Loading...
HomeMy WebLinkAbout8000 W. 44th Avenuei CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: -2 ` '2"I f" - Job Address:` Permit Number: -?;_' �/ 0 - Ll ❑ No one available for inspectio :-Time Re -Inspection required: Yes _No When corrections have been made, call for re -inspection at 303 -234 - Date: `' J—), , 1� Inspector:: - DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office •:(303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �Ls �VV✓z�l° Job Address: Permit Number: LJ No one available for inspectio , ime Re -Inspection required: Ye No When corrections have been made, call for re -inspection at 303-234-5933 Date: , ` _)'i , \ S Inspector:�� DO NOT REMOVE THIS NOTICE City of Wheat Ridge Comm. Siding/Cladding PERMIT - 201901288 PERMIT NO: 201901288 ISSUED: JOB ADDRESS: 8000 W 44th Ave EXPIRES JOB DESCRIPTION: Replace stucco - 30 squares *** CONTACTS *** OWNER (303)884-7891 8000 W 44TH AVE LLC GC (303)250-8008 SEBASTIAN JAY NOGA *** PARCEL INFO *** ZONE CODE: UA / Unassigned SUBDIVISION CODE: 380 / Restaurants 06/21/2019 06/20/2020 140224 NOGA CONSTRUCTION SERVICES LLC USE: UA / Unassigned BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 12,000.00 FEES Total Valuation 0.00 Use Tax 252.00 Permit Fee 236.00 ** TOTAL ** 488.00 *** COMMENTS *** *** CONDITIONS *** **A MID -INSPECTION IS REQUIRED FOR HOUSE WRAP PRIOR TO SIDING INSTALLATION. A final inspection is required at completion. Work shall comply with 2012 IRC and ordinances adopted by the City of Wheat Ridge. Work is subject to field inspections. A mid -inspection is required for house wrap prior to siding installation. A final inspection is required at completion. 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 ,y Comm. Siding/Cladding PERMIT - 201901288 PERMIT NO: 201901288 ISSUED: 06/21/2019 JOB ADDRESS: 8000 W 44th Ave EXPIRES: 06/20/2020 JOB DESCRIPTION: Replace stucco - 30 squares 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 thisennit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This. permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief 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 and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a pe it 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 r regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. � j d City of VAI heat -Midge COMMUNiiTy DEVELOPMENT Building & Inspection Services 7500 W. 29' Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(c-)-ci.wheatrid-ge.co.us FOR OFFICE USE ONLY Date: // /(I ///7 Plan/Permit # 1►/� q01 -1 <1� Plan Review Fee: Building Permit Application *** Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: Property Owner (please print): / (`� A4 t _ Ec' � 6L Phone: Property Owner Email: M e a;J 4— -e -7 P'Go. cw- Tenant Name (Commercial Projects Only) F `1-& Property Owner Mailing Address: (if different than property address) Address: JV00<9 `7 4 -"' City, State, Zip: Architect/Enaineer: Architect/Engineer E-mail: Phone: Contractor Name: J�7 4_-'/0 A'/0 Ca°—.r 1 is .? f c. Le - f —� City of Wheat Ridge License #: Phone: -7,07- Contractor 7a7 Contractor E-mail Address: ( `] ' 0�2g_60 --a-' vu CAFor Plan Review Questions & Comments (please print): CONTACT NAME (please print): J,' -i2 - Phone: J�-1-0d-0-Jk-'D0 CONTACT EMAIL(p/ease print): U L 2- Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form): 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 # Complete all highlighted fields, if applicable. ,]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, type and amount of materials to be used, etc. Sq. FULF �� BTUs Gallons Amps Squares For Solar: KW # of Panels Requires Structural For Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Square Footage: 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: (OWNER) ONTRACTOl) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and last name): DATE: Printed Name: -7''`— a � -S � "%., ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: 0ti QXiJALj fl,-,ccve,,-4"--AL--- 04-L44-0 O -L -0 � -� . Sq. FULF �� BTUs Gallons Amps Squares For Solar: KW # of Panels Requires Structural For Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Square Footage: 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: (OWNER) ONTRACTOl) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and last name): DATE: Printed Name: -7''`— a � -S � "%., ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: PA w 11 r .4. U U O z O U y m U L. 0 00 WMOQ ff1�; M k 0 �o U H ; O N U z>U Q ao3oa zoNx 0000 �4 xWv-o� � N a AM o0AM0 W a�xax Er 3 C) C U.) A rte, 0 A 3 U bi b p A O a M O d' 4 -)Ha w 4.) O H N W Ua w � U O 'i 3 1 b 0 •H ro ro N A, b ro r a� a� 0 .Cl U 44 x� R �1 0 a a ro x U O z 4-' fq O ro A 0 U N O UI y k O row U W A H •rf N $4 4) Um O U 0. City of Wh6atRidgc BUSINESS LICENSE INSPECTION PERMIT NO. 201901206 BUSINESS NAME: Eagle Environmental ADDRESS: 8000 " ' 44th Avenue CONTACT NAME: Martin 6500 SQ FT 03 !1 rCc?pANCY TYPE OCCUPANCYLOAD j CONSTRUCTION TYPE ❑ SPRINKLERED NON-SPRINKLERED INSPECTION DAY/TIM INSPECTION DAY/TIM INSPECTION DAY/TIM !� Date Fri. June 14 @ BFI 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 L— _ Job Address:`�� Permit Number: ❑ No one available for inspection, -..;Tin Re -Inspection required: Yeo 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 IN PECTION NOTICE Inspection Type: 7_11,1J. Af Job Address:,r- Permit Number: / 5 �J ❑ No one available for inspectio .-Tm ` 'AM/P M Re -inspection required: Ye' When corrections have been made, call for re -inspection at 303 -234 - Date:— 03-234- Date:,lc '% Inspector: DO NOT REMOVE THIS NOTICE 65�� 4 i H ID "TV �Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE`"`'' Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Time`= ' AM/PM Re -Inspection required: Yes When corrections have been made,rcall f r re -inspection at 303-234-5933 Date ( Inspe� t DO NOT REM VE THIS NOTICE i CITY OF WHEAT RIDGE ]��Building Inspection Division (303) 234-5933 Inspection line 1(303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: t f Job Address: CIAO t4li_Tv Permit Number: -"2p 1 12 cP ❑ No one available for inspection: Tim C5QP M Re -Inspection required:( Yea'—' No When corrections have been made, fall to'.re-inspection at 303-234-5933 Date Ic` Inspecto DO NOT REM'I 1/E THIS NOTICE i CITY OF WHEAT RIDGE Building InspectionDivision (303) 234-5933 Inspection line (303) 235-2855 Office•303) 237-8929 Fax -:F-_ ! N FrQ 10 } 4- INSPECTION NOTICE Inspection Type:" N ^ A Job Address: ?�_� CU k�J �-�" \ L_ Permit Number: Z c, 0 01 U ❑ No one available for inspection: Time M Re -Inspection required: Yes�No -J� When corrections have been made, call for reinspection at 303-234-5933 Date: \,pInspector:-_}-"- �^ - DO NOT REMOVE THIS NOTICE e 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: 7 l"? t;' c�44- -74C. Job Address:) a Permit Number:,. 1 C;) 7), c-- ❑ 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:' Z- Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: • 971-'% _ Job Address: Permit Number: ❑ No one available for inspection: Time I AMT Re -Inspection required: YesCNo When corrections have been made, call for re -inspection at 303-234-5933 Date: �s. "f� ( 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: e�=k' ;==--W A 66-'X') Job Address: (� Permit Number: (� ❑ No one available for inspection: Ti Re -Inspection required: When corrections have been made, call , r re-irWpg tion at 303-234-5933 Date: ` `' ' (� Inspecto, : DO NOT REMOVE THIS NOTICE` 3 i CITY OF WHEAT -RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTINOTEj q0D-4r �e IeG Inspection Type: Ll a I - a 4 Z 4-C Job Address: q 0 0 0 e4 LI 4-h Permit Number: --,? p ) cj p D I C—jn!� a3 & J-zP r r -e e r a ❑ No one available for inspection: Time SSM PM` Re -Inspection required: Yeses When corrections have been made, call for re -inspection at 303-234-5933 Date: S10 S- /19 Inspector: —T—b DO NOT REMOVE THIS NOTICE 5'f - i CITY OF WHEAT RIDGE Building Inspectionivision (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: '�7S" -r Permit Number: (�J f ❑ No one available for inspection: -Time 1f>1 Y`�' A�ff�/PM Re -Inspection required: Yell -No When corrections have been mad ; ca'll for re -inspection at 303-234-5933 f Date:-,, c } r Inspector: Yv--_ DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Buildih-0 Inspection Di sion (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION}} NOTICE Inspection Type: W p�rE=5.—, Job Address: Permit Number: If:? rAn 1 a 5 ❑ No one available for inspection: Time Re -Inspection required: Yes 1 { When corrections have been `made;`call for re -inspection at 303-234-5933 Date: f� , = ' tY Inspector: DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Buildihg Inspection DiAsion (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:��r�� Job Address:" Permit Number: I Ll ❑ No one available for inspection: Time �? ► ANf/PM^ �,? Re -Inspection required: :'Yes No When corrections have been made; call for re -inspection at 303-234-5933 Date: 4 , ' �' 3 `t' Inspector: L�a-- DO NOT REMOVE THIS NOTICE City of Wheat Ridge Residential Sewer Repair PERMIT - 201901014 PERMIT NO: 201901014 ISSUED: 05/17/2019 JOB ADDRESS: 8000 W 44th Ave EXPIRES: 05/16/2020 JOB DESCRIPTION: 80 ft long water line installation; 1 in. service line *** CONTACTS *** OWNER (303)884-7891 ECKERT MARTIN SUB (303)519-0240 R. ANDREW RUSSELL 120161 THE ELITE PIPE MD *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA J Unassigned SUBDIVISION CODE: 380 / Restaurants BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 3,700.00 FEES Total Valuation 0.00 Use Tax 77.70 Permit Fee 109.20 ** TOTAL ** 186.90 *** COMMENTS *** *** CONDITIONS *** ALL sewer repair/replacements for which a permit is issued MUST be inspected by and receive written approval from the City of Wheat Ridge BUILDING DIVISION, regardless of inspection by any Sanitation District representative. Inspection and approval of work by any Sanitation District representative DOES NOT grant authority to cover work without the approval of the Building Division. **For trenchless sewer replacements - The contractor will verify proper slope of new sewer piping in conformance with the IRC and IPC of 1/4 inch per foot unless otherwise allowed specifically by the applicable code. The plumbing contractor will provide verification of proper slope and drainage in writing as a condition of approval of the permitted work.** City of Wheat Ridge Residentiaf Sewer Repair PERMIT - 201901014 PERMIT NO: 201901014 ISSUED: 05/17/2019 JOB ADDRESS: 8000 W 44th Ave EXPIRES: 05/16/2020 JOB DESCRIPTION: 80 ft long water line installation; 1 in. service line 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 thispermrt. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be perto and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. ch ignature of O R or ONTRACMrmati�onprovided ne) Date 1. This permit was issued base on a iin 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. Thispermit 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 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 9.Lqny ordinanif r regulation of this jurisdiction. Approval of work is subject to field inspection. 1d4 _40400% 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 Midge 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 ci.wheatridoe.co.us I FOR OFFICE USE ONLY I Date: 1// y /� Plan/Permit # �_ c /G 0/0 Plan Review Fee: Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. I Property Address: ?�()() b Property Owner (please print): (, C �k f ' Phone: Property Owner Email: AJ 1A Mailing Address: (if different than property address) Address: City, State, Zip: Architect/Engineer: Architect/Engineer E-mail: Contractor: � k Phone: Contractors City License #: 17016, Phone:) �0 - 66 Z - (-i 3 S I Contractor E-mail Address: C-14 Sub Contractors: Electrical W.R. City License # Other City Licensed Sub: City License # e.i'.*eo Plumbing: W.R. City License # Other City Licensed Sub: City License # !WA 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 ❑ RESIDENTIAL 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.) 75 0' C.v 6� t% l 5 es -L,; U Sq. Ft.ILF Amps WcA �- e/,— L,; ve\.e,- C, I VX Btu's Squares �C, 5 Oe C -r Gallons Other Project Value: (Contract value or the Cost of all materials and labor included in the entire project) $ 3 7 D 0 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) Signature (first and last name). DATE: 4/ 7 !� ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer. DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: Building Division Valuation: $ City of Wheat Ridge Commercial Remodel PERMIT - 201900150 PERMIT NO: 201900150 ISSUED: 02/13/2019 JOB ADDRESS: 8000 W 44th Ave EXPIRES: 02/13/2020 JOB DESCRIPTION: Complete remodel of interior including HVAC, Plumbing and electrical; 6500 sq ft total Tenant: Eagle Environmental Consulting Inc., **REVISION 1: Changes in plumbing, gas line and electrical; Added valuation $0.00 **REVISION 2: Change in type of lights; added appliances, electrical outlets; relocating outlets/switches; change in RTU; No added valuation **REVISION 3: Removing skylights from plans, change location of garage door and window, relocate stairs; No added valuation. *** CONTACTS *** OWNER (303)884-7891 ECKERT MARTIN GC (303)250-8008 Sebastian Jay Noga 140224 Noga Construction Services LLC SUB (303)263-1005 BRENDAN O'BRIEN 190027 BRENDAN'S PLUMBING SUB (720)260-1366 RICHARD VASQUEZ 120042 RICHIE RICH ELECTRIC SUB (720)290-1944 WILLIAM KEIL 060192 BK PLUMBING/BK MECHANICAL *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 380 / Restaurants BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 450,000.00 FEES Total Valuation 0.00 Plan Review Fee 2,203.21 Use Tax 9,450.00 Permit Fee 3,389.55 ** TOTAL ** 15,042.76 *** COMMENTS *** *** 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, 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 Commercial Remodel PERMIT - 201900150 PERMIT NO: 201900150 ISSUED: 02/13/2019 JOB ADDRESS: 8000 W 44th Ave EXPIRES: 02/13/2020 JOB DESCRIPTION: Complete remodel of interior including HVAC, Plumbing and electrical; 6500 sq ft total Tenant: Eagle Environmental Consulting Inc., **REVISION 1: Changes in plumbing, gas line and electrical; Added valuation $0.00 **REVISION 2: Change in type of lights; added appliances, electrical outlets; relocating outlets/switches; change in RTU; No added valuation **REVISION 3: Removing skylights from plans, change location of garage door and window, relocate stairs; No added valuation. I, by m signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and that all work to be per is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date I . This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original ermit fee. zn 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code or any ordinance, or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of' 4 f �]`I I leat jdge COMMUNITY DEVELOPMENT ! 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: perm its(a)ci.wheatridge.co.us I FOR OFFICE USE ONLY I Date: , Add to Permit # 1 i 1 (; Ij ( -) Building Permit Revision/Amendment Application Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. "* Property Address: Property Owner (please print): H� �� �` c ��". (c'y� Phone: JY -/;p�� Property Owner Email: M C C7 Mailing Address: (if different than property address) Address: City, State, Zip: Submitting Company: an Y� /UDI,- (v -`j �-' Vy C, ,`bI �1�'� � Contact Person: % ° Phone: 7v - 2o"�`DOT Contractor: 4- CIO c -:'t 'z- � � C.