calculations 4000 Nsa [lb] 28730 Results 7 N- [lb] steel Nsa fib] Nua [lb] 28730 0.750 21547 1661 3.2 Pullout Strength NPN = W c,P NP ACI 318-11 Eq. (D-13) NP = 8 AbI f� ACI 318-11 Eq. (D-14) � NPN >_ Nua ACI 318-11 Table D.4.1.1 Variables W c,P Abr9 [in .2] a a fc [psi] 1.000 0.79 1.000 4000 Calculations Np [lb] 25120 Results NPn [lb] concrete NPn [lb] Nua [lb] 25120 0.700 17584 1661 Utilization pN = N„J/ N„ Status 8 OK 10 OK 25 OK N/A N/A www.hilti.us Company: Specifier: Address: Phone I Fax- I E -Mail: Profis Anchor 2.7.1 Page: 3 Project: Sub -Project I Pos. No.: Date: 11/10/2016 3.3 Concrete Breakout Strength kc Ncbg = (ANo/ 1i/ ec,N W ed,N 1V c,N �f cp,N Nb ACI 318-11 Eq. (D-4) Ncbg >_ Nua ACI 318-11 Table D.4.1.1 ANS see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 hf ACI 318-11 Eq. (D-5) ANco [in 1 1 W e.2,N W ed,N W cp,N Nb [lb] W ec N1 — + 2 eN <_ 1.0 ACI 318-11 Eq. (D-8) 1.000 1.000 1.000 16971 \ 3 hef W ed,N = 0.7 + 0,3 (Gamin ) 5 1.0 `\ 1.5hef ACI 318-11 Eq. (D-10) W cp,N = MAX(Ca-min 1.5hef1 - 1 0 ACI 318-11 Eq. (D-12) 41214 ca. Cac f 28850 Nb = kc a hef5 ACI 318-11 Eq. (D-6) Variables 1 1 1 hef [in.] ec1,N [in.] ec2,N [m.] ca,min [in.] 111 c N 5.000 2.506 0.000 18.000 1.000 Cac [In.] kc a a tc [psi] 24 1.000 4000 Calculations? AN, [in 2] ANco [in 1 W ec1 N W e.2,N W ed,N W cp,N Nb [lb] 729.00 225.00 0.750 1.000 1.000 1.000 16971 Results Ncbg [lb] concrete Ncbg [lb] Nua [lb] 41214 0.700 28850 7029 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 4 Shear load ■ ' 1 ---a JU Profis Anchor 2.7.1 Page: 4 Project: Sub -Project I Pos. No.: Date: 11/10/2016 anchor having the highest loading *'anchor group (relevant anchors) 4.1 Steel Strength Vsa = Ase,V feta ACI 318-11 Eq. (D-28) Vsteel > Vua ACI 318-11 Table D.4.1.1 Variables Ase,V [in .2j futa [Psi] 0.44 65000 Calculations Vsa [lb] 28730 Results Vs. [lb] steel Vsa [lb] Vua [lb] 28730 0.650 18674 8013 4.2 Pryout Strength Vcpg — kcp [ ANC (A co) W ec,N W ed,N W 4N W cp,N NbJ Vcpg > Vua ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 hz ef 1 Wec,N = 1+2eN)<1.0 3 hef/ W ed,N = 0.7 + 0.3 r Ca,min / 1.0 `1.5hef W cp,N = MAX(Ca—min 1.5hef) � 1.0 Cac Cac f Nb = kc ?,, a �f: het5 ACI 318-11 Eq. (D-41) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) Variables kcp hef [in.] ec1,N [in.] ecz,N [in.] c.,min [in.] 2 5.000 0.000 0.000 18.000 W c,N Cac [in.] kc 7, a fc [Psi] 1.000 - 24 1.000 4000 Calculations AN, [in .2] Load Vua [lb] Capacity + Vn [lb] Utilization OV = Vua/+ Vn Status Steel Strength' 8013 18674 43 OK Steel failure (with lever arm)' N/A N/A N/A N/A Pryout Strength— 72120 111191 65 OK Concrete edge failure in direction y-" 72120 85596 85 OK anchor having the highest loading *'anchor group (relevant anchors) 4.1 Steel Strength Vsa = Ase,V feta ACI 318-11 Eq. (D-28) Vsteel > Vua ACI 318-11 Table D.4.1.1 Variables Ase,V [in .2j futa [Psi] 0.44 65000 Calculations Vsa [lb] 28730 Results Vs. [lb] steel Vsa [lb] Vua [lb] 28730 0.650 18674 8013 4.2 Pryout Strength Vcpg — kcp [ ANC (A co) W ec,N W ed,N W 4N W cp,N NbJ Vcpg > Vua ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 hz ef 1 Wec,N = 1+2eN)<1.0 3 hef/ W ed,N = 0.7 + 0.3 r Ca,min / 1.0 `1.5hef W cp,N = MAX(Ca—min 1.5hef) � 1.0 Cac Cac f Nb = kc ?,, a �f: het5 ACI 318-11 Eq. (D-41) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) Variables kcp hef [in.] ec1,N [in.] ecz,N [in.] c.,min [in.] 2 5.000 0.000 0.000 18.000 W c,N Cac [in.] kc 7, a fc [Psi] 1.000 - 24 1.000 4000 Calculations AN, [in .2] ANco [in .2] W eci N W ec2 N W ed,N W cp,N Nb [lb] 1053.00 225.00 1.000 1.000 1.000 1.000 16971 Results Vcpg [lb] concrete Vcpg [lb] Vua [lb] 158844 0.700 111191 72120 www.hilti.us Profis Anchor 2.7.1 Company: Page: 5 Specifier: Project: Address: Sub -Project I Pos. No.: Phone 1 Fax: I Date: 11/10/2016 E -Mail: 4.3 Concrete edge failure in direction y- Vcbg = \AV ) W ec,V W ed,V W c,V W h,V W parallel,V Vb Vcbg > Vua Avc see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 Caz 1 1 W ecv 1 + 2e� < 1.0 3c.1 Wed,v=0.7+0.3(15Cat)51.0 1.5Cat > 1.0 W h,V ha ACI 318-11 Eq. (D-31) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-32) ACI 318-11 Eq. (D-36) ACI 318-11 Eq. (D-38) ACI 318-11 Eq. (D-39) ACI 318-11 Eq. (D-34) Variables Cal [in.] Caz [in.] ecv [in.] W c,V ha [in.] 30.000 0.000 1.200 7.250 le [in.] k a da [in.] fc [psi] 11/ parallel 5.000 1.000 0.750 4000 2.000 Calculations Ayc [in 2] Avco [in .2] W ec,V W ed,V W h,V Vb [lb] 826.50 4050.00 1.000 1.000 2.491 93531 Results Vcbg [lb] concrete Vcbg [lb] Vua [lb] 114128 0.750 85596 72120 5 Combined tension and shear loads PN Qv C Utilization RN,V [%] Status �y 0.244 0.843 5/3 85 OK RNV — A + RV �— 1 6 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: .1i --.Mal Profis Anchor 2.7.1 Page: 6 Project: Sub -Project I Pos. No.: Date: 11/10/2016 7 Installation data Anchor plate, steel: - Anchor type and diameter: AWS D1.1 GR. B 3/4 Profile: W shape (AISC), 24.100 x 9.020 x 0.470 x 0.770 in. Installation torque: - Hole diameter in the fixture: df = 0.813 in. Hole diameter in the base material: - in. Plate thickness (input): 0.500 in. Hole depth in the base material: 5.000 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 5.875 in. Drilling method: - Cleaning: No cleaning of the drilled hole is required y 14.000 14.000 Coordinates Anchor in. x 07 8 y c_X c.X c_Y c,Y 1 -12.000 -6.000 - - 18.000 1 2 0.000 -6.000 - 2.000 12.000 12.000 2.000 Coordinates Anchor in. x Anchor x y c_X c.X c_Y c,Y 1 -12.000 -6.000 - - 18.000 2 0.000 -6.000 - - 18.000 - 3 12.000 -6.000 - - 18.000 4 -12.000 0.000 - - 24.000 5 0.000 0.000 - - 24.000 Anchor x y c_X c.X c_Y c, 6 12.000 0.000 - 24.000 7 -12.000 6.000 - - 30.000 8 0.000 6.000 - - 30.000 9 12.000 6.000 - 30.000 - O O O N O O O O O O O O 0 C) 0 N C C C a C C C a 1_II��II www.hilti.us Profis Anchor 2.7.1 Company: Page: 7 Specifier: Project: Address: Sub -Project I Pos. No.: Phone 1 Fax: Date 11/10/2016 E -Mail: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. d M N N O O � N v M Y 0 m j (n Z i I� i i / a .0 1 0 / c c�a i M c � U � 0 � U U \ N U- U \\ C N N t 'tm O c W 00 cu N n v/ rr O C14 C2 CV) >, I > 0 CL o a ) z 70 (U C14 C:) ...... .... LL .......... LU ao CCS co C) (6 -j 0- CL cu (0 C) 04 > 0 0 0 . . . .... .... -j (0 0 c o o U) C) U- V: 0 GO co 00 7C3 cu a- U) Company Designer !�` I Job Number T� E c H N o l o c I E s Model Name Global Peak Engineering, Inc. SAW 16-178.10 Ficco Tilt - Canopy Display Sections for Member Calcs 3 Max Internal Sections for Member Calcs 99 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh(in ^2 144 Mere Tolerance in .12 P -Delta Analysis Tolerance 0.50% Include P -Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration ft/sec^2 32.2 Wall Mesh Size in 24 Ei ensolution Convergence Tol. 1.E- 4 Vertical Axis Y Global Member Orientation Plane Xz Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th 360-10 : ASD Adjust Stiffness? Yes Iterative RISAConnection Code AISC 14th 360-10 : ASD Cold Formed Steel Code AISI S100-12: ASD Wood Code AF&PA NDS -12: ASD Wood Temperature < 100F Concrete Code ACI 318-11 Masonry Code ACI 530-13: ASD Aluminum Code AA ADM1-10: ASD - Building Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method Exact Integration Parme Beta Factor PCA .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 Nov 10, 2016 Checked By:KLD RISA -3D Version 13.0.0 [NA ... \... \... \... \... \RISA Files\Studies\canopy.r3d] Page 1 Global, Continued Seismic Code Company Peak Engineering, Inc. Nov 10, 2016 r Designer Job Number SAW 16-178.10 Checked By: KLD 46� T E C H N O L O G I E S Model Name Ficco Tilt - Canopy Global, Continued Seismic Code ASCE 7-10 Seismic Base Elevation ft Not Entered Add Base Weight? Yes Ct X .02 Ct Z .02 T X sec Not Entered T Z sec Not Entered RX 3 R 3 Ct Exp. X .75 Ct Exp. Z .75 SD1 1 SDS 1 S1 1 TL sec 5 Risk Cat I or 11 mZ 1 mX 1 Rho Z 1 Rho X 1 42 1.4 Hot Rolled Steel Properties Label F rkcil C, rkcil Nil Tharm AAF - D,nsitvrk/ft-- Yieldrksil Rv Furksil Rt 1 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 .3 .65 .527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 6 A53 Gr. B 29000 11154 .3 .65 .49 35 1.6 60 1.2 7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 Hot Rolled Steel Section Sets Label ShaDe Type Desian List Material Design Rul... A [in2l lyy fin4lIzz fin4l J rin4l 1 1 HR1 MC12x1o.6Beam I Channel I A36 Gr.36 I Typical 1 3.1 1 .378 1 55.3 1 .06 Joint Coordinates and Temperatures Label X [ftl Y rftl Z rfti Temp IF1Detach From_Diap 1 T N1 0 0 0 0 2 N2 26 0 0 0 3 N3 26 0 4 0 4 N4 0 0 26 0 5 N5 4 0 26 0 6 N6 6 0 0 0 7 N7 10.5 0 0 0 8 N8 15 0 0 0 9 N9 19.5 0 0 0 10 N10 24 0 0 0 11 N11 0 0 6 0 12 N12 0 0 10.5 0 13 N13 0 0 15 0 14 N14 0 0 19.5 0 15 N15 0 0 24 0 RISA -3D Version 13.0.0 [NA ... \... \... \... \... \RISA Fi1es\Studies\canopy.r3d] Page 2 F Company Peak Engineering, Inc. Nov 10, 2016 F r, 3 " Designer SAW Job Number 16-178.10 Checked C H B KLD � �H � Model Name Ficco Tilt - Canopy y T E C N O L O G I E E S pY Joint Boundary Conditions Inint I h.1 X flr/inl v mh/ l 7 rlr/inl X Pnt ne-ftl-11 v Pnt rL_R/rnrll 7 Rnt rL_A/r Al Cnntinn 1 N15 Reaction Reaction 180 HR1 2 N14 Reaction Reaction 2 3 N13 Reaction Reaction Beam 4 N12 Reaction Reaction M3 5 N11 Reaction Reaction Channel 6 N6 4 Reaction Reaction 7 N7 Beam Reaction Reaction 8 1 N8 Reaction Reaction 9 N9 Reaction Reaction 10 N10 Reaction Reaction 11 N5 Reaction Reaction Reaction Reaction 12 N3 Reaction Reaction Reaction Reaction Member Primary Data I ah -I I _Inint I _Inint K _Inint PntntP/rIPn1 CPrtinn/Chun- T,m- rlPcinn 1 ict KA.tori�l n—inn P.d- 1 M1 N1 N2 180 HR1 Beam Channel A36 Gr.36 Typical 2 M2 N2 N3 180 HR1 Beam Channel A36 Gr.36 Typical 3 M3 N1 N4 HR1 Beam Channel A36 Gr.36 Tvoical 4 M4 N4 N5 HR1 Beam Channel A36 Gr.36 Typical Member Advanced Data I ah4-1 1 P'.14 -2C4. 1 RPIP SiCP 1 C)ffc-tfinl 1 nffc-tfinl T/r. rinly Phvcirnl TOKA ln-ti- CPicmin rlPcinn 1 M1 BenPIN BenPIN Yes None 2 M2 Yes None 3 M3 BenPIN BenPIN Yes None 4 M4 Yes None Hot Rolled Steel Design Parameters I nhPI Shan- I Pnnthf I hvvrftl I h77fftl I rmmn tnnfftl I rmmr) hnt I -tnrn ICvv IC77 (h Fnnrtinn 1 M1 HR1 26 Lbyy Lateral 2 M2 HR1 4 Lbyy Lateral 3 M3 HR1 26 Lbyy Lateral 4 M4 HR1 4 Lbyy Lateral Member Distributed Loads (BLC 1 : Dead) Member Distributed Loads (BLC 2: Snow) RISA -31D Version 13.0.0 [NA ... \... \... \... \... \RISA Files\Studies\canopy.r3d] Page 3 Company Peak Engineering, Inc. ?< j Designer SAW Job Number 16-178.10 T r c x N 0�1 o c I e s Model Name Ficco Tilt - Canopy ►C.1ZN��1i[ Checked By: KLD Load Combinations Description Solve PDelta SR... BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac ... BLC Fac... 1 1 D+S I Yes I Y I 1 1 1 1 12 1 1 Joint Reactions 1 r Inin+ I �K_l Y f41 v r41 7 rw RAY n4 fn RAv f4_fn RA7 r4_fhl 1 1 N15 0 .35 0 0 0 0 2 1 N14 0 .333 0 0 0 0 3 1 N13 0 .454 0 0 0 0 4 1 N12 0 -.069 0 0 0 0 5 1 N11 0 1.013 0 0 0 0 6 1 1 N6 0 1.013 0 0 0 0 7 1 N7 0 -.069 0 0 0 0 8 1 N8 0 .454 0 0 0 0 9 1 N9 0 .333 0 0 0 0 10 1 N10 0 .35 0 0 0 0 11 1 N5 0 0 0 0 0 0 12 1 N3 1 0 0 0 0 0 0 13 1 Totals: 0 4.16 0 0 i 0 0 14 1 COG (ft): X: 6.5 Y: 0 Z: 6.5 Member Section Forces I r: Uomhar I nhal Cor Gvinlrlrl v Chonrrlrl 7 Chonrrlrl Tnrniiark_ffl v_v RAnmantnr_ 7a Mnmantrlr_ 1 1 M1 1 0 0 0 0 0 0 2 2 0 .096 0 0 0 .156 3 3 0 0 0 0 0 0 4 1 M2 1 0 0 0 0 0 0 5 2 0 0 0 0 0 0 6 3 0 0 0 0 0 0 7 1 M3 1 0 0 0 0 0 0 8 2 0 -.096 0 0 0 -.156 9 3 0 0 0 0 0 0 10 1 M4 1 0 0 0 0 0 0 11 2 0 0 0 0 0 0 12 3 0 i 0 0 0 0 0 Member Section Deflections I r Nlcmhcr I Thal Car v rinl v rinl rinl v PMT tarrnrll M1 I /v Rntin /n1 I /' Rnfin 1 1 M1 1 0 .033 0 -7.483e-6 9449.284 NC 2 2 0 0 0 -7.483e-6 NC NC 3 3 0 0 0 -7.483e-6 NC NC 4 1 M2 1 0 0 0 0 NC NC 5 2 0 0 0 0 NC NC 6 3 1 0 0 0 0 NC NC 7 1 M3 1 0 -.033 0 7.483e-6 9449.284 NC 8 2 0 0 0 7.483e-6 NC NC 9 3 0 0 0 7.483e-6 NC NC 10 1 M4 1 0 1 0 1 0 0 NC NC 11 2 0 0 0 0 NC NC 12 3 0 0 0 0 NC NC RISA -3D Version 13.0.0 [NA ... \... \... \... \... \RISA Fi1es\Studies\canopy.r3d] Page 4 Company Peak Engineering, Inc. Nov 10, 2016 eo � Designer SAW Job Number 16-178.10 Checked By: KLD T E C M x o l 0 6 I E s Model Name Ficco Tilt - Canopy MemberAlSC 14th(360-10): ASD Steel Code Checks LC Member Shaoe UC Max Loclftl Shear ... Locrftl ... Pnc/o... Pnt/om..Mnvv/o_Mnzz/__ Ch Fan 1 1 M1 MC12x10. .467 6.102 ,018 6.102 V .584 66.826 .883 2.967 .132 H1 -1b 2 1 M2 MCI 2x10. .000 0 .000 0 24.66 66.826 ,883 13.847 1 1-11-1b 3 1 M3 MC12x10.6 .467 6.102 .018 6.102 .584 66.826 .883 2.967 .132 111-1b 4 1 M4 MC12x10. .000 0 .000 0 v 24.66 66.826 ,883 71 1 H1 -1b RISA -3D Version 13.0.0 [NA ... \... \... \... \... \RISA Fi1es\Studies\canopy.r3d] Page 5 KWIK Bolt TZ Expansion Anchor 3.3.5 Table 2 - Hilti KWIK Bolt TZ carbon steel design strength with concrete / pullout failure in uncracked concrete' 2,3,4,5 Nominal Tension - (�N� Shear - (�V, anchor Effective Nominal diameter embed. embed. f' = 2,500 psi f' = 3,000 psi f'. = 4,000 psi f'c = 6,000 psi f'. = 2,500 psi f'c = 3,000 psi f = 4,000 psi f'c = 6,000 psi in. in. (mm) in. (mm) Ib (kN) Ib (kN) Ib (kN) Ib (kN) Ib (kN) Ib (kN) Ib (kN) Ib (kN) 1-1/2 1-13/16 1,185 1,300 1,500 1,835 1,545 1,690 1,950 2,390 (38) (46) (5.3) (5.8) (6.7) (8.2) (6.9) (7.5) (8.7) (10.6) 2 2-5/16 1,635 1,790 2,070 2,535 2,375 2,605 3,005 3,680 3/8 (51) (59) (7.3) (8.0) (9.2) (11.3) (10.6) (11.6) (13.4) (16.4) 2-3/4 3-1/16 2,670 2,925 3,380 4,140 7,660 8,395 9,690 11,870 (70) (78) (11.9) (13.0) (15.0) (18.4) (34.1) (37.3) (43.1) (52.8) 2 2-3/8 2,205 2,415 2,790 3,420 2,375 2,605 3,005 3,680 (51) (60) (9.8) (10.7) (12.4) (15.2) (10.6) (11.6) (13.4) (16.4) 1/2 3-1/4 3-5/8 3,585 3,925 4,535 5,555 9,845 10,785 12,450 15,250 (83) (91) (15.9) (17.5) (20.2) (24.7) (43.8) (48.0) (55.4) (67.8) 3-1/8 3-9/16 4,310 4,720 5,450 6,675 9,280 10,165 11,740 14,380 (79) (91) (19.2) (21.0) (24.2) (29.7) (41.3) (45.2) (52.2) (64.0) 5/8 4 4-7/16 5,945 6,510 7,520 9,210 13,440 14,725 17,000 20,820 (102) (113) (26.4) (29.0) (33.5) (41.0) (59.8) (65.5) (75.6) (92.6) 3-1/4 3-13/16 4,570 5,005 5,780 7,080 9,845 10,785 12,450 15,250 (83) (97) (20.3) (22.3) (25.7) (31.5) (43.8) (48.0) (55.4) (67.8) 3-3/4 4-5/16 5,380 5,895 6,810 8,340 12,200 13,365 15,430 18,900 3/4 (95) (110) (23.9) (26.2) (30.3) (37.1) (54.3) (59.5) (68.6) (84.1) 4-3/4 5-9/16 6,940 7,605 8,780 10,755 17,390 19,050 22,000 26,945 (121) (142) (30.9) (33.8) (39.1) (47.8) (77.4) (84.7) (97.9) (119.9) Table 3 - Hilti KWIK Bolt TZ carbon steel design strength with concrete/ pullout failure in cracked concrete',',',',' Nominal Tension - (pN� Shear - On anchor Effective Nominal diameter embed. embed. f' = 2,500 psi f' = 3,000 psi f'� = 4,000 psi f'� = 6,000 psi f'� = 2,500 psi f' = 3,000 psi f'� = 4,000 psi f' = 6,000 psi in. in. (mm) in. (mm) Ib (kN) Ib (kN) Ib (kN) Ib (kN) Ib (kN) Ib (kN) Ib (kN) Ib (kN) 1-1/2 1-13/16 860 940 1,085 1,330 1,095 1,195 1,385 1,695 (38) (46) (3.8) (4.2) (4.8) (5.9) (4.9) (5.3) (6.2) (7.5) 2 2-3/8 1,565 1,710 1,975 2,420 1,685 1,845 2,130 2,605 3/8 (51) (60) (7.0) (7.6) (8.8) (10.8) (7.5) (8.2) (9.5) (11.6) 2-3/4 3-1/8 2,050 2,245 2,595 3,175 5,425 5,945 6,865 8,405 (70) (79) (9.1) (10.0) (11.5) (14.1) (24.1) (26.4) (30.5) (37.4) 2 2-3/8 1,565 1,710 1,975 2,420 1,685 1,845 2,130 2,605 (51) (60) (7.0) (7.6) (8.8) (10.8) (7.5) (8.2) (9.5) (11.6) 1/2 3-1/4 3-5/8 3,195 3,500 4,040 4,950 6,970 7,640 8,820 10,800 (83) (91) (14.2) (15.6) (18.0) (22.0) (31.0) (34.0) (39.2) (48.0) 3-1/8 3-9/16 3,050 3,345 3,860 4,730 6,575 7,200 8,315 10,185 (79) (91) (13.6) (14.9) (17.2) (21.0) (29.2) (32.0) (37.0) (45.3) 5/8 4 4-7/16 4,420 4,840 5,590 6,845 9,520 10,430 12,040 14,750 (102) (113) (19.7) (21.5) (24.9) (30.4) (42.3) (46.4) (53.6) (65.6) 3-1/4 3-13/16 3,235 3,545 4,095 5,015 6,970 7,640 8,820 10,800 (83) (97) (14.4) (15.8) (18.2) (22.3) (31.0) (34.0) (39.2) (48.0) 3-3/4 4-5/16 4,010 4,395 5,075 6,215 8,640 9,465 10,930 13,390 3/4 (95) (110) (17.8) (19.5) (22.6) (27.6) (38.4) (42.1) (48.6) (59.6) 4-3/4 5-9/16 5,720 6,265 7,235 8,860 12,320 13,495 15,585 19,085 (121) 1 (142) 1 (25.4) (27.9) (32.2) (39.4) (54.8) (60.0) (69.3) (84.9) See section 3.1.8.6 to convert design strength value to ASD value. Linear interpolation between embedment depths and concrete compressive strengths is not permitted. Apply spacing, edge distance, and concrete thickness factors in tables 6 to 13 as necessary. Compare to the steel values in table 4. The lesser of the values is to be used for the design. Tabular values are for normal weight concrete only. For lightweight concrete multiply design strength by Aa as follows: for sand -lightweight, Aa = 0.68; for all -lightweight, Aa = 0.60 Tabular values are for static loads only. Seismic design is not permitted for uncracked concrete. For seismic tension loads, multiply cracked concrete tabular values in tension only by aN- = 0.75. No reduction needed for seismic shear. See section 3.1.8.7 for additional information on seismic applications. IQ Hilti, Inc. (US) 1-800-879-8000 1 www.us.hilti.com I en espanol 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hiRi.ca I Anchor Fastening Technical Guide 2016 2. XwTi1t-vvle►*s' Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: N01 - N01 thru N12 Load Type X -Dim Y -Dim Max Height: 26.42 ft Max Width: 19.969 ft Total Panel Wt: 47,805 lbs C.G. X 9.984 ft Concrete: 11.80 cu yds C.G. Y: 13.208 ft Str Reinf Wt: 1,302 lbs Slenderness: 34.76 Str Reinf: 2.464 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 roof support 0.00 21.00 20.00 21.00 base support 0.00 0.00 20.00 0.00 Width Ecc (in) Forces roof load 0.00 21.00 20.00 8.00 D 0.342 Lm 0.812 klf roof load 0.00 21.00 20.00 8.00 D 0.000 Lm 0.250 klf surface load 0.00 25.00 9.00 W 32.30 E 0.00 psf surface load 9.00 25.00 11.00 W 30.30 E 0.00 psf Load Combinations = L. C. (Strength) Load Combinations = L. C. (Service Deflection) 1 1.2 D + 0.5 Lm + 1.6 Lf 1 1.0 D + 1.0 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.2 D + 1.6 Lm + 0.5 W 3 1.0 D + 0.6 W 4 1.2 D + 0.5 Lm + 1.0 Lf + 1.0 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 0.9 D+ 1.0 W 5 1.0 D+ 0.6 W 6 1.4 D 6 1.0 D Reinforcing Configuration: Face Page 1 of 2 ir*Titt-we,*s- Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: N01 - N01 thru N12 Strip Number 1 Strip Width b(ft) 19.97 Load Width (ft) 20.00 Structural Thickness (in) 7.25 Distance to Analysis Point (ft) 10.50 Unbraced Length Lu(ft) 21.00 Dist. to c.g. of Steel d(in) 5.81 Strength Reduction Factor 0 0.900 Controlling Strength L.C. 4 Controlling Service Defl L.C. 5 Factored Applied Load Pua(kips) 18.83 Factored Panel Weight Puw(kips) 31.54 Factored Axial Force Pu(kips) 50.37 Factored Pressure Wu(klf) 0.624 Design Status OK Reinforcement Level ea.face Bar Quantity And Size 1445's Chair Height (in) 5.00 Down Face Chair Height (in) 1.00 Bar Spacing (in) 18.00 Area of Steel Provided As(sq-in) 4.340 Factored Applied Moment Mua(in-k) 488.1 Factored Total Moment Mu(in-k) 640.5 Resisting Moment mMn(in-k) 1402.6 Cracking Moment Mcr(in-k) 995.7 Ultimate Load Deflection Au(in) 3.03 Service Load Deflection As(in) 0.06 Allow Service Deflection (in) 1.68 Steel Ratio (x1000) p 3.12 Allowable Steel Ratio 21.38 Concrete Strain (x1000) £c 0.59 Allowable Concrete Strain 2.25 Steel