�•° `r ��c �'/ d Contractors City License #: Phone: -?d7- Contractor E-mail Address:`( 1.11 - - 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: l L,,'%ch,L,( 0-cj C(A,`CG-J f GV,`(A/'Iv-(-,de c,/ 6,-)-(�J ;^ f a�2!� a2' � d� �Lr � .t a C� 74e _ E'�cJ L� �`t-•�� � G� �'^- C r'�l�Yj � (/�-�'%Z� C�c' �.0 � ---d w, �.it�C �i', 14'/�/" Sq. FULF Amps Btu's Squares Gallons Other Additional Project Value: (Must include all general and subcontracted work to be performed related to revisions/amendments described above) $ C-0- 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. CIRCLEONE: (OW(N�E�R)J (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) PRINT NAME: �-�✓� — AaC DD`— IGNATURE: D`— �A DATE: DEPARTMENT USE ONLY ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: r i Reviewer: �r�z j� .���. PUBLIC WORKS COMMENTS: Reviewer PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required OCCUPANCY CLASSIFICATION: 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: Job Address: s A-7-. Permit Number:/�'/ ❑ No one available for inspection: Time AM M Re -Inspection required: Yes o When corrections have been made, ca for re -inspection at 303-234-5933 Date:I f 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-_.8`929 Fax INSPECTION NOTICE Inspection Typed Job Address: Permit Number: WZ7 I"` a �, ❑ No one available for inspection: Time ,QPM Re -Inspection required- Yes *When corrections have been made, call for re -inspection at 303-234-5933 Date: '�;, ( • IT 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-_.8`929 Fax INSPECTION NOTICE Inspection Typed Job Address: Permit Number: WZ7 I"` a �, ❑ No one available for inspection: Time ,QPM Re -Inspection required- Yes *When corrections have been made, call for re -inspection at 303-234-5933 Date: '�;, ( • IT Inspector:�'�-----___ DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE - ) Inspection Type: '3 '� Job Address: . Permit Number: ❑ No one available for inspection: TiWe Re -Inspection required: Yes No ,) When corrections have been made, call for re -inspection at 303-234- r'5933 Date:_�- Inspector:v� 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: Permit Number: ❑ No one available for inspection: Time A M Re -Inspection required: YesCNo When corrections have been made, call for re -inspection at 303-234-5933 Date: . -.? .?r�� Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT IJDGE Building In404tioh Division (303) 234-5933 Inspection line (303) 235-22855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Z`�— Job Address: e y✓�?i Permit Number: X201 e1 6i5__>/ %' b ❑ 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: / 1 Inspector: DO NOT REMOVE THIS NOTICE P -D L9 t2 0 l 4/17/2019 RE: 8000 W 44th Ave Wheat Ridge, CO 80033 Framing Observation Job # 2018-5628 DL ENGINEERING, INC. 9100 W Jewell Ave Lakewood, CO 80232 720-440-9450 www.dlengineer.com Please provide this letter as proof of the following onsite observations on March 6 and April 12, 2019. Below is a summary of the observations made: 3/6/19 — I observed all the steel angle headers specified in the plans. The steel angle headers were in general compliance with the approved plans. I also observed the new steel post under the beam in the southwest room and it was in general compliance with the approved plans. 4/12/19 — I observed all remaining framing specified in the approved plans, including all new beams, posts, connectors, and stair framing. The General Contractor requested to use (1) jack stud instead of (2) under the header in detail 12 on page S2.2. This change was approved by the engineer. The General Contractor also requested to use straps that are nailed to the floor and the stair stringers, instead of the hangar specified in detail 7 on page S3.1, and this change was also approved by the engineer. The remaining framing was in general compliance with the approved plans. The skylights specified in the drawings are no longer being installed, and thus were not observed. If you should have any further questions, please feel free to contact me at (720) 440-9450 or khoiness@dlengineer.com. Sincerely, Kelly Hoiness, PE L I CFS O� \A e.'HO;. ALL, A 9440y ; 01VAL EXP. 10/31/19 i CITY OF WHEAT RIDGE. Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax Cf, z, y INSPECTION NOTICE Inspection Type: Job Address: Permit Number: L ❑ No one available for inspection: Tir /PM r Re -Inspection required: Yes to When corrections have been made, cell r re -inspection at 303-234-5933 Date: -q Ins or p : DO NOT REk�VE THIS NOTICE i CITY OF WHEAT RIDGE Building-Inspecti Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: /7`? _C Job Address: ❑ No one available for inspection: Timed AM , . M Re -Inspection required: Yes, " No When corrections have been made, call for re -inspection at 303-234-5933 Date: ��� Inspector: Z-3.._ DO NOT REMOVE THIS NOTICE i t --CITY OF WHEAT RIDGE Badding inspect" Division (303)234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax % ��1-5 z/""2__ INSPECTION NOTICE Inspection Type:. Job Address: PermitNumber: `fig ;% % 11 ❑ No one available for inspection: T,, eD Re -Inspection required: Yes ; o. When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial Remodel PERMIT - 201900150 PERMIT NO: 201900150 ISSUED: 02/13/2019 JOB ADDRESS: 8000 W 44th Ave EXPIRES: 02/13/2020 JOB DESCRIPTION: Complete remodel of interior including HVAC, Plumbing and electrical; 6500 sq ft total Tenant: Eagle Environmental Consulting Inc., **REVISION 1: Changes in plumbing, gas line and electrical; Added valuation $0.00 **REVISION 2: Change in type of lights; added appliances, electrical outlets; relocating outlets/switches; change in RTU; No added valuation *** CONTACTS *** OWNER (303)884-7891 ECKERT MARTIN GC (303)250-8008 Sebastian Jay Noga SUB (303)263-1005 BRENDAN O'BRIEN SUB (720)260-1366 RICHARD VASQUEZ SUB (720)290-1944 WILLIAM KEIL 140224 Noga Construction Services LLC 190027 BRENDAN'S PLUMBING 120042 RICHIE RICH ELECTRIC 060192 BK PLUMBING/BK MECHANICAL *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 380 / Restaurants BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 450,000.00 FEES Total Valuation 0.00 Plan Review Fee 2,203.21 Use Tax 9,450.00 Permit Fee 3,389.55 ** TOTAL ** 15,042.76 *** COMMENTS *** *** 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, 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 Commercial Remodel PERMIT - 201900150 PERMIT NO: 201900150 ISSUED: 02/13/2019 JOB ADDRESS: 8000 W 44th Ave EXPIRES: 02/13/2020 JOB DESCRIPTION: Complete remodel of interior including HVAC, Plumbing and electrical; 6500 sq ft total Tenant: Eagle Environmental Consulting Inc., **REVISION 1: Changes in plumbing, gas line and electrical; Added valuation $0.00 **REVISION 2: Change in type of lights; added appliances, electrical outlets; relocating outlets/switches; change in RTU; No added valuation I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications; applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am le ally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document andlor its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable code or any ordina 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 W heatge COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 291' Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits()ci.wheatridge.co.us FOR OFFICE USE ONLY Date: �// 0 /� Add to Permit #�01 q Building Permit Revision/Amendment Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address:�c�y ltd. Property Owner (please print): /V Phone: 2U -7_11y 77-p7 Property Owner Email:�� a Mailing Address: (if different than property address) Address: ''cyc-, c,-/ - -r 4 -` IA -C - City, State, Zip: �V Submitting I�Y� Com an �"` / t low✓ �',v. Le -1 Contact Person: ':J�c �2 JsS'� Phone: Contractor: �c�jt ��' ✓L "'�'`'` �1 a Contractors City License #: Phone: 30 3- Contractor E-mail Address: (d 7 &4 v� 4 C o -f -- 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: q cQa'e N�c (.yU -, ( o-4– jvl0,.G (s q1,f i.,–,r c�� -y!O d Sq. Ft/LF Btu's Gallons Amps Squares Other Additional Project Value: (Must include all general and subcontracted work to be performed related to revisions/amendments described above) $ Ski. 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: (OWN ) (C TRACT ) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR)) k-/ G, PRINT NAME: �' SIGNATURE: '' DATE: ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMNTS: Revie 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 OCCUPANCY CLASSIFICATION: Building Division Valuation: $ RENO JAMES E N G I N E E R I N G April 10th, 2019 Wheat Ridge Building Department RE: 8000 W 44" Avenue To Whom it May Concern, 4900 W. 291h AVE DENVER, COLORADO 80212 PHONE: 303-800-5105 DKING@RENOJAMES.COM ao�100150 111//� Below is a narrative of changes to plans at 8000 W 44th Avenue, plans with corresponding revisions clouded. Mechanical: 1. RTU distribution was re -organized with new supply values throughout building. Electrical: 1. Various receptacles added/removed and a new sub panel "PANEL B" added to plans. Thank you for your time. Brady Dingeldein, E.I.T. Reno James Engineering o0, L/Cf o�..1ci0eF. U•Z Q Fssror��ti� RENO JAMES ENGINEERING • 4900 W. 29i° Ave • Denver, Colorado 80212 www.renojames.com • (p)303-800-5105 • info@renojames.com i CITY O,F WHEAT RIDGE _1�9rBuilding Inspectfor) Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:1`� Job Address: Permit Number: ❑ No one available for inspection;:Time AM M 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 CIT OF WHEAT RIDGE T, Buildirrg•Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: f" Job Address: Permit Number: (,_S/ ❑ No one available for inspection:, 'me AM/, M Re -Inspection required: Yes° When corrections have been made, call for re -inspection at 303-234-5933 Date: . /J . / � Inspector: e�� DO NOT REMOVE THIS NOTICE i XITY OP WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Time ' ' # �A "IPM Re -Inspection required: Yes jNo When corrections have been made, call for re -inspection at 303-234-5933 Date:.✓'�Inspector: DO NOT REMOVE THIS NOTICE i CITY 01 WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPE TION NO�TIC�E Inspection Type: Job Address: Permit Number:?��/,-� ❑ No one available for inspection: Time=� ' L AI VPM Re -Inspection required: Yes. No When correct! ns haile been made, call for re -inspection at 303-234-5933 Date: Inspector:--�-� 'DO NOT REMOVE THIS NOTICE X 1 4 City of ]q W heat ldge 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@ci.wheatridge.co.us FOR OFFICE USE ONLY Date: - l l Add to Permit # 20 I q 00/'j -7c'-2 Building Permit Revision/Amendment Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: Property Owner (please print): A6Z L"'67� `k —�/" Phone: Property Owner Email: f c: C 3 Mailing Address: (if different than property address) Address: -(-4- -<- ci 1 4p_z � --I-- City, State, Zip: Submitting Comby: Contact Person: Phone: Contractor: Contractors City License #: �� Z Z Phone:0-r Contractor E-mail Address: (d `7 62 c9 CO3 -- 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: Sq. Ft./LF Amps 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 list that entity on this application. CIRCLE ONE: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) PRINT NAME: f -, go, � " �`% '�" SIGNATURE: J U �r . DATE: DEPARTMENT USE ONLY ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS. viewer:: PUBLIC WORKS COMMENTS: Reviewer: PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required OCCUPANCY CLASSIFICATION: Water District ❑ Received ❑ Not Required Sanitation District 0 Received ❑ Not Required I Building Division Valuation: ra i 'CITY OFWHEA RIDGE duiding Insp4ction Division (303) 234-5933 Inspection line '03) 2�5-2855 Office , (303) ?237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspectim-Time �3:rX. W/PM Re -Inspection required: Yes, No When corrections have been made, call for re -inspection at 303-234-5933 Date:i�' `4' _Pi' Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _:�9�6i i'Iding Itnspectibn Division (303) 234-5933 Inspection line '(303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE lj fe Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Time al-f-55-1-31�.4� /PM Re -Inspection required,./ Yes "/No When corrections have been made, call for re -inspection at 303 -234 - Date:– 7�;/ // 1 Inspector: DO NOT REMOVE THIS NOTICE i CITY CiP, WHEAT RIDC Building nspection`Divisron (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION�'MOTICE Inspection Type: Job Address: Z7 Permit Number: jC-> ❑ No one available for inspection: Time `r A PM Re -Inspection required: Ye��```No When corrections hav been made, call for re -inspection at 303-234-5933 Dater Inspector: . DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial Remodel PERMIT - 201900150 PERMIT NO: 201900150 ISSUED: 02/13/2019 JOB ADDRESS: 8000 W 44th Ave EXPIRES: 02/13/2020 JOB DESCRIPTION: 6500 sq. ft., Eagle Environmental Consulting Inc., Complete remodel of interior including HVAC, Plumbing and electrical. *** CONTACTS *** OWNER (303)884-7891 ECKERT MARTIN GC (303)250-8008 Sebastian Jay Noga 140224 Noga Construction Services LLC SUB (303)263-1005 BRENDAN O'BRIEN 190027 BRENDAN'S PLUMBING SUB (720)260-1366 RICHARD VASQUEZ 120042 RICHIE RICH ELECTRIC SUB (720)290-1944 WILLIAM KEIL 060192 BK PLUMBING/BK MECHANICAL *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 380 / Restaurants BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 450,000.00 FEES Total Valuation 0.00 Plan Review Fee 2,203.21 Use Tax 9,450.00 Permit Fee 3,389.55 ** TOTAL ** 15,042.76 *** COMMENTS *** *** 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, 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 Commercial Remodel PERMIT - 201900150 PERMIT NO: 201900150 ISSUED: 02/13/2019 JOB ADDRESS: 8000 W 44th Ave EXPIRES: 02/13/2020 JOB DESCRIPTION: 6500 sq. ft., Eagle Environmental Consulting Inc., Complete remodel of interior including HVAC, Plumbing and electrical. 1 by my 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 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 thispermit. 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 O (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 originalermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a 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 D1v Sion. 6. The issuance or grantor' of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applic^ode or any Irlinance 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 V`Iheat j gle COMMUNITY DEVELOPMENT FOR OFFICE USE ONLY Date: Plan/Permit # 2 0/ 9�Vl \� Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Plan Review Fee: Office: 303-235-2855 * Fax: 303-237-8929 203. 2— Inspection Line: 303-234-5933/ Email: permits(a�ci.wheatridge.co.us Mn Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: Property Owner c00c) rte. c1(I � I Property Owner Email: �c4e0// 1: Ma ✓��`�, -' f 1 /l Phone: 701-PY11 Tenant (Commercial Projects Only) Property Owner Mailing Address: (if different than property address) Address: 90'00 �) a �-(L( f" ilw :): , (0 Architect/Enaineer: M� J/cv '� � (` kcl-f/Ju-C4 _vd ' ` ff---2 t 29 Architect/Engineer E-mail:M4,Jk, Kvi'I4 ® Phone: - s KNv1AL1Cf) e)Oi, 17 Contractor Name: .5 �-� ,`�z `, .� �v5� lA/y�I� Cc��. t>{��C,4 6 City of Wheat Ridge License M �2 f Phone: -7 2-S-0 ''F©op Contractor E-mail Address: (� �i oti C `' 1 G✓C • C a'�' For Plan Review Questions & Comments (please print): CONTACT NAME (please print): ��U_J/t TOL 7 °mss%q Phone: 707--2V-4200,P CONTACT EMAIL(p/ease print): OJ eLc'r^ 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. KL'('14'J/64��ciUU<--Si �v; `�� �► u { �tc2 ✓t r—v c4c !e-1 rV! v 17 w L-. e — J C2 9 i Sq. FULF �' S� S BTUs ' `` `' `� 2 �loa Gallons Amps .? 