Strain (x1000) £t 2.07 Allowable Steel Strain 2.07 Cracked Moment Of Inertia (x Ig) 0.048 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 J& .Tilt-weeks° Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: NO2 - N01 thru N12 Max Height: 26.42 ft Max Width: 19.938 ft Total Panel Wt: 47,731 lbs C.G. X 9.969 ft Concrete: 11.79 cu yds C.G. Y: 13.208 ft Str Reinf Wt: 1,300 lbs Slenderness: 34.76 Str Reinf: 2.460 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 roof support 0.00 21.00 20.00 21.00 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 21.00 20.00 8.00 D 0.342 Lm 0.812 klf surface load 0.00 25.00 20.00 W 30.30 E 0.00 psf Load Combinations = L. C. (Strength) Load Combinations = L. C. (Service Deflection) 1 1.2 D + 0.5 Lm + 1.6 Lf 1 1.0 D + 1.0 Lf 21.2D+1.6Lm+1.0Lf 21.0D+1.0Lf 3 1.2 D + 1.6 Lm + 0.5 W 3 1.0 D + 0.6 W 41.2D+0.5Lm+1.0Lf+1.0W 41.0D+0.75 Lf + 0.75(0.6W) 5 0.9 D+ 1.0 W 5 1.0 D+ 0.6 W 6 1.4 D 6 1.0 D Reinforcing Configuration: Face Page 1 of 2 � Tilt-werks- Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Strip Number 0 Strip Width b(ft) 19.94 Load Width (ft) 20.00 Structural Thickness (in) 7.25 Distance to Analysis Point (ft) 10.50 Unbraced Length Lu(ft) 21.00 Dist. to c.g. of Steel d(in) 5.81 Strength Reduction Factor 4) 0.900 Controlling Strength L.C. 4 Controlling Service Defl L.C. 5 Factored Applied Load Pua(kips) 16.33 Factored Panel Weight Puw(kips) 31.54 Factored Axial Force Pu(kips) 47.87 Factored Pressure Wu(kIf) 0.606 Design Status OK Reinforcement Level ea.face Bar Quantity And Size 1445's Chair Height (in) 5.00 Down Face Chair Height (in) 1.00 Bar Spacing (in) 18.00 Area of Steel Provided As(sq-in) 4.340 Factored Applied Moment Mua(in-k) 466.2 Factored Total Moment Mu(in-k) 611.0 Resisting Moment OMn(in-k) 1395.8 Cracking Moment Mcr(in-k) 994.2 Ultimate Load Deflection Au(in) 3.03 Service Load Deflection As(in) 0.06 Allow Service Deflection (in) 1.68 Steel Ratio (x1000) p 3.12 Allowable Steel Ratio 21.38 Concrete Strain (x1000) £c 0.59 Allowable Concrete Strain 2.25 Steel Strain (x1000) £t 2.07 Allowable Steel Strain 2.07 Cracked Moment Of Inertia (x Ig) 0.046 General Notes: Project: Ficco Office Warehouse Project #: 16-178.10 Panel: NO2 - N01 thru N12 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 reni - s- Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: NO3 - N01 thru N12 Load Type X -Dim Y -Dim roof load 0.00 21.00 surface load 0.00 25.00 Load Combinations = L. C. (Strength) 1 1.2 D + 0.5 Lm + 1.6 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 31.2D+1.6Lm+0.5W 4 1.2 D + 0.5 Lm + 1.0 Lf + 1.0 W 5 0.9 D + 1.0 W 61.4D Reinforcing Configuration: Face Max Height: 26.42 ft Max Width: 19.938 ft Total Panel Wt: 47,731 lbs C.G. X 9.969 ft Concrete: 11.79 cu yds C.G. Y: 13.208 ft Str Reinf Wt: 1,300 lbs Slenderness: 34.76 Str Reinf: 2.460 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 roof support 0.00 21.00 20.00 21.00 base support 0.00 0.00 20.00 0.00 Width Ecc (in) Forces 20.00 8.00 D 0.342 Lm 0.812 klf 20.00 W 30.30 E 0.00 psf Load Combinations = L. C. (Service Deflection) 1 1.0 D + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.0 D + 0.6 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 1.0 D + 0.6 W 6 1.0 D Page 1 of 2 iterir-weeks- Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Strip Number 1 Strip Width b(ft) 19.94 Load Width (ft) 20.00 Structural Thickness (in) 7.25 Distance to Analysis Point (ft) 10.50 Unbraced Length Lu(ft) 21.00 Dist. to c.g. of Steel d(in) 5.81 Strength Reduction Factor 0 0.900 Controlling Strength L.C. 4 Controlling Service Defl L.C. 5 Factored Applied Load Pua(kips) 16.33 Factored Panel Weight Puw(kips) 31.54 Factored Axial Force Pu(kips) 47.87 Factored Pressure Wu(klf) 0.606 Design Status OK Reinforcement Level ea.face Bar Quantity And Size 1445's Chair Height (in) 5.00 Down Face Chair Height (in) 1.00 Bar Spacing (in) 18.00 Area of Steel Provided As(sq-in) 4.340 Factored Applied Moment Mua(in-k) 466.2 Factored Total Moment Mu(in-k) 611.0 Resisting Moment 4)Mn(in-k) 1395.8 Cracking Moment Mcr(in-k) 994.2 Ultimate Load Deflection Du(in) 3.03 Service Load Deflection As(in) 0.06 Allow Service Deflection (in) 1.68 Steel Ratio (x1000) p 3.12 Allowable Steel Ratio 21.38 Concrete Strain (x1000) £c 0.59 Allowable Concrete Strain 2.25 Steel Strain (x1000) £t 2.07 Allowable Steel Strain 2.07 Cracked Moment Of Inertia (x Ig) 0.046 General Notes: Project: Ficco Office Warehouse Project #: 16-178.10 Panel: NO3 - N01 thru N12 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 Alrk Ti«-r*s� Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: N04 - N01 thru N12 Max Height: 26.42 ft Total Panel Wt: 47,731 lbs Concrete: 11.79 cu yds Str Reinf Wt: 1,300 lbs Str Reinf: 2.460 lbs/sq ft 4.0 ksi 4.0 ksi Steel: 60.0 ksi Max Width: 19.938 ft C.G. X 9.969 ft C.G. Y: 13.208 ft Slenderness: 34.76 Building Code: ACI 318-11 Horz. T&S Bars: #4's @18in Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 roof support 0.00 21.00 20.00 21.00 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 21.00 20.00 8.00 D 0.342 Lm 0.812 klf surface load 0.00 25.00 20.00 W 30.30 E 0.00 psf Load Combinations = L. C. (Strength) 1 1.2 D + 0.5 Lm + 1.6 Lf 21.2D+1.6Lm+1.0Lf 31.2D+1.6Lm+0.5W 4 1.2 D + 0.5 Lm + 1.0 Lf + 1.0 W 5 0.9 D + 1.0 W 61.4D Reinforcing Configuration: Face Load Combinations = L. C. (Service Deflection) 1 1.0 D + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.0 D + 0.6 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 1.0 D + 0.6 W 6 1.0 D Page 1 of 2 .-.rat-werks- Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Strip Number 1 Strip Width b(ft) 19.94 Load Width (ft) 20.00 Structural Thickness (in) 7.25 Distance to Analysis Point (ft) 10.50 Unbraced Length Lu(ft) 21.00 Dist. to c.g. of Steel d(in) 5.81 Strength Reduction Factor 0 0.900 Controlling Strength L.C. 4 Controlling Service Defl L.C. 5 Factored Applied Load Pua(kips) 16.33 Factored Panel Weight Puw(kips) 31.54 Factored Axial Force Pu(kips) 47.87 Factored Pressure Wu(klf) 0.606 Design Status OK Reinforcement Level ea.face Bar Quantity And Size 1445's Chair Height (in) 5.00 Down Face Chair Height (in) 1.00 Bar Spacing (in) 18.00 Area of Steel Provided As(sq-in) 4.340 Factored Applied Moment Mua(in-k) 466.2 Factored Total Moment Mu(in-k) 611.0 Resisting Moment OMn(in-k) 1395.8 Cracking Moment Mcr(in-k) 994.2 Ultimate Load Deflection Au(in) 3.03 Service Load Deflection As(in) 0.06 Allow Service Deflection (in) 1.68 Steel Ratio (x1000) p 3.12 Allowable Steel Ratio 21.38 Concrete Strain (x1000) Sc 0.59 Allowable Concrete Strain 2.25 Steel Strain (x1000) £t 2.07 Allowable Steel Strain 2.07 Cracked Moment Of Inertia (x Ig) 0.046 General Notes: Project: Ficco Office Warehouse Project #: 16-178.10 Panel: N06 - N01 thru N12 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 -4 -rift -Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: N07 - N01 thru N12 Load Type X -Dim Y -Dim roof load 0.00 21.00 surface load 0.00 25.00 Load Combinations = L. C. (Strength) 1 1.2 D + 0.5 Lm + 1.6 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 3 1.2 D + 1.6 Lm + 0.5 W 41.2D+0.5Lm+1.0Lf+1.0W 5 0.9 D + 1.0 W 61.4D Reinforcing Configuration: Face Max Height: 26.42 ft Total Panel Wt: 47,731 lbs Concrete: 11.79 cu yds Str Reinf Wt: 1,300 lbs Str Reinf: 2.460 lbs/sq ft 4.0 ksi 4.0 ksi Steel: 60.0 ksi Panel Data X Max Width: 19.938 ft C.G. X 9.969 ft C.G. Y: 13.208 ft Slenderness: 34.76 Building Code: ACI 318-11 Horz. T&S Bars: #4's @18in Vert. T&S Bars: #5's @18in Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 roof support 0.00 21.00 20.00 21.00 base support 0.00 0.00 20.00 0.00 Width Ecc (in) Forces 20.00 8.00 D 0.342 Lm 0.812 klf 20.00 W 30.30 E 0.00 psf Load Combinations = L. C. (Service Deflection) 1 1.0 D + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.0 D + 0.6 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 1.0 D + 0.6 W 6 1.0 D Pagel of 2 ronit-ve►*s- Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: N07 - N01 thru N12 Strip Number 0 Strip Width b(ft) 19.94 Load Width (ft) 20.00 Structural Thickness (in) 7.25 Distance to Analysis Point (ft) 10.50 Unbraced Length Lu(ft) 21.00 Dist. to c.g. of Steel d(in) 5.81 Strength Reduction Factor 0.900 Controlling Strength L.C. 4 Controlling Service Defl L.C. 5 Factored Applied Load Pua(kips) 16.33 Factored Panel Weight Puw(kips) 31.54 Factored Axial Force Pu(kips) 47.87 Factored Pressure Wu(klf) 0.606 Design Status OK Reinforcement Level ea.face Bar Quantity And Size 1445's Chair Height (in) 5.00 Down Face Chair Height (in) 1.00 Bar Spacing (in) 18.00 Area of Steel Provided As(sq-in) 4.340 Factored Applied Moment Mua(in-k) 466.2 Factored Total Moment Mu(in-k) 611.0 Resisting Moment (DMn(in-k) 1395.8 Cracking Moment Mcr(in-k) 994.2 Ultimate Load Deflection Au(in) 3.03 Service Load Deflection As(in) 0.06 Allow Service Deflection (in) 1.68 Steel Ratio (x1000) p 3.12 Allowable Steel Ratio 21.38 Concrete Strain (x1000) £c 0.59 Allowable Concrete Strain 2.25 Steel Strain (x1000) Et 2.07 Allowable Steel Strain 2.07 Cracked Moment Of Inertia (x Ig) 0.046 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 ��rit-weeks- Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: N08 - N01 thru N12 Max Height: 26.42 ft Max Width: 19.938 ft Total Panel Wt: 47,731 lbs C.G. X 9.969 ft Concrete: 11.79 cu yds C.G. Y: 13.208 ft Str Reinf Wt: 1,300 lbs Slenderness: 34.76 Str Reinf: 2.460 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 roof support 0.00 21.00 20.00 21.00 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces root ioao U.UU 21.00 20.00 8.00 D 0.342 Lm 0.812 klf surface load 0.00 25.00 20.00 W 30.30 E 0.00 psf Load Combinations = L. C. (Strength) Load Combinations = L. C. (Service Deflection) 1 1.2 D + 0.5 Lm + 1.6 Lf 1 1.0 D + 1.0 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 2 1.0 D + 1.0 Lf 31.2 D + 1.6 Lm + 0.5 W 3 1.0 D + 0.6 W 4 1.2 D + 0.5 Lm + 1.0 Lf + 1.0 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 0.9 D+ 1.0 W 5 1.0 D+ 0.6 W 61.4D 61.0D Reinforcing Configuration: Face Page 1 of 2 trent-vvlerks- Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: N08 - N01 thru N12 Strip Number 1 Strip Width b(ft) 19.94 Load Width (ft) 20.00 Structural Thickness (in) 7.25 Distance to Analysis Point (ft) 10.50 Unbraced Length Lu(ft) 21.00 Dist. to c.g. of Steel d(in) 5.81 Strength Reduction Factor 0.900 Controlling Strength L.C. 4 Controlling Service Defl L.C. 5 Factored Applied Load Pua(kips) 16.33 Factored Panel Weight Puw(kips) 31.54 Factored Axial Force Pu(kips) 47.87 Factored Pressure Wu(klf) 0.606 Design Status OK Reinforcement Level ea.face Bar Quantity And Size 1445's Chair Height (in) 5.00 Down Face Chair Height (in) 1.00 Bar Spacing (in) 18.00 Area of Steel Provided As(sq-in) 4.340 Factored Applied Moment Mua(in-k) 466.2 Factored Total Moment Mu(in-k) 611.0 Resisting Moment 4)Mn(in-k) 1395.8 Cracking Moment Mcr(in-k) 994.2 Ultimate Load Deflection Au(in) 3.03 Service Load Deflection As(in) 0.06 Allow Service Deflection (in) 1.68 Steel Ratio (x1000) p 3.12 Allowable Steel Ratio 21.38 Concrete Strain (x1000) £c 0.59 Allowable Concrete Strain 2.25 Steel Strain (x1000) £t 2.07 Allowable Steel Strain 2.07 Cracked Moment Of Inertia (x Ig) 0.046 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 me r!r-werks- Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Project: Project #: Panel: Max Height: 26.42 ft Total Panel Wt: 47,731 lbs Concrete: 11.79 cu yds Str Reinf Wt: 1,300 lbs Str Reinf: 2.460 lbs/sq ft 4.0 ksi 4.0 ksi Steel: 60.0 ksi Ficco Office Warehouse 16-178.10 N09 - N01 thru N12 Max Width: 19.938 ft C.G. X 9.969 ft C.G. Y: 13.208 ft Slenderness: 34.76 Building Code: ACI 318-11 Horz. T&S Bars: #4's @18in Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top bottom roof support base support Load Type X -Dim Y -Dim Width Ecc (in) roof load 0.00 21.00 20.00 8.00 surface load 0.00 25.00 20.00 0.00 25.00 20.00 25.00 7.25 0.00 -1.42 20.00 -1.42 0.00 21.00 20.00 21.00 0.00 0.00 20.00 0.00 Forces D 0.342 Lm 0.812 klt W 30.30 E 0.00 psf Load Combinations = L. C. (Strength) Load Combinations = L. C. (Service Deflection) 1 1.2 D + 0.5 Lm + 1.6 Lf 11.0D+1.0Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.2 D + 1.6 Lm + 0.5 W 31.0D+0.6W 4 1.2 D + 0.5 Lm + 1.0 Lf + 1.0 W 41.0D+0.75 Lf + 0.75(0.6W) 50.9D+1.0W 51.0D+0.6W 61.4D 61.0D Reinforcing Configuration: Face Page 1 of 2 mamnit- r*sA Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Strip Number 1 Strip Width b(ft) 19.94 Load Width (ft) 20.00 Structural Thickness (in) 7.25 Distance to Analysis Point (ft) 10.50 Unbraced Length Lu(ft) 21.00 Dist. to c.g. of Steel d(in) 5.81 Strength Reduction Factor m 0.900 Controlling Strength L.C. 4 Controlling Service Defl L.C. 5 Factored Applied Load Pua(kips) 16.33 Factored Panel Weight Puw(kips) 31.54 Factored Axial Force Pu(kips) 47.87 Factored Pressure Wu(klf) 0.606 Design Status OK Reinforcement Level ea.face Bar Quantity And Size 1445's Chair Height (in) 5.00 Down Face Chair Height (in) 1.00 Bar Spacing (in) 18.00 Area of Steel Provided As(sq-in) 4.340 Factored Applied Moment Mua(in-k) 466.2 Factored Total Moment Mu(in-k) 611.0 Resisting Moment (PMn(in-k) 1395.8 Cracking Moment Mcr(in-k) 994.2 Ultimate Load Deflection Du(in) 3.03 Service Load Deflection As(in) 0.06 Allow Service Deflection (in) 1.68 Steel Ratio (x1000) p 3.12 Allowable Steel Ratio 21.38 Concrete Strain (x1000) £c 0.59 Allowable Concrete Strain 225 Steel Strain (x1000) £t 2.07 Allowable Steel Strain 2.07 Cracked Moment Of Inertia (x Ig) 0.046 General Notes: Project: Ficco Office Warehouse Project #: 16-178.10 Panel: N09 - N01 thru N12 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 Tilt-Werks- Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: N10 - N01 thru N12 Load Type 11.79 cu yds Str Reinf Wt: X -Dim Y -Dim roof load 0.00 21.00 surface load 0.00 25.00 Load Combinations = L. C. (Strength) 1 1.2 D + 0.5 Lm + 1.6 Lf 21.2D+1.6Lm+1.0Lf 31.2 D + 1.6 Lm + 0.5 W 4 1.2 D + 0.5 Lm + 1.0 Lf + 1.0 W 5 0.9 D + 1.0 W 61.4D Reinforcing Configuration: Face Max Height: 26.42 ft Total Panel Wt: 47,731 lbs Concrete: 11.79 cu yds Str Reinf Wt: 1,300 lbs Str Reinf: 2.460 lbs/sq ft 4.0 ksi 4.0 ksi Steel: 60.0 ksi Panel Data X Max Width: 19.938 ft C.G. X 9.969 ft C.G. Y: 13.208 ft Slenderness: 34.76 Building Code: ACI 318-11 Horz. T&S Bars: #4's @18in Vert. T&S Bars: #5's @18in Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 roof support 0.00 21.00 20.00 21.00 base support 0.00 0.00 20.00 0.00 Width Ecc (in) Forces 20.00 8.00 D 0.342 Lm 0.812 klf 20.00 W 30.30 E 0.00 psf Load Combinations = L. C. (Service Deflection) 1 1.0 D + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.0 D + 0.6 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 1.0 D + 0.6 W 6 1.0 D Page 1 of 2 rorut-werks* Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Strip Number I Strip Width b(ft) 19.94 Load Width (ft) 20.00 Structural Thickness (in) 7.25 Distance to Analysis Point (ft) 10.50 Unbraced Length Lu(ft) 21.00 Dist. to c.g. of Steel d(in) 5.81 Strength Reduction Factor 4) 0.900 Controlling Strength L.C. 4 Controlling Service Defl L.C. 5 Factored Applied Load Pua(kips) 16.33 Factored Panel Weight Puw(kips) 31.54 Factored Axial Force Pu(kips) 47.87 Factored Pressure Wu(klf) 0.606 Design Status OK Reinforcement Level ea.face Bar Quantity And Size 1445's Chair Height (in) 5.00 Down Face Chair Height (in) 1.00 Bar Spacing (in) 18.00 Area of Steel Provided As(sq-in) 4.340 Factored Applied Moment Mua(in-k) 466.2 Factored Total Moment Mu(in-k) 611.0 Resisting Moment mMn(in-k) 1395.8 Cracking Moment Mcr(in-k) 994.2 Ultimate Load Deflection Au(in) 3.03 Service Load Deflection As(in) 0.06 Allow Service Deflection (in) 1.68 Steel Ratio (x1000) p 3.12 Allowable Steel Ratio 21.38 Concrete Strain (x1000) £c 0.59 Allowable Concrete Strain 2.25 Steel Strain (x1000) £t 2.07 Allowable Steel Strain 2.07 Cracked Moment Of Inertia (x Ig) 0.046 General Notes: Project: Ficco Office Warehouse Project #: 16-178.10 Panel: N10 - N01 thru N12 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 OTilt-Weeks* Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: N11 - N01 thru N12 Max Height: 26.42 ft Max Width: 19.938 ft Total Panel Wt: 47,731 lbs C.G. X 9.969 ft Concrete: 11.79 cu yds C.G. Y: 13.208 ft Str Reinf Wt: 1,300 lbs Slenderness: 34.76 Str Reinf: 2.460 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 roof support 0.00 21.00 20.00 21.00 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 21.00 surface load 0.00 25.00 Load Combinations = L. C. (Strength) 1 1.2 D + 0.5 Lm + 1.6 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 31.2D+1.6Lm+0.5W 4 1.2 D + 0.5 Lm + 1.0 Lf + 1.0 W 50.9D+1.OW 61.4D Reinforcing Configuration: Face 20.00 8.00 D 0.342 Lm 0.812 klf 20.00 W 30.30 E 0.00 psf Load Combinations = L. C. (Service Deflection) 1 1.0 D + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.0 D + 0.6 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 1.0 D + 0.6 W 6 1.0 D Page 1 of 2 Apr►lt-Werks' Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: N11 - N01 thru N12 Strip Number 0 Strip Width b(ft) 19.94 Load Width (ft) 20.00 Structural Thickness (in) 7.25 Distance to Analysis Point (ft) 10.50 Unbraced Length Lu(ft) 21.00 Dist. to c.g. of Steel d(in) 5.81 Strength Reduction Factor m 0.900 Controlling Strength L.C. 4 Controlling Service Defl L.C. 5 Factored Applied Load Pua(kips) 16.33 Factored Panel Weight Puw(kips) 31.54 Factored Axial Force Pu(kips) 47.87 Factored Pressure Wu(klf) 0.606 Design Status OIC Reinforcement Level ea.face Bar Quantity And Size 1445's Chair Height (in) 5.00 Down Face Chair Height (in) 1.00 Bar Spacing (in) 18.00 Area of Steel Provided As(sq-in) 4.340 Factored Applied Moment Mua(in-k) 466.2 Factored Total Moment Mu(in-k) 611.0 Resisting Moment 4)Mn(in-k) 1395.8 Cracking Moment Mcr(in-k) 994.2 Ultimate Load Deflection Au(in) 3.03 Service Load Deflection As(in) 0.06 Allow Service Deflection (in) 1.68 Steel Ratio (x1000) p 3.12 Allowable Steel Ratio 21.38 Concrete Strain (x1000) £c 0.59 Allowable Concrete Strain 2.25 Steel Strain (x1000) £t 2.07 Allowable Steel Strain 2.07 Cracked Moment Of Inertia (x Ig) 0.046 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 :Tilt-werks� Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: N12 - N01 thru N12 Max Height: 26.42 ft Max Width: 19.969 ft Total Panel Wt: 47,805 lbs C.G. X 9.984 ft Concrete: 11.80 cu yds C.G. Y: 13.208 ft Str Reinf Wt: 1,302 lbs Slenderness: 34.76 Str Reinf: 2.464 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 roof support 0.00 21.00 20.00 21.00 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 21.00 20.00 8.00 D 0.342 Lm 0.812 klf surface load 0.00 25.00 20.00 W 30.30 E 0.00 psf roof load 0.00 21.00 20.00 8.00 D 0.000 Lm 0.250 klf surface load 11.00 25.00 9.00 W 32.30 E 0.00 psf Load Combinations = L. C. (Strength) Load Combinations = L. C. (Service Deflection) 1 1.2 D + 0.5 Lm + 1.6 Lf 1 1.0 D + 1.0 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 2 1.0 D + 1.0 Lf 31.2 D + 1.6 Lm + 0.5 W 3 1.0 D + 0.6 W 41.2D+0.5Lm+1.0Lf+1.0W 41.0D+0.75 Lf + 0.75(0.6W) 5 0.9 D+ 1.0 W 5 1.0 D+ 0.6 W 6 1.4 D 6 1.0 D Reinforcing Configuration: Face Page 1 of 2 roar-wer*s' Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: N12 - N01 thru N12 Strip Number N Strip Width b(ft) 19.97 Load Width (ft) 20.00 Structural Thickness (in) 7.25 Distance to Analysis Point (ft) 10.50 Unbraced Length Lu(ft) 21.00 Dist. to c.g. of Steel d(in) 5.81 Strength Reduction Factor m 0.900 Controlling Strength L.C. 4 Controlling Service Defl L.C. 5 Factored Applied Load Pua(kips) 18.83 Factored Panel Weight Puw(kips) 31.54 Factored Axial Force Pu(kips) 50.37 Factored Pressure Wu(klf) 0.897 Design Status OK Reinforcement Level ea.face Bar Quantity And Size 1445's Chair Height (in) 5.00 Down Face Chair Height (in) 1.00 Bar Spacing (in) 18.00 Area of Steel Provided As(sq-in) 4.340 Factored Applied Moment Mua(in-k) 668.5 Factored Total Moment Mu(in-k) 820.9 Resisting Moment (DMn(in-k) 1402.6 Cracking Moment Mcr(in-k) 995.7 Ultimate Load Deflection Au(in) 3.03 Service Load Deflection As(in) 0.09 Allow Service Deflection (in) 1.68 Steel Ratio (x1000) p 3.12 Allowable Steel Ratio 21.38 Concrete Strain (x1000) £c 0.59 Allowable Concrete Strain 2.25 Steel Strain (x1000) £t 2.07 Allowable Steel Strain 2.07 Cracked Moment Of Inertia (x Ig) 0.061 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 XwTilt werks' Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Project: Project #: Panel: Max Height: 26.42 ft Total Panel Wt: 46,359 lbs Concrete: 11.45 cu yds Str Reinf Wt: 1,284 lbs Str Reinf: 2.505 lbs/sq ft 4.0 ksi 4.0 ksi Steel: 60.0 ksi Ficco Office Warehouse 16-178.10 E01 - E01 thru E06 Max Width: 19.365 ft C.G. X 9.682 ft C.G. Y: 13.208 ft Slenderness: 38.90 Building Code: ACI 318-11 Horz. T&S Bars: #4's @18in Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 19.40 25.00 7.25 bottom 0.00 -1.42 19.40 -1.42 roof support 0.00 23.50 19.40 23.10 base support 0.00 0.00 19.40 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces surface load 0.00 25.00 9.00 W 32.30 E 0.00 psf roof load 0.00 23.50 19.40 8.00 D 0.025 Lm 0.115 klf surface load 9.00 25.00 10.40 W 30.30 E 0.00 psf Load Combinations = L. C. (Strength) Load Combinations = L. C. (Service Deflection) 1 1.2 D + 0.5 Lm + 1.6 Lf 1 1.0 D + 1.0 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 2 1.0 D + 1.0 Lf 31.2 D + 1.6 Lm + 0.5 W 3 1.0 D + 0.6 W 41.2D+0.5Lm+1.0Lf+1.0W 41.0D+0.75 Lf + 0.75(0.6W) 5 0.9 D+ 1.0 W 5 1.0 D+ 0.6 W 6 1.4 D 6 1.0 D Reinforcing Configuration: Face Page 1 of 2 67t-wier , Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Strip Number I Strip Width b(ft) 19.36 Load Width (ft) 19.40 Structural Thickness (in) 7.25 Distance to Analysis Point (ft) 11.75 Unbraced Length Lu(ft) 23.50 Dist. to c.g. of Steel d(in) 5.81 Strength Reduction Factor 0 0.900 Controlling Strength L.C. 4 Controlling Service Defl L.C. 5 Factored Applied Load Pua(kips) 1.70 Factored Panel Weight Puw(kips) 27.95 Factored Axial Force Pu(kips) 29.65 Factored Pressure Wu(klf) 0.606 Design Status OK Reinforcement Level ea.face Bar Quantity And Size 1445's Chair Height (in) 5.00 Down Face Chair Height (in) 1.00 Bar Spacing (in) 17.38 Area of Steel Provided As(sq-in) 4.340 Factored Applied Moment Mua(in-k) 508.5 Factored Total Moment Mu(in-k) 620.3 Resisting Moment (DMn(in-k) 1345.4 Cracking Moment Mcr(in-k) 965.6 Ultimate Load Deflection Au(in) 3.77 Service Load Deflection As(in) 0.09 Allow Service Deflection (in) 1.88 Steel Ratio (x1000) p 3.21 Allowable Steel Ratio 21.38 Concrete Strain (x1000) £c 0.58 Allowable Concrete Strain 2.25 Steel Strain (x1000) £t 2.07 Allowable Steel Strain 2.07 Cracked Moment Of Inertia (x Ig) 0.048 General Notes: Project: Ficco Office Warehouse Project #: 16-178.10 Panel: E01 - E01 thru E06 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 MoTilt-we ks- Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: E02 - E01 thru E06 Max Height: 26.42 ft Max Width: 19.938 ft Total Panel Wt: 47,731 lbs C.G. X 9.969 ft Concrete: 11.79 cu yds C.G. Y: 13.208 ft Str Reinf Wt: 1,409 lbs Slenderness: 38.23 Str Reinf: 2.666 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @i8in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 roof support 0.00 23.10 20.00 22.68 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 23.10 20.00 8.00 D 0.025 Lm 0.115 klf surface load 0.00 25.00 20.00 W 30.30 E 0.00 psf conc roof load 18.60 23.10 8.00 D 15.30 Lm 27.80 kip Load Combinations = L. C. (Strength) Load Combinations = L. C. (Service Deflection) 1 1.2 D + 0.5 Lm + 1.6 Lf 1 1.0 D + 1.0 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.2 D + 1.6 Lm + 0.5 W 3 1.0 D + 0.6 W 41.2D+0.5Lm+1.0Lf+1.0W 41.0D+0.75 Lf + 0.75(0.6W) 5 0.9 D+ 1.0 W 5 1.0 D+ 0.6 W 6 1.4 D 6 1.0 D Reinforcing Configuration: Face Page 1 of 2 XbTlt-we►*s- Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Strip Number Project: Ficco Office Warehouse Project #: 16-178.10 Panel: E02 - E01 thru E06 1 2 Strip Width b(ft) 14.95 4.99 Load Width (ft) 14.98 5.02 Structural Thickness (in) 7.25 7.25 Distance to Analysis Point (ft) 11.55 11.39 Unbraced Length Lu(ft) 23.10 22.78 Dist. to c.g. of Steel d(in) 5.81 5.81 Strength Reduction Factor 0 0.900 0.900 Controlling Strength L.C. 4 3 Controlling Service Defl L.C. 5 5 Factored Applied Load Pua(kips) 1.31 63.91 Factored Panel Weight Puw(kips) 21.91 7.43 Factored Axial Force Pu(kips) 23.22 71.34 Factored Pressure Wu(klf) 0.454 0.076 Design Status OK OK Reinforcement Level ea.face ea.face Bar Quantity And Size 1145's 545's Chair Height (in) 5.00 5.00 Down Face Chair Height (in) 1.00 1.00 Bar Spacing (in) 17.38 13.50 Area of Steel Provided As(sq-in) 3.410 1.550 Factored Applied Moment Mua(in-k) 368.4 314.9 Factored Total Moment Mu(in-k) 453.2 603.8 Resisting Moment OMn(in-k) 1056.2 624.1 Cracking Moment Mcr(in-k) 745.4 248.8 Ultimate Load Deflection Au(in) 3.65 4.05 Service Load Deflection As(in) 0.08 0.15 Allow Service Deflection (in) 1.85 1.82 Steel Ratio (x1000) p 3.27 4.45 Allowable Steel Ratio 21.38 21.38 Concrete Strain (x1000) Ec 0.58 0.95 Allowable Concrete Strain 2.25 2.25 Steel Strain (x1000) Et 2.07 2.07 Allowable Steel Strain 2.07 2.07 Cracked Moment Of Inertia (x Ig) 0.045 0.159 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 ...+Tilt-werks` Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: E03 - E01 thru E06 Max Height: 26.42 ft Max Width: 19.938 ft Total Panel Wt: 47,731 lbs C.G. X 9.969 ft Concrete: 11.79 cu yds C.G. Y: 13.208 ft Str Reinf Wt: 1,300 lbs Slenderness: 37.54 Str Reinf: 2.460 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 roof support 0.00 22.68 20.00 22.26 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 22.68 20.00 8.00 D 0.025 Lm 0.115 klf surface load 0.00 25.00 20.00 W 30.30 E 0.00 psf Load Combinations = L. C. (Strength) Load Combinations = L. C. (Service Deflection) 1 1.2 D + 0.5 Lm + 1.6 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 31.2D+1.6Lm+0.5W 41.2D+0.5Lm+1.0Lf+1.0W 50.9D+1.OW 61.4D Reinforcing Configuration: Face 1 1.0 D + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.0 D + 0.6 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 1.0 D + 0.6 W 6 1.0 D Page 1 of 2 ��rrt `werks. Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: E03 - E01 thru E06 Strip Number I Strip Width b(ft) 19.94 Load Width (ft) 20.00 Structural Thickness (in) 7.25 Distance to Analysis Point (ft) 11.34 Unbraced Length Lu(ft) 22.68 Dist. to c.g. of Steel d(in) 5.81 Strength Reduction Factor 0 0.900 Controlling Strength L.C. 4 Controlling Service Defl L.C. 5 Factored Applied Load Pua(kips) 1.75 Factored Panel Weight Puw(kips) 29.71 Factored Axial Force Pu(kips) 31.46 Factored Pressure Wu(klf) 0.606 Design Status OK Reinforcement Level ea.face Bar Quantity And Size 1445's Chair Height (in) 5.00 Down Face Chair Height (in) 1.00 Bar Spacing (in) 18.00 Area of Steel Provided As(sq-in) 4.340 Factored Applied Moment Mua(in-k) 474.5 Factored Total Moment Mu(in-k) 584.7 Resisting Moment OMn(in-k) 1351.9 Cracking Moment Mcr(in-k) 994.2 Ultimate Load Deflection Au(in) 3.50 Service Load Deflection As(in) 0.08 Allow Service Deflection (in) 1.81 Steel Ratio (x1000) p 3.12 Allowable Steel Ratio 21.38 Concrete Strain (x1000) £c 0.57 Allowable Concrete Strain 2.25 Steel Strain (x1000) £t 2.07 Allowable Steel Strain 2.07 Cracked Moment Of Inertia (x Ig) 0.044 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 �tUilt-wer*s- Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Project: Ficco Office Warehouse Project #: 16-178.10 Panel: E04 - E01 thru E06 Max Height: 26.42 ft Total Panel Wt: 47,731 lbs Concrete: 11.79 cu yds Str Reinf Wt: 1,517 lbs Str Reinf: 2.872 lbs/sq ft 4.0 ksi 4.0 ksi Steel: 60.0 ksi Max Width: 19.938 ft C.G. X 9.969 ft C.G. Y: 13.208 ft Slenderness: 36.85 Building Code: ACI 318-11 Horz. T&S Bars: #4's @18in Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 roof support 0.00 22.26 20.00 21.85 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces 3 1.2 D + 1.6 Lm + 0.5 W roof load 0.00 22.26 20.00 8.00 D 0.025 Lm 0.115 klf surface load 0.00 25.00 20.00 W 30.30 E 0.00 psf conc roof load 18.60 22.26 8.00 D 14.70 Lm 34.10 kip Load Combinations = L. C. (Strength) Load Combinations = L. C. (Service Deflection) 1 1.2 D + 0.5 Lm + 1.6 Lf 1 1.0 D + 1.0 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.2 D + 1.6 Lm + 0.5 W 3 1.0 D + 0.6 W 41.2D+0.5Lm+1.0Lf+1.0W 41.0D+0.75 Lf + 0.75(0.6W) 5 0.9 D+ 1.0 W 5 1.0 D+ 0.6 W 6 1.4 D 6 1.0 D Reinforcing Configuration: Face Page 1 of 2 Wilt- s- Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Project: Ficco Office Warehouse Project #: 16-178.10 Panel: E04 - E01 thru E06 Strip Number 1 2 Strip Width b(ft) 14.95 4.99 Load Width (ft) 14.98 5.02 Structural Thickness (in) 7.25 7.25 Distance to Analysis Point (ft) 11.13 10.98 Unbraced Length Lu(ft) 22.26 21.95 Dist. to c.g. of Steel d(in) 5.81 5.81 Strength Reduction Factor 0 0.900 0.900 Controlling Strength L.C. 4 3 Controlling Service Defl L.C. 5 5 Factored Applied Load Pua(kips) 1.31 73.27 Factored Panel Weight Puw(kips) 22.59 7.66 Factored Axial Force Pu(kips) 23.90 80.93 Factored Pressure Wu(klf) 0.454 0.076 Design Status OK OK Reinforcement Level ea.face ea.face Bar Quantity And Size 1145's 745's Chair Height (in) 5.00 5.00 Down Face Chair Height (in) 1.00 1.00 Bar Spacing (in) 17.38 9.00 Area of Steel Provided As(sq-in) 3.410 2.170 Factored Applied Moment Mua(in-k) 342.6 348.1 Factored Total Moment Mu(in-k) 423.8 670.6 Resisting Moment (DMn(in-k) 1058.0 805.9 Cracking Moment Mcr(in-k) 745.4 248.8 Ultimate Load Deflection Au(in) 3.39 3.99 Service Load Deflection As(in) 0.07 0.13 Allow Service Deflection (in) 1.78 1.76 Steel Ratio (x1000) p 3.27 624 Allowable Steel Ratio 21.38 21.38 Concrete Strain (x1000) cc 0.58 1.14 Allowable Concrete Strain 2.25 2.25 Steel Strain (x1000) Et 2.07 2.07 Allowable Steel Strain 2.07 2.07 Cracked Moment Of Inertia (x Ig) 0.042 0.167 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 41ta ►* Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: E05 - E01 thru E06 Max Height: 26.42 ft Max Width: 19.938 ft Total Panel Wt: 47,731 lbs C.G. X 9.969 ft Concrete: 11.79 cu yds C.G. Y: 13.208 ft Str Reinf Wt: 1,300 lbs Slenderness: 36.16 Str Reinf: 2.460 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 roof support 0.00 21.85 20.00 21.43 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width roof load 0.00 21.85 20.00 surface load 0.00 25.00 20.00 Load Combinations = L. C. (Strength) 1 1.2 D + 0.5 Lm + 1.6 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 31.2D+1.6Lm+0.5W 41.2D+0.5Lm+1.0Lf+1.0W 5 0.9 D + 1.0 W 6 1.4 D Reinforcing Configuration: Face Ecc (in) Forces 8.00 D 0.025 Lm 0.115 klf W30.30 E 0.00 psf Load Combinations = L. C. (Service Deflection) 1 1.0 D + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.0 D + 0.6 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 1.0 D + 0.6 W 61.OD Pagel of 2 rift -rbcs- Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Strip Number 0 Strip Width b(ft) 19.94 Load Width (ft) 20.00 Structural Thickness (in) 7.25 Distance to Analysis Point (ft) 10.92 Unbraced Length Lu(ft) 21.85 Dist. to c.g. of Steel d(in) 5.81 Strength Reduction Factor (1) 0.900 Controlling Strength L.C. 4 Controlling Service Defl L.C. 5 Factored Applied Load Pua(kips) 1.75 Factored Panel Weight Puw(kips) 30.62 Factored Axial Force Pu(kips) 32.37 Factored Pressure Wu(klf) 0.606 Design Status OK Reinforcement Level ea.face Bar Quantity And Size 1445's Chair Height (in) 5.00 Down Face Chair Height (in) 1.00 Bar Spacing (in) 18.00 Area of Steel Provided As(sq-in) 4.340 Factored Applied Moment Mua(in-k) 440.8 Factored Total Moment Mu(in-k) 546.0 Resisting Moment OMn(in-k) 1354.3 Cracking Moment Mcr(in-k) 994.2 Ultimate Load Deflection Au(in) 3.25 Service Load Deflection As(in) 0.06 Allow Service Deflection (in) 1.75 Steel Ratio (x1000) p 3.12 Allowable Steel Ratio 21.38 Concrete Strain (x1000) £c 0.57 Allowable Concrete Strain 2.25 Steel Strain (x1000) £t 2.07 Allowable Steel Strain 2.07 Cracked Moment Of Inertia (x Ig) 0.041 General Notes: Project: Ficco Office Warehouse Project #: 16-178.10 Panel: E05 - E01 thru E06 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 �r rl«-wierks' Panel Engineering Report .,.DSa_ Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: E06 - E01 thru E06 Max Height: 26.42 ft Total Panel Wt: 46,359 lbs Concrete: 11.45 cu yds Str Reinf Wt: 1,284 lbs Str Reinf: 2.505 lbs/sq ft 4.0 ksi 4.0 ksi Steel: 60.0 ksi Max Width: 19.365 ft C.G. X 9.682 ft C.G. Y: 13.208 ft Slenderness: 35.47 Building Code: ACI 318-11 Horz. T&S Bars: #4's @18in Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 19.40 25.00 7.25 bottom 0.00 -1.42 19.40 -1.42 roof support 0.00 21.43 19.40 21.03 base support 0.00 0.00 19.40 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 21.43 19.40 8.00 D 0.025 Lm 0.115 klf surface load 0.00 25.00 19.40 W 30.30 E 0.00 psf surface load 11.60 25.00 7.79 W 32.30 E 0.00 psf Load Combinations = L. C. (Strength) Load Combinations = L. C. (Service Deflection) 1 1.2 D + 0.5 Lm + 1.6 Lf 11.0D+1.0Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.2 D + 1.6 Lm + 0.5 W 3 1.0 D + 0.6 W 4 1.2 D + 0.5 Lm + 1.0 Lf + 1.0 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 0.9 D+ 1.0 W 5 1.0 D+ 0.6 W 6 1.4 D 6 1.0 D Reinforcing Configuration: Face Page 1 of 2 AlAUrrt-werks- Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Strip Number 1 Strip Width b(ft) 19.36 Load Width (ft) 19.40 Structural Thickness (in) 7.25 Distance to Analysis Point (ft) 10.71 Unbraced Length Lu(ft) 21.43 Dist. to c.g. of Steel d(in) 5.81 Strength Reduction Factor 0 0.900 Controlling Strength L.C. 4 Controlling Service Defl L.C. 5 Factored Applied Load Pua(kips) 1.70 Factored Panel Weight Puw(kips) 30.13 Factored Axial Force Pu(kips) 31.83 Factored Pressure Wu(klf) 0.839 Design Status OK Reinforcement Level ea.face Bar Quantity And Size 1445's Chair Height (in) 5.00 Down Face Chair Height (in) 1.00 Bar Spacing (in) 17.38 Area of Steel Provided As(sq-in) 4.340 Factored Applied Moment Mua(in-k) 584.9 Factored Total Moment Mu(in-k) 684.9 Resisting Moment 4)Mn(in-k) 1351.3 Cracking Moment Mcr(in-k) 965.6 Ultimate Load Deflection Au(in) 3.14 Service Load Deflection As(in) 0.09 Allow Service Deflection (in) 1.71 Steel Ratio (x1000) p 3.21 Allowable Steel Ratio 21.38 Concrete Strain (x1000) £c 0.58 Allowable Concrete Strain 2.25 Steel Strain (x1000) £t 2.07 Allowable Steel Strain 2.07 Cracked Moment Of Inertia (x Ig) 0.053 General Notes: Project: Ficco Office Warehouse Project #: 16-178.10 Panel: E06 - E01 thru E06 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 46Uilt-works- Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: S01 - S01 thru S12 Load Combinations = L. C. (Strength) 1 1.2 D + 0.5 Lm + 1.6 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 3 1.2 D + 1.6 Lm + 0.5 W 41.2D+0.5Lm+1.0Lf+1.0W 5 0.9 D + 1.0 W 61.4D Reinforcing Configuration: Face Load Combinations = L. C. (Service Deflection) 1 1.0 D + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.0 D + 0.6 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 1.0 D + 0.6 W 6 1.0 D Page 1 of 2 Max Height: 26.42 ft Max Width: 19.969 ft Total Panel Wt: 44,905 lbs C.G. X 9.919 ft Concrete: 11.09 cu yds C.G. Y: 13.216 ft Str Reinf Wt: 1,483 lbs Slenderness: 38.90 Str Reinf: 2.808 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in 11 12 Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 opening 4.00 9.67 4.00 4.00 opening 14.00 9.67 4.00 4.00 roof support 0.00 23.50 20.00 23.50 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 23.50 20.00 8.00 D 0.378 Lm 0.630 klf roof load 0.00 23.50 20.00 8.00 D 0.000 Lm 0.162 klf surface load 0.00 25.00 9.00 W 32.30 E 0.00 psf surface load 9.00 25.00 11.00 W 30.30 E 0.00 psf Load Combinations = L. C. (Strength) 1 1.2 D + 0.5 Lm + 1.6 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 3 1.2 D + 1.6 Lm + 0.5 W 41.2D+0.5Lm+1.0Lf+1.0W 5 0.9 D + 1.0 W 61.4D Reinforcing Configuration: Face Load Combinations = L. C. (Service Deflection) 1 1.0 D + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.0 D + 0.6 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 1.0 D + 0.6 W 6 1.0 D Page 1 of 2 4t-mlt- r*s' Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: S01 - S01 thru S12 Strip Number 1 2 3 Strip Width b(ft) 4.00 6.00 1.97 Load Width (ft) 6.00 10.00 4.00 Structural Thickness (in) 7.25 7.25 7.25 Distance to Analysis Point (ft) 11.75 11.75 11.75 Unbraced Length Lu(ft) 23.50 23.50 23.50 Dist. to c.g. of Steel d(in) 5.81 5.81 5.81 Strength Reduction Factor 0 0.900 0.900 0.900 Controlling Strength L.C. 4 4 4 Controlling Service Defl L.C. 5 5 5 Factored Applied Load Pua(kips) 5.10 8.50 3.40 Factored Panel Weight Puw(kips) 8.23 13.58 5.35 Factored Axial Force Pu(kips) 13.33 22.07 8.75 Factored Pressure Wu(klf) 0.194 0.309 0.121 Design Status OK OK OK Reinforcement Level ea.face ea.face ea.face Bar Quantity And Size 445's 545's 245's Chair Height (in) 5.00 5.00 5.00 Down Face Chair Height (in) 1.00 1.00 1.00 Bar Spacing (in) 14.00 16.50 17.63 Area of Steel Provided As(sq-in) 1.240 1.550 0.620 Factored Applied Moment Mua(in-k) 180.9 290.0 114.0 Factored Total Moment Mu(in-k) 234.1 376.2 149.3 Resisting Moment (DMn(in-k) 391.2 507.6 200.8 Cracking Moment Mcr(in-k) 199.5 299.2 98.2 Ultimate Load Deflection Au(in) 3.99 3.91 4.03 Service Load Deflection As(in) 0.15 0.16 0.23 Allow Service Deflection (in) 1.88 1.88 1.88 Steel Ratio (x1000) p 4.44 3.70 4.51 Allowable Steel Ratio 21.38 21.38 21.38 Concrete Strain (x1000) cc 0.73 0.67 0.76 Allowable Concrete Strain 2.25 2.25 2.25 Steel Strain (x1000) £t 2.07 2.07 2.07 Allowable Steel Strain 2.07 2.07 2.07 Cracked Moment Of Inertia (x Ig) 0.083 0.091 0.107 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 XwTilt-werks* Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: S02 - S01 thru S12 Max Height: 26.42 ft Max Width: 19.938 ft Total Panel Wt: 32,143 lbs C.G. X 10.454 ft Concrete: 7.94 cu yds C.G. Y: 15.774 ft Str Reinf Wt: 1,063 lbs Slenderness: 38.90 Str Reinf: 2.012 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 opening 3.00 -0.67 12.00 14.33 roof support 0.00 23.50 20.00 23.50 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 23.50 20.00 8.00 D 0.378 Lm 0.630 klf surface load 0.00 25.00 20.00 W 30.30 E 0.00 psf Load Combinations = L. C. (Strength) Load Combinations = L. C. (Service Deflection) 1 1.2 D + 0.5 Lm + 1.6 Lf 1 1.0 D + 1.0 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.2 D + 1.6 Lm + 0.5 W 3 1.0 D + 0.6 W 41.2D+0.5Lm+1.0Lf+1.0W 41.0D+0.75 Lf + 0.75(0.6W) 5 0.9 D+ 1.0 W 5 1.0 D+ 0.6 W 61.4D 61.0D Reinforcing Configuration: Face Page 1 of 2 Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: S02 - S01 thru S12 Strip Number 1 2 Strip Width b(ft) 2.97 4.97 Load Width (ft) 9.00 11.00 Structural Thickness (in) 7.25 7.25 Distance to Analysis Point (ft) 11.75 11.75 Unbraced Length Lu(ft) 23.50 23.50 Dist. to c.g. of Steel d(in) 5.81 5.81 Strength Reduction Factor 4) 0.900 0.900 Controlling Strength L.C. 4 4 Controlling Service Defl L.C. 5 5 Factored Applied Load Pua(kips) 6.92 8.45 Factored Panel Weight Puw(kips) 11.72 14.60 Factored Axial Force Pu(kips) 18.64 23.05 Factored Pressure Wu(klf) 0.273 0.333 Design Status OK OK Reinforcement Level ea.face ea.face Bar Quantity And Size 445's 445's Chair Height (in) 5.00 5.00 Down Face Chair Height (in) 1.00 1.00 Bar Spacing (in) 9.88 17.88 Area of Steel Provided As(sq-in) 1.240 1.240 Factored Applied Moment Mua(in-k) 253.6 309.9 Factored Total Moment Mu(in-k) 333.0 400.3 Resisting Moment 4)Mn(in-k) 397.5 420.9 Cracking Moment Mcr(in-k) 148.0 247.8 Ultimate Load Deflection Au(in) 4.26 3.92 Service Load Deflection As(in) 0.79 0.44 Allow Service Deflection (in) 1.88 1.88 Steel Ratio (x1000) p 5.99 3.58 Allowable Steel Ratio 21.38 21.38 Concrete Strain (x1000) cc 0.92 0.68 Allowable Concrete Strain 2.25 2.25 Steel Strain (x1000) ct 2.07 2.07 Allowable Steel Strain 2.07 2.07 Cracked Moment Of Inertia (x Ig) 0.149 0.117 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 %{Tilt Werks- Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: S03 - S01 thru S12 -7 Max Height: 26.42 ft Max Width: 19.938 ft Total Panel Wt: 43,914 lbs C.G. X 10.316 ft Concrete: 10.84 cu yds C.G. Y: 13.672 ft Str Reinf Wt: 1,434 lbs Slenderness: 38.90 Str Reinf: 2.715 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 opening 4.00 9.67 4.00 4.00 opening 4.33 -0.67 3.33 7.83 roof support 0.00 23.50 20.00 23.50 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 23.50 20.00 surface load 0.00 25.00 20.00 Load Combinations = L. C. (Strength) 1 1.2 D + 0.5 Lm + 1.6 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 3 1.2 D + 1.6 Lm + 0.5 W 4 1.2 D + 0.5 Lm + 1.0 Lf + 1.0 W 5 0.9 D + 1.0 W 61.4D Reinforcing Configuration: Face 8.00 D 0.378 Lm 0.630 klf W 30.30 E 0.00 psf Load Combinations = L. C. (Service Deflection) 1 1.0 D + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.0 D + 0.6 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 1.0 D + 0.6 W 61.OD Page 1 of 2 -Tilt - Panel Engineering Report tn.