00 Squares yJ _ 7 �� - llA./,— Commercial Projects Only: Occupancy Type: Construction Type:Q �( Occupancy Load: Z-{"�(111f-�- -DT3 Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ 7- z2ocDU 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. 1, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER)ONTRACTO-R or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and last name): c�/ `��— DATE: Printed Name: S ezc�JA"-'- ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: J r" r • ��C PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY Y--. OCCUPANCY CLASSIFICATION: :", J CONSTRUCTION TYPE Building Division Valuation: `&orkspace Webmail :: Print Print I Close Window https://email 15.godaddy.corn/view_print_rnuiti.php?uidArray= zo/�00150 Subject: Permit application accepted - West Metro Fire Protection District From: NoReply@mobile-eyes.com Date: Wed, Jan 23, 2019 8:25 am i' To: <jay@nogaconstruction.com> Your permit request for Vacant at 8000 West 44th Avenue Wheat Ridge, CO 80033 has been accepted. The Job Number is: 190123002 Description: Update all electrical, plumbing, hvac, concrete. Build offices and cubicles, replace all doors and windows. Redo bathrooms, install sky light, finish break room. install insulation, new flooring, Thank you for submitting to West Metro Fire. Our typical review turnaround is approximately 3-4 weeks. If additional information is required, you'll receive a notice from the reviewer assigned, or a no -reply notice from Mobile Eyes. Please be sure to check your junk folder if you feel you are not receiving the Mobile Eyes notices and select "Not Junk". NOTE: Re -submissions shall only include the pages that are affected and additional pages that may be required for the needed corrections. Re -submission of full sets, unless specifically requested, shall result in the rejection of plans. Copyright © 2003-2019. All rights reserved. 1/23,12019,6:3— , `•, If D Ps� City Of Wh6at�idge COMMUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM *This application must be signed by each sub -contractor confirming the same. Project Address: X00 Permit #: General Contractor: A 0 C; Electrical Contractor - Wheat Ridge License # Company Name:;, �,��r�r�, Phone #: rf C State License Master #. L, a _ �, lot&, —�� Signature of Aut rized ent Date Plumbing Contractor - Wheat Ridge License # Company Name: State License #: Phone #: Master #: Signature of Authorized Agent Date Mechanical Contractor - Wheat Ridge License # Company Name: Phone: Signature of Authorized Agent Date *This application must be signed by each sub -contractor confirming the same. 4 A City Of Wheat �idge COMMUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM 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: � 7 � � Permit #: CV �00 r General Contractor: �c) n L) d � Electrical Sub -Contractor Company Name: Phone #: State License #: Master #: Wheat Ridge License #: (required field) Signature of Authorized Agent Date Plumbing Sub -Contractor Company Name: W On &x4'�S �/U(MRohe#: State License #d Cz0 o I FA3—Master#: W O O � g � `Z ( 3 Wheat Ridge License #: 1 6 0 C) L,' (required field) Signature of Authorized Agent Date Mechanical Contractor Company Name: Phone: Wheat Ridge License #: (required field) Signature of Authorized Agent Date City of Wheat jll-�c COMMUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM 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: Permit #: rx Ux 615c) General Contractor: / 06A e06rL;7 P.(Q�'i^4 Electrical Sub -Contractor Company Name: Phone #: State License #: Master #: Wheat Ridge License #: (required field) Signature of Authorized Agent Date Company Name: 144 Phone #: State License #: Master #: Wheat Ridge License #: (required field) Signature of Authorized Agent Date Company Name:F9 7LIAA i zv' _ 5 - e: -- Wheat Wheat Ridge License #:_ _(required field) Signature of Authorized Agent Date I ,A 4 '��& 1 47 C)o 15 0 QM9100 W Jewell Ave Design Criteria Lakewood, CO 80232 OL ENGINEERING, INC. 720-440-9450 Forte Calculations for SE Room Beam www.dlengineer.com Calculations for 8000 W. 44TH AVE. 8000 W. 44th Ave. Wheat Ridge, CO 80033 Job # 2018-5628 TABLE OF CONTENTS: Design Criteria Pg. 2 Forte Calculations for NW Room Joists and Beams Pg. 3-5 Forte Calculations for SE Room Beam Pg. 6 Forte and Tedds Calculations for SW Room Pg. 7-26 Forte Calculations for Skylights Pg. 27-30 Forte Calculations for 6'-3" Door Header Pg. 31 Forte and Tedds Calculations for Basement and Stairs Pg. 32-64 Prepared by Kelly Hoiness, PE 1/22/2019 Calculation documents are valid for a single use at the project location and shall not be reused, copied, or reproduced without written approval of the registered design professional in reasonable charge. �i �O��y E Ho'- `pt�` �"60PJ9" meq,• . �.� ���� ONA� 3 C" at wheat Rtd9e guild" VM610r 'P CIL ENGINEERING, INC. Design Criteria 1. Model Building Code 1.1. IBC 2012 1.2. City of Wheat Ridge Amendments 2. Dead Loads 2.1. Roof Dead: 20 psf 2.2. Floor Dead: 12 psf 2.3. Wood Wall Dead: 10 psf 2.4. Masonry Wall Dead: 70 psf 3. Live Loads 3.1. Lobby: 100 psf 3.2. Offices: 50 psf 3.3. Corridor: 100 psf 3.4. Roof: 20 psf 4. Snow Loads 4.1. Ground Snow: 30 psf 4.2. Roof Snow: 20 psf 5. Handrail: 200 Ib point load 6. Wind Loads 6.1. Exposure Category C 6.2. Basic Wind Speed (3SG): 105 mph 6.3. Occupancy Category: IW=2 7. Seismic Loads 7.1. Seismic Design Category: B 7.2. Site Class: "D" per USGS 8. Soil Bearing Capacities 8.1. Net Bearing: 1,500 psf 8.2. Side Friction: 1,000 psf 0 R T E 'a MEMBER REPORT Roof Joists and Beams, Roof Joists Northwest Corner 1 piece(s) 2 x 6 Hem-Fir No. 2@ 16" OC 12 0.5 F— 6' 8" 11' 9 1/2" 8-3 1/4" 1 2 3 4 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 632 @ 19'2 1/4" 2128 (3.50") Passed (30%) -- 1.0 D + 1.0 S (Adj Spans) Shear (lbs) 299 @ 18' 7" 949 Passed (32%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft -lbs) -621 @ 19' 2 1/4" 921 Passed (67%) 1.15 1.0 D + 1.0 S (Adj Spans) Live Load Defl. (in) 0.172 @ 13' 15/8" 0.403 Passed (L/842) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.310 @ 13' 13/16" 0.605 Passed (L/468) 1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 19' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 6" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. PASSED System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 0.5/12 Supports Total Bearing Length Available Required Dead Loads to Supports (Ibs) Live Snow wnd Total Accessories 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 58 76 76 18/-47 228/-47 Blocking 2 - Beveled Plate - HF 3.50" 3.50" 1.50" 290 298 298 -153 886/-153 None 3 - Beveled Plate - HF 3.50" 3.50" 1.50" 314 318 318 -161 950/-161 None F4 --Beveled Plate - SPF 3.50" 3.50" 1.50" 83 96 96 13/-54 288/-54 1 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Dead Roof Live Snow Mind (720) 440-9450 Loads Location (Side) Spacing (0.90) (iron -snow: 1.25) (1.15) (1.60) Comments 1 - Uniform (PSF) 0 to 27' 10 3/4" 16" 20.0 20.0 20.0 -10.0 Roof Loads Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720) 440-9450 khoiness@dlengineer.com (ZSJ SUSTAINABLE FORESTRY INITIATIVE City of 1/22/2019 9:00:58 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 WoocWi Jl'2 p `idge Ptlull184 bivision iMEMBER REPORT Roof Joists and Beams, New Drop Beam Roof Northwest Comer (1) PASSE[? F O R T E' 2 piece(s) 13/4" x 11 1/4" 2.0E Microllam@ LVL 0 Overall Length: 14'9" 14'2" 0 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3337 @ 2" 4961 (3.50") Passed (67%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 2781 @ 1' 2 3/4" 8603 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 11756 @ 7' 4 1/2" 18558 Passed (63%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.279 @ 74 1/2" 0.481 Passed (L/621) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.564 @ 7' 4 1/2" 0.721 Passed (L/307) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (1.1240). Top Edge Bracing (Lu): Top compression edge must be braced at 11'4" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 9" o/c unless detailed otherwise. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Snow Wind Total Accessories L - Ledger on masonry - HF 3.50" 3.50" 2.35" 1689 1648 1648 -846 4985/-846 Blocking 2 - Ledger on masonry - HF 3.50" 3.50" 2.35" 1689 1648 1648 -846 4985/-846 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 1122/2019 9:01:14 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs 4te Page 1 of 1 .lob Notes Tributary Dead Roof Live Snow Wind Loads Location (Side) Width (0.90) (non -snow: 1.25) (1.1s) (1.60) Comments 0 - Self Weight (PLF) 0 to 14' 9" N/A 11.5 Linked from: Roof 1 - Uniform (PLF) 0 to 14' 9" (Front) N/A 217.5 223.5 223.5 -114.8 Joists Northwest Comer Su rt 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 1122/2019 9:01:14 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs 4te Page 1 of 1 .lob Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness(gdlengineer Com F'O R T E' MEMBER REPORT Roof Joists and Beams, New Drop Beam Roof Northwest Comer (2) PASSED 2 piece(s) 13/4" x 111/4" 2.0E Microllam0 LVL 0 Overall Length: 14'9" t � _ 14' 2" 0 H All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3580 @ 2" 4961 (3.50") Passed (72%) 1.0 D + 1.0 S (All Spans) Shear (lbs) 2984 @ l'2 3/4" 8603 Passed (35%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 12613 @ T4 1/2" 18558 Passed (68%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.297 @ 74 1/2" 0.481 Passed (L/582) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.605 @ 74 1/2" 0.721 Passed (L/286) 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 10' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 9" o/c unless detailed otherwise. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Live Snow Wind Total Accessories I - Ledger on masonry - HF 3.50" 3.50" 2.53" 1822 1759 1759 -891 5340/-891 Blocking i - Ledger on masonry - HF 3.50" 3.50" 2.53" 1822 1759 1759 -891 5340/-891 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Tributary Dead Roof Live Snow Wind Loads Location (Side) Width (0.90) (non -snow: 1.2S) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 14' 9" N/A 11.5 Linked from: Roof 1 - Uniform (PLF) 0 to 14' 9" (Front) N/A 235.5 238.5 238.5 -120.8 Joists Northwest Comer Support 3 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720)440-9450 kh of nessCa dl engi neer.com System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE city of 1/22/2019 9: K AM Forte v5.4, Design Engine: W- Ridg, 2018-5628 Wood Caics.4te P Y'Va81Divlsion FO R T E MEMBER REPORT Roof Joists and Beams, Reinforcement Drop Beam Southeast Room PASSED ® 2 piece(s) 13/4" x 9 1/4" 2.0E Microllam0 LVL 0 Overall Length: 13'5" ' 12'10" ' a o All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: combination (Pattern) Member Reaction (lbs) 1739 @ 2" 9188 (3.50") Passed (19%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1463 @ 1' 3/4" 7074 Passed (21%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 5546 @ 6' 8 1/2" 12884 Passed (43%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.183 @ 6' 8 1/2" 0.436 Passed (L/859) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.390 @ 6'8 1/2" 0.654 Passed (L/403) 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (1-1360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must he braced at 13' 5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 5" o/c unless detailed otherwise. Bearing Length Loads to Supports (lbs) >upports Total Available Required Dead Roof Live Snow Wind Total Accessories - Pocket in masonry -concrete 3.50" 3.50" 1.50" 924 815 815 -408 2554/-408 None - Pocket in masonry - concrete 3.50" 3.50" 1.50" 923 814 814 -407 2551/-407 None Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducis/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD (Z� SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 1122/2019 9:02:01 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs.4te Page 1 of 1 Job Notes Tributary Dead Roof lire Snow Wind Loads Location (Side) Width (0.90) (na,-seow: 1.25) (1.15) (1.60) comments 0 - Self Weight (PLF) 0 to ITS" N/A 9.4 Linked from: Roof 1 - Uniform (PLF) 0 to 13'4 44)7/8" N/A 128.3 121.5 121.5 -60.8 Joists Southeast Room 2 Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducis/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD (Z� SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 1122/2019 9:02:01 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs.4te Page 1 of 1 Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness@dlengineer.com MEMBER REPORT Roof Joists with RTUs, Roof Joists Southwest Comer - RTU Loads F O R T E a rn 1 piece(s) 2 x 8 Hem -Fir No. 2@ 16" OC 0 12 3" _ 11'7" Y 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Overall Length: 24'9" 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 901 @ 12'8 1/2" 2430 (4.00") Passed (37%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 437 @ 13' 5 3/4" 1251 Passed (35%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -1121 @ 12'8 1/2" 1477 Passed (76%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.138 @ 5' 113/8" 0.417 Passed (L/999+) __ 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt 133 133 72/-11 510/-11 None Spans) Total Load Defl. (in) 0.261 @ 19'2 1/2" 0.592 Passed (L/544) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (1-/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 12' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 11" o/c unless detailed otherwise. A 150/6 increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. PASSED System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch: 0/12 Supports Total Bearing Length Available Required Dead Loads to Supports (Ibs) Live Snow Wind Total Accessories 1- Pocket in masonry - concrete 3.50" 3.50" 1.50" 122 142 142 75/-9 481/-9 None 2 - Beam - HE 4.00" 4.00" 1.50" 495 406 406 203 1510 None 3 - Pocket in masonry -concrete 3.50" 3.50" 1.50" 172 133 133 72/-11 510/-11 None Dead Roof Live Snow Wind Loads Location (Side) Spacing (0.90) (rron-srmw: 1.25) (1.15) (1.60) Comments 1 - Uniform (PSF) 0 to 24' 9" 16" 20.0 20.0 20.0 10.0 Roof Loads 2 - Uniform (FILE) 15'8 1/2" to 20' 11 N/A 24.7 - - - RTU Loads 1 2" Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Holness DL Engineering (720)440-9450 khotnessid)dlengineer.com SUSTAINABLE FORESTRY INITIATIVE City of 1/22/2019 9:04:23 AM Forte v5.4, Design Engine:�/A7 1.11.33 2018-5628 Wood a c►�. t Ridge PaStill-11hj Division AV Te a Project Job Ref. Tedds W 8x13 Pinned Pinned Section Sheet no./rev. Pinned 3 14.42 W 8x13 Pinned 1 W 8x13: A = 4 int, ly = 40 in', 6. Calc. by Date Chk'd by Date App'd by Date K 1/18/2019 STEEL MEMBER ANALYSIS & DESIGN (AISC 360) In accordance with AISC360 14th Edition published 2010 using the LRFD method Tedds calculation version 4.3.02 I ANALYSIS Tedds calculation version 1.0.24 Geometry Geometry (ft) - Steel (AISC) - W 8x13 Z 1 A 12.25 2 15.75 3 14.42 4 1 2 3 Span Length (ft) Section Start Support End Support 1 12.25 W 8x13 Pinned Pinned 2 15.75 W 8x13 Pinned Pinned 3 14.42 W 8x13 Pinned Pinned W 8x13: A = 4 int, ly = 40 in', 6. = 3 in 4, Ay = 2 int, k = 2 int Steel (AISC): Density 490 Ibm/ft3, Youngs 29000 ksi, Shear 11200 ksi, Thermal 0.000012 °C-' Loading Self weight included Ci O Z M O rA Dead - Loading (kips/ft) M M M M Ci O O O O O Roof Live - Loading (kips/ft) (y M M M O O O O r,.: Snow - Loading (kips/ft) (O (O fD (O (D (D v v v, v, v a AvTekla Project Job Ref. Tedds Description �2 6 Section Sheet no./rev. 66 0 Beam 2 UDL Calc. by Date Chk'd by Date App'd by Date 0.46 kips/ft K 1/18/2019 UDL GlobalZ 0.15 kips/ft Member Wind - Loading (kips/ft) Load Type Orientation Description �2 6 66 GlobalZ 66 0 Beam Roof Live UDL GlobalZ 0.3 kips/ft Beam Snow UDL GlobalZ 0.46 kips/ft Beam Wind UDL GlobalZ 0.15 kips/ft Z Load combination factors r d Load combination � d J- 4 --J � c 1.OD + 0.75E + 0.75S + 0.45W (Strength) 1.00 1.00 0.75 0.45 1.OD + 0.75E + 0.75S + 0.525E (Strength) 1.00 1.00 0.75 0.6D + 0.6W (Strength) m 0.60 � 0.60 0.6D + 0.7E (Strength) 0.60 1.2D + 1.6E (Strength) 1.20 1.20 1.60 1.OD + 1.OL (Service) 1.00 1.00 1.00 1.OD (Strength) 1.00 1.00 1.00 1.00 0.60 1.OD + 1.01-r (Strength) 1.00 1.00 1.00 1.OD + US (Strength) 1.00 1.00 1.00 1.OD + 0.75E + 0.75Lr (Strength) 1.00 1.00 0.75 1.OD + 0.75E + 0.75S (Strength) 1.00 1.00 0.75 1.OD + 0.6W (Strength) 1.00 1.00 0.60 1.OD + 0.7E (Strength) 1.00 1.00 1.OD + 0.75E + 0.751-r Member Loads Results Forces Strength combinations - Moment envelope (kip_ft) -27.6 -22.2 1 12.3 11.4 18.2 Wheat Member Load case Load Type Orientation Description Beam Dead UDL GlobalZ 0.3 kips/ft Beam Roof Live UDL GlobalZ 0.3 kips/ft Beam Snow UDL GlobalZ 0.46 kips/ft Beam Wind UDL GlobalZ 0.15 kips/ft + 0.45W (Strength) 1.00 1.00 0.75 0.45 1.OD + 0.75E + 0.75S + 0.45W (Strength) 1.00 1.00 0.75 0.45 1.OD + 0.75E + 0.75S + 0.525E (Strength) 1.00 1.00 0.75 0.6D + 0.6W (Strength) 0.60 0.60 0.60 0.6D + 0.7E (Strength) 0.60 0.60 Member Load case Load Type Orientation Description Beam Dead UDL GlobalZ 0.3 kips/ft Beam Roof Live UDL GlobalZ 0.3 kips/ft Beam Snow UDL GlobalZ 0.46 kips/ft Beam Wind UDL GlobalZ 0.15 kips/ft id9e Building D+vision AFTekid Project Job Ref. Tedds Section Sheet no./rev. 3 Calc. by Date Chk'd by Date App'd by Date K 1/18/2019 Strength combinations - Shear envelope (kips) 8.9 10.4 5.4 9 -9.6 Service combinations - Deflection envelope (in) 0 0.1 0.1 Resistance factors 0.3 Shear �v = 0.90 Flexure �b = 0.90 Tensile yielding O,y = 0.90 Tensile rupture (pt,r = 0.75 Compression = 0.90 Beam - Span 1 design Section details Section type W 8x13 (AISC 15th Edn (05.0)) ASTM steel designation A992 Steel yield stress Fy = 50 ksi Steel tensile stress Fu = 65 ksi Modulus of elasticity E = 29000 ksi i W 8x13 (AISC 15th Edn (v15.0)) Section depth, d, 7.99 In Section breadth, br, 4 in Weight of sec0an, Weight, 13 lbftft Flange thickness, t, 0.255 In Web thickness, (.„ 0.23 in Area of section, A, 3.8 int Radius of gyration about x-axis, r., 3.21 in Radius of gyration about y-axis, r. 0.843 in Elastic section modulus about x-axis, %, 9.91 in3 Elastic section modulus about y-axis, Sr, 1.37 Ina Plastic section modulus about xe is, 7y, 11.4 in3 0.23' Plastic section modulus about ya is,;, 2.15 in3 Second moment of area about x-axis. I., 39.6 Ino Second moment of ane about y-axis. Ir, 2.73 in' 4' N -6.5 !' Te a Project Job Ref. Tedds 6.76 x (0.7 x Fy / E)2)) = 9.275 ft Moment at quarter point of segment MA = 10.9 kips_ft Section Sheet no./rev. Moment at three quarter point of segment Mc = 0.2 kips_ft 4 Mmax = 22.2 kips_ft Calc. by Date Chk'd by Date App'd by Date Nominal flexural strength for lateral -torsional buckling - eq F2-3 K 1/18/2019 Lateral restraint Both flanges have lateral restraint at supports only Consider Combination 3-1.01)(Strength) Classification of sections for local buckling - Section 1134 Classification of flanges in flexure - Table 1134.1 b (case 10) Width to thickness ratio bf / (2 x tf) = 7.84 Limiting ratio for compact section ?,pff = 0.38 x 4[E / Fy] = 9.15 Limiting ratio for non -compact section Xrf = 1.0 x �[E / Fy] = 24.08 Classification of web in flexure - Table 1134.1b (case 15) Width to thickness ratio (d - 2 x k) / tW = 29.91 Limiting ratio for compact section Xpvvr = 3.76 x �[E / Fy] = 90.55 Limiting ratio for non -compact section Xr f = 5.70 x �[E / Fy] = 137.27 Check design 4ft 6.924in along span Design of members for flexure - Chapter F Required flexural strength Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Lateral -torsional buckling -Section F2.2 Unbraced length Limiting unbraced length for yielding - eq F2-5 Distance between flange centroids Mr,x = 12.3 kips_ft Compact Compact Section is compact in flexure Mn,yld,x = Mp,x = Fy x Zx = 47.5 klps_ft Lb = 12.25 ft Lp= 1.76 x ryx q(E / Fy) = 2.978 ft h. 7.74 in c=1 Design flexural strength - F1 Nominal flexural strength Mn,x = min(Mn,ym,x, Mn,nb,x) = 40.8 kips_ft Design flexural strength Mo,x = �b x Mn,x = 36.7 kips_ft Mr,x / Mc,x = 0.335 city PASS - Design flexural strength exceeds required flexural strength Wheat dge Building Division its = 1.03 in Limiting unbraced length for inelastic LTB - eq F2-6 Lr = 1.95 x its x E / (0.7 x Fy) x �((J x c / (Sx x ho)) + 4((J x c / (Sx x ho))2 + 6.76 x (0.7 x Fy / E)2)) = 9.275 ft Moment at quarter point of segment MA = 10.9 kips_ft Moment at center -line of segment MB = 10.9 kips_ft Moment at three quarter point of segment Mc = 0.2 kips_ft Maximum moment in segment Mmax = 22.2 kips_ft LTB modification factor - eq F1-1 Cb = 12.5 x Mmax / (2.5 x Mmax + 3 x MA + 4 x MB + 3 x Mc) = 2.098 Critical flexural stress - eq F2-4 Fir = (Cb x n2 x E / (Lb / rts)2) x �(1 + 0.078 x (J x c / (Sx x ho)) x (Lb / rts)2) _ 49.4 ksi Nominal flexural strength for lateral -torsional buckling - eq F2-3 Mn,ftb,x = min(Fcr x Sx, Mp,x) = 40.8 kips_ft Design flexural strength - F1 Nominal flexural strength Mn,x = min(Mn,ym,x, Mn,nb,x) = 40.8 kips_ft Design flexural strength Mo,x = �b x Mn,x = 36.7 kips_ft Mr,x / Mc,x = 0.335 city PASS - Design flexural strength exceeds required flexural strength Wheat dge Building Division AwTe a Project Job Ref. Tedds Section Sheet no./rev. 5 Calc. by Date Chk'd by Date App'd by Date K 1/18/2019 Check design at end of span Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-2 Nominal shear strength - eq G2-1 Vr,x = 9 kips AW=dxt.=1.838in2 k„ = 5 (d-2 x k)/tw-2.24 x 4(E/Fy) C� = 1.000 Vn,x = 0.6 x Fy x AW x C„ = 55.1 kips Resistance factor 4" = 1.00 Design shear strength V.,x = 4�, x Vn,x = 55.1 kips Vr,x / V.,x = 0.163 PASS - Design shear strength exceeds required shear strength Design of members for flexure - Chapter F Required flexural strength Mr,x = 22.2 kips_ft Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Mn,yld,x = Mp,x = Fy x Z. = 47.5 kips_ft Lateral -torsional buckling - Section F2.2 Unbraced length Lb = 12.25 ft Limiting unbraced length for yielding - eq F2-5 Lp = 1.76 x ry x 4(E / Fy) = 2.978 ft Distance between flange centroids ho = 7.74 in c=1 rt=1.03 in Limiting unbraced length for inelastic LTB - eq F2-6 Lr = 1.95 x rte x E / (0.7 x Fy) x • ((J x c / (Sx x ho)) + 4((J x c / (Sx x ho))z + 6.76 x (0.7 x Fy / E)2)) = 9.275 ft Moment at quarter point of segment MA = 10.9 kips_ft Moment at center -line of segment MB = 10.9 kips_ft Moment at three quarter point of segment Mc = 0.2 kips_ft Maximum moment in segment Mmax = 22.2 kips_ft LTB modification factor - eq F1-1 Cb = 12.5 x Mmax / (2.5 x Mmax + 3 x MA + 4 x MB + 3 x Mc) = 2.098 Critical flexural stress - eq F24 Fcr = (Cb x TE2 x E / (Lb / rt, x 4(1 + 0.078 x (J x c / (Sx x ho)) x (Lb / its _ 49.4 ksi Nominal flexural strength for lateral -torsional buckling - eq F2-3 Mn,eb,x = min(F�r x Sx, Mp,x) = 40.8 kips_ft Design flexural strength - F1 Nominal flexural strength Design flexural strength Consider Combination 2 -1.013 + 1.OL (Service) Check design 5ft 2.165in along span Design of members for x -x axis deflection Maximum deflection Mn,x = min(Mn,NM,x, Mn,eb,x) = 40.8 kips_ft Mo,x = �b x Mn,x = 36.7 kips_ft Mu / M.,x = 0.605 PASS - Design flexural strength exceeds required flexural strength 8x = 0.119 in AFTe d Project Job Ref. Tedds Steel yield stress Fy = 50 ksi Section Sheet no./rev. Modulus of elasticity E = 29000 ksi T 6 T Calc. by Date Chk'd by Date App'd by Date Flange thickness, 4, 0255 in K 1/18/2019 krm = 5.70 x . [E / Fy] = 137.27 Compact Area of section, A, 3.8 in' Section is compact in flexure Radius of gyration about x-axis, r4, 3.21 in Allowable deflection &,Allowable = Lm, _s, / 360 = 0.408 in & / 5x,Allowable = 0.292 PASS - Allowable deflection exceeds design deflection Beam - Soan 2 desian Section details Section type W 8x13 (AISC 15th Edn (vl5.0)) ASTM steel designation A992 Steel yield stress Fy = 50 ksi Steel tensile stress F. = 65 ksi Modulus of elasticity E = 29000 ksi T W 8x13 (AISC 15th Edn (v15.0)) T Section depth, d, 7.99 in Limiting ratio for non -compact section Section breadth, br, 4 in Classification of web in flexure -Table B4.1 b (case 15) Weight of section, Weight, 13 lbftft (d - 2 x k) / tw = 29.91 Flange thickness, 4, 0255 in kp f = 3.76 x �[E / Fy] = 90.55 Web thickness, 1., 0.23 in krm = 5.70 x . [E / Fy] = 137.27 Compact Area of section, A, 3.8 in' Section is compact in flexure Radius of gyration about x-axis, r4, 3.21 in Radius of gyration about y-axis, ry 0.843 in Elastic section modulus about x-axis, S., 9.91 in3 Mr,x = 11.4 kips ft city Elastic section modulus about yaxis, Sy, 1.37 in3 Plastic section modulus about —xis, 7x, 11.4 in3 0.23" Plastic section modulus about yaxis, Z, 2.15 in3 Second moment of area about x-axis, Ir, 39.6 in4 Second moment of area about y-axis, ly, 2.73 in4 � T 4'� Lateral restraint Both flanges have lateral restraint at supports only Consider Combination 3 -1.OD (Strength) Classification of sections for local buckling - Section B4 Classification of flanges in flexure -Table B4.1 b (case 10) Width to thickness ratio bf / (2 x tf) = 7.84 Limiting ratio for compact section Xpff = 0.38 x 4[E / Fy] = 9.15 Limiting ratio for non -compact section ?,rff = 1.0 x �[E / Fy] = 24.08 Compact Classification of web in flexure -Table B4.1 b (case 15) Width to thickness ratio (d - 2 x k) / tw = 29.91 Limiting ratio for compact section kp f = 3.76 x �[E / Fy] = 90.55 Limiting ratio for non -compact section krm = 5.70 x . [E / Fy] = 137.27 Compact Section is compact in flexure Check design 7ft 6.977in along span Design of members for flexure - Chapter F Required flexural strength Mr,x = 11.4 kips ft city as Building Division AFTekid Project Job Ref. Tedds 6.76 x (0.7 x Fy / E)2)) = 9.275 ft Section Sheet no./rev. Moment at center -line of segment MB = 11.4 kips_ft Moment at three quarter point of segment 7 Maximum moment in segment Calc. by Date Chk'd by Date App'd by Date 45.6 ksi K 1/18/2019 Mn,kb,x = min(F� x Sx, Mp,x) = 37.6 kips_ft Yielding -Section F2.1 Nominal flexural strength for yielding - eq F2-1 Mn,yld,x = Mp,x = Fy x Zx = 47.5 kips_ft Lateral -torsional buckling - Section F2.2 Unbraced length Lb = 15.75 ft Limiting unbraced length for yielding - eq F2-5 Lp = 1.76 x ry x J(E / Fy) = 2.978 ft Distance between flange centroids ho = 7.74 in c=1 Design flexural strength - F1 Nominal flexural strength Design flexural strength Check design at end of span Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-2 Nominal shear strength - eq G2-1 Mn,x = min(Mn,ym,x, Mn,kb,x) = 37.6 kips_ft Mo,x = Ob x Mn,x = 33.9 kips -ft Mr,x / Mo,x = 0.337 PASS - Design flexural strength exceeds required flexural strength Vr,x = 9.6 kips AW=dxtw=1.838in2 k„ = 5 (d-2 x k)/6-2.24 x 4(E/Fy) C„ = 1.000 Vn,x = 0.6 x Fy x A. x C� = 55.1 kips Resistance factor �, = 1.00 Design shear strength W,x = 4N x Vn,x = 55.1 kips Vr,x / V.,x = 0.173 PASS - Design shear strength exceeds required shear strength Design of members for flexure - Chapter F Required flexural strength Mr,x = 27.6 kips_ft Yielding -Section F2A Nominal flexural strength for yielding - eq F2-1 Mn,yld,x = Mp,x = Fy x Zx = 47.5 kips_ft Lateral -torsional buckling - Section F2.2 Unbraced length Lb = 15.75 ft rte =1.03 in Limiting unbraced length for inelastic LTB - eq F2-6 Lr = 1.95 x ru x E / (0.7 x Fy) x J((J x c / (Sx x ho)) + 4((J x c / (Sx x h.))2 + 6.76 x (0.7 x Fy / E)2)) = 9.275 ft Moment at quarter point of segment MA = 3.7 kips_ft Moment at center -line of segment MB = 11.4 kips_ft Moment at three quarter point of segment Mc = 1 kips ft Maximum moment in segment Mmax = 27.6 kips_ft LTB modification factor - eq F1-1 Cb = 12.5 x Mmax / (2.5 x Mmax + 3 x MA + 4 x MB + 3 x Mc) = 2.685 Critical flexural stress - eq F2-4 Fcr = (Cb x ,R2 x E / (Lb / rts)2) x �(1 + 0.078 x (J x c / (Sx x ho)) x (Lb / rt&) _ 45.6 ksi Nominal flexural strength for lateral -torsional buckling - eq F2-3 Mn,kb,x = min(F� x Sx, Mp,x) = 37.6 kips_ft Design flexural strength - F1 Nominal flexural strength Design flexural strength Check design at end of span Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-2 Nominal shear strength - eq G2-1 Mn,x = min(Mn,ym,x, Mn,kb,x) = 37.6 kips_ft Mo,x = Ob x Mn,x = 33.9 kips -ft Mr,x / Mo,x = 0.337 PASS - Design flexural strength exceeds required flexural strength Vr,x = 9.6 kips AW=dxtw=1.838in2 k„ = 5 (d-2 x k)/6-2.24 x 4(E/Fy) C„ = 1.000 Vn,x = 0.6 x Fy x A. x C� = 55.1 kips Resistance factor �, = 1.00 Design shear strength W,x = 4N x Vn,x = 55.1 kips Vr,x / V.,x = 0.173 PASS - Design shear strength exceeds required shear strength Design of members for flexure - Chapter F Required flexural strength Mr,x = 27.6 kips_ft Yielding -Section F2A Nominal flexural strength for yielding - eq F2-1 Mn,yld,x = Mp,x = Fy x Zx = 47.5 kips_ft Lateral -torsional buckling - Section F2.2 Unbraced length Lb = 15.75 ft AFTekid Project Job Ref. Tedds Section Sheet no./rev. 8 Calc. by Date Chk'd by Date App'd by Date K 1/18/2019 Limiting unbraced length for yielding - eq F2-5 Lp = 1.76 x ry x •1(E / Fy) = 2.978 ft Distance between flange centroids ho = 7.74 in c=1 its = 1.03 in Limiting unbraced length for inelastic LTB - eq F2-6 L, = 1.95 x its x E / (0.7 x Fy) x �((J x c / (S), x ho)) + 4((J x c / (Sx x ho))2 + 6.76 x (0.7 x Fy / E)2)) = 9.275 ft Moment at quarter point of segment MA = 3.7 kips—ft Moment at center -line of segment Me = 11.4 kips—ft Moment at three quarter point of segment Mc = 1 kips—ft Maximum moment in segment Mmax = 27.6 kips—ft LTB modification factor - eq F1-1 Cb = 12.5 x Mmax / (2.5 x Mmax + 3 x MA + 4 x Ms + 3 x Mc) = 2.685 Critical flexural stress - eq F24 For = (Cb x TE2 x E / (Lb / rts)2) x . (1 + 0.078 x (J x c / (Sx x ho)) x (Lb / rts)2) _ 45.6 ksi Nominal flexural strength for lateral -torsional buckling - eq F2-3 M,,,nb,X = min(F.r x Sx, Mp,x) = 37.6 kips_ft Design flexural strength - F1 Nominal flexural strength Mn,x = min(Mn,ytd,x, Mn,nb,x) = 37.6 kips—ft Design flexural strength Mo,x = f b x Mn,x = 33.9 kips—ft Mr,x / W,x = 0.815 PASS - Design flexural strength exceeds required flexural strength Consider Combination 2 - 1.01D + 1.OL (Service) Check design 7ft 6.913in along span Design of members for x -x axis deflection Maximum deflection Sx = 0.144 in Allowable deflection &,Allowable = Lmt s2 / 360 = 0.525 in & / &,AItowabte = 0.275 PASS - Allowable deflection exceeds design deflection city o Wheai�,ge Building Division AFTekid Tedds Project 2018-5628 - 8000 W. 44th Ave. Job Ref. Section Sheet no./rev. Steel Beam Support - Southwest Room 1 Calc. by Date Chk'd by Date App'd by Date K 1/18/2019 STEEL COLUMN DESIGN In accordance with AISC360-10 and the LRFD method Column and loading details Column details Column section Design loading Required axial strength Moment about x axis at end 1 Moment about x axis at end 2 Maximum moment about x axis Maximum moment about y axis Maximum shear force parallel to y axis Maximum shear force parallel to x axis Material details Steel grade Yield strength Ultimate strength Modulus of elasticity Shear modulus of elasticity Unbraced lengths For buckling about x axis