�w Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Strip Number Project: Ficco Office Warehouse Project #: 16-178.10 Panel: S03 - S01 thru S12 1 2 Strip Width b(ft) 3.97 11.97 Load Width (ft) 6.00 14.00 Structural Thickness (in) 7.25 7.25 Distance to Analysis Point (ft) 11.75 11.75 Unbraced Length Lu(ft) 23.50 23.50 Dist. to c.g. of Steel d(in) 5.81 5.81 Strength Reduction Factor 4) 0.900 0.900 Controlling Strength L.C. 4 4 Controlling Service Defl L.C. 5 5 Factored Applied Load Pua(kips) 4.61 10.76 Factored Panel Weight Puw(kips) 8.23 19.76 Factored Axial Force Pu(kips) 12.84 30.52 Factored Pressure Wu(klf) 0.182 0.424 Design Status OK OK Reinforcement Level ea.face ea.face Bar Quantity And Size 445's 945's Chair Height (in) 5.00 5.00 Down Face Chair Height (in) 1.00 1.00 Bar Spacing (in) 13.88 17.25 Area of Steel Provided As(sq-in) 1.240 2.790 Factored Applied Moment Mua(in-k) 169.0 394.4 Factored Total Moment Mu(in-k) 220.3 511.0 Resisting Moment 4)Mn(in-k) 389.8 893.9 Cracking Moment Mcr(in-k) 197.9 596.8 Ultimate Load Deflection Au(in) 3.99 3.82 Service Load Deflection As(in) 0.14 0.11 Allow Service Deflection (in) 1.88 1.88 Steel Ratio (x1000) p 4.48 3.34 Allowable Steel Ratio 21.38 21.38 Concrete Strain (x1000) £c 0.73 0.61 Allowable Concrete Strain 2.25 2.25 Steel Strain (x1000) £t 2.07 2.07 Allowable Steel Strain 2.07 2.07 Cracked Moment Of Inertia (x Ig) 0.079 0.063 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 Tilt- wnrks- Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: SO4 - S01 thru S12 Max Height: 26.42 ft Max Width: 19.938 ft Total Panel Wt: 33,513 lbs C.G. X 9.931 ft Concrete: 8.27 cu yds C.G. Y: 16.191 ft Str Reinf Wt: 1,330 lbs Slenderness: 38.90 Str Reinf: 2.518 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 opening 2.00 0.00 16.00 9.67 opening 14.67 -0.67 3.33 0.67 roof support 0.00 23.50 20.00 23.50 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 23.50 surface load 0.00 25.00 Load Combinations = L. C. (Strength) 1 1.2 D + 0.5 Lm + 1.6 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 31.2D+1.6Lm+0.5W 41.2D+0.5Lm+1.0Lf+1.0W 5 0.9 D + 1.0 W 61.4D Reinforcing Configuration: Face 20.00 8.00 D 0.378 Lm 0.630 klf 20.00 W 30.30 E 0.00 psf Load Combinations = L. C. (Service Deflection) 1 1.0 D + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.0 D + 0.6 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 1.0 D + 0.6 W 6 1.0 D Page 1 of 2 &Tqt-werks' Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: SO4 - S01 thru S12 Strip Number 1 2 Strip Width b(ft) 1.97 1.97 Load Width (ft) 10.00 10.00 Structural Thickness (in) 7.25 7.25 Distance to Analysis Point (ft) 11.75 11.75 Unbraced Length Lu(ft) 23.50 23.50 Dist. to c.g. of Steel d(in) 5.81 5.81 Strength Reduction Factor m 0.900 0.900 Controlling Strength L.C. 4 4 Controlling Service Defl L.C. 5 5 Factored Applied Load Pua(kips) 7.69 7.69 Factored Panel Weight Puw(kips) 14.41 14.41 Factored Axial Force Pu(kips) 22.10 22.10 Factored Pressure Wu(klf) 0.303 0.303 Design Status OK OK Reinforcement Level ea.face ea.face Bar Quantity And Size 445's 445's Chair Height (in) 5.00 5.00 Down Face Chair Height (in) 1.00 1.00 Bar Spacing (in) 5.88 5.88 Area of Steel Provided As(sq-in) 1.240 1.240 Factored Applied Moment Mua(in-k) 281.7 281.7 Factored Total Moment Mu(in-k) 386.8 386.8 Resisting Moment 4)Mn(in-k) 392.4 392.4 Cracking Moment Mcr(in-k) 98.2 98.2 Ultimate Load Deflection Au(in) 4.76 4.76 Service Load Deflection As(in) 1.45 1.45 Allow Service Deflection (in) 1.88 1.88 Steel Ratio (x1000) p 9.03 9.03 Allowable Steel Ratio 21.38 21.38 Concrete Strain (x1000) £c 1.27 1.27 Allowable Concrete Strain 2.25 2.25 Steel Strain (x1000) Et 2.07 2.07 Allowable Steel Strain 2.07 2.07 Cracked Moment Of Inertia (x Ig) 0.234 0.234 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 rrut Werks- Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: S05 - S01 thru S12 Max Height: 26.42 ft Total Panel Wt: 33,513 lbs Concrete: 8.27 cu yds Str Reinf Wt: 1,330 lbs Str Reinf: 2.518 lbs/sq ft 4.0 ksi 4.0 ksi Steel: 60.0 ksi Max Width: 19.938 ft C.G. X 10.007 ft C.G. Y: 16.191 ft Slenderness: 38.90 Building Code: ACI 318-11 Horz. T&S Bars: #4's @18in Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top bottom opening opening roof support base support Load Type X -Dim Y -Dim Width Ecc (in) roof load 0.00 23.50 20.00 8.00 surface load 0.00 25.00 20.00 Load Combinations = L. C. (Strength) 1 1.2 D + 0.5 Lm + 1.6 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 31.2D+1.6Lm+0.5W 41.2D+0.5Lm+1.0Lf+1.0W 5 0.9 D + 1.0 W 61.4D Reinforcing Configuration: Face 0.00 25.00 20.00 25.00 7.25 0.00 -1.42 20.00 -1.42 2.00 -0.67 3.33 0.67 2.00 0.00 16.00 9.67 0.00 23.50 20.00 23.50 0.00 0.00 20.00 0.00 Forces D 0.378 Lm 0.630 klf W 30.30 E 0.00 psf Load Combinations = L. C. (Service Deflection) 1 1.0 D + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.0 D + 0.6 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 1.0 D + 0.6 W 6 1.0 D Page 1 of 2 46aut-we►*sA Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: S05 - S01 thru S12 Strip Number 1 2 Strip Width b(ft) 1.97 1.97 Load Width (ft) 10.00 10.00 Structural Thickness (in) 7.25 7.25 Distance to Analysis Point (ft) 11.75 11.75 Unbraced Length Lu(ft) 23.50 23.50 Dist. to c.g. of Steel d(in) 5.81 5.81 Strength Reduction Factor (1) 0.900 0.900 Controlling Strength L.C. 4 4 Controlling Service Defl L.C. 5 5 Factored Applied Load Pua(kips) 7.69 7.69 Factored Panel Weight Puw(kips) 14.41 14.41 Factored Axial Force Pu(kips) 22.10 22.10 Factored Pressure Wu(klf) 0.303 0.303 Design Status OK OK Reinforcement Level ea.face ea.face Bar Quantity And Size 445's 445's Chair Height (in) 5.00 5.00 Down Face Chair Height (in) 1.00 1.00 Bar Spacing (in) 5.88 5.88 Area of Steel Provided As(sq-in) 1.240 1.240 Factored Applied Moment Mua(in-k) 281.7 281.7 Factored Total Moment Mu(in-k) 386.8 386.8 Resisting Moment mMn(in-k) 392.4 392.4 Cracking Moment Mcr(in-k) 98.2 98.2 Ultimate Load Deflection Au(in) 4.76 4.76 Service Load Deflection As(in) 1.45 1.45 Allow Service Deflection (in) 1.88 1.88 Steel Ratio (x1000) p 9.03 9.03 Allowable Steel Ratio 21.38 21.38 Concrete Strain (x1000) £c 1.27 1.27 Allowable Concrete Strain 2.25 2.25 Steel Strain (x1000) £t 2.07 2.07 Allowable Steel Strain 2.07 2.07 Cracked Moment Of Inertia (x Ig) 0.234 0.234 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 renit-ve►ks- Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: S06 - S01 thru S12 Max Height: 26.42 ft Max Width: 19.938 ft Total Panel Wt: 46,281 lbs C.G. X 9.843 ft Concrete: 11.43 cu yds C.G. Y: 13.212 ft Str Reinf Wt: 1,452 lbs Slenderness: 38.90 Str Reinf: 2.749 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 opening 12.00 9.67 4.00 4.00 roof support 0.00 23.50 20.00 23.50 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 23.50 20.00 8.00 D 0.378 Lm 0.630 klf surface load 0.00 25.00 20.00 W 30.30 E 0.00 psf Load Combinations = L. C. (Strength) 1 1.2 D + 0.5 Lm + 1.6 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 3 1.2 D + 1.6 Lm + 0.5 W 4 1.2 D + 0.5 Lm + 1.0 Lf + 1.0 W 5 0.9 D + 1.0 W 61.4D Reinforcing Configuration: Face Load Combinations = L. C. (Service Deflection) 1 1.0 D + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.0 D + 0.6 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 1.0 D + 0.6 W 61.0D Page 1 of 2 %tilt -weeks' Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: S06 - S01 thru S12 Strip Number 1 2 Strip Width b(ft) 11.97 3.97 Load Width (ft) 14.00 6.00 Structural Thickness (in) 7.25 7.25 Distance to Analysis Point (ft) 11.75 11.75 Unbraced Length Lu(ft) 23.50 23.50 Dist. to c.g. of Steel d(in) 5.81 5.81 Strength Reduction Factor m 0.900 0.900 Controlling Strength L.C. 4 4 Controlling Service Defl L.C. 5 5 Factored Applied Load Pua(kips) 10.76 4.61 Factored Panel Weight Puw(kips) 19.76 8.23 Factored Axial Force Pu(kips) 30.52 12.84 Factored Pressure Wu(klf) 0.424 0.182 Design Status OK OK Reinforcement Level ea.face ea.face Bar Quantity And Size 945's 445's Chair Height (in) 5.00 5.00 Down Face Chair Height (in) 1.00 1.00 Bar Spacing (in) 17.25 13.88 Area of Steel Provided As(sq-in) 2.790 1.240 Factored Applied Moment Mua(in-k) 394.4 169.0 Factored Total Moment Mu(in-k) 511.0 220.3 Resisting Moment 4)Mn(in-k) 893.9 389.8 Cracking Moment Mcr(in-k) 596.8 197.9 Ultimate Load Deflection Au(in) 3.82 3.99 Service Load Deflection As(in) 0.11 0.14 Allow Service Deflection (in) 1.88 1.88 Steel Ratio (x1000) p 3.34 4.48 Allowable Steel Ratio 21.38 21.38 Concrete Strain (x1000) £c 0.61 0.73 Allowable Concrete Strain 2.25 2.25 Steel Strain (x1000) £t 2.07 2.07 Allowable Steel Strain 2.07 2.07 Cracked Moment Of Inertia (x Ig) 0.063 0.079 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 .Mlt-verks- Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: S07 - S01 thru S12 FJ5 16 7 Max Height: 26.42 ft Max Width: 19.938 ft Total Panel Wt: 42,464 lbs C.G. X 9.566 ft Concrete: 10.49 cu yds C.G. Y: 13.693 ft Str Reinf Wt: 1,463 lbs Slenderness: 38.90 Str Reinf: 2.770 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 opening 4.00 9.67 4.00 4.00 opening 14.00 9.67 4.00 4.00 opening 14.33 -0.67 3.33 7.83 roof support 0.00 23.50 20.00 23.50 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 23.50 20.00 surface load 0.00 25.00 20.00 Load Combinations = L. C. (Strength) 1 1.2 D + 0.5 Lm + 1.6 Lf 21.2D+1.6Lm+1.0Lf 3 1.2 D + 1.6 Lm + 0.5 W 41.2D+0.5Lm+1.0Lf+1.0W 50.9D+1.OW 61.4D Reinforcing Configuration: Face 8.00 D 0.378 Lm 0.630 klf W 30.30 E 0.00 psf Load Combinations = L. C. (Service Deflection) 11.0D+1.0Lf 2 1.0 D + 1.0 Lf 31.OD+0.6W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 51.OD+0.6W 6 1.0 D Page 1 of 2 rorut-works- Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Project: Ficco Office Warehouse Project #: 16-178.10 Panel: S07 - S01 thru S12 Strip Number 1 2 3 Strip Width b(ft) 3.97 6.00 1.97 Load Width (ft) 6.00 10.00 4.00 Structural Thickness (in) 7.25 7.25 7.25 Distance to Analysis Point (ft) 11.75 11.75 11.75 Unbraced Length Lu(ft) 23.50 23.50 23.50 Dist. to c.g. of Steel d(in) 5.81 5.81 5.81 Strength Reduction Factor 4) 0.900 0.900 0.900 Controlling Strength L.C. 4 4 4 Controlling Service Defl L.C. 5 5 5 Factored Applied Load Pua(kips) 4.61 7.69 3.07 Factored Panel Weight Puw(kips) 8.23 13.58 5.35 Factored Axial Force Pu(kips) 12.84 21.26 8.42 Factored Pressure Wu(klf) 0.182 0.303 0.121 Design Status OK OK OK Reinforcement Level ea.face ea.face ea.face Bar Quantity And Size 445's 545's 245's Chair Height (in) 5.00 5.00 5.00 Down Face Chair Height (in) 1.00 1.00 1.00 Bar Spacing (in) 13.88 16.50 17.63 Area of Steel Provided As(sq-in) 1.240 1.550 0.620 Factored Applied Moment Mua(in-k) 169.0 281.7 112.7 Factored Total Moment Mu(in-k) 220.3 364.7 146.6 Resisting Moment mMn(in-k) 389.8 505.5 199.9 Cracking Moment Mcr(in-k) 197.9 299.2 98.2 Ultimate Load Deflection Au(in) 3.99 3.90 4.03 Service Load Deflection As(in) 0.14 0.16 0.23 Allow Service Deflection (in) 1.88 1.88 1.88 Steel Ratio (x1000) p 4.48 3.70 4.51 Allowable Steel Ratio 21.38 21.38 21.38 Concrete Strain (x1000) £c 0.73 0.67 0.76 Allowable Concrete Strain 2.25 2.25 2.25 Steel Strain (x1000) £t 2.07 2.07 2.07 Allowable Steel Strain 2.07 2.07 2.07 Cracked Moment Of Inertia (x Ig) 0.079 0.088 0.105 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 renit-we Sa Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: S08 - S01 thru S12 2 Max Height: 26.42 ft Max Width: 19.938 ft Total Panel Wt: 32,143 lbs C.G. X 10.454 ft Concrete: 7.94 cu yds C.G. Y: 15.774 ft Str Reinf Wt: 1,063 lbs Slenderness: 38.90 Str Reinf: 2.012 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 opening 3.00 -0.67 12.00 14.33 roof support 0.00 23.50 20.00 23.50 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 23.50 20.00 8.00 D 0.378 Lm 0.630 klf surface load 0.00 25.00 20.00 W 30.30 E 0.00 psf Load Combinations = L. C. (Strength) Load Combinations = L. C. (Service Deflection) 1 1.2 D + 0.5 Lm + 1.6 Lf 1 1.0 D + 1.0 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.2 D + 1.6 Lm + 0.5 W 3 1.0 D + 0.6 W 41.2D+0.5Lm+1.0Lf+1.0W 41.0D+0.75 Lf + 0.75(0.6W) 5 0.9 D+ 1.0 W 5 1.0 D+ 0.6 W 6 1.4 D 6 1.0 D Reinforcing Configuration: Face Page 1 of 2 M Tilt- e! Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Strip Number Project: Ficco Office Warehouse Project #: 16-178.10 Panel: S08 - S01 thru S12 1 2 Strip Width b(ft) 2.97 4.97 Load Width (ft) 9.00 11.00 Structural Thickness (in) 7.25 7.25 Distance to Analysis Point (ft) 11.75 11.75 Unbraced Length Lu(ft) 23.50 23.50 Dist. to c.g. of Steel d(in) 5.81 5.81 Strength Reduction Factor 0 0.900 0.900 Controlling Strength L.C. 4 4 Controlling Service Deft L.C. 5 5 Factored Applied Load Pua(kips) 6.92 8.45 Factored Panel Weight Puw(kips) 11.72 14.60 Factored Axial Force Pu(kips) 18.64 23.05 Factored Pressure Wu(klf) 0.273 0.333 Design Status OK OK Reinforcement Level ea.face ea.face Bar Quantity And Size 445's 445's Chair Height (in) 5.00 5.00 Down Face Chair Height (in) 1.00 1.00 Bar Spacing (in) 9.88 17.88 Area of Steel Provided As(sq-in) 1.240 1.240 Factored Applied Moment Mua(in-k) 253.6 309.9 Factored Total Moment Mu(in-k) 333.0 400.3 Resisting Moment OMn(in-k) 397.5 420.9 Cracking Moment Mcr(in-k) 148.0 247.8 Ultimate Load Deflection Au(in) 4.26 3.92 Service Load Deflection As(in) 0.79 0.44 Allow Service Deflection (in) 1.88 1.88 Steel Ratio (x1000) p 5.99 3.58 Allowable Steel Ratio 21.38 21.38 Concrete Strain (x1000) £c 0.92 0.68 Allowable Concrete Strain 2.25 2.25 Steel Strain (x1000) £t 2.07 2.07 Allowable Steel Strain 2.07 2.07 Cracked Moment Of Inertia (x Ig) 0.149 0.117 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 �t ilt-werks- Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: S09 - S01 thru S12 Max Height: 26.42 ft Max Width: 19.938 ft Total Panel Wt: 32,143 lbs C.G. X 9.484 ft Concrete: 7.94 cu yds C.G. Y: 15.774 ft Str Reinf Wt: 1,063 lbs Slenderness: 38.90 Str Reinf: 2.012 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 opening 5.00 -0.67 12.00 14.33 roof support 0.00 23.50 20.00 23.50 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 23.50 20.00 8.00 D 0.378 Lm 0.630 klf surface load 0.00 25.00 20.00 W 30.30 E 0.00 psf Load Combinations = L. C. (Strength) Load Combinations = L. C. (Service Deflection) 1 1.2 D + 0.5 Lm + 1.6 Lf 1 1.0 D + 1.0 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 2 1.0 D + 1.0 Lf 31.2 D + 1.6 Lm + 0.5 W 3 1.0 D + 0.6 W 41.2D+0.5Lm+1.0Lf+1.0W 41.0D+0.75 Lf + 0.75(0.6W) 5 0.9 D+ 1.0 W 5 1.0 D+ 0.6 W 6 1.4 D 6 1.0 D Reinforcing Configuration: Face Page 1 of 2 ex-Tut-Werks- Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Strip Number Project: Ficco Office Warehouse Project #: 16-178.10 Panel: S09 - S01 thru S12 1 2 Strip Width b(ft) 4.97 2.97 Load Width (ft) 11.00 9.00 Structural Thickness (in) 7.25 7.25 Distance to Analysis Point (ft) 11.75 11.75 Unbraced Length Lu(ft) 23.50 23.50 Dist. to c.g. of Steel d(in) 5.81 5.81 Strength Reduction Factor 0 0.900 0.900 Controlling Strength L.C. 4 4 Controlling Service Defl L.C. 5 5 Factored Applied Load Pua(kips) 8.45 6.92 Factored Panel Weight Puw(kips) 14.60 11.72 Factored Axial Force Pu(kips) 23.05 18.64 Factored Pressure Wu(klf) 0.333 0.273 Design Status OK OK Reinforcement Level ea.face ea.face Bar Quantity And Size 445's 445's Chair Height (in) 5.00 5.00 Down Face Chair Height (in) 1.00 1.00 Bar Spacing (in) 17.88 9.88 Area of Steel Provided As(sq-in) 1.240 1.240 Factored Applied Moment Mua(in-k) 309.9 253.6 Factored Total Moment Mu(in-k) 400.3 333.0 Resisting Moment 4)Mn(in-k) 420.9 397.5 Cracking Moment Mcr(in-k) 247.8 148.0 Ultimate Load Deflection Du(in) 3.92 4.26 Service Load Deflection As(in) 0.44 0.79 Allow Service Deflection (in) 1.88 1.88 Steel Ratio (x1000) p 3.58 5.99 Allowable Steel Ratio 21.38 21.38 Concrete Strain (x1000) £c 0.68 0.92 Allowable Concrete Strain 2.25 2.25 Steel Strain (x1000) £t 2.07 2.07 Allowable Steel Strain 2.07 2.07 Cracked Moment Of Inertia (x Ig) 0.117 0.149 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 i'rilt-werks- Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Project: Ficco Office Warehouse Project #: 16-178.10 Panel: S10 - S01 thru S12 Max Height: 26.42 ft Max Width: 19.938 ft Total Panel Wt: 42,464 lbs C.G. X 10.371 ft Concrete: 10.49 cu yds C.G. Y: 13.693 ft Str Reinf Wt: 1,463 lbs Slenderness: 38.90 Str Reinf: 2.770 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 opening 2.00 9.67 4.00 4.00 opening 2.33 -0.67 3.33 7.83 opening 12.00 9.67 4.00 4.00 roof support 0.00 23.50 20.00 23.50 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 23.50 20.00 8.00 D 0.378 Lm 0.630 klf surface load 0.00 25.00 20.00 W 30.30 E 0.00 psf Load Combinations = L. C. (Strength) Load Combinations = L. C. (Service Deflection) 1 1.2 D + 0.5 Lm + 1.6 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 3 1.2 D + 1.6 Lm + 0.5 W 4 1.2 D + 0.5 Lm + 1.0 Lf + 1.0 W 5 0.9 D + 1.0 W 6 1.4 D Reinforcing Configuration: Face 11.0D+1.0Lf 21.0D+1.0Lf 3 1.0 D + 0.6 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 1.0 D + 0.6 W 6 1.0 D Page 1 of 2 Amit- e►*s' Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: S10 - S01 thru S12 Strip Number 1 2 3 Strip Width b(ft) 1.97 6.00 3.97 Load Width (ft) 4.00 10.00 6.00 Structural Thickness (in) 7.25 7.25 7.25 Distance to Analysis Point (ft) 11.75 11.75 11.75 Unbraced Length Lu(ft) 23.50 23.50 23.50 Dist. to c.g. of Steel d(in) 5.81 5.81 5.81 Strength Reduction Factor m 0.900 0.900 0.900 Controlling Strength L.C. 4 4 4 Controlling Service Defl L.C. 5 5 5 Factored Applied Load Pua(kips) 3.07 7.69 4.61 Factored Panel Weight Puw(kips) 5.35 13.58 8.23 Factored Axial Force Pu(kips) 8.42 21.26 12.84 Factored Pressure Wu(klf) 0.121 0.303 0.182 Design Status OK OK OK Reinforcement Level ea.face ea.face ea.face Bar Quantity And Size 245's 545's 445's Chair Height (in) 5.00 5.00 5.00 Down Face Chair Height (in) 1.00 1.00 1.00 Bar Spacing (in) 17.63 16.50 13.88 Area of Steel Provided As(sq-in) 0.620 1.550 1.240 Factored Applied Moment Mua(in-k) 112.7 281.7 169.0 Factored Total Moment Mu(in-k) 146.6 364.7 220.3 Resisting Moment 4)Mn(in-k) 199.9 505.5 389.8 Cracking Moment Mcr(in-k) 98.2 299.2 197.9 Ultimate Load Deflection Au(in) 4.03 3.90 3.99 Service Load Deflection As(in) 0.23 0.16 0.14 Allow Service Deflection (in) 1.88 1.88 1.88 Steel Ratio (x1000) p 4.51 3.70 4.48 Allowable Steel Ratio 21.38 21.38 21.38 Concrete Strain (x1000) £c 0.76 0.67 0.73 Allowable Concrete Strain 2.25 2.25 2.25 Steel Strain (x1000) £t 2.07 2.07 2.07 Allowable Steel Strain 2.07 2.07 2.07 Cracked Moment Of Inertia (x Ig) 0.105 0.088 0.079 General Notes. 