For buckling about y axis For torsional buckling Effective length factors For buckling about x axis For buckling about y axis HSS 3x0.250 Pr = 10 kips (Compression) Mxt = 0.7 kips_ft Ma = 0.0 kips—ft Single curvature bending about x axis Mx = max(abs(Mxt), abs(M,2)) = 0.7 kips—ft My = 0.0 kips—ft Vry = 0.0 kips Vrx = 0.0 kips A500 Gr. B Fy = 42 ksi Fu = 58 ksi E = 29000 ksi G =11200 ksi Lx = 114 in Ly =114 in LZ = 114 in Kx = 1.00 Ky = 1.00 Tedds calculation version 1.0.09 Te a Project Job Ref. Tedds 2018-5628 - 8000 W. 44th Ave. Section Sheet no./rev. Steel Beam Support - Southwest Room 2 Calc. by Date Chk'd by Date App'd by Date K 1/18/2019 For torsional buckling Section classification K� = 1.00 Section classification for local buckling (cl. B4) Width to thickness ratio X = Do / t = 12.876 Compression Limit for nonslender section Flexure Limit for compact section Limit for noncompact section Slenderness Member slenderness Slenderness ratio about x axis Slenderness ratio about y axis Second order effects Xr_c = 0.11 x E / Fy = 75.952 kpj = 0.07 x E / Fy = 48.333 Xr_f=0.31 xE/Fy=214.048 SRX=KxxLx/rx=116.1 SRy = Ky x Ly / ry = 116.1 The section is nonslender in compression The section is compact in flexure Second order effects for bending about x axis (cl. App 8.1) Coefficient Cm Cmx = 0.6 + 0.4 x Mx2 / Mx, = 0.600 Coefficient a a = 1.0 Elastic critical buckling stress Pe1x = n2 x E x Ix / (Kix x LX)2 = 42.9 kips P-8 amplifier B1x = max(1.0, Cmx / (1 - a x Pr / Pei.)) = 1.000 Required flexural strength Mrx = Bix x Mx = 0.7 kips—ft Second order effects for bending about y axis (cl. App 8.1) Coefficient Cm Cmy = 1.0 Coefficient a a = 1.0 Elastic critical buckling stress Pely = n2 x E x ly / (K1y x Ly)2 = 42.9 kips P-5 amplifier B1y = max(1.0, Cmy / (1 - a x Pr / Pe1y)) = 1.320 Required flexural strength Mry = B1y x My = 0.0 kips—ft Reduction factor for slender elements Reduction factor for slender elements (E7) The section does not contain any slender elements therefore: - Slender element reduction factor Q = 1.0 Compressive strength Flexural buckling about x axis (cl. E3) Elastic critical buckling stress Reduction factor Flexural buckling stress about x axis Nominal flexural buckling strength Fex = (n2 x E) / (SRx)2 = 21.2 ksi QX = Q = 1.000 Fcrx = Qx x (0.658QxxFy Fex) x Fy = 18.4 ksi Pnx = Fcrx x A9 = 37.3 kips City of Wheat Ridge Building Division or AFTekid Tedds Project 2018-5628 - 8000 W. 44th Ave. Job Ref. Section Sheet no./rev. Steel Beam Support - Southwest Room 3 Calc. by Date Chk'd by Date App'd by Date K 1/18/2019 Flexural buckling about y axis (cl. E3) Elastic critical buckling stress Reduction factor Flexural buckling stress about y axis Nominal flexural buckling strength Fay = (7E2 x E) / (SRy)z = 21.2 ksi Qy = Q = 1.000 Fors = Qy x (0.658°yxFy/Fey) x Fy = 18.4 ksi Pny = Fury x Ag = 37.3 kips Design compressive strength (cl.E1) Resistance factor for compression �C = 0.90 Design compressive strength Pc _ Oc x min(Pnx, Pny) = 33.5 kips PASS - The design compressive strength exceeds the required compressive strength Flexural strength about the major axis Yielding (cl. F8.1) Nominal flexural strength Design flexural strength (cl. F1) Mnxyld = Mnyyld = Fy x Z = 6.3 kips—ft Resistance factor for flexure 4 = 0.90 Design flexural strength Wx = May = �b x Mnxytd = 5.6 kips—ft PASS - The design flexural strength about the x axis exceeds the required flexural strength PASS - The design flexural strength about the y axis exceeds the required flexural strength Combined forces Member utilization (cl. Hi.i) Equation H1 -1a UR=abs(Pr)/Pc+8/9x(Mrx/W.+Mry/My) =0.413 PASS - The member is adequate for the combined forces Aw TOW Project Job Ref. IV Tedds 2018-5628 - 8000 W. 44th Ave. Section Sheet no./rev. Steel Beam Support Plate - Northwest Room 1 Calc. by Date Chk'd by Date App'd by Date K 1/18/2019 COLUMN BASE PLATE DESIGN In accordance with AISC 360-10 V 0 T i v Ali qL+ + -4" 014 1.'* Plan on baseplate Design forces and moments Axial force Bending moment Shear force Eccentricity Anchor bolt to center of plate Column details Column section Diameter Thickness Baseplate details Depth Breadth Thickness Design strength Foundation geometry Member thickness Dist center of baseplate to left edge foundation Dist center of baseplate to right edge foundation Dist center of baseplate to bot edge foundation Dist center of baseplate to top edge foundation Holding down bolt and anchor plate details Total number of bolts Bolt diameter Bolt spacing Edge distance Minimum tensile strength, base plate Elevation on baseplate P. = 10.4 kips (Compression) M„ = 7.3 kip—in Fv = 0.0 kips e = ABS(M„ / P.) = 0.700 in f=N/2-e,=2.000 in A1085 HSS 3x0.25 Do = 3.000 in t=0.250 in N=6.00Oin B = 6.000 in tp = 0.500 in Fy = 36.0 ksi ha = 36.000 in xoe, = 6.000 in xoe2 = 6.000 in yoe, = 6.000 in yce2 = 6.000 in Nbon = 4 do = 0.500 in sboit = 4.000 in e,=1.000 in Fy = 36 ksi Tedds calculation version 2.1.01 1 Bolt diameter - 0.5" Bolt embedment - 6.0" i 0.38 ksi City f Wheat Ridge Building Division AvTeklab Tedds Project 2018-5628 - 8000 W. 44th Ave. Job Ref. Section Sheet no./rev. Steel Beam Support Plate - Northwest Room 2 Calc. by Date Chk'd by Date App'd by Date K 1/18/2019 Minimum tensile strength, column Compressive strength of concrete Strength reduction factors Compression Flexure Weld shear Plate cantilever dimensions Area of base plate Maximum area of supporting surface Nominal strength of concrete under base plate Bending line cantilever distance m Bending line cantilever distance n Maximum bending line cantilever Check eccentricity Maximum bearing stress Maximum bearing pressure Critical eccentricity Bearing length Bearing pressure Fycoi = 50 ksi f. = 3 ksi = 0.65 = 0.90 O = 0.75 At = B x N = 36.000 int A2 = (N + 2 x Irvin) x (B + 2 x Imin) = 144.000 int Pp = 0.85 x f� x A, x min(4(A2 / Al), 2) = 183.6 kips m=(N-0.80xDo)/2=1.800 in n=(B-0.8xD.)/2=1.800 in I = max(m, n) = 1.800 in fp,m,, = 0.85 x fc x (k x min(�(A2 / Al), 2) = 3.32 ksi qmax = fp,max x B = 19.89 kips/In e&t=N/2-Pu/(2xgmax)=2.739 in e <= eort so loads can be resisted by bearing alone. Therefore consider as a small moment Y = N - 2xe = 4.600 in q = Pu / Y = 2.3 kips/in PASS - Maximum allowable bearing stress exceeds actual Base plate yielding limit at bearing interface Required plate thickness tp,req = 4(4 x (fp x (12 / 2)) / (�b x Fy)) = 0.275 in PASS - Thickness of plate exceeds required thickness i Te a Project Job Ref. Tedds Section Sheet no./rev. 1 Calc. by Date Chk'd by Date App'd by Date K 1/21 /2019 FOUNDATION ANALYSIS & DESIGN (ACI318) In accordance with ACI318-11 incorporating Errata as of August 8, 2014 FOOTING ANALYSIS Length of foundation Lx = 3 ft Width of foundation Ly = 3 ft Foundation area A = Lx x Ly = 9 ft2 Depth of foundation h = 36 in Depth of soil over foundation hsoii = 18 in Density of concrete Yoono = 150.0 Ib/ft3 1.778 ksf 1.778 ksf 1.778 ksf 1.778 ksf Column no.1 details Length of column 6, = 3.00 in Width of column ly1 = 3.00 in position in x-axis x, = 18.00 in position in y-axis y, = 18.00 in Soil properties Net allowable bearing pressure gallow_Net = 1.5 ksf Density of soil Ysoii = 115.0 Ib/ft3 Angle of internal friction �b = 30.0 deg Design base friction angle Sbb = 30.0 deg Coefficient of base friction tan(8bb) = 0.577 Tedds calculation version 3.2.07 1 Cit of Wheat Ridge Building Division Project I Job Ref. Tedds Section Sheet no./rev. 2 Calc. by Date Chk'd by Date App'd by 7Date K 1/21/2019 Foundation loads Self weight Fswt = h x ycono = 450 psf Soil weight Fsou = hsoli x ysoii = 172.5 psf Column no.1 loads May = yD x (A x (Fswt + Fson) x Ly / 2) + yD x (FD11 x y,) = 24.0 kip_ft Dead load in z FDz1 = 10.4 kips Footing analysis for soil and stability Fdz, = 16.003 kips Load combinations per ASCE 7-10 PASS - Foundation is not subject to uplift 1.0 D (0.881) 1.OD + 1.OL (0.881) Combination 1 results: 1.01) ed: = Md. / Fdz, - LX / 2 = 0 in Forces on foundation edy = May / Fdz, - Ly / 2 = 0 in Force in z-axis F& = yD x A x (Fswt + Fsoi) + YD x FDzl = 16.0 kips Moments on foundation Moment in x-axis, about x is 0 Max = YD x (A x (Fswt + Fsoa) x LX / 2) + YD x (FDzl x xi) = 24.0 kip_ft Moment in y-axis, about y is 0 May = yD x (A x (Fswt + Fson) x Ly / 2) + yD x (FD11 x y,) = 24.0 kip_ft Uplift verification Yield strength of reinforcement Vertical force Fdz, = 16.003 kips Cnom = 3 in PASS - Foundation is not subject to uplift Bearing resistance Eccentricity of base reaction Eccentricity of base reaction in x-axis ed: = Md. / Fdz, - LX / 2 = 0 in Eccentricity of base reaction in y-axis edy = May / Fdz, - Ly / 2 = 0 in Pad base pressures qt = Fdz, x (1 - 6 x ed: / Lx - 6 x edy / Ly) / (Lx x Ly) = 1.778 ksf q2 = Fdz, x (1 - 6 x edx / Lx + 6 x edy / Ly) / (Lx x Ly) = 1.778 ksf q3 = Fdz, x (1 + 6 x edx / Lx - 6 x edy / Ly) / (Lx x Ly) = 1.778 ksf q4 = Fdz, x (1 + 6 x edx / Lx + 6 x edy / Ly) / (Lx x Ly) = 1.778 ksf Minimum base pressure gmin = min(gt,g2,q3,q4) = 1.778 ksf Maximum base pressure gmax = max(q,,g2,g3,q4) = 1.778 ksf Allowable bearing capacity Allowable bearing capacity gallow = ganow_Net + (h + hsolt) x ysoil = 2.017 ksf gmax / ganow = 0.881 PASS - Allowable bearing capacity exceeds design base pressure FOOTING DESIGN (AC1318) In accordance with ACI318-11 incorporating Errata as of August 8, 2014 Material details Compressive strength of concrete f o = 4000 psi Yield strength of reinforcement fy = 60000 psi Cover to reinforcement Cnom = 3 in Concrete type Normal weight AW Tekid Project Job Ref. Tedds Section Sheet no./rev. 3 Calc. by Date Chk'd by Date App'd by Date K 1/21/2019 Concrete modification factor Column type Analysis and design of concrete footing Load combinations per ASCE 7-10 1.41D (0.012) 1.21D + 1.61- + 0.51-r (0.010) 1.21D + 1.61- + 0.5S (0.010) 1.21D + 1.61- + 0.5R (0.010) 1.21D + 1.01- + 1.61-r (0.010) 1.21D + 1.01- + 1.6S (0.010) 1.21D + 1.01- + 1.6R (0.010) 1.21D + 1.61-r + 0.5W (0.010) 1.21D + 1.6S + 0.5W (0.010) 1.21D + 1.6R + 0.5W (0.010) 1.21D + 1.01- + 0.51-r + 1.OW (0.010) 1.21D + 1.01- + 0.5S + 1.OW (0.010) 1.21D + 1.01- + 0.5R + 1.OW (0.010) 0.2 + 0.2 x SDS)D + 1.01- + 0.2S + 1.0E (0.012) 0.91D + 1.OW (0.008) (0.9 - 0.2 x SDs)D + 1.0E (0.006) Combination 1 results: 1.4101 Forces on foundation Ultimate force in z-axis Moments on foundation Ultimate moment in x-axis, about x is 0 Ultimate moment in y-axis, about y is 0 Eccentricity of base reaction Eccentricity of base reaction in x-axis Eccentricity of base reaction in y-axis Pad base pressures Minimum ultimate base pressure Maximum ultimate base pressure X = 1.00 Concrete Fuz = YD x A x (Fsm + Fsoii) + YD x FDzt = 22.4 kips Mux = YD x (A x (F5„a + FSo;i) x LX / 2) + YD x (FD:t x xi) = 33.6 kip_ft Muy = YD x (A x (Fsm + FSoii) x Ly / 2) + YD x (FDzt x yi) = 33.6 kip_ft eux = Mux / Fuz - Lx / 2 = 0 in euy =Muy/Fuz -Ly/2=0in qui = Fuz x (1 - 6 x eux / Lx - 6 x euy / Ly) / (Lx x Ly) = 2.489 ksf qu2 = Fuz x (1 - 6 x eux / Lx + 6 x euy / Ly) / (Lx x Ly) = 2.489 ksf qua = Fuz x (1 + 6 x eux / Lx - 6 x euy / Ly) / (Lx x Ly) = 2.489 ksf qua = Fuz x (1 + 6 x eux / Lx + 6 x euy / Ly) / (Lx x Ly) = 2.489 ksf qumin = min(qu1,qu2,qu3,qu4) = 2.489 ksf qumax = max(qut,qu2,qu3,qu4) = 2.489 ksf Shear diagram, x axis (kips) 7.3 .3 0 Of Ridge AFTekid Tedds Project Job Ref. Section Sheet no./rev. 4 Calc. by Date Chk'd by Date App'd by Date K 1/21/2019 Moment diagram, x axis (kip_ft) 4.6 0 0 5.5 Moment design, x direction, positive moment Ultimate bending moment Tension reinforcement provided Area of tension reinforcement provided Minimum area of reinforcement (10.5.4) Maximum spacing of reinforcement (10.5.4) Depth to tension reinforcement Depth of compression block Neutral axis factor Depth to neutral axis Strain in tensile reinforcement (10.3.5) Nominal moment capacity Flexural strength reduction factor Design moment capacity One-way shear design, x direction Mu.x.m. = 4.59 klp_ft 6 No.6 bottom bars (5.8 in c/c) Asx.bot.pm = 2.64 int As.min = 0.0018 x Ly x h = 2.333 int PASS -Area of reinforcement provided exceeds minimum sm. = min(3 x h, 18 in) = 18 in PASS - Maximum permissible reinforcement spacing exceeds actual spacing d = h - Cnom - Ox.bot / 2 = 32.625 in a = Asx.bot.prov x fy / (0.85 x f x Ly) = 1.294 in Pi = 0.85 c=a/R1=1.522 in et = 0.003 x d / c - 0.003 = 0.06129 PASS - Tensile strain exceeds minimum required, 0.004 Mn = Asx.bot.prov x fy x (d - a / 2) = 422.109 klp_ft 0 = min(max(0.65 + (st - 0.002) x (250 / 3), 0.65), 0.9) = 0.900 �Mn = 0 x Mn = 379.898 kip_jt Mu.x.m. / �Mn = 0.012 PASS - Design moment capacity exceeds ultimate moment load One-way shear design does not apply. Shear failure plane fall outside extents of foundation. Two-way shear design at column 1 Two-way shear design does not apply. Shear perimeter falls outside extents of foundation. Shear diagram, y axis (kips) 7.3 .1 0 0 k {-7.3 AV Tekid Project Job Ref. Tedds Section Sheet no./rev. 5 Calc. by Date Chk'd by Date App'd by Date K 1/21/2019 Moment diagram, y axis (kip_ft) 4.6 0 Moment design, y direction, positive moment 0 Ultimate bending moment Mu.y.max = 4.59 kip_ft Tension reinforcement provided 6 No.6 bottom bars (5.8 in c/c) Area of tension reinforcement provided Asy.bot.pmv = 2.64 int Minimum area of reinforcement (10.5.4) As.min = 0.0018 x Lx x h = 2.333 int PASS - Area of reinforcement provided exceeds minimum Maximum spacing of reinforcement (10.5.4) sm. = min(3 x h, 18 in) = 18 in PASS - Maximum permissible reinforcement spacing exceeds actual spacing Depth to tension reinforcement d = h - Cnom - ¢x.bot - Oy.bot / 2 = 31.875 in Depth of compression block a = Asy.bot.prov x fy / (0.85 x f x Lx) = 1.294 in Neutral axis factor 01 = 0.85 Depth to neutral axis c = a / 01 = 1.522 in Strain in tensile reinforcement (10.3.5) et = 0.003 x d / c - 0.003 = 0.05981 PASS - Tensile strain exceeds minimum required, 0.004 Nominal moment capacity Mn = Asy.bot.prov x fy x (d - a / 2) = 412.209 kip_ft Flexural strength reduction factor (t = min(max(0.65 + (Et - 0.002) x (250 / 3), 0.65), 0.9) = 0.900 Design moment capacity OMS = 0 x Mn = 370.988 kip_ft Mu.y.max / OMn = 0.012 PASS - Design moment capacity exceeds ultimate moment load One-way shear design, y direction One-way shear design does not apply. Shear failure plane fall outside extents of foundation. Two-way shear design at column 1 Two-way shear design does not apply. Shear perimeter falls outside extents of foundation. city of Wheat Ridge guiiding Division JwTekld lw Project Job Ref. Tedds Section Sheet no./rev. 6 Calc. by Date Chk'd by Date App'd by Date K 1/21/2019 - -----j-6 No.6 bottom bars (5.8 in dc) I 6 No.6 bottom bars (5.8 in J/ ) MEMBER REPORT Roof Joists with RTUs, Existing Roof Joists Main Room - RTU Loads PASSED F Q R T E a 1 piece(s) 2 x 12 Douglas Fir -Larch No. 1@ 16" OC Overall Length: 40' 1/2" 0 19'6" 19'6" 0 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual C Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1564 @ 20' 1/4" 3506 (5.50") Passed (45%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 745 @ 21'2 1/4" 2329 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) -2907 @ 20' 1/4" 3487 Passed (83%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.176 @ 9' 3 3/16" 0.660 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 5 (Alt S ans Total Load Defl. (in) 0.363 @ 30'9 3/4" 0.991 Passed ( L/654) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4'4" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. System : Roof Member Type: Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch: 0/12 Supports Total Bearing Length Available Required Dead Loads to Supports (lbs) Roof fSnow WindLive Total Accessories 1- Pocket in masonry - concrete 3.50" 3.50" 1.50" 192 220 220 118/-17 750/-17 None 2 - Beam - SPF 5.50" 5.50" 2.45" 903 660 660 330 2553 None 3 - Pocket in masonry - concrete 3.50" 3.50" 1.50" 231 220 220 118/-17 789/-17 None Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 1/22/2019 9:04:36 Arpty Of Forte v5.4, Design Engine: V7.1.1.3 2098-5628 Wood Calrst dliiibat Ridge Page 1 of 1 Building Division Dead Roof Live Snow Wind Loads Location (Side) Spacing (0.90) (non-sriow: 1.25) (1.15) (1.60) Comments 1 - Uniform (PSF) 0 to 40' 1/2" 16" 20.0 20.0 20.0 10.0 Roof Loads 2 - Uniform (FILE) 17'9" to 28'3" N/A 24.7 - - - Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 1/22/2019 9:04:36 Arpty Of Forte v5.4, Design Engine: V7.1.1.3 2098-5628 Wood Calrst dliiibat Ridge Page 1 of 1 Building Division Job Notes Kelly Hoiness DL Engineering khoinessadlengineercom a F 4 R T E ' MEMBER REPORT Skylights, Shorter Roof Joists Main Room PASSED 1 piece(s) 2 x 12 Douglas Fir -Larch No. 1 @ 16" OC 0 Overall Length: 11'6" 10' it" E 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 293 @ 11'2 1/2" 1406 (1.50") Passed (21%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 243 @ 10' 3 1/4" 2329 Passed (10%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 807 @ 5' 8 1/2" 3487 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.029 @ 5' 8 1/2" 0.367 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.058 @ 5' 8 1/2" 0.550 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 11' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11'3" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) iuploItSTotal Available Required Dead Live Snow Wind Total Accessories .