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 Alra w , Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: S11 - S01 thru S12 ■ Max Height: 26.42 ft Max Width: 19.938 ft Total Panel Wt: 46,281 lbs C.G. X 10.094 ft Concrete: 11.43 cu yds C.G. Y: 13.212 ft Str Reinf Wt: 1,452 lbs Slenderness: 38.90 Str Reinf: 2.749 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 opening 4.00 9.67 4.00 4.00 roof support 0.00 23.50 20.00 23.50 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width roof load 0.00 23.50 20.00 surface load 0.00 25.00 20.00 Load Combinations = L. C. (Strength) 1 1.2 D + 0.5 Lm + 1.6 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 31.2D+1.6Lm+0.5W 41.2D+0.5Lm+1.0Lf+1.0W 5 0.9 D + 1.0 W 61.4D Reinforcing Configuration: Face Ecc (in) Forces 8.00 D 0.378 Lm 0.630 klf W 30.30 E 0.00 psf Load Combinations = L. C. (Service Deflection) 1 1.0 D + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.0 D + 0.6 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 1.0 D + 0.6 W 61.0D Pagel of 2 XwTur-we►*s� Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Strip Number Project: Ficco Office Warehouse Project #: 16-178.10 Panel: S11 - S01 thru S12 1 2 Strip Width b(ft) 3.97 11.97 Load Width (ft) 6.00 14.00 Structural Thickness (in) 7.25 7.25 Distance to Analysis Point (ft) 11.75 11.75 Unbraced Length Lu(ft) 23.50 23.50 Dist. to c.g. of Steel d(in) 5.81 5.81 Strength Reduction Factor 0 0.900 0.900 Controlling Strength L.C. 4 4 Controlling Service Defl L.C. 5 5 Factored Applied Load Pua(kips) 4.61 10.76 Factored Panel Weight Puw(kips) 8.23 19.76 Factored Axial Force Pu(kips) 12.84 30.52 Factored Pressure Wu(klf) 0.182 0.424 Design Status OK OK Reinforcement Level ea.face ea.face Bar Quantity And Size 445's 945's Chair Height (in) 5.00 5.00 Down Face Chair Height (in) 1.00 1.00 Bar Spacing (in) 13.88 17.25 Area of Steel Provided As(sq-in) 1.240 2.790 Factored Applied Moment Mua(in-k) 169.0 394.4 Factored Total Moment Mu(in-k) 220.3 511.0 Resisting Moment 4)Mn(in-k) 389.8 893.9 Cracking Moment Mcr(in-k) 197.9 596.8 Ultimate Load Deflection Du(in) 3.99 3.82 Service Load Deflection As(in) 0.14 0.11 Allow Service Deflection (in) 1.88 1.88 Steel Ratio (x1000) p 4.48 3.34 Allowable Steel Ratio 21.38 21.38 Concrete Strain (x1000) £c 0.73 0.61 Allowable Concrete Strain 2.25 2.25 Steel Strain (x1000) £t 2.07 2.07 Allowable Steel Strain 2.07 2.07 Cracked Moment Of Inertia (x Ig) 0.079 0.063 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 �t'.Tilt werks� Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: S12 - S01 thru S12 Max Height: 26.42 ft Max Width: 19.969 ft Total Panel Wt: 33,587 lbs C.G. X 10.029 ft Concrete: 8.29 cu yds C.G. Y: 16.185 ft Str Reinf Wt: 1,435 lbs Slenderness: 38.90 Str Reinf: 2.716 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 10 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 opening 2.00 -0.67 3.33 0.67 opening 2.00 0.00 16.00 9.67 roof support 0.00 23.50 20.00 23.50 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 23.50 20.00 8.00 D 0.378 Lm 0.630 klf surface load 0.00 25.00 11.00 W 30.30 E 0.00 psf roof load 0.00 23.50 20.00 8.00 D 0.000 Lm 0.162 klf surface load 11.00 25.00 9.00 W 32.30 E 0.00 psf Load Combinations = L. C. (Strength) 1 1.2 D + 0.5 Lm + 1.6 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 3 1.2 D + 1.6 Lm + 0.5 W 4 1.2 D + 0.5 Lm + 1.0 Lf + 1.0 W 5 0.9 D + 1.0 W 61.4D Reinforcing Configuration: Face Load Combinations = L. C. (Service Deflection) 1 1.0 D + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.0 D + 0.6 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 1.0 D + 0.6 W 6 1.0 D Page 1 of 2 r aft- er*s' Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: S12 - S01 thru S12 Strip Number 1 2 Strip Width b(ft) 1.97 2.00 Load Width (ft) 10.00 10.00 Structural Thickness (in) 7.25 7.25 Distance to Analysis Point (ft) 11.75 11.75 Unbraced Length Lu(ft) 23.50 23.50 Dist. to c.g. of Steel d(in) 5.81 5.81 Strength Reduction Factor m 0.900 0.900 Controlling Strength L.C. 4 4 Controlling Service Defl L.C. 5 5 Factored Applied Load Pua(kips) 8.50 8.50 Factored Panel Weight Puw(kips) 14.41 14.41 Factored Axial Force Pu(kips) 22.91 22.91 Factored Pressure Wu(klf) 0.303 0.321 Design Status OK OK Reinforcement Level ea.face ea.face Bar Quantity And Size 545's 545's Chair Height (in) 5.00 5.00 Down Face Chair Height (in) 1.00 1.00 Bar Spacing (in) 4.38 4.50 Area of Steel Provided As(sq-in) 1.550 1.550 Factored Applied Moment Mua(in-k) 285.0 299.9 Factored Total Moment Mu(in-k) 400.4 414.7 Resisting Moment mMn(in-k) 469.5 470.3 Cracking Moment Mcr(in-k) 98.2 99.7 Ultimate Load Deflection Au(in) 5.04 5.01 Service Load Deflection As(in) 1.25 1.33 Allow Service Deflection (in) 1.88 1.88 Steel Ratio (x1000) p 11.29 11.11 Allowable Steel Ratio 21.38 21.38 Concrete Strain (x1000) Sc 1.47 1.45 Allowable Concrete Strain 2.25 2.25 Steel Strain (x1000) £t 2.07 2.07 Allowable Steel Strain 2.07 2.07 Cracked Moment Of Inertia (x Ig) 0.229 0.235 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 itonit-weeks- Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: W01 - W01 thru W06 Max Height: 26.42 ft Max Width: 19.365 ft Total Panel Wt: 31,859 lbs C.G. X 9.813 ft Concrete: 7.87 cu yds C.G. Y: 16.299 ft Str Reinf Wt: 1,223 lbs Slenderness: 35.43 Str Reinf: 2.387 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 19.40 25.00 7.25 bottom 0.00 -1.42 19.40 -1.42 opening 1.40 0.00 16.00 10.00 roof support 0.00 21.00 19.40 21.40 base support 0.00 0.00 19.40 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces surface load 0.00 25.00 9.00 W 32.30 E 0.00 psf roof load 0.00 21.40 19.40 8.00 D 0.025 Lm 0.115 klf surface load 9.00 25.00 10.40 W 30.30 E 0.00 psf Load Combinations = L. C. (Strength) Load Combinations = L. C. (Service Deflection) 1 1.2 D + 0.5 Lm + 1.6 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 3 1.2 D + 1.6 Lm + 0.5 W 4 1.2 D + 0.5 Lm + 1.0 Lf + 1.0 W 5 0.9 D + 1.0 W 61.4D Reinforcing Configuration: Face 1 1.0 D + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.0 D + 0.6 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 1.0 D + 0.6 W 6 1.0 D Page 1 of 2 -r TYt-we!*s- Panel Engineering Report Company: Peak Engineering, Inc User: Peak2 Engineering Date: 11/10/2016 Strip Number Project: Ficco Office Warehouse Project #: 16-178.10 Panel: W01 - W01 thru W06 1 2 Strip Width b(ft) 1.40 1.97 Load Width (ft) 9.40 10.00 Structural Thickness (in) 7.25 7.25 Distance to Analysis Point (ft) 10.51 10.70 Unbraced Length Lu(ft) 21.03 21.40 Dist. to c.g. of Steel d(in) 5.81 5.81 Strength Reduction Factor 4) 0.900 0.900 Controlling Strength L.C. 4 4 Controlling Service Defl L.C. 5 5 Factored Applied Load Pua(kips) 0.82 0.88 Factored Panel Weight Puw(kips) 14.80 15.55 Factored Axial Force Pu(kips) 15.62 16.42 Factored Pressure Wu(klf) 0.303 0.303 Design Status OK OK Reinforcement Level ea.face ea.face Bar Quantity And Size 345's 345's Chair Height (in) 5.00 5.00 Down Face Chair Height (in) 1.00 1.00 Bar Spacing (in) 5.38 8.88 Area of Steel Provided As(sq-in) 0.930 0.930 Factored Applied Moment Mua(in-k) 204.1 211.7 Factored Total Moment Mu(in-k) 264.4 271.8 Resisting Moment 4)Mn(in-k) 290.7 301.3 Cracking Moment Mcr(in-k) 69.6 98.2 Ultimate Load Deflection Au(in) 3.86 3.66 Service Load Deflection As(in) 1.14 0.94 Allow Service Deflection (in) 1.68 1.71 Steel Ratio (x1000) p 9.55 6.77 Allowable Steel Ratio 21.38 21.38 Concrete Strain (x1000) Cc 1.31 1.03 Allowable Concrete Strain 2.25 2.25 Steel Strain (x1000) £t 2.07 2.07 Allowable Steel Strain 2.07 2.07 Cracked Moment Of Inertia (x Ig) 0.223 0.177 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 romt-we►*s° Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: W02 - W01 thru W06 701 Max Height: 26.42 ft Max Width: 19.938 ft Total Panel Wt: 46,281 lbs C.G. X 9.843 ft Concrete: 11.43 cu yds C.G. Y: 13.202 ft Str Reinf Wt: 1,478 lbs Slenderness: 36.12 Str Reinf: 2.798 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 opening 12.00 10.00 4.00 4.00 roof support 0.00 21.40 20.00 21.82 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 21.82 20.00 8.00 D 0.025 Lm 0.115 klf surface load 0.00 25.00 20.00 W 30.30 E 0.00 psf Load Combinations = L. C. (Strength) Load Combinations = L. C. (Service Deflection) 1 1.2 D + 0.5 Lm + 1.6 Lf 1 1.0 D + 1.0 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 2 1.0 D + 1.0 Lf 31.2 D + 1.6 Lm + 0.5 W 3 1.0 D + 0.6 W 41.2D+0.5Lm+1.0Lf+1.0W 41.0D+0.75 Lf + 0.75(0.6W) 5 0.9 D+ 1.0 W 5 1.0 D+ 0.6 W 61.4D 61.0D Reinforcing Configuration: Face Page 1 of 2 4&T►�t-r*s' Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Project: Ficco Office Warehouse Project #: 16-178.10 Panel: W02 - W01 thru W06 Strip Number 1 2 Strip Width b(ft) 11.97 3.97 Load Width (ft) 14.00 6.00 Structural Thickness (in) 7.25 7.25 Distance to Analysis Point (ft) 10.83 10.91 Unbraced Length Lu(ft) 21.65 21.82 Dist. to c.g. of Steel d(in) 5.81 5.81 Strength Reduction Factor m 0.900 0.900 Controlling Strength L.C. 4 4 Controlling Service Defl L.C. 5 5 Factored Applied Load Pua(kips) 1.23 0.52 Factored Panel Weight Puw(kips) 20.89 8.52 Factored Axial Force Pu(kips) 22.11 9.05 Factored Pressure Wu(klf) 0.424 0.182 Design Status OK OK Reinforcement Level ea.face ea.face Bar Quantity And Size 945's 445's Chair Height (in) 5.00 5.00 Down Face Chair Height (in) 1.00 1.00 Bar Spacing (in) 17.25 13.88 Area of Steel Provided As(sq-in) 2.790 1.240 Factored Applied Moment Mua(in-k) 303.3 131.9 Factored Total Moment Mu(in-k) 374.6 162.8 Resisting Moment mMn(in-k) 871.6 380.1 Cracking Moment Mcr(in-k) 596.8 197.9 Ultimate Load Deflection Au(in) 3.23 3.41 Service Load Deflection As(in) 0.07 0.10 Allow Service Deflection (in) 1.73 1.75 Steel Ratio (x1000) p 3.34 4.48 Allowable Steel Ratio 21.38 21.38 Concrete Strain (x1000) £c 0.60 0.71 Allowable Concrete Strain 2.25 2.25 Steel Strain (x1000) £t 2.07 2.07 Allowable Steel Strain 2.07 2.07 Cracked Moment Of Inertia (x Ig) 0.047 0.059 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 XTYt-ve*s' Panel Engineering Report Company: Peak Engineering, Inc User: Peak2 Engineering Date: 11/10/2016 Project: Ficco Office Warehouse Project #: 16-178.10 Panel: W03 - W01 thru W06 Max Height: 26.42 ft Max Width: 19.938 ft Total Panel Wt: 41,785 lbs C.G. X 9.758 ft Concrete: 10.32 cu yds C.G. Y: 14.120 ft Str Reinf Wt: 1,677 lbs Slenderness: 36.81 Str Reinf: 3.174 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 opening 4.00 10.00 4.00 4.00 opening 10.08 -0.67 6.33 7.83 roof support 0.00 21.82 20.00 22.24 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 22.24 20.00 8.00 D 0.025 Lm 0.115 klf surface load 0.00 25.00 20.00 W 30.30 E 0.00 psf conc roof load 2.60 22.24 8.00 D14.70 Lm 34.10 kip Load Combinations = L. C. (Strength) Load Combinations = L. C. (Service Deflection) 1 1.2 D + 0.5 Lm + 1.6 Lf 1 1.0 D + 1.0 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 2 1.0 D + 1.0 Lf 31.2 D + 1.6 Lm + 0.5 W 3 1.0 D + 0.6 W 41.2D+0.5Lm+1.0Lf+1.0W 41.0D+0.75 Lf + 0.75(0.6W) 5 0.9 D+ 1.0 W 5 1.0 D+ 0.6 W 6 1.4 D 6 1.0 D Reinforcing Configuration: Face Page 1 of 2 Wilt-we►f5' Panel Engineering Report by - Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: W03 - W01 thru W06 Strip Number 1 2 3 Strip Width b(ft) 3.97 2.08 3.55 Load Width (ft) 6.00 7.25 6.75 Structural Thickness (in) 7.25 7.25 7.25 Distance to Analysis Point (ft) 10.95 11.02 11.12 Unbraced Length Lu(ft) 21.90 22.03 22.24 Dist. to c.g. of Steel d(in) 5.81 5.81 5.81 Strength Reduction Factor m 0.900 0.900 0.900 Controlling Strength L.C. 3 4 4 Controlling Service Defl L.C. 5 5 5 Factored Applied Load Pua(kips) 73.48 0.63 0.59 Factored Panel Weight Puw(kips) 8.50 10.38 10.19 Factored Axial Force Pu(kips) 81.99 11.01 10.78 Factored Pressure Wu(klf) 0.091 0.220 0.205 Design Status OK OK OK Reinforcement Level ea.face ea.face ea.face Bar Quantity And Size 645's 345's 445's Chair Height (in) 5.00 5.00 5.00 Down Face Chair Height (in) 1.00 1.00 1.00 Bar Spacing (in) 8.38 9.50 12.25 Area of Steel Provided As(sq-in) 1.860 0.930 1.240 Factored Applied Moment Mua(in-k) 359.4 162.5 154.1 Factored Total Moment Mu(in-k) 697.7 203.9 193.2 Resisting Moment (PMn(in-k) 713.5 289.6 382.3 Cracking Moment Mcr(in-k) 197.9 103.9 177.1 Ultimate Load Deflection Au(in) 4.13 3.76 3.63 Service Load Deflection As(in) 0.23 0.54 0.13 Allow Service Deflection (in) 1.75 1.76 1.78 Steel Ratio (x1000) p 6.72 6.40 5.00 Allowable Steel Ratio 21.38 21.38 21.38 Concrete Strain (x1000) £c 1.26 0.94 0.77 Allowable Concrete Strain 2.25 2.25 2.25 Steel Strain (x1000) £t 2.07 2.07 2.07 Allowable Steel Strain 2.07 2.07 2.07 Cracked Moment Of Inertia (x Ig) 0.210 0.130 0.076 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 1r;»-werks® Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: W04 - W01 thru W06 Max Height: 26.42 ft Max Width: 19.938 ft Total Panel Wt: 33,029 lbs C.G. X 9.930 ft Concrete: 8.16 cu yds C.G. Y: 16.264 ft Str Reinf Wt: 1,242 lbs Slenderness: 37.50 Str Reinf: 2.351 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 opening 2.00 0.00 16.00 10.00 opening 14.67 -0.67 3.33 0.67 roof support 0.00 22.24 20.00 22.65 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 22.65 20.00 8.00 D 0.025 Lm 0.115 klf surface load 0.00 25.00 20.00 W 30.30 E 0.00 psf Load Combinations = L. C. (Strength) Load Combinations = L. C. (Service Deflection) 1 1.2 D + 0.5 Lm + 1.6 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 3 1.2 D + 1.6 Lm + 0.5 W 41.2D+0.5Lm+1.0Lf+1.0W 5 0.9 D + 1.0 W 61.4D Reinforcing Configuration: Face 1 1.0 D + 1.0 Lf 21.0D+1.0Lf 3 1.0 D + 0.6 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 1.0 D + 0.6 W 61.OD Page 1 of 2 4T�!-!!*s- Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: W04 - W01 thru W06 Strip Number 1 2 Strip Width b(ft) 1.97 1.97 Load Width (ft) 10.00 10.00 Structural Thickness (in) 7.25 7.25 Distance to Analysis Point (ft) 11.14 11.33 Unbraced Length Lu(ft) 22.28 22.65 Dist. to c.g. of Steel d(in) 5.81 5.81 Strength Reduction Factor 4) 0.900 0.900 Controlling Strength L.C. 4 4 Controlling Service Defl L.C. 5 5 Factored Applied Load Pua(kips) 0.88 0.88 Factored Panel Weight Puw(kips) 15.07 14.87 Factored Axial Force Pu(kips) 15.95 15.74 Factored Pressure Wu(klf) 0.303 0.303 Design Status OK OK Reinforcement Level ea.face ea.face Bar Quantity And Size 345's 445's Chair Height (in) 5.00 5.00 Down Face Chair Height (in) 1.00 1.00 Bar Spacing (in) 8.88 5.88 Area of Steel Provided As(sq-in) 0.930 1.240 Factored Applied Moment Mua(in-k) 229.1 236.7 Factored Total Moment Mu(in-k) 292.2 305.0 Resisting Moment 4)Mn(in-k) 300.2 378.6 Cracking Moment Mcr(in-k) 98.2 98.2 Ultimate Load Deflection Au(in) 3.96 4.33 Service Load Deflection As(in) 1.17 1.03 Allow Service Deflection (in) 1.78 1.81 Steel Ratio (x1000) p 6.77 9.03 Allowable Steel Ratio 21.38 21.38 Concrete Strain (x1000) £c 1.02 1.20 Allowable Concrete Strain 2.25 2.25 Steel Strain (x1000) £t 2.07 2.07 Allowable Steel Strain 2.07 2.07 Cracked Moment Of Inertia (x Ig) 0.191 0.188 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 rarer werks- Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: W05 - W01 thru W06 Max Height: 26.42 ft Max Width: 19.938 ft Total Panel Wt: 31,781 lbs C.G. X 9.760 ft Concrete: 7.85 cu yds C.G. Y: 15.780 ft Str Reinf Wt: 1,230 lbs Slenderness: 38.19 Str Reinf: 2.329 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 20.00 25.00 7.25 bottom 0.00 -1.42 20.00 -1.42 opening 4.42 -0.67 12.00 14.67 roof support 0.00 22.65 20.00 23.07 base support 0.00 0.00 20.00 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 23.07 20.00 8.00 D 0.025 Lm 0.115 klf surface load 0.00 25.00 20.00 W 30.30 E 0.00 psf cone roof load 2.60 23.07 8.00 D 15.30 Lm 27.80 kip Load Combinations = L. C. (Strength) Load Combinations = L. C. (Service Deflection) 1 1.2 D + 0.5 Lm + 1.6 Lf 1 1.0 D + 1.0 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 2 1.0 D + 1.0 Lf 31.2 D + 1.6 Lm + 0.5 W 3 1.0 D + 0.6 W 4 1.2 D + 0.5 Lm + 1.0 Lf + 1.0 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 0.9 D+ 1.0 W 5 1.0 D+ 0.6 W 6 1.4 D 6 1.0 D Reinforcing Configuration: Face Page 1 of 2 Wilt- r*s' Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Strip Number Project: Ficco Office Warehouse Project #: 16-178.10 Panel: W05 - W01 thru W06 1 2 Strip Width b(ft) 4.39 3.55 Load Width (ft) 10.42 9.58 Structural Thickness (in) 7.25 7.25 Distance to Analysis Point (ft) 11.37 11.54 Unbraced Length Lu(ft) 22.75 23.07 Dist. to c.g. of Steel d(in) 5.81 5.81 Strength Reduction Factor 0 0.900 0.900 Controlling Strength L.C. 3 4 Controlling Service Defl L.C. 5 5 Factored Applied Load Pua(kips) 65.07 0.84 Factored Panel Weight Puw(kips) 13.72 12.42 Factored Axial Force Pu(kips) 78.79 13.26 Factored Pressure Wu(klf) 0.158 0.290 Design Status OK OK Reinforcement Level ea.face ea.face Bar Quantity And Size 745's 445's Chair Height (in) 5.00 5.00 Down Face Chair Height (in) 1.00 1.00 Bar Spacing (in) 7.75 12.25 Area of Steel Provided As(sq-in) 2.170 1.240 Factored Applied Moment Mua(in-k) 382.8 235.2 Factored Total Moment Mu(in-k) 731.0 287.2 Resisting Moment 4)Mn(in-k) 791.2 388.6 Cracking Moment Mcr(in-k) 218.7 177.1 Ultimate Load Deflection Au(in) 4.42 3.92 Service Load Deflection As(in) 0.60 0.44 Allow Service Deflection (in) 1.82 1.85 Steel Ratio (x1000) p 7.09 5.00 Allowable Steel Ratio 21.38 21.38 Concrete Strain (x1000) £c 1.24 0.79 Allowable Concrete Strain 2.25 2.25 Steel Strain (x1000) £t 2.07 2.07 Allowable Steel Strain 2.07 2.07 Cracked Moment Of Inertia (x Ig) 0.200 0.113 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 41%%tilt-weeks, Panel Engineering Report Company: Peak Engineering, Inc. User: Peak2 Engineering Date: 11/10/2016 Project: Ficco Office Warehouse Project #: 16-178.10 Panel: W06 - W01 thru W06 Max Height: 26.42 ft Max Width: 19.365 ft Total Panel Wt: 41,093 lbs C.G. X 10.062 ft Concrete: 10.15 cu yds C.G. Y: 13.685 ft Str Reinf Wt: 1,470 lbs Slenderness: 38.85 Str Reinf: 2.868 lbs/sq ft Building Code: ACI 318-11 4.0 ksi 4.0 ksi Horz. T&S Bars: #4's @18in Steel: 60.0 ksi Vert. T&S Bars: #5's @18in Panel Data X Y Width Height Thick top 0.00 25.00 19.40 25.00 7.25 bottom 0.00 -1.42 19.40 -1.42 opening 2.00 10.00 4.00 4.00 opening 2.33 -0.67 3.33 7.83 opening 12.00 10.00 4.00 4.00 roof support 0.00 23.07 19.40 23.47 base support 0.00 0.00 19.40 0.00 Load Type X -Dim Y -Dim Width Ecc (in) Forces roof load 0.00 23.47 19.40 8.00 D 0.025 Lm 0.115 klf surface load 0.00 25.00 19.40 W 30.30 E 0.00 psf surface load 11.60 25.00 7.79 W 32.30 E 0.00 psf Load Combinations = L. C. (Strength) 1 1.2 D + 0.5 Lm + 1.6 Lf 2 1.2 D + 1.6 Lm + 1.0 Lf 31.2D+1.6Lm+0.5W 41.2D+0.5Lm+1.0Lf+1.0W 5 0.9 D + 1.0 W 61.4D Reinforcing Configuration: Face Load Combinations = L. C. (Service Deflection) 1 1.0 D + 1.0 Lf 2 1.0 D + 1.0 Lf 3 1.0 D + 0.6 W 4 1.0 D + 0.75 Lf + 0.75(0.6W) 5 1.0 D + 0.6 W 61.OD Page 1 of 2 �t�r;�r-vur�►cs- Panel Engineering Report Company: Peak Engineering, Inc. Project: Ficco Office Warehouse User: Peak2 Engineering Project #: 16-178.10 Date: 11/10/2016 Panel: W06 - W01 thru W06 Strip Number 1 2 3 Strip Width b(ft) 1.97 6.00 3.40 Load Width (ft) 4.00 10.00 5.40 Structural Thickness (in) 7.25 7.25 7.25 Distance to Analysis Point (ft) 11.56 11.66 11.74 Unbraced Length Lu(ft) 23.11 23.32 23.47 Dist. to c.g. of Steel d(in) 5.81 5.81 5.81 Strength Reduction Factor 0 0.900 0.900 0.900 Controlling Strength L.C. 4 4 4 Controlling Service Defl L.C. 5 5 5 Factored Applied Load Pua(kips) 0.35 0.88 0.47 Factored Panel Weight Puw(kips) 5.32 13.49 7.29 Factored Axial Force Pu(kips) 5.67 14.36 7.76 Factored Pressure Wu(klf) 0.121 0.380 0.338 Design Status OK OK OK Reinforcement Level ea.face ea.face ea.face Bar Quantity And Size 245's 545's 445's Chair Height (in) 5.00 5.00 5.00 Down Face Chair Height (in) 1.00 1.00 1.00 Bar Spacing (in) 17.63 16.50 11.63 Area of Steel Provided As(sq-in) 0.620 1.550 1.240 Factored Applied Moment Mua(in-k) 98.5 313.8 281.1 Factored Total Moment Mu(in-k) 120.4 368.5 312.5 Resisting Moment mMn(in-k) 192.9 487.5 373.8 Cracking Moment Mcr(in-k) 98.2 299.2 169.3 Ultimate Load Deflection Au(in) 3.86 3.81 4.05 Service Load Deflection As(in) 0.17 0.18 0.82 Allow Service Deflection (in) 1.85 1.87 1.88 Steel Ratio (x1000) p 4.51 3.70 5.24 Allowable Steel Ratio 21.38 21.38 21.38 Concrete Strain (x1000) £c 0.73 0.64 0.78 Allowable Concrete Strain 2.25 2.25 2.25 Steel Strain (x1000) Ct 2.07 2.07 2.07 Allowable Steel Strain 2.07 2.07 2.07 Cracked Moment Of Inertia (x Ig) 0.087 0.090 0.129 General Notes: 1) Panel sections above openings are not designed for gravity or out -of -plane loading. Please see manual for further information on this. Page 2 of 2 --Now TEN?1NAG R I N G GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES Geotechnical Engineering Report Ficco Warehouse 4880 Van Gordon Street Wheat Ridge, CO 80033 Clear Creek Valley, LLC 3650 Vance Street Wheat Ridge CO 80033 Attn: Mr. Lou Ficco PHONE FAX WEB November 24, 2015 Clear Creek Valley, LLC 3650 Vance Street Wheat Ridge CO 80229 Attn: Mr. Lou Ficco Re: Geotechnical Engineering Report Ficco Warehouse 4880 Van Gordon Street Wheat Ridge, CO Mr. Ficco: TINA ENGINEERING Project No: D15G135 Pursuant to your request, Triax Engineering, LLC ("Triax") has completed the Soil and Foundation Investigation for the proposed warehouse building at 4880 Van Gordon Street in Wheat Ridge, CO. The attached report presents the results of the field investigation and laboratory testing and recommendations for foundation type and bearing pressures and other recommendations related to the proposed construction. We appreciate and wish to thank you for the opportunity to be of service to you on this project. If we can be of additional assistance, please contact us at (720) 230-1931. �pDD L/C • as RAVIryo'•,YS� o •. 1/24/2015'<u� Vinod SS/nn ei EAG Distribution: Above (2) Table of Contents EXECUTIVE SUMMARY 5 1. INTRODUCTION: 1 2.0 PROPOSED CONSTRUCTION: 1 3.0 PURPOSE AND SCOPE OF SERVICES: 2 4.0 SITE CONDITIONS: 2 5.0 GEOTECHNICAL INVESTIGATION: 3 6.0 GENERAL SUBSURFACE CONDITIONS: 4 7.0 GROUNDWATER CONDITIONS: 4 8.0 DESIGN ENGINEERING ANALYSIS: 5 8.1 SHALLOW SPREAD FOOTINGS: 5 8.2 POST CONSTRUCTION VERTICAL MOVEMENT: 6 8.3 9.0 SEISMIC CONSIDERATIONS: 7 10.OSLAB ON GRADE CONSTRUCTION: 7 11.0PAVEMENT DESIGN RECOMMENDATIONS: 8 11.1 SU BG RADE SOILS: 9 11.2 WATER SOLUBLE SULFATES: 9 TABLE 6 WATER SOLUBLE SULFATES 11.3 SOIL CORROSIVITY: 10 TABLE 7 PH AND RESISTIVITY 10 11.4TRAFFIC ESTIMATES: 10 11.5 D RAI NAGE: 10 11.6SWELLING SOILS: 11 GEOTECHNICAL ENGINEERING•:•QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES 12.OSITE RETAINING WALLS: 13 13.0 LATERAL LOADS: 13 15.OSITE PREPARATION: 15 16.OSTRUCTURAL FILLAND COMPACTION REQUIREMENTS: 15 17.0 EXCAVATIONS AND SHORING: 16 List of Tables: Table 1 Proposed Construction Information ............................... Table 2 Summary of Field Exploration ...................................... Table 3 Groundwater Conditions ................................................ Table 4 Allowable Bearing Capacities ....................................... Table 5 Slab Performance Risk ................................................... Table 6 Water Soluble Sulfates ................................................... Table 7 pH and Resistivity.......................................................... Table 8 Traffic Estimates............................................................ Table 9 Pavement Design Alternatives ....................................... Table 10 Structural Design Parameters for Retaining Walls ...... Table 11 Equivalent fluid pressures ............................................ Table 12 Compaction Specifications .......................................... Attachments: Boring Location Plan Boring Logs Key to Classification Terms Laboratory Test Results GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES .1 .3 .4 .5 .7 .9 10 10 11 13 14 16 EXECUTIVE SUMMARY The soil conditions at the site of the Ficco Warehouse at 4880 Van Gordon Street in Wheat Ridge, CO, were explored by drilling five borings to depths of 10 to 20-11 each. Laboratory tests were performed on selected specimens to evaluate the engineering characteristics of various soil strata encountered in our borings. This report presents a description of subsurface conditions encountered at the site, recommended foundation systems, and design and construction criteria influenced by the subsurface conditions. It is based on data obtained from field investigations, laboratory test results and our previous experience. A summary of our findings and recommendations is presented below: • The subsurface conditions may generally be grouped into two to three generalized strata with similar physical and engineering properties. For detailed descriptions, the boring logs provided at the end of this report. • Groundwater seepage was encountered at a depth of 20-11 in our borings B-1 and B-3 during the time of our field exploration. However, ground water levels will fluctuate with seasonal climatic variations and changes in the land use. • The proposed structure at the subject property can be supported by Shallow spread -type footings founded on 2-11 of compacted structural fill, bearing at minimum depth of 3 -feet below the lowest finished grade, can be used to support these proposed structure. An allowable soil bearing pressure of 2,000 pounds per square foot (PSF) is recommended for the design of shallow spread -type footings bearing on 2-11 of compacted structural fill. GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES • There is a low to moderate risk of slab movement at the proposed slab elevations when the slab is supported by the near -surface soils. Potential vertical movements on the order of 2 inches is anticipated at this project site. If on-site sandy clays are replaced with 3 -ft of compacted non -expansive select structural fill, potential vertical movements on the order of one inch can be anticipated • In order to minimize the chance for moisture infiltration into the foundation soils and limit the potential for movement of the foundations and/or slabs, positive drainage down and away from all foundation walls and the structure should be established and maintained at all times. • An exterior foundation perimeter drain is recommended below foundation elevations • Detailed descriptions of subsurface conditions, engineering analysis, and design recommendations are included in this report. GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES Page 1 of 18 1. Introduction: This report presents the results of our geotechnical engineering investigation for the Ficco Warehouse at 4880 Van Gordon Street in Wheat Ridge, CO. The object of this investigation was to evaluate the physical properties of the soils underlying the site and provide foundation and earthwork recommendations based on our findings. 2.0 Proposed Construction: It is our understanding that the proposed construction will consist of a warehouse building approximately 28,000 sq. ft. in area and associated driveways and parking at the subject site. The proposed construction will consist of concrete floor system, masonry walls and wood frame construction above grade. Although foundation loads are unknown at the time of this report, it is anticipated that the structure will be loaded with column and wall loads on the order of 18 kips and 2 kips per linear foot, respectively. Should designs details differ from those presented, this firm should be notified so we can provide additional recommendations, if required. Table 1 Proposed Construction Information 4880 Van Gordon Street Location Wheat Ridge, CO Warehouse Approximate Footprint: 28,000 Sq. Ft Building No. of Stories: 1 GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES Page 2 of 18 3.0 Purpose and Scope of Services: The purpose of our geotechnical investigation was to evaluate the site's subsurface and ground water conditions. Our scope of services includes the following: 1) Drilling and sampling of five borings to a depth of 10-11 to 20-11 each; 2) Evaluation of the in-place conditions of the subsurface soils through Standard Penetration tests 3) Observation of the ground water conditions during field exploration operations; 4) Performing laboratory tests such as Atterberg limits, gradations and moisture content tests; 5) Review and evaluation of the field and laboratory test programs during their execution with modifications of these programs, when necessary, to adjust to subsurface conditions revealed by them; 6) Consultations with Prime Professional and members of the design team on findings and recommendations; and preparation of a written geotechnical engineering report for use by the members of the design team in their preparation of design and construction documents. The Scope of Services did not include any environmental assessment for the presence or absence of wetlands or hazardous or toxic materials in the soil, surface water, groundwater, or air, on or below or around this site. Any statements in this report or on the boring logs regarding odors, colors or unusual or suspicious items or conditions are strictly for the information of the client. 4.0 Site Conditions: The project site is currently vacant. The site was generally level and had slight vegetation cover. The proposed warehouse is a part of larger warehouse complex and was located in the north east corner. GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES Page 3 of 18 5.0 Geotechnical Investigation: Subsurface conditions were investigated by drilling five exploratory borings to depths of 10-11 to 20-11 each, from the existing grade at the locations indicated on the Site Map. The borings were advanced using a 4 - inch diameter continuous flight auger powered by a Diedrich D-50 drilling rig. Samples were taken at selected intervals using a Standard split spoon and a California ring sampler, which was driven into the soil by dropping a 140 -pound hammer through a free fall of 30 inches. The number of blows required to drive the sampler into the soil is known as a penetration test. The number of blows required for the sampler to penetrate 12 inches is evaluated and gives an indication of the consistency or relative density of the soils and bedrock encountered. The results of the penetration test and log of materials encountered are presented in the Logs of Exploratory Boring. Samples were returned to the laboratory where they were visually classified and testing was assigned to evaluate the engineering properties of the soil layers. Laboratory testing consisted of moisture and density determinations, and gradation tests. The results of the laboratory testing are also presented in this report. The results of the penetration test and log of materials encountered are presented in the Logs of Exploratory Borings. Samples were returned to the laboratory where they were visually classified and testing was assigned to evaluate the engineering properties of the soil layers. Laboratory testing consisted of moisture and density determinations, and gradation tests. The results of the laboratory testing are also presented in this report. Table 2 Summary of Field Exploration Boring No. Depth ft B-1 20 B-2 20 B-3 20 B-4 20 B-5 10 GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES Page 4 of 18 6.0 General Subsurface Conditions: The subsurface conditions may generally be grouped into three to four generalized strata with similar physical and engineering properties as per the boring logs provided at the end of this report. Majority of the soils encountered in the site were Sandy Clays. Sandstone / siltstone bedrock was encountered below a depth of approximately 15 to 18-11. 7.0 Groundwater Conditions: Ground water seepage was observed in our borings B-1 and B-3 at a depth of 20-11 during drilling operations. However, ground water levels will fluctuate with seasonal climatic variations and changes in land use. It is not unusual to encounter shallow ground water during snow melt or during or after periods of precipitation. The surface water tends to percolate down until it encounters a relatively impervious layer. Table 3 Groundwater Conditions Boring Ni Date of Measurement Depth from Existing grade (fl) B-1 5/18/15 20 B-2 5/18/15 -- B-3 5/18/15 20 B-4 5/18/15 -- B-5 5/18/15 Accurate determination of the groundwater elevation may not be possible even after several days of observation. Seasonal variation, temperature, recent precipitation and localized construction activities that influence drainage characteristics may influence the groundwater table and volumes of water will depend on the permeability of soils. Groundwater conditions can differ between borehole locations and in areas not explored. GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES Page 5 of 18 8.0 Design Engineering Analvsis: The recommendations presented below are based on the data obtained from our field and laboratory tests, our past experience with geotechnical conditions similar to those at this site, and our engineering design analysis. The proposed building can be supported by a shallow foundation systems. 8.1 Shallow Spread Footings: Shallow spread -type footings founded on minimum of 2-11 of compacted non -expansive structural fill, bearing at minimum depth of 3 -feet below the lowest finished grade, in conjunction with the recommended site preparation and moisture protection provisions, can be used to support these proposed structure. An allowable soil bearing pressure of 2,000 pounds per square foot (PSF) is recommended for the design of shallow spread - type footings bearing un -disturbed in-situ soils. Table 4 Allowable Bearing Capacities Bearing Depth (ft) Allowable Bearing Capacity (psf) 3-11 below final grade (bearing on 2-11 of compacted 2,000 psf structural fill) In order to minimize the sensitivity of the structure to differential movement, the footings and walls should be reinforced to allow for a degree of load re -distribution should a localized zone of the supporting soils become saturated. Stem walls should either be positively separated from the floor slabs or reinforced to prevent cracking at the slab stem wall interface. Significant moisture increase in the in-situ soils could create additional and/or excessive movements in some areas of the site. Accordingly, the site drainage and moisture protection provisions, recommended in this report are critical design considerations. GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES Page 6 of 18 Prior to placing concrete, all bearing surfaces must be cleared of all loose material. Disturbed material may only be re -compacted with guidance from, and after contacting this office. To verifv the soil conditions and soil bearing capacity, it is required that an open hole observation be performed. The entire excavation must be dug down to final grade prior to the observation. If potentially expansive clay. deleterious material, or other unsuitable conditions are found, additional over -excavation of some or the entire site may be required — replacing inadequate soils with acceptable materials. Revised foundation recommendations — such as the use of drilled piers — may also be required. Please call to schedule this inspection. Ensure that the requirements contained herein are reflected in any construction plans developed for this site. In order to minimize the chances of water damage to the structure(s), an exterior perimeter drain is recommended for structures built on this site. This drain may flow into a sump pit fitted with a pump, or may flow to a suitable `daylight' outside of the structure. 