- Pocket in masonry- concrete 3.50" 3.50" 1.50" 152 152 152 76 532 None t - Hanger on 11 1/4" HF beam 3.50" Hanger' 1.50" 154 154 154 77 539 See note' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 0/12 Connector: Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2- Face Mount Hanger LUS28 1.75" N/A 6-10d 3-10d None Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 0 SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 1/22/2019 9:03:07 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs 4te Page 1 of 1 .lob Notes Kelly Hoiness Dead Roof Live I Snow Wind Loads Location (Side) Spacing (0.90) (non -snow: 1.25) (1.15) (1.60) Comments 1 - Uniform (PSF) 0 to 11'6" 16" 20.0 20.0 20.0 10.0 Roof Loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 0 SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 1/22/2019 9:03:07 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs 4te Page 1 of 1 .lob Notes Kelly Hoiness DL Engineering (720)440-9450 khoinessadlengineercom PO R T E' MEMBER REPORT Skylights, Skylight Framing Perp. to Shorter Joists PASSED 1 pieces) 2 x 12 Hem -Fir No. 2 0 Overall Length: 4'7" 77 4 4 a o All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 471 @ 3 1/2" 911 (1.50") Passed (52%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 250 @ 1' 2 3/4" 1941 Passed (13%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 471 @ 2' 3 1/2" 2577 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.003 @ 2' 3 1/2" 0.100 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.006 @ 2' 3 1/2" 0.200 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (1-/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) Supports Total Available Required Dead Live Snow Wind Total Accessories 1 - Hanger on 111/4" HF beam 3.50" Hanger' 1.50" 273 265 265 132 935 See note ' 2 - Hanger on 11 1/4" HF beam 3.50" Hanger' 1.50" 273 265 265 132 1 935 See note ' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A 2- Face Mount Hanger Connector not found N/A N/A N/A N/A Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Tributary Dead Roof Live Snow Wind Loads Location (Side) Width (0.90) (na"now: 1.25) (1.15) (1.60) Comments 0 - Self Weight (PLF) 3 1/2" to 4' 3 1/2" N/A 4.3 Linked from: Shorter 1 - Uniform (PLF) 0 to 4' 7" (Back) N/A 115.5 115.5 115.5 57.8 Roof Joists Main Room Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Holness DL Engineering (720) 440-9450 kh of ne ss@ dlen g i nee r. com SUSTAINABLE FORESTRY INITIATIVE City Of 1/22/2019 9:03:42 AM Forte v5.4, Design Engine: ldbt Ridge 2018-5628 Wood Calcs.4te PagEBrUdding Division MEMBER REPORT Skylights, Roof Joists with skylight framing loads PASSED i F O R T ER 2 piece(s) 2 x 12 Hem -Fir No. 2@ 16" OC Overall Length: 40' 1/2" 19'6" 19'6" t 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 ' Design Resuks Actual tit Location Allowed Result LDP Load: Combination (Pattern) Member Reaction (lbs) 2170 @ 20'1/4" 6683 (5.50") Passed (32%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1374 @ 21'2 1/4" 3881 Passed (35%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) -3876 @ 20'1/4" 5928 Passed (65%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.237 @ 30'4 1/8" 0.660 Passed (L/999+) -- 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.448 @ 30' 5 7/16" 0.991 Passed (1-/531) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (1-1240). Top Edge Bracing (Lu): Top compression edge must be braced at 10' 8" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 8" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch: 0/12 Supports Total Bearing Length Available Required Dead Loads to Supports (lbs) �e Snow Wind Total Accessories 1 - Pocket in masonry - concrete 3.50" 3.50" 1.50" 171 205 205 118/-32 699/-32 None 2 - Plate on steel - SPF 5.50" 5.50" 1.79" 1092 1078 1078 539 3787 None 3 - Pocket in masonry - concrete 3.50" 3.50" 1.50" 311 324 324 170/-17 1129/-17 None Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator SUSTAINABLE FORESTRY INITIATIVE Forte software Operator 1/22/2019 9:03:55 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs.4te Page 1 Of 1 Job Notes Kelly Hoiness Dead Roof Live Snow Wind Loads Location (Side) Spacing (0.90) (non -snow: 1.25) (1.15) (1.60) Comments 1 - Uniform (PSF) 0 to 40' 1/2" 16" 20.0 20.0 20.0 10.0 Roof Loads Linked from: Skylight 2 - Point (Ib) 21'2" N/A 234 225 225 113 Framing Perp. to Longer Joists, Su ort 1 Linked from: Skylight 3 - Point (Ib) 29'2" N/A 273 265 265 132 Framing Perp. to Shorter Joists, Su ort 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator SUSTAINABLE FORESTRY INITIATIVE Forte software Operator 1/22/2019 9:03:55 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs.4te Page 1 Of 1 Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoinessAdlengineer com A C R T c MEMBER REPORT 6'-3" Door Header, 6'-3" Door Header F V ` 2 piece(s) 2 x 8 Hem -Fir No. 2 Overall Length: 6'6" 0 1 6'3* in All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 202 @ 0 1823 (1.50") Passed (11%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 123 @ 8 3/4" 1958 Passed (6%) 0.90 1.0 D (All Spans) Moment (Ft -lbs) 258 @ TY 2011 Passed (13%) 0.90 1.0 D (All Spans) Live Load Defi. (in) 0.004 @ 3' 3" 0.217 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.020 @ 3' 3" 0.313 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (1-/360) and TL (5/16"). Top Edge Bracing (Lu): Top compression edge must be braced at 6' 6" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 6" o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) lupport4 Total Available Required Dead Roof Snow Wind Total Accessories Live - Trimmer - SPF 1.50" 1.50" 1.50" 159 43 43 22 267 None - Trimmer - SPF 1.50" 1.50" 1.50" 159 43 43 22 267 None Loads Location (Side) Tributary Width Dead Roof Live Snow (0.90) (non -snow: 1.2.S) (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 6' 6" N/A 5.5 1 - Uniform (PSF) 0 to 6' 6" 8" 20.0 20.0 20.0 10.0 Roof Loads 2 - Uniform (PLF) 0 to 6' 6" N/A 30.0 - - - Wall Loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness@dlengineer.com PASSED System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE city of 1/22/2019 9:05:32 AM Forte v5.4, Design Engine: V7.1.1.3 t Rjd�2 2018-5628 Wood C Page 1 of 1 pwlslon guitding MEMBER REPORT Basement Joists, Northwest Comer Room F O R T E 1 piece(s) 2 x 12 Hem -Fir No. 2@ 16" OC 0 Overall Length: 10' 11" 10'4" 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 800 @ 2 1/2" 1367 (2.25") Passed (58%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 632 @ 1' 2 3/4" 1688 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 2058 @ 5' 5 1/2" 2577 Passed (80%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.158 @ T5 1/2" 0.262 Passed (L/799) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.177 @ 5'5 1/2" 1 0.525 Passed (L/714) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating N/A I N/A -- Defection criteria: LL (1-/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 9" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. " Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Bearing Length Loads to Supports (lbs) Dead (0.90) Supports Total Available Required Dead F� Total Accessories I - Plate on concrete - HF 3.50" 2.25" 1.50" 87 728 815 1 1/4" Rim Board ! - Plate on concrete - HF 3.50" 2.25" 1.50" 87 728 815 1 1/4" Rim Board " Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 10' 11" 16" 12.0 100.0 Floor Loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD 0 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 1/22/2019 9:06:05 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs.4te Page 1 of 1 Job Notes Kelly Holness DL Engineering (720)440-9450 khoiness(gdlengineercom ®F O R T E x MEMBER REPORT Basement Joists, West Hallway Room 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 0 Overall Length: 9'7" 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDF Load. Combination (Pattern) Member Reaction (lbs) 700 @ 2 1/2" 1367 (2.25") Passed (51%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 532 @ 1' 2 3/4" 1688 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1569 @ 4'9 1/2" 2577 Passed (61%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.092 @ 4' 9 1/2" 0.229 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.103 @ 4' 9 1/2" 0.458 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 7'3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 5" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry a0 loads applied directly above it, bypassing the member being designed. Loads Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Fl or Total Accessories 1 - Uniform (PSF) 0 to 9' 7" 16" 1 - Plate on concrete - HF 3.50" 2.25" 1.50" 77 639 716 1 1/4" Rim Board 2 - Plate on concrete - HF 3.50" 2.25" 1.50" 77 639 716 11/4" Rim Board • Rim Board is assumed to carry a0 loads applied directly above it, bypassing the member being designed. Loads Location (Side) Spacing Dead (0.90) Floor live (1.00) Comments 1 - Uniform (PSF) 0 to 9' 7" 16" 12.0 100.0 Floor Loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness@dlengineer.corn PASSED System : Floor Member Type: Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD 0) SUSTAINABLE FORESTRY INITIATIVE Of 1/22/2019 9:06:24 0 Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calla -I dlt Rldg9 Page 1 of 1 DivisioTt guildln5 a C O R Z C SOLUTIONS REPORT Basement Joists, Existing Floor Joists r 1 [ G Current Solution:: 1 piece(s) 2 x 12 Douglas Fir -Larch No. 1 @ 16" OC Overall Length: 39'5" o 12' 10" All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Member Reaction (lbs) 2321 @ 25'8 1/4" 273 4.504" Passed (85%) Shear (lbs) 1059 @ 269 3/4" 2025 Passed (52%) 1.00 Moment (Ft -lbs) -29451@"25 8 3032 Passed (97%) 1.00 Live Load Defl. (in) 0.246 @ 32' 9 1/16" 0.338 Passed (L/659) Total Load Defl.(in) 0'268 @ 32 9 0.676 Passed (L/605) 7/16" T] -Pro— Rating N/A N/A I 0 1 r PASSED System : Floor Member Type: Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD All Product Solutions Depth Series Plies Spacing T7 -Pro"" Rating Wood Volume 11 1/4" 2 x Douglas Fir -Larch No. 1 1 16" N/A 1 1.79 The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal purposes. Forte Software Operator Job Notes 1/22/2019 9:07:44 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs.4te Page 1 of 1 Kelly Holness -7 DL Engineering (720)440-9450 khoiness@ dlenginee r.com i_j C O r c MEMBER REPORT Basement Joists, Reinforced Basement Beam 1 PASSED �M 1� ` 4 piece(s) 2 x 10 Hem -Fir No. 2 Overall Length: 22'11" 5'2* ( 5'11 1/2" 5' 1 1/2* 5-2- 0 E N ® H All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual o Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 11762 @ 5'9" 17010 (7.00") Passed (69%) -- 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 4137 @ 4' 8 1/4" 5550 Passed (75%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft -lbs) -6497 @ 17'2" 6667 Passed (97%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.049 @ 2'9 15/16" 0.186 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.053 @ 2' 9 3/4" 0.279 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 19' 10" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 11" o/c unless detailed otherwise. Applicable calculations are based on NDS. Supports Total Bearing Length Available Required Loads to Supports (lbs) Dead Live Total Accessories 1 - Pocket in masonry - concrete 3.50" 3.50" 1.86" 425 4105/-485 4530/-485 None 2 - Column Cap - steel 7.00" 7.00" 4.84" 1161 10602 11763 Blocking 3 - Column Cap - steel 7.00" 7.00" 4.52" 967 10028 10995 Blocking 4 - Column Cap - steel 7.00" 7.00" 4.84" 1161 10602 11763 Blocking 5 - Pocket in masonry - concrete 3.50" 3.50" 1.86" 425 4105/-485 1 4530/-485 None • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location (Side) Wldth (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 22' 11" N/A 14.1 Linked from: Existing 1 - Uniform (PLF) 0 to 22' 11" (Front) N/A 166.5 1539.0 Floor Joists, Support 2 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1367 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Holness DL Engineering (720) 440-9450 khoiness@dlengineer.com System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE 1/22/2019 9:08:39 AMI of Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood iofat Ridge Page 1 of 1 Building Division E v ®FORTE* MEMBER REPORT Basement Joists, Reinforced Basement Beam 2 PASSED 4 piece(s) 2 x 10 Hem -Fir No. 2 Overall Length: 22' 11" + Actual @ Location Allowed 0 ii a ,r 12003 @ 5' 9" 17010 (7.00") Passed (71%) v 5'2" ( 4 5'1 1/2" qFf' Shear (lbs) 5''! 