8.2 Post Construction Vertical Movement: Total movement resulting from the provided structural loads is estimated to be on the order of about 1 inch. Differential movement should be on the order of '/2 to 3/a of the estimated total movement. Additional foundation movements could occur if water from any source infiltrates the foundation soils; therefore, proper drainage should be provided in the final design and during construction and throughout the life of the structure 8.3 Alternatives: Several alternatives such as drilled piers, helical piers can be utilized to support to the proposed structure. Please contact our office if recommendations for such alternatives are required. GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES Page 7 of 18 9.0 Seismic Considerations: Based on chapter 20 of ASCE 7 / 2012 IBC Section 1613.3.2., a site classification of "D" shall be used for the structures for the proposed project. The classification is based on field investigation and our previous experience in the vicinity of the project site. If a different site classification is desired, additional investigation may be required. 10.0 Slab on grade Construction: The risk of Slab Performance at this site is judged to be low to moderate. However, it must be understood, that changes in the water content of these soils may cause the soil to swell or shrink, which may cause movement or cracking of slabs. Potential vertical movement on the order of 2 inches is anticipated at the project site. Table 5 Slab Performance Risk Pr Building Slab Performance Risk Ficco Warehouse Low to moderate If on-site sandy clays are replaced with 3 -ft of compacted non -expansive select structural fill, potential vertical movements on the order of one inch can be anticipated. However, if some movement of a slab is not acceptable, the proposed structure should be constructed utilizing a structural floor system, rather than a slab. Should the owner elect to accept the risks of expansive / consolidating soils and the effects they may have on slabs, the following measures have been shown to be helpful when constructing slabs. The following information however, must not be construed as an approval to construct slabs—on—grade. Slabs should bear on proof -rolled and re -compacted materials. A proof -roll of the subgrade shall be observed by the geotechnical engineer's representative. They must not bear on gravel or other materials which GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES Page 8 of 18 may allow the migration of water below the slabs. If the on-site soils are not acceptable, it is preferable to bear slabs on non -expansive imported materials. This will minimize the transfer and retention of water below the slab. Materials with a Liquid Limit below 30 and a Plasticity Index between 10 and 15 are preferred. Slabs shall be isolated from foundation components by slip joints constructed to allow the independent movement of the slab. Slabs shall also be separated from any utility components by isolation joints. Mechanical equipment resting on slabs must be fitted with expandable / collapsible sections in order to allow movement of the slab without damage to the equipment or to the structure. Non-bearing partition walls must be constructed with a minimum of 1 inch of float to allow for movement of the slab without damaging any part of the structure. All doors shall be constructed with at least a 1 inch gap at floor level. It is the owner's responsibility to monitor and maintain all floats and gaps as necessary. If additional information on float is needed, please contact this office. A properly engineered and constructed vapor barrier should be provided beneath slabs -on -grade that will be carpeted or receive moisture sensitive coverings or adhesives. Slabs must be appropriately reinforced to resist the anticipated loads as well as the effects of the supporting soils. Floor slabs must also be scored in accordance with the American Concrete Institute (ACI) recommendations in order to control cracking of the slab due to shrinkage or other factors. These scores should be a maximum of 12 feet apart. 11.0 Pavement Design Recommendations: It is our understanding that there will be light-duty, pavement/parking associated with the proposed construction. The following designs have been based on American Association of State Highway and Transportation Officials (AASHTO) Guideline for Design of Pavement Structures. Areas within the proposed pavement on the site have been divided into two categories based upon anticipated usage. We assume that the final pavement grades will provide adequate drainage for the pavement areas and that water will not be allowed GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES Page 9 of 18 to enter the pavement system by either edge penetration adjacent to landscape areas or penetration from the surface due to surface ponding, or inadequate maintenance of pavement joints, or surface cracks that may develop. 11.1 Subgrade Soils: Results of our laboratory testing indicate that the subgrade materials classify predominantly as brown Sandy clays (A -7/A-6). According to AASHTO General Subgrade rating, onsite soils are rated Fair to poor. We estimated a design R -value of 5 for the pavement design, a resilient modulus (MR) of 3025 psi and a modulus of subgrade reaction (k -value) of 100 pci by correlation. 11.2 Water Soluble Sulfates: Laboratory test results indicate 0.2% by dry weight of water soluble sulfates, for selected samples. Severity of potential exposure to water soluble sulfates is classified as Class 1 for the subgrade soils at this site. However, we recommend using sulfate resistant cement for below grade structures, with a maximum water to cement ratio of 0.45. Table 6 Water Soluble Sulfates Depth Concentration of Water Severity of potential 1- Severity of exposure potential classified as per 2013 CDOT pavement design manual Calcium based stabilizers such as lime when combined with water soluble sulfates bearing soils may lead to the formation of the mineral ettringite, which induces volume expansion of soil up to 250% in some cases. Therefore, based on the severity of potential exposure we do not recommend using lime to stabilize subgrade soils for swell mitigation. GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES Boring (ft) Soluble Sulfates ex osurei (% dry wt.) p B-1 1 0.2 Class 1 B-2 3 0.18 Class 1 Page 10 of 18 11.3 Soil Corrosivity: PH tests were conducted on selected samples. Test results indicate that the soils at the subject site can be classified as moderately corrosive. We recommend engaging a qualified corrosion engineer to review the test results presented her and determine the need for appropriate level of corrosion protection for buried metals. Table 7 pH and Resistivity 11.4 Traffic Estimates: For the purpose of this report, it has been assumed that the two designs will be for general automotive parking areas and drive areas. Table 8 Traffic Estimates 11.5 Drainage: For design purposes, local drainage characteristics of proposed pavements areas are considered fair. These characteristics, coupled with the approximate duration of saturated subgrade conditions, results in a design drainage coefficient of 0.90 when applying the AASHTO criteria for design. For the flexible pavement design, a terminal serviceability index of 2.00 was utilized along with an initial serviceability of 4.2. An inherent reliability of 80% and design life of 20 years was assumed. The recommendations provided shall be compared to the Wheat Ridge pavement design standards and in the event of any conflict; the more stringent specification shall be adopted. GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS -.-ENVIRONMENTAL SITE ANALYSES Areas Depth pH Resistivity Boring eft) ("52.cm) SSD (Distilled Water) (Calcium Chloride O.O1N) B-1 1 6.5 6.2 -- B-2 3 7.2 7 3500 Areas 20 year ESAL Parking Areas 24,500 Drive Areas 24,500 Page 11 of 18 In addition to the flexible pavement design analysis, a rigid pavement design analysis was completed, based upon AASHTO design procedures. Rigid pavement design is based on an evaluation of the Modulus of Subgrade Reaction of the soils (K -value), the Modulus of Rupture if the concrete, and other factors previously outlined. A modulus of rupture of 600 psi was used for the pavement concrete. Table 9 Pavement Design Alternatives 11.6 Swelling Soils: Swelling soils are found at the project site at shallow depths. Therefore, swell mitigation would be necessary for the pavement subgrade. The subgrade soils can be moisture conditioned to a minimum depth of 24 inches. Moisture conditioning can be achieved by re -compacting on-site soils to 95% of maximum dry density as obtained by ASTM D 698 within 0 to +4 percentage points of the optimum moisture content. However, on an average the re -compacted soils shall have a moisture content of 1 to 2 percentage point above the optimum moisture content. For the pavement to perform adequately, final grades shall provide adequate drainage and that water will not be allowed to enter the pavement system by either edge penetration adjacent to landscape areas or penetration from the surface due to surface ponding, or inadequate maintenance of pavement joints, or surface GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES Recommended Pavement Section Thickness (inches) Moisture Portland conditioned Plant Mixed Traffic Area Alternative Cement Subgrade Aggregate Base Course Bituminous Total Concrete Thickness Pavement Pavement 24 Inches A 5.5 in. 5.5 in. Automotive Parking/ 24 Inches B 4 in. 5.0 in. 9.0 in. Driveways 24 Inches C 6.0 in. 6.0 in. Sidewalks 8 -inches 5.0 in. 5.0 In. Fire 24 Inches 7.0 in. 8.0 in. Lanes/Trash Dump Areas/Loading 24 Inches 8.0 in. 8.0 in. Docks 11.6 Swelling Soils: Swelling soils are found at the project site at shallow depths. Therefore, swell mitigation would be necessary for the pavement subgrade. The subgrade soils can be moisture conditioned to a minimum depth of 24 inches. Moisture conditioning can be achieved by re -compacting on-site soils to 95% of maximum dry density as obtained by ASTM D 698 within 0 to +4 percentage points of the optimum moisture content. However, on an average the re -compacted soils shall have a moisture content of 1 to 2 percentage point above the optimum moisture content. For the pavement to perform adequately, final grades shall provide adequate drainage and that water will not be allowed to enter the pavement system by either edge penetration adjacent to landscape areas or penetration from the surface due to surface ponding, or inadequate maintenance of pavement joints, or surface GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES Page 12 of 18 cracks that may develop. If water is allowed to enter the pavement subgrade, swelling of the moisture conditioned subgrade soils may occur. Each alternative should be investigated with respect to current material availability and economic conditions. Rigid concrete pavement, a minimum thickness of 8 inches is recommended for fire lanes, locations of loading docks and dumpsters where trash trucks park and load. The subgrade shall be proof rolled using a rubber tired equipment with a gross vehicle weight not less than 30,000 lbs; such as a fully loaded water truck. A minimum of three passes should be made. The proof rolling should be observed by the geotechnical engineer. If proof roll cannot be achieved, the subgrade shall be stabilized using 5% cement or by utilizing other stabilization methods. Alternatively, Geogrids can be utilized to stabilize the subgrade. Please contact our office if recommendations for geogrids are required. Aggregate base course (if used on the site) should consist of a blend of sand and gravel that meets specifications for quality and gradation. The use of materials meeting Colorado Department of Transportation (CDOT) Class 6 base course specifications is recommended. All asphalt pavements shall conform to specifications in CDOT section 401 Standard Specifications for Road and Bridge Construction. The pavements constructed on the subgrades such as the one encountered at this site may be subjected to swell related movements. Hence, periodic maintenance such as crack sealing and surface finishing are anticipated. Longitudinal and transverse joints should be provided as needed in concrete pavements for expansion/contraction and isolation. The location and extent of the joints should be based upon the final pavement geometry and should be placed (in feet) at roughly twice the slab thickness (in inches) on center in either direction. Sawed joints should be cut within 24 -hours of concrete placement and should be a minimum of 25% of the slab thickness plus '/4 inch. All joints should be sealed to prevent entry of foreign material and dowelled where necessary to provide load transfer. GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES Page 13 of 18 It is important that any existing organic and compressible soils (the upper soils which contain organic materials such as leaves, roots, etc.) be removed and the exposed subgrade be properly prepared prior to pavement installation. The subgrade should be scarified to a depth of 8 inches and then compacted to 95 percent of the maximum dry density as obtained by ASTM D698 and moisture content between -1 to +3 percent of optimum moisture content. Base course material should be placed immediately upon completion of the subgrade compaction operation to prevent drying of the soils due to exposure. 12.0 Site Retaining Walls: For structural design purposes the following parameters can be used for the site retaining walls. Table 10 Structural Design Parameters for Retaining Walls Soil Type: Brown and Light Brown Sandy Clays Angle of Repose 1.5:1 (H:V) Coefficient of Friction for sliding 0.33 (on site silty clays and concrete) Angle of internal friction 25° Total Unit Weight 110 pcf In order to minimize the sensitivity of the structure to differential movement, the footings and walls should be reinforced to allow for a degree of load re -distribution should a localized zone of the supporting soils become saturated. 13.0 Lateral Loads: The ultimate passive soil resistance against edges of footings, grade beams, etc., with properly compacted (non -expansive) backfill, should be considered as being equal to forces exerted by a fluid of 55 pounds per cubic foot (PCF) unit weight. Below grade walls must be designed for lateral loads. For "active" conditions, the walls should be designed for an equivalent fluid pressure of 45 PCF for properly compacted backfill. For "at rest" conditions, equivalent fluid pressures of 60 PCF should be used. For "passive" conditions, equivalent fluid pressures of 255 GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES _j Page 14 of 18 PCF (without factor of safety) should be used. These loads do not include swelling pressures, hydrostatic loads or surcharge loads, such as sloping backfill or vehicles. Table 11 Equivalent fluid pressures Equivalent Fluid Sandy Clay (On-site materials) CDOT Class 1 Structural backfill Pressure Undrained (Properly Compacted) Undrained Active 50 pcf 45 pcf Passive 295 pcf (without factor of safety) 255 pcf At rest 65 pcf 60 pcf The above values are for properly compacted backfill. These values are not valid for submerged conditions. Onsite clays present at the site are expansive and will exert excessive pressures on walls. Therefore onsite clays are not recommended for structural fill or as backfill. 14.0 Drainage: An exterior foundation perimeter drain is recommended in order to protect the structure from water damage. Foundation wall must be braced or be supported by first floor framing prior to backfilling the foundation. The risk for wetting of foundation soils can be reduced by carefully planned and maintained surface drainage. The following precautions should be observed during construction and be maintained at all times after the structure is completed. Excessive wetting or drying of open foundation excavations should be avoided as much as possible during construction. Backfill adjacent to foundation walls should be moistened and compacted. Any settlement of backfill after completion of the structure should be repaired and positive drainage reestablished. The ground surface surrounding the structures should be sloped to drain away from the structures in all directions. A minimum slope of 12 inches in the first 10 feet should be achieved and maintained after GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES Page 15 of 18 construction. Roof downspouts and drains for the structures should discharge to the surface well beyond the limits of all backfill. Irrigated landscaping should not be placed within 5 to 10 feet of the foundation walls. Plastic membranes should not be used to cover the ground surface immediately surrounding the structures. These membranes trap moisture and prevent normal evaporation from occurring. Geotextile fabrics are a suitable option to control weed growth and allow some evaporation. In order to minimize the chances of water damage to the structures, an exterior perimeter drain is recommended for any structures built on this site. This drain may flow into a sump pit fitted with a pump, or may flow to a suitable `daylight' outside of these structures. 15.0 Site Preparation: Organic material, manmade fill, and any debris or deleterious materials should be removed from the foundation area and wasted off site or used for non-structural purposes. Structural fill material (or processed on-site soils) must be placed in 8 inches loose layers and compacted to 6 -inch lifts, and compacted to 95 percent of the Standard Proctor maximum dry density within 2 percent of the optimum moisture content. Structures supported by insufficiently compacted structural fill may settle. Any fill utilized for non- structural purposes — such as landscape backfill — must be compacted to a minimum of 90 percent of maximum dry density as determined by ASTM D 698. In hot, windy or dry weather, the site should be periodically wetted with a water spray if needed to maintain its moisture content and not dry out excessively. 16.0 Structural Fill and Compaction Requirements: Any select structural fill used at the site should have a Liquid Limit less than 30 and a Plasticity Index between 5 and 15. The fill should contain no particles greater than 3 inches in diameter. The percent passing U.S. Standard Sieve No. 4 should be between 40 and 80 percent and passing Sieve No. 40 between 10 and 50 GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES Page 16 of 18 percent. The percent passing Sieve No. 200 should be less than 50 percent. The fill materials shall be placed in loose lifts not to exceed 8 inches and compacted to as outlined in the following table. If the existing grade has to be raised to attain the finish grade elevation, select fill should be placed, compacted and tested for compaction compliance by Triax Engineering, LLC. Table 12 Compaction Specifications Soil Type Dry Density Moisture Content Structural Fill (non Min. 95% (ASTM D 1557) -2 to +2% of Optimum Moisture expansive select fill) Slab on grade (non Min. 95% (ASTM D 698) -2 to +2% of Optimum Moisture expansive select fill) Onsite Sandy Clays Min. 95% (ASTM D 698) 0 to +4% of Optimum Moisture (moisture conditioned) Onsite Sandy Clays Min. 95% (ASTM D 698) 0 to +3% of Optimum Moisture Class 6 ABC Min. 95% (ASTM D 698) 1 -2 to +2% of Optimum Moisture 17.0 Excavations and Shoring: Excavations should not remain open for extended periods of time, permitting wetting or drying of the bearing materials. Moisture changes of the bearing materials may increase the risk for movement. Care should be taken when working near the sides of excavations at all times, and the slopes should be monitored by onsite personnel during construction for evidence of sloughing, bulging or toppling of the sidewalls or cracking at the ground surface. Surcharge loading at the top of the cut by equipment, materials, or vehicles must be avoided, since surcharge loading will increase the risk of caving. Spoils of the excavation must be placed a minimum of 5 horizontal feet from the edge of the excavation. Final evaluation of excavations, excavation slopes and soil and bedrock materials exposed in excavations should be done during construction by the contractors "competent person" as required by OSHA guidelines. Due to the soil types present, shoring or stabilization of the excavation may be necessary at this site. An open -hole observation should be performed if required by the local municipality or if there are any concerns GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES Page 17 of 18 regarding excavation safety or stability. If the proposed excavation is within 10' of any existing structure, or if potential property damage or safety is an issue, some form of shoring may be required. 