112" 5-2- 0 Passed (76%) 1.00 1.0 D + 1.0 L (Adj Spans) All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (lbs) 12003 @ 5' 9" 17010 (7.00") Passed (71%) -- 1.0 D + 1.0 L (Adj Spans) Shear (lbs) 4222 @ 4' 8 1/4" 5550 Passed (76%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft -lbs) -6629 @ 17'2" 6667 Passed (99%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.050 @ 20' 1 1/16" 0.186 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.054 @ 2' 9 3/4" 0.279 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (1-/360) and TL (1-/240). Top Edge Bracing (Lu): Top compression edge must be braced at 19' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 1' B" o/c unless detailed otherwise. Applicable calculations are based on NDS. Supports Total Bearing Length Available Required Loads to Supports (lbs) Dead Floor Total Live Accessories 1 - Pocket in masonry - concrete 3.50" 3.50" 1.90" 437 4185/-494 4622/-494 None 2 - Column Cap - steel 7.00" 7.00" 4.94" 1194 10808 12002 Blocking 3 - Column Cap - steel 7.00" 7.00" 4.62" 995 10224 11219 Blocking E4- Column Cap - steel 7.00" 7.00" 4.94" 1194 10808 12002 Blocking 5 - Pocket in masonry - concrete 3.50" 3.50" 1.90" 437 4185/-494 4622/-494 None • Blocking Panels are assumed to carry no loads applied directly above them and the Lull loaa is apps ea to me memoer oemg aesigneo. Tributary Dead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 22' 11" N/A 14.1 Linked from: Existing 1 - Uniform (PLF) 0 to 22' 11" (Front) N/A 171.8 1569.0 Floor Joists, Support 3 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness(gdlengineer. corn System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD (1jJ SUSTAINABLE FORESTRY INITIATIVE 1/22/2019 9:08:54 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs 4te Page 1 of 1 ®Te a° Project Job Ref. Tedds Width of foundation Ly = 2 ft Foundation area Section Sheet no./rev. h = 18 in Depth of soil over foundation 1 Density of concrete Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 FOUNDATION ANALYSIS & DESIGN (ACI318) In accordance with ACI318-11 incorporating Errata as of August 8, 2014 FOOTING ANALYSIS 1.1 = 3.50 in Length of foundation Lx = 2 ft Width of foundation Ly = 2 ft Foundation area A = Lx x Ly = 4 ft2 Depth of foundation h = 18 in Depth of soil over foundation hsoln = 24 in Density of concrete Yoono = 150.0 Ib/ft3 0.742 ksf 1.173 ksf II t {{ a f = - y 0.742 W Ij 1.173W Column no.1 details Length of column 1.1 = 3.50 in Width of column lyt = 3.50 in position in x-axis x, = 13.75 in position in y-axis y, = 12.00 in Soil properties Net allowable bearing pressure Density of soil Angle of internal friction Design base friction angle Coefficient of base friction ganow_Net = 1.5 ksf Ysoii = 120.0 Ib/ft3 �b = 30.0 deg 5bb = 30.0 deg tan(8bb) = 0.577 Tedds calculation version 3.2.07 idge Building Division AFTekid Project Job Ref. Tedds Section Sheet no./rev. 2 Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 Foundation loads Self weight Fsm = h x y.o ,; = 225 psf Soil weight Fsoii = hsoii x ysaii = 240 psf Column no.1 loads Dead load in z FDz1 = 0.1 kips Live load in z FLz1 = 1.8 kips Footing analysis for soil and stability Load combinations per ASCE 7-10 1.OD (0.270) 1.OD + 1.01- (0.611) Combination 2 results: 1.013 + 1.01- .0LForces Forceson foundation Force in z-axis Fdz. = YD x A x (Fswt + Fsoii) + YD x FDz1 + yl. x Fieri = 3.8 kips Moments on foundation Moment in x-axis, about x is 0 Max = YD x (A x (Fswt + Fsoii) x Lx / 2) + yo x (Foz1 x x1) + yl. x (Ft�1 x x1) = 4.1 kip_ft Moment in y-axis, about y is 0 May = yo x (A x (Fswt + Fsoii) x Ly / 2) + YD x (Fo=1 x y1) + YL x (Fi�1 x y1) = 3.8 kip_ft Uplift verification Vertical force Fd: = 3.829 kips PASS - Foundation is not subject to uplift Bearing resistance Eccentricity of base reaction Eccentricity of base reaction in x-axis edx = Mdx / Fdz - Lx / 2 = 0.9 in Eccentricity of base reaction in y-axis edy = MdY / F& - Ly / 2 = 0 in Pad base pressures q1 = Fd1. x (1 - 6 x edx / Lx - 6 x edy / Ly) / (Lx x Ly) = 0.742 ksf q2=Fdzx(1-6xedx /Lx+6xedy / Ly) / (Lx xLy) =0.742 ksf q3 = Fd7 x (1 + 6 x edx / Lx - 6 x edy / Ly) / (Lx x Ly) = 1.173 ksf q4 = Fdz x (1 + 6 x edx / Lx + 6 x edy / Ly) / (Lx x Ly) = 1.173 ksf Minimum base pressure groin = min(g1,g2,q3,q4) = 0.742 ksf Maximum base pressure gmax = max(q,,g2,g3,q4) = 1.173 ksf Allowable bearing capacity Allowable bearing capacity gallow = gallow_Net + (h + hsoii) x ysaii = 1.92 ksf gmax / gaiiow = 0.611 PASS - Allowable bearing capacity exceeds design base pressure FOOTING DESIGN (ACI318) In accordance with ACI318-11 incorporating Errata as of August 8, 2014 Material details Compressive strength of concrete f = 4000 psi AFTe aV Project Job Ref. Tedds Ultimate moment in x-axis, about x is 0 Mux = yD x (A x (Fs t + Fsoii) x LX / 2) + yD x (FDz1 x x1) + YL x (Ful x x1) = 5.8 Section Sheet no./rev. Ultimate moment in y-axis, about y is 0 M„ y = yD x (A x (Fs,t + FSo;i) x Ly / 2) + yD x (Foz1 x y1) + YL x (FL�1 x y1) = 5.3 3 Eccentricity of base reaction Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 qu2 = F„z x (1 - 6 x eux / Lx + 6 x euy / Ly) / (Lx x Ly) = 0.993 ksf qU3=F„Zx(1+6xeux /Lx-6xeuy/Ly) / (Lx xLy) =1.669 ksf Yield strength of reinforcement fy = 60000 psi Cover to reinforcement cnom = 3 in Concrete type Normal weight Concrete modification factor X = 1.00 Column type Concrete Analysis and design of concrete footing Load combinations per ASCE 7-10 1.41D (0.001) 1.2D+ 1.61-+0.51-r(0.010) 1.2D + 1.61- + 0.5S (0.010) 1.21D + 1.61- + 0.5R (0.010) 1.21D + 1.01- + 1.61-r (0.006) 1.2D + 1.01- + 1.6S (0.006) 1.21D + 1.01- + 1.6R (0.006) 1.21D + 1.61-r + 0.5W (0.001) 1.2D + 1.6S + 0.5W (0.001) 1.2D + 1.6R + 0.5W (0.001) 1.21D + 1.01- + 0.51-r + 1.OW (0.006) 1.21D + 1.01- + 0.5S + 1.OW (0.006) 1.2D + 1.01- + 0.5R + 1.OW (0.006) (1.2+0.2xSDs)D+1.01-+0.2S+1.OE(0.007) 0.91D + 1.OW (0.000) (0.9 - 0.2 x SDs)D + 1.0E (0.000) Combination 2 results: 1.21D + 1.6L + 0.5Lr Forces on foundation Ultimate force in z-axis F,. = yD x A x (FS,t + Fsoii) + yD x FDz1 + YL x FL.71 =5.3 kips Moments on foundation Ultimate moment in x-axis, about x is 0 Mux = yD x (A x (Fs t + Fsoii) x LX / 2) + yD x (FDz1 x x1) + YL x (Ful x x1) = 5.8 kip_ft Ultimate moment in y-axis, about y is 0 M„ y = yD x (A x (Fs,t + FSo;i) x Ly / 2) + yD x (Foz1 x y1) + YL x (FL�1 x y1) = 5.3 kip_ft Eccentricity of base reaction Eccentricity of base reaction in x-axis eux = Mux / FEZ - Lx / 2 = 1.016 in Eccentricity of base reaction in y-axis euy = M„ y / Fuz - Ly / 2 = 0 in Pad base pressures qui =F„zx(1-6xeux /Lx-6xe„y/Ly) / (Lx xLy) =0.993 ksf qu2 = F„z x (1 - 6 x eux / Lx + 6 x euy / Ly) / (Lx x Ly) = 0.993 ksf qU3=F„Zx(1+6xeux /Lx-6xeuy/Ly) / (Lx xLy) =1.669 ksf qU4=F„Zx(1+6xeux /Lx+6xe„y/Ly) / (Lx xLy) =1.669 ksf Minimum ultimate base pressure qumin = min(qu1,qu2,q,,3,qu4) = 0.993 ksf Maximum ultimate base pressure qumax = max(qu1,q„2,qu3,qu4) = 1.669 ksf idge Building Division AFTekld Project Job Ref. Tedds Section Sheet no./rev. 4 Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 Shear diagram, x axis (kips) 1.4 0 0 -1.7 Moment diagram, x axis (kip_ft) 0.5 0 0 0.7 Moment design, x direction, positive moment Ultimate bending moment Tension reinforcement provided Area of tension reinforcement provided Minimum area of reinforcement (10.5.4) Maximum spacing of reinforcement (10.5.4) Depth to tension reinforcement Depth of compression block Neutral axis factor Depth to neutral axis Strain in tensile reinforcement (10.3.5) Nominal moment capacity Flexural strength reduction factor Design moment capacity One-way shear design, x direction Mu.x.max = 0.547 kip_ft 2 No.6 bottom bars (17.2 in c/c) Asx.bot.prov = 0.88 int As.min = 0.0018 x Ly x h = 0.778 int PASS - Area of reinforcement provided exceeds minimum sm. = min(3 x h, 18 in) = 18 in PASS - Maximum permissible reinforcement spacing exceeds actual spacing d = h - Cnom - �y.bot - (�x.bot / 2 = 13.875 in a = Asx.bot.prov x fy / (0.85 x fc x Ly) = 0.647 in (31 = 0.85 c=a/(i1=0.761 in Et = 0.003 x d / c - 0.003 = 0.05168 PASS - Tensile strain exceeds minimum required, 0.004 Mn = Asx.bot.prov x fy x (d - a / 2) = 59.626 kip_ft �r = min(max(0.65 + (£t - 0.002) x (250 / 3), 0.65), 0.9) = 0.900 �Mn = 0 x Mn = 53.664 kip_ft w.x.m. / �Mn = 0.010 PASS - Design moment capacity exceeds ultimate moment load One-way shear design does not apply. Shear failure plane fall outside extents of foundation. Two-way shear design at column 1 Two-way shear design does not apply. Shear perimeter falls outside extents of foundation. AvTekla Project Job Ref. Tedds Section Sheet no./rev. 5 Calc, by Date Chk'd by Date App'd by Date K 1/22/2 019 Shear diagram, y axis (kips) 1.5 OR Moment diagram, y axis (kip_ft) 0.6 0 Moment design, y direction, positive moment Ultimate bending moment M,,.y.max = 0.564 kip_ft Tension reinforcement provided 2 No.6 bottom bars (17.2 in c/c) Area of tension reinforcement provided Asybot.prov = 0.88 int Minimum area of reinforcement (10.5.4) As.min = 0.0018 x Lx x h = 0.778 inz Maximum spacing of reinforcement (10.5.4) Depth to tension reinforcement Depth of compression block Neutral axis factor Depth to neutral axis Strain in tensile reinforcement (10.3.5) Nominal moment capacity Flexural strength reduction factor Design moment capacity 0 0 PASS - Area of reinforcement provided exceeds minimum smax = min(3 x h, 18 in) = 18 in PASS - Maximum permissible reinforcement spacing exceeds actual spacing d = h - Cnom - a y.bot / 2 = 14.625 in a = Asy.botprov x fy / (0.85 x fo x Lx) = 0.647 in (ii = 0.85 c=a/p,=0.761 in Et = 0.003 x d / c - 0.003 = 0.05464 PASS - Tensile strain exceeds minimum required, 0.004 Mn = Asy.bot.prov x fy x (d - a / 2) = 62.926 kip_ft 0 = min(max(0.65 + (Et - 0.002) x (250 / 3), 0.65), 0.9) = 0.900 OMn = (k x Mn = 56.634 kip_ft Wy.max / OMn = 0.010 PASS - Design moment capacity exceeds ultimate moment load One-way shear design, y direction One-way shear design does not apply. Shear failure plane fall outside extents of foundation. Two-way shear design at column 1 Two-way shear design does not apply. Shear perimeter falls outside extents of foundation. City idge Building Division AWTekld Project Job Ref. Tedds Section Sheet no./rev. 6 Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 2 No.6 bottom bars (17.2 in dc) I 1` 1 2 No.6 bottom bars (17.2 in c/c) AFTekid Project Job Ref. Tedds Width of foundation Ly = 3 ft Foundation area Section Sheet no./rev. h = 18 in Depth of soil over foundation 1 Density of concrete Calc. by Date Chk'd by Date App'd by Date K 1/21/2019 FOUNDATION ANALYSIS & DESIGN (ACI318) In accordance with ACI318-11 incorporating Errata as of August 8, 2014 FOOTING ANALYSIS Length of foundation Lx = 3 ft Width of foundation Ly = 3 ft Foundation area A = Lx x Ly = 9 ft2 Depth of foundation h = 18 in Depth of soil over foundation hsoa = 18 in Density of concrete Ycono = 150.0 Ib/ft3 1.731 ksf 1.731 ksf 1.731 ksf L 1.731 ksf Column no.1 details Length of column Width of column position in x-axis position in y-axis Soil properties Net allowable bearing pressure Density of soil Angle of internal friction Design base friction angle Coefficient of base friction IX1 = 5.50 in ly, = 5.50 in xi=18.00 in yt=18.00 in geaow_Net = 1.5 ksf Ysoa = 115.0 Ib/ft3 Ob = 30.0 deg Sbb = 30.0 deg tan(Sbb) = 0.577 Tedds calculation version 3.2.07 Oity o, Wheat R Building Division AWTeklaProject Job Ref. Tedds Section Sheet no./rev. 2 Calc. by Date Chk'd by Date App'd by Date K 1/21/2019 Foundation loads Self weight Fswt = h x yconc = 225 psf Soil weight Fso;i = hson x yso;i = 172.5 psf Column no.1 loads Dead load in z Fwi = 1.2 kips Live load in z Fut = 10.8 kips Footing analysis for soil and stability Load combinations per ASCE 7-10 1.OD (0.287) 1.OD + 1.01- (0.938) Combination 2 results: 1.01) + 1.01- .0LForces Forceson foundation Force in z-axis F& = YD x A x (Fm + Fsoii) + YD x FDz1 + YL x Ftzt = 15.6 kips Moments on foundation Moment in x-axis, about x is 0 Md. = YD x (A x (Fswt + Fmk) x Lx / 2) + YD x (FDzt x xt) + YL x (FLz, x xi) = 23.4 kip_ft Moment in y-axis, about y is 0 May = YD x (A x (Fswt + Fson) x Ly / 2) + YD x (FDz1 x y,) + YL x (Ftz, x y,) = 23.4 kip_ft Uplift verification Vertical force Fd. = 15.58 kips PASS - Foundation is not subject to uplift Bearing resistance Eccentricity of base reaction Eccentricity of base reaction in x-axis ed. = Md. / F& - Lx / 2 = 0 in Eccentricity of base reaction in y-axis edy = May / Fd. - Ly / 2 = 0 in Pad base pressures qt = F& x (1 - 6 x ed. / Lx - 6 x edy / Ly) / (Lx x Ly) = 1.731 ksf q2= Fd. x(1-6xed. /Lx+6xedy / Ly) / (Lx xLy) =1.731 ksf q3 = Fdz x (1 + 6 x ed. / Lx - 6 x edy / Ly) / (Lx x Ly) = 1.731 ksf q4 = Fdz x (1 + 6 x edx / Lx + 6 x edy / Ly) / (Lx x Ly) = 1.731 ksf Minimum base pressure gmin = min(gt,g2,q3,q4) = 1.731 ksf Maximum base pressure gmax = max(q,,g2,g3,q4) = 1.731 ksf Allowable bearing capacity Allowable bearing capacity ganow = ganow_Net + (h + hson) x ysoit = 1.845 ksf gmax / gallow = 0.938 PASS - Allowable bearing capacity exceeds design base pressure FOOTING DESIGN (ACI318) In accordance with ACI318-11 incorporating Errata as of August 8, 2014 Material details Compressive strength of concrete f o = 4000 psi r Te aY Project Job Ref. Tedds Section Sheet no./rev. 3 Calc. by Date Chk'd by Date App'd by Date K 1/21/2019 Yield strength of reinforcement Cover to reinforcement Concrete type Concrete modification factor Column type Analysis and design of concrete footing Load combinations per ASCE 7-10 1.41D (0.006) 1.21D + 1.6L + 0.51-r (0.063) Combination 2 results: 1.21D + 1.6L + 0.5Lr Forces on foundation Ultimate force in z-axis Moments on foundation Ultimate moment in x-axis, about x is 0 Ultimate moment in y-axis, about y is 0 Eccentricity of base reaction Eccentricity of base reaction in x-axis Eccentricity of base reaction in y-axis Pad base pressures Minimum ultimate base pressure Maximum ultimate base pressure fy = 60000 psi Cnom = 3 In Normal weight X = 1.00 Concrete F„z = YD x A x (Fm + Feoii) + YD x FDz1 + YL x FLz, = 23.0 kips Mux = YD x (A x (F.m + Fsoa) x Lx / 2) + YD x (FDzl x x,) + YL x (FLzt x xi) = 34.5 kip_ft M„ y = YD x (A x (Fsm + Fs.ii) x Ly / 2) + YD x (FDz1 x y,) + YL x (FLz, x y,) = 34.5 kip_ft eux = Mux / Fuz - Lx / 2 = 0 in euy= M„y/ F„z- Ly/2 = 0 in qui = F„z x (1 - 6 x eux / Lx - 6 x e,y / Ly) / (Lx x Ly) = 2.558 ksf qU2 = F„z x (1 - 6 x eux / Lx + 6 x e�y / Ly) / (Lx x Ly) = 2.558 ksf qU3=F„Zx(1 +6xeux /Lx-6xe„y/Ly) /(Lx xLy) =2.558 ksf qu4=F„zx(1+6xeux /Lx+6xeuy/Ly) /(Lx xLy) =2.558 ksf qumin = min(qu1,qu2,qu3,qu4) = 2.558 ksf qumax = max(qu,,qu2,qu3,qu4) = 2.558 ksf Shear diagram, x axis (kips) 9.4 0.7 0 -9-9.4 .4 Moment diagram, x axis (kip_ft) 5.0 0 0 7 Wheat, idge Building Divisi®n AvTekla Project Job Ref. Tedds Section Sheet no./rev. 4 Calc. by Date Chk'd by Date App'd by Date K 1/21/2019 Moment design, x direction, positive moment Ultimate bending moment M,,.x.max = 5.04 kip_ft Tension reinforcement provided 3 No.6 bottom bars (14.6 in c/c) Area of tension reinforcement provided Asx.bot.pmv = 1.32 int Minimum area of reinforcement (10.5.4) k.min = 0.0018 x LY x h = 1.166 int PASS - Area of reinforcement provided exceeds minimum Maximum spacing of reinforcement (10.5.4) smax = min(3 x h, 18 in) = 18 in PASS - Maximum permissible reinforcement spacing exceeds actual spacing Depth to tension reinforcement Depth of compression block Neutral axis factor Depth to neutral axis Strain in tensile reinforcement (10.3.5) d = h - cnom - �x.bot / 2 = 14.625 in a = Asx.bot.prov x fy / (0.85 x f� x Ly) = 0.647 in Pi = 0.85 c=a/a,=0.761 in rt = 0.003 x d / c - 0.003 = 0.05464 PASS - Tensile strain exceeds minimum required, 0.004 Nominal moment capacity Mn = Asx.bot.prov x fy x (d - a / 2) = 94.39 kip_ft Flexural strength reduction factor Of = min(max(0.65 + (Et - 0.002) x (250 / 3), 0.65), 0.9) = 0.900 Design moment capacity OM, = 0 x Mn = 84.951 kip_ft Mu.x.max / �Mn = 0.059 PASS - Design moment capacity exceeds ultimate moment load One-way shear design, x direction Ultimate shear force Vu.x = 0.715 kips Depth to reinforcement dv = h - cnom - (x.bot / 2 = 14.625 in Shear strength reduction factor �, = 0.75 Nominal shear capacity (Eq. 11-3) Vn = 2 x X x 4(fc x 1 psi) x Ly x dv = 66.598 kips Design shear capacity OW = �v x Vn = 49.948 kips V..x/OVn=0.014 PASS - Design shear capacity exceeds ultimate shear load Two-way shear design at column 1 Two-way shear design does not apply. Shear perimeter falls outside extents of foundation. Shear diagram, y axis (kips) 9.4 o - �J 9.4 AvTekla Project Job Ref. Tedds Section Sheet no./rev. 5 Calc. by Date Chk'd by Date App'd by Date K 1/2'1/2019 Moment diagram, y axis (kip_ft) 5,0 0 Moment design, y direction, positive moment 0 Ultimate bending moment M,,.y.max = 5.04 kip_ft Tension reinforcement provided 3 No.6 bottom bars (14.6 in c/c) Area of tension reinforcement provided Asy.bot.prov = 1.32 int Minimum area of reinforcement (10.5.4) As.min = 0.0018 x Lx x h = 1.166 int PASS - Area of reinforcement provided exceeds minimum Maximum spacing of reinforcement (10.5.4) sm. = min(3 x h, 18 in) = 18 in PASS - Maximum permissible reinforcement spacing exceeds actual spacing Depth to tension reinforcement Depth of compression block Neutral axis factor Depth to neutral axis Strain in tensile reinforcement (10.3.5) d = h - Cnom - �x.bot - Oy.bot / 2 = 13.875 in a = Asy.bot.prov x fy / (0.85 x f x Lx) = 0.647 in 01 = 0.85 c=a/p1 =0.761 in ct = 0.003 x d / c - 0.003 = 0.05168 PASS - Tensile strain exceeds minimum required, 0.004 Nominal moment capacity Mn = Asy.bot.prov x fy x (d - a / 2) = 89.44 kip_ft Flexural strength reduction factor 0 = min(max(0.65 + (Et - 0.002) x (250 / 3), 0.65), 0.9) = 0.900 Design moment capacity �Mn = (k x Mn = 80.496 kip_ft Mu.y.max / �Mn = 0.063 PASS - Design moment capacity exceeds ultimate moment load One-way shear design, y direction Ultimate shear force Vu.y = 0.715 kips Depth to reinforcement dv = h - Cnom - �xbot - (�y.bot / 2 = 13.875 in Shear strength reduction factor 4,„ = 0.75 Nominal shear capacity (Eq. 11-3) Vn = 2 x X x V(fc x 1 psi) x Lx x dv = 63.182 kips Design shear capacity OW = 4v x Vn = 47.387 kips Vu.y / OW = 0.015 PASS - Design shear capacity exceeds ultimate shear load Two-way shear design at column 1 Two-way shear design does not apply. Shear perimeter falls outside extents of foundation. 