18.0 Limitations: In any subsurface investigation, limited data is available from which to formulate soil descriptions and generate recommendations for foundations and related construction components. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations. The report does not reflect variations that may occur between borings across the site. The samples taken are indicative of the subsurface materials at the time and at the location the samples were taken. Precipitation, seasonal changes, and excavating are just a few of the factors, which may create changes in the composition of the site. If variations then appear evident, it will be necessary to re-evaluate our recommendations after performing on-site observations and tests to establish the engineering significance of any variations. This report does not address nor was intended to address any environmental issues, hazardous materials or toxic waste issues, or other subsurface situations or conditions other than those described within this report. The project geotechnical engineer declares that the findings, recommendations and/or professional advice contained herein have been made and this report prepared in accordance with generally accepted professional engineering practice in the fields of geotechnical engineering and engineering geology. No other warranties are implied or expressed. This report is valid until site conditions change due to disturbance (cut and fill grading) or changes to nearby drainage conditions, or for 3 years from the date of this report, whichever occurs first. Beyond this validation date, Triax shall not accept any liability associated with the engineering recommendations in the report, particularly if the site conditions have changed. If this report is desired for use for design purposes GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES Page 18 of 18 beyond this validation date, we highly recommend drilling additional borings so that we can verify the subsurface conditions and validate the recommendations in this report." This report is intended for the sole use of the Clear Creek Valley, LLC and approved agents during the construction of the above mentioned project site. This office cannot be responsible for any conclusions or recommendations made by other parties based upon the data contained herein. GEOTECHNICAL ENGINEERING-.-QA/QC TESTING AND INSPECTIONS •:• ENVIRON MENTAL SITE ANALYSES Boring # Dep (ft B-1 20 B-2 20 B-3 20 B-4 20 B-5 10 TAVIA ENGINEERING Log of Boring:B-1 ELEVATION AND DATUM: Long: . DATE STARTED: 10/27/2015 DATE FINISHED: 10/27/2015 TOTAL DEPTH (ft.): 20 GROUND WATER ft During Drilling:20 After 48 Hrs:20 Project Name: Ficco Warehouse ADDRESS: 4880 Van Gordon Street Location: Warehouse HAMMER WEIGHT: 140 lbs DROP: 30 in. LOGGED BY: TH _ ^ d d w °w' C) SAMPLES MATERIAL DESCRIPTION LABORATORY TESTS O T N N n E m °o LL3 ym� o _ — -= a� -- o a _ m �'� Moisture Content (% 0 0 0 o 5 10 s 20 25 30 35 40 15 17 14 19 29 50@6" 50@6" Light Brown to Brown Sandy Clay, Silty 70 104 11 6 66 60 13 6 18.1 49 ] 429 57 27 33 10 Sc Sc Z9 9299 SS CA SS SS SS SS Light Brown and Brown Sandstone / Siltstone --Ground Water at 20-R i SS End of Borehole Project No.: D15G135 Triax Engineering, LLC 12445 E 39th Avenue Suite 31]Denver C080239 PH: 720.230.1931 FAX 720230.5471 Email: iMo eo.oam plate: 2 TAVIA ENGINEERING Log of Boring:B-2 ELEVATION AND DATUM: Long: . DATE STARTED: 10/27/2015 DATE FINISHED: 10/27/2015 TOTAL DEPTH (ft.): 20 GROUND WATER ft During Drilling:N/a After 48 Hrs: N/a Project Name: Ficco Warehouse ADDRESS: 4880 Van Gordon Street Location: Warehouse HAMMER WEIGHT: 140 lbs DROP: 30 in. LOGGED BY: TH _ ^ d d w °w' C) SAMPLES MATERIAL DESCRIPTION LABORATORY TESTS O T N N n E m °o LL3 ym� o _ — -= a� -- o a _ m �'� Moisture Content (% 0 0 0 0 5 10 15- - 20 25- 30- 5303540 35- 40 9 22 23 22 9 50@B" 50@6" Light Brown to Brown Sandy Clay, Silty 22 3 0 64 11 3 72 8 ] 43 36.0 30.1 37 23 21 6 Sc SC -SM 62 0.180 SS SS CA SS SS SS Light Brown and Brown Sandstone / Siltstone SS End of Borehole Project No.: D15G135 Triax Engineering, LLC 12445 E 39th Avenue Suite 317 Denver CO 80239 PH: 720.230.1931 FAX 720230.5471 Email: info eo.oam Plate: ate:3 TAVIA ENGINEERING Log of Boring:B-3 ELEVATION AND DATUM: Long: . DATE STARTED: 10/27/2015 DATE FINISHED: 10/27/2015 TOTAL DEPTH (ft.): 20 GROUND WATER ft During Drilling:20 After 48 Hrs:20 Project Name: Ficco Warehouse ADDRESS: 4880 Van Gordon Street Location: Warehouse HAMMER WEIGHT: 140 lbs DROP: 30 in. LOGGED BY: TH _ ^ d d w °w' C) SAMPLES MATERIAL DESCRIPTION LABORATORY TESTS O T N N n E m °o LL ym� _ — -= a� -- o a _ m �'� Moisture Content (% 0 0 0 0 s 10 15- - 20 2s 30 3s 40 28 e 22 20 20 50@6" 50@6" Light Brown to Brown Sandy Clay, Silty ]S az 9 0 68 57 11 z 133 534 0.7 31 14 — CL SS CA SS SS SS SS Brown Sandstone / Siltstone --Ground Water at 20-R i SS End of Borehole Project No.: D15G135 Triax Engineering, LLC 12445 E 39th Avenue Suite 31]Denver C080239 PH: 720.230.1931 FAX 720230.5471 Email: iMo eo.oam plate: 4 TAVIA ENGINEERING Log of Boring:B-4 ELEVATION AND DATUM: Long: . DATE STARTED: 10/27/2015 DATE FINISHED: 10/27/2015 TOTAL DEPTH (ft.): 20 GROUND WATER ft During Drilling:N/a After 48 Hrs: N/a Project Name: Ficco Warehouse ADDRESS: 4880 Van Gordon Street Location: Warehouse HAMMER WEIGHT: 140 lbs DROP: 30 in. LOGGED BY: TH _ ^ d d w °w' C) SAMPLES MATERIAL DESCRIPTION LABORATORY TESTS O T N N n E m °o LL ym� _ — -= a� -- o a _ m �'� Moisture Content (% 0 0 0 o 5-11 10 15— 20 2s 30 3s 40 20 27 25 18 32 32 50@3" Light Brown to Brown Sandy Clay, Silty 57 74 69 88 80 91 207 35.8 -1.5 36 24 — Sc SS SS CA SS SS SS Brown Sandstone / Siltstone SS End of Borehole Project No.: D15G135 Triax Engineering, LLC 12445 E 39th Avenue Suite 31]Denver C080239 PH: 720.230.1931 FAX 720230.5471 Email: iMo eo.oam plate: 5 TAVIA ENGINEERING Log of Boring:B-5 ELEVATION AND DATUM: Long: . DATE STARTED: 10/27/2015 DATE FINISHED: 10/27/2015 TOTAL DEPTH (ft.): 10 GROUND WATER ft During Drilling:N/a After 48 Hrs: N/a Project Name: Ficco Warehouse ADDRESS: 4880 Van Gordon Street Location: Parking HAMMER WEIGHT: 140 lbs DROP: 30 in. LOGGED BY: TH _ ^ d d w °w' C) SAMPLES MATERIAL DESCRIPTION LABORATORY TESTS O T N N n E m °o LL ym� _ — -= a� -- o a _ m �'� Moisture Content (% 0 0 0 0 5 10 15- 20- 25- 52025303540 30- 35- 40 11 17 24 25 30 Light Brown to Brown Sandy Clay, Silty 133 10 74 94 64 SS CA SS SS SS End of Borehole Project No.: D15G135 Triax Engineering, LLC 12445 E 39th Avenue Suite 317 Denver CO 80239 : : : PH720.230.1931 FAX720230.5471 Emailinfoeo.oam Plate: 6 KEY TO CLASSIFICATION SYMBOLS USED ON BORING LOGS MAJOR DIVISIONS GROUP SYMBOLS DESCRIPTIONS . `��: Well -Graded Gravels, Gravel -Sand Mixtures, N s N U) LL GW 0:�:: Little or no Fines D O N LL N N W v 0 :< Poorly -Graded Gravels, Gravel -Sand Mixtures, n wo o GP Little or no Fines O O > U Z: v N N ° GM Silty Gravels, Gravel -Sand -Silt Mixtures F 'o 13 w o Q J > a a GC Clayey Gravels, Gravel -Sand -Clay Mixtures w '4 z_ c7 cD ga � Q t7 o N SW Well -Graded Sands, Gravelly Sands, w m Little or no Fines N (Dm LL ) Poorly -Graded Sands, Gravelly Sands, U o o SP Little or no Fines = Q o m N w m ~ d SM Silty Sands, Sand -Silt Mixtures L 4% 0 ~ J Q > � .�1lffflll og N � O $C fffllfff •••rrrr• Clayey Sands, Sand -Clay Mixtures � N U)Q Q rrrrrrrr Inorganic Silts & Very Fine Sands, Rock Flour, _ L r ML Silty or Clayey Fine Sands or Clayey Silts with J a < N N J o Slight Plastict Inorganic Clays of Low to Medium Plasticity, N� � J (D N U J CL Gravelly Clays, Sandy Clays, Silty Clays, 0 W '�z(D Lean ClaVs 2 U) ¢z a 45 om MH Inorganic Silts, Micaceous or Diatomaceous t7 = NN N L F I Fine Sand or Silty Soils, Elastic Silts UJ O F Q J O LO I Z LL o r N U J ° CH Inorganic Clays of High Plasticity, Fat Clays 2 F C7 1.1.1.1.1 ti:1f1:ti:1 SANDSTONE ti•1.1•ti•ti 1?1?1�1r1 .r.r.r.r. SILTSTONE p ¢ CLAYSTONE W �a O SHALE LL IGNEOUS BEDROCK METAMORPHIC BEDROCK - Indicates Final Observed Groundwater Level GROUNDWATER Indicates Initial Observed Groundwater Location Summary of Laboratory Test Results Triax Engineering, LLC 12445 E 39th Avenue Suite 317 Denver, CO 80239 Ph: 720.230.1931 Fax 720.230.5471 Email: info@triaxgeo.com Summary of Laboratory Test Results Triax Engineering, LLC 12445 E 39th Avenue Suite 317 Denver, CO 80239 Ph: 720.230.1931 Fax 720.230.5471 Email: info@triaxgeo.com CLIENT: Clear Creek Valley, LLC 3650 Vance St, Suite 1 Wheat Ridge, CO 80033 BORING #: B1 100 90 80 70 m C 60 A a 50 c d � 40 d 0 30 20 10 0 PROJECT Ficco Warehouse 4880 Van Gordon Street Wheat Ridge, CO 80033 Project #: TEST DATA LAB ID#: 15-686 DEPTH: Gradation Test Results -40 Tll/AG D15G135 3- ft. 0 10 20 30 40 50 60 70 so 90 100 0.01 0.1 1 10 100 Diameter of Particle in Millimeters DESCRIPTION: ILight Brown Clay, Sandy Gravel 5.9% Sand 44.4% Fines 49.7% Moisture 10.4% Liquid Limit 1 57 Plasticity Index 1 33 Classification USCS:SC AASHTO: A-7-5 (9) Triax Engineering, LLC 12445 E 39th Avenue, Suite 317 Denver CO 80239 PH: 720.230.1931 FAX 720.230.5471 Email: info@triaxgeo.com CLIENT: Clear Creek Valley, LLC 3650 Vance St, Suite 1 Wheat Ridge, CO 80033 BORING #: B1 100 90 80 70 m C 60 A a 50 c d � 40 d 0 30 20 10 0 PROJECT Ficco Warehouse 4880 Van Gordon Street Wheat Ridge, CO 80033 Project #: TEST DATA LAB ID#: 15-689 DEPTH: Gradation Test Results -40 Tll/AG D15G135 10, ft. 0 10 20 30 40 50 60 70 so 90 100 0.01 0.1 1 10 100 Diameter of Particle in Millimeters DESCRIPTION: ILight Brown Sandy Clay, Silty Gravel 7.3% Sand 49.8% Fines 42.9% Moisture 6.0% Liquid Limit 1 27 Plasticity Index 1 10 Classification USCS:SC AASHTO: A-4 (1) Triax Engineering, LLC 12445 E 39th Avenue, Suite 317 Denver CO 80239 PH: 720.230.1931 FAX 720.230.5471 Email: info@triaxgeo.com CLIENT: Clear Creek Valley, LLC 3650 Vance St, Suite 1 Wheat Ridge, CO 80033 BORING #: B-2 100 90 80 70 m C 60 A a 50 c d � 40 d 0 30 20 10 0 PROJECT Ficco Warehouse 4880 Van Gordon Street Wheat Ridge, CO 80033 Project #: TEST DATA LAB ID#: 15-692 DEPTH: Gradation Test Results -40 Tll/AG D15G135 1' ft. 0 10 20 30 40 50 60 70 so 90 100 0.01 0.1 1 10 100 Diameter of Particle in Millimeters DESCRIPTION: ILight Brown Clay, Sandy Gravel 5.8% Sand 58.2% Fines 36.0% Moisture 2.2% Liquid Limit 1 37 Plasticity Index 1 21 Classification USCS:SC AASHTO: A-6 (3) Triax Engineering, LLC 12445 E 39th Avenue, Suite 317 Denver CO 80239 PH: 720.230.1931 FAX 720.230.5471 Email: info@triaxgeo.com CLIENT: Clear Creek Valley, LLC 3650 Vance St, Suite 1 Wheat Ridge, CO 80033 BORING #: B-2 100 90 80 70 m C 60 A a 50 c d � 40 d 0 30 20 10 0 PROJECT Ficco Warehouse 4880 Van Gordon Street Wheat Ridge, CO 80033 Project #: TEST DATA LAB ID#: 15-697 DEPTH: Gradation Test Results -40 Tll/AG D15G135 15' ft. 0 10 20 30 40 50 60 70 so 90 100 0.01 0.1 1 10 100 Diameter of Particle in Millimeters DESCRIPTION: ILight Brown Sandy Clay, Silty Gravel 17.5% Sand 52.4% Fines 30.1% Moisture 8.7% Liquid Limit 1 23 Plasticity Index 1 7 Classification USCS:SC-SM AASHTO: A-2-4 (0) Triax Engineering, LLC 12445 E 39th Avenue, Suite 317 Denver CO 80239 PH: 720.230.1931 FAX 720.230.5471 Email: info@triaxgeo.com 8 f L4 2 1 10 100 APPLIED PRESSURE - ksf —Initial Loading Initial Smell/Consolidation Final Loading SAMPLE DESCRIPTION: Light Brown Clay, Sandy BORING #: B-3 DEPTH: 3' ft NATURAL DRY UNIT WT. 107.4 PCF PROJECT#: D15G135 PERCENT SWELL: 0.7% Swelling due to wetting under constant pressure PERCENT FINES: -- MOISTURE CONTENT: 8.2% SOIL ID#: 15-700 Triax Engineering, LLC 12445 E 39th Avenue, Suite 317 Denver CO 80239 PH: 720.230.1931 FAX 720.230.5471 Email: info@triaxgeo.com CLIENT: Clear Creek Valley, LLC 3650 Vance St, Suite 1 Wheat Ridge, CO 80033 BORING #: B-3 100 90 80 70 m C 60 A a 50 c d � 40 d 0 30 20 10 0 PROJECT Ficco Warehouse 4880 Van Gordon Street Wheat Ridge, CO 80033 Project #: TEST DATA LAB ID#: 15-701 DEPTH: Gradation Test Results -40 Tll/AG D15G135 5- ft. 0 10 20 30 40 50 60 70 so 90 100 0.01 0.1 1 10 100 Diameter of Particle in Millimeters DESCRIPTION: ILight Brown Clay, Sandy Gravel 6.7% Sand 39.9% Fines 53.4% Moisture 9.0% Liquid Limit 1 31 Plasticity Index 1 14 Classification USCS:CL AASHTO: A-6 (4) Triax Engineering, LLC 12445 E 39th Avenue, Suite 317 Denver CO 80239 PH: 720.230.1931 FAX 720.230.5471 Email: info@triaxgeo.com 8 f L4 2 SAMPLE DESCRIPTION: BORING #: DEPTH: NATURAL DRY UNIT WT PROJECT #: 1 10 100 APPLIED PRESSURE - ksf —Initial Loading Initial Smell/Consolidation Final Loading Brown Clay, Sandy PERCENT SWELL: -1.5% Consolidation due to wetting under constant pressure B-4 5' ft 90.8 PCF D15G135 PERCENT FINES: -- MOISTURE CONTENT: 6.9% SOIL ID#: 15-708 Triax Engineering, LLC 12445 E 39th Avenue, Suite 317 Denver CO 80239 PH: 720.230.1931 FAX 720.230.5471 Email: info@triaxgeo.com CLIENT: Clear Creek Valley, LLC 3650 Vance St, Suite 1 Wheat Ridge, CO 80033 100 90 80 70 m C 60 A a 50 c d � 40 d 0 30 20 10 0 PROJECT Ficco Warehouse 4880 Van Gordon Street Wheat Ridge, CO 80033 Project #: TEST DATA LAB ID#: 15-711 DEPTH: Gradation Test Results -40 Tll/AG D15G135 15' ft. 0 10 20 30 40 50 60 70 so 90 100 0.01 0.1 1 10 100 Diameter of Particle in Millimeters DESCRIPTION: JBrown Sand Gravel 0.5% Sand 63.7% Fines 35.8% Moisture 9.1% Liquid Limit 1 36 Plasticity Index 1 24 Classification USCS:SC AASHTO: A-6 (3) Triax Engineering, LLC 12445 E 39th Avenue, Suite 317 Denver CO 80239 PH: 720.230.1931 FAX 720.230.5471 Email: info@triaxgeo.com I Iw BACKFILL WALL OWT CLASS W-Ass8 MIRAFI 140N OR EOUIVAL T DRAINAGE AGGREGATE GEOTEXTILE FABRIC q Go Oaf e9 • • sLca . GAO Od OlI1>"Voo� L O O pRRO 0.", ♦ 24- QD oyOpQBO,Qj MIN .0. '0 W 4-INCH DIAMETER PERFORATED PVC PIPE MINIMUM SLOPE OF 1 I PER FOOT FOR RIGID PIPE MINIMUM SLOPE OF Il4' PER FOOT FOR FLEXIBLE PIPE INSTALL DRAIN ABOVE LINE NOTES: I. DRAIN PIPE SHOULD LEAD TO SUMP OR POSITIVE GRAVITY DISCHARGE. 2. COVER GRAVEL COMPLETELY WITH GEOTEXTILE IN SANDY OR SILTY SOILS. 3. BOTTOM OF DRAIN SHOULD BE A MINIMUM OF M INCHES BELOW TCP OF SLAB AT HIGH POINT. Ri PRA6TYPICAL EXTERIORPERIMETERORLON E GENERAL NOTES Consistency of Fine — Grained Soils Unconfined Compressive Strength, Qu, sf Standard Penetration Blow Counts(N-Value) Consistency <500 0-1 Very Soft 500-1000 2-4 Soft 1000-2000 4-8 Medium Stiff 2000-4000 8-15 Stiff 4000-8000 15-30 Very Stiff 8000+ >30 Hard Relative Density of Coarse Grained Soils Grain Size Terminoloqv Standard Penetration Blow Counts(N-Value) Consistency 0-3 Very Loose 4-9 Loose 10-29 Medium Dense 30-49 Dense >50 Very Dense Plasticity Description Term PI Range Non Plastic 0 Low Plasticity 1-10 Medium Plasticity 11-30 High Plasticity >30 Terminology Nominal Particle Size Boulders Over 12 inch 300mm Cobbles 12 in. to 3 in. 300mm to 75mm Gravel 3 in. to #4 Sieve 75mm to 4.75mm Sand #4 to #200 Sieve 4.75 mm to 0.075 mm Silt/Clay Passing #200 Sieve <0.075mm Slab Performance Risk Slab Performance Risk Category501 Representative % Representative % Swell 0 Ps f Surcharge)Surchar Swell 10( 00 Psf e Low 0 to <3 0 to <2 Moderate 3 to <5 2 to <4 High 5 to <8 4 to <6 Very High 1 >_8 1 >_6 The data collected by Triax Engineering, LLC during this investigation was used to provide geotechnical information and recommendations regarding subsurface conditions on the site investigated, the effect of those conditions on the proposed construction, and the foundation type for the named client. The stratification lines indicated on the boring log are approximate, and subsurface conditions encountered during construction may differ from those presented herein. This uncertainty cannot be eliminated because of the many variability's associated with geology. For example material and engineering characteristics of soil and bedrock may change more gradually or more quickly indicated in this report and the actual engineering properties of non -sampled soil or rock may differ from interpretations. Quantitative conclusions regarding the performance of geotechnical structures prior to construction are not possible because of the complexity of subsurface conditions. Rather, engineering judgments and experience are used to estimate likely geotechnical performance and provide the necessary recommendations. Put another way, we cannot be sure about what is not visible, so the collected data and our training and experience are used to develop predictions and recommendations. There are no guarantees or warranties implied or expressed. The owner and/or client must understand that uncertainties are associated with geotechnical engineering, and they, the owner and/or client, must determine the level of risk they are willing to accept for the proposed construction. The risks can be reduced, but not eliminated, through more detailed investigation, which costs more money and takes more time, and through any appropriate construction, which might be recommended as a result of that, more detailed investigation. To reduce the level of uncertainty, this report was prepared only for the referenced client and for the proposed construction indicated in the report. Unless authorized by us in writing, the owner will assume additional geotechnical risk if this report is used for any construction that differs from that indicated in the report. Our firm should be consulted well before changes in the proposed construction occur, such as the nature, size, configuration, orientation, or location of any improvements. Additionally, the knowledge and experience of the local geotechnical practice is continually expanding and it must be understood the presented recommendations were made according to the standard of practice at the time of report issuance. If the construction occurs 1 or more years after issuance of the report, the owner and/or client should contact our firm to determine if additional investigation or revised recommendations would be advisable.