111 °' Wheat Wge 13 u�l6.M9 pivisyon AwTeklaProject Job Ref. Tedds Section Sheet no./rev. 6 Calc. by Date Chk'd by Date App'd by Date K 1/21/2019 3 NO.6 bottom bars (14.6 In c/o) No.6 bottom bars (14.6 in dc) aF ®RTE MEMBER REPORT Stairs, Stringers - Top Flight Middle PASSED 1 piece(s) 2 x 12 Hem -Fir No. 2 0 Overall Sloped Length: 10'3/8" 12 8.5F— r 6.5" 2 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual o Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 693 @ 74 1/4" 911 (1.50") Passed (76%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 531 @ 6' 7 1/16" 1688 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1133 @ 4' 1" 2241 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.047 @ 4' 1" 0.267 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.057 @ 4' 1" 0.401 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 9' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) iuppoits Total Available Required Dead Live Total Accessories - Beveled Plate - SPF 11.25" 11.25" 1.50" 150 715 865 Blocking Hanger on 111/4" SPF beam 3.50" Hangers 1.50" 128 623 751 See note • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 8.5/12 Connector: Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger I Connector not found N/A N/A N/A N/A Tributary Dead Floor Lire _oads Location (Side) Width (0.90) (1.00) Comments I - Self Weight (PLF) 0 to 7' 4 1/4" N/A 4.3 Uniform (PSF) 0 to 7' 7 3/4" V 9" 14.7 100.0 Stair Loads - Corridor Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720) 440-9450 khoiness@dlengineer.com (Zj) SUSTAINABLE FORESTRY INITIATIVE 1/22/2019 9:09:39 Forte v5.4, Design Engine: V7.1 A.3 2018-5628 Wood ,.C,*bfMRid9e Page 1 of 1 ion piuildin9 Divis F 0 R T E � MEMBER REPORT Stairs, Stringers - Top Flight Outer 1 piece(s) 2 x 12 Hem -Fir No. 2 0 12 8.5 6-5- E All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 355 @ 74 1/4" 911 (1.50") Passed (39%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 272 @ 6'7 1/16" 1688 Passed (16%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 580 @ 4' 1" 2241 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.023 @ 4' 1" 0.267 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.029 @ 4' 1" 0.401 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 9' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at T o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Litre Total Accessories 1 - Beveled Plate - SPF 11.25" 11.25" 1.50" 86 357 443 Blocking 2 - Hanger on 11 1/4" SPF beam 3.50" Hanger' 1.50" 72 312 384 See note ' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. PASSCD System : Roof Member Type: Drop Beam Building Use : Residential Building Code: IBC 2015 Design Methodology : ASD Member Pitch: 8.5/12 Connector: Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A 0 to 7' 7 3/4" 101/2' Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.mm/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Tributary Dead Door Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 7'4 1/4" N/A 4.3 1 - Uniform (PSF) 0 to 7' 7 3/4" 101/2' 14.7 100.0 Stair Loads - Corridor Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.mm/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Holness DL Engineering (720)440-9450 khoiness@dlengineer.corn (ZS) SUSTAINABLE FORESTRY INITIATIVE 1/22/2019 9:09:22 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs 4te Page 1 of 1 F 0 R T E .< MEMBER REPORT Stairs, Stringers - Bottom Flight Middle 2 piece(s) 2 x 12 Hem -Fir No. 2 0 12 8.5[ i r 11' 71" 1 2 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed ResuR LDF Load: Combination (Pattern) Member Reaction (lbs) 1307 @ 12' 2 1/2" 1823 (1.50") Passed (72%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 1141 @ 11' 5 5/16" 3375 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 3933 @ 6' 2 1/4" 4482 Passed (88%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.269 @ 6' 2 1/4" 0.492 Passed (L/659) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.333 @ 6' 2 1/4" 0.738 Passed (L/531) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 74" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) Supports Total Available Required Dead Flo or Total Accessories Liv 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 260 1083 1343 Blocking 2 - Hanger on 11 1/4" SPF beam 3.50" Hanger' 1.50" 260 1105 1365 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. PASSED System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch: 8.5/12 Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 -Face Mount Hanger I Connector not found N/A N/A N/A N/A Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Tributary tread Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 12'2 1/2" N/A 8.6 1 - Uniform (PSF) 0 to 12' 6" 1191, 14.7 100.0 Stair Loads - Corridor Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Holness DL Engineering (720) 440-9450 khoinessVdlengineercom ti SUSTAINABLE FORESTRY INITIATIVE 1/22/2019 9:10:00%01 Forte v5.4, Design Engine: V7.1.1.3 2 2018-5628 Wood C R�dg Page 1 of 1 910iisiion gUlld%n9 MEMBER REPORT Stairs, Stringers - Bottom Flight Outer F O R T E 1 piece(s) 2 x 12 Hem -Fir No. 2 0 12 � 8.5 11' 11 • 1 2 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (lbs) 653 @ 12'2 1/2" 911 (1.50") Passed (72%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 570 @ 11'5 5/16" 1688 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1967 @ 6' 2 1/4" 2241 Passed (88%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.269 @ 6'2 1/4" 0.492 Passed (L/659) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.333 @ 6' 2 1/4" 0.738 Passed (L/531) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 6" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead �e Total Accessories 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 130 541 671 Blocking 2 - Hanger on 11 1/4" SPF beam 3.50" Hanger' 1.50" 130 552 682 See note ' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. PASSED System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 8.5/12 Connector: Simpson Strol -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger I Connector not found N/A N/A N/A N/A N/A Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Tributary lead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 12'2 1/2" N/A 4.3 1 - Uniform (PSF) 0 to 12' 6" 101/2' 14.7 100.0 Stair Loads - Corridor Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness@dlengineer.com T SUSTAINABLE FORESTRY INITIATIVE 1/22/2019 9:10:56 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs 4te Page 1 of 1 igF O R T E F MEMBER REPORT Stairs, Flush Beam - Stair Mounting at Landing 2 piece(s) 2 x 12 Hem -Fir No. 2 Overall Length: 7'5" 0 1 1 11 1 1 0 A 6,10" . _ .. 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2536 @ 73" 4253 (3.50") Passed (60%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 1844 @ 6' 2 1/4" 3375 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 3741 @ T11" 4482 Passed (83%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.057 @ 3'9 3/16" 0.177 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.071 @ T9 3/16" 0.354 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (1-1480) and TL (1,1240). Top Edge Bracing (Lu): Top compression edge must be braced at 7' 5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 5" o/c unless detailed otherwise. Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead F�e Total Accessories Loads Location (Side) Width L - Stud wall - SPF 3.50" 3.50" 1.65" 399 1608 2007 Blocking 2 - Stud wall - SPF 3.50" 3.50" 2.09" 506 2030 1 2536 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE city of Forte Software Operator 1/22/2019 9:11:36 AN Forte v5.4, Design Engine: V7.1.1.3 2098-5628 Wood Calcs;4ille 8t Ridge Page 1 of 1 --- ---— -- --- --- i3uilding Division .lob Notes Tributary Dead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 7' S" N/A 8.6 Linked from: 1 - Point (lb) 3/4" (Top) N/A 86 357 Stringers - Top Flight Outer Support 1 Linked from: 2 - Point (lb) 1'9" (Top) N/A 150 715 Stringers - Top Flight Middle Support 1 Linked from: 3 - Point (Ib) 3'6" (Top) N/A 86 357 Stringers - Top Flight Outer Support 1 Linked from: 4 - Point (lb) 3' 11" (Front) N/A 130 552 Stringers - Bottom Flight Outer, Support 2 Linked from: 5 - Point (lb) 5' 8" (Front) N/A 260 1105 Stringers - Bottom Flight Middle, Support 2 Linked from: 6 -Point (Ib) 7' S" (Front) N/A 130 552 Stringers - Bottom Flight Outer, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE city of Forte Software Operator 1/22/2019 9:11:36 AN Forte v5.4, Design Engine: V7.1.1.3 2098-5628 Wood Calcs;4ille 8t Ridge Page 1 of 1 --- ---— -- --- --- i3uilding Division .lob Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness�a_dlengineer.com it F 0 R T E * MEMBER REPORT Stairs, Landing Joists 1 piece(s) 2 x 8 Hem -Fir No. 2@ 12" OC 0 Overall Length: T5" N 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Resuft LDF Load: Combination (Pattem) Member Reaction (lbs) 383 @ 3 1/2" 911 (1.50") Passed (42%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 315 @ 10 3/4" 1088 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 654 @ T8 1/2" 1284 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.079 @ 3' 8 1/2" 0.171 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.089 @ Y8 1/2" 0.342 Passed (L/924) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 6' 10" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 10" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports (lbs) iupports Total Available Required Dead F� Total Accessories . - Hanger on 7 1/4" HF beam 3.50" Hanger' 1.50" 45 371 416 See note' - Hanger on 7 1/4" HF beam 3.50" Hanger' 1.50" 45 371 416 See note ' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Job Notes Kelly Hoiness Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC Es under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator (2� SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 1/22/2019 9:12:51 AM Forte v5A, Design Engine: V7.1.1.3 2018-5628 Wood Caics.4te Page 1 of 1 Job Notes Kelly Hoiness Dead Floor Live Loads Location (Side) Spacing (0.90) (1.00) Comments Stairs - Corridor 1 - Uniform (PSF) 0 to 7' 5" 12" 12.0 100.0 Loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC Es under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator (2� SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 1/22/2019 9:12:51 AM Forte v5A, Design Engine: V7.1.1.3 2018-5628 Wood Caics.4te Page 1 of 1 Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoinesstpolengineer Com a C O R T C w MEMBER REPORT Stairs, Landing Joist Support Beams r V G 1 pieces) 2 x 12 Hem -Fir No. 2 0 Overall Length: 3'6" I 2' 11• L 4 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual o Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 613 @ 3 1/2" 911 (1.50") Passed (67%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 219 @ 1' 2 3/4" 1688 Passed (13%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 447 @ 1'9" 2241 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.003 @ 1' 9" 0.073 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.003 @ 1' 9" 0.146 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 2' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 2' 11" o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor l o Total Accessories 1 - Hanger on 111/4" HF beam 3.50" Hanger' 1.50" 85 649 734 See note 2 - Hanger on 11 1/4" HF beam 3.50" Hanger' 1.50" 85 649 734 See note ' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. PASSED System : Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A Tributary Dead Floor Live Job Notes Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 3 1/2" to T2 1/2" N/A 4.3 1 - Uniform (PLF) 0 to 3' 6" (Front) N/A 45.0 371.0 Linked from: Landing khoiness@dlengineer.corn Joists Support 1 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness@dlengineer.corn 1 SUSTAINABLE FORESTRY INITIATIVE 1/22/2019 9:13:06-A`P of Forte v5.4, Design Engine: V7.1.1.3 2018-5628 wood'/P98APRidge Page 1 of 1 irt_itulrrg Division F 0 R T E R MEMBER REPORT Stairs, Beam for cut joists 3 piece(s) 2 x 12 Hem -Fir No. 2 0 Overall Length: 10'8" r r 10' 1" 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF I Load: Combination (Pattern) [Group] Member Reaction (lbs) 1907 @ 10'4 1/2" 2734 (1.50") Passed (70%) -- 1.0 D + 1.0 L (All Spans) [1] Shear (lbs) 1557 @ 9'5 1/4" 5063 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) [1] Moment (Ft -lbs) 4866 @ 5' 3 1/4" 6724 Passed (72%) 1.00 1.0 D + 1.0 L (All Spans) [1] Live Load Defl. (in) 0.122 @ 5'3 1/4" 0.340 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) [1] Total Load Defl. (in) 0.132 @ 5' 3 1/4" 0.510 Passed (L/932) -- 1.0 D + 1.0 L (All Spans) [1] • Deflection criteria: LL (L/360) and TL (1-1240). Top Edge Bracing (Lu): Top compression edge must be braced at 10' 5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 5" o/c unless detailed otherwise. -960 lbs uplift at support 2". Strapping or other restraint may be required. • -987 lbs uplift at support 10' 4 1/2". Strapping or other restraint may be required. Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Connector: Simpson Strong -Tie Connectors Bearing Length Loads to Supports (lbs) ;Uppofts Total Available Required Dead Floor Total Accessories . - Column - SPF 3.50" 3.50" 1.50" 147 18221-1969/-1107 Blocking 1107 - Hanger on 11 1/4" SPF beam 3.50" Hanger' 1.50" 146 1866/- 2012/-1133 See note ' 1133 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger I Connector not found N/A N/A N/A N/A Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 1/22/2019 9:13:57 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs 4te Page 1 of 1 Tributary Dead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 10'4 1/2" N/A 12.8 (720)440-9450 Linked from: North 1 - Uniform (PLF) 0 to 10' 8" (Back) N/A 15.0 345.8/-210.0 Room cut joists, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 1/22/2019 9:13:57 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs 4te Page 1 of 1 Job Notes Kelly Holness DL Engineering (720)440-9450 khoiness�dlengineercorn a F ®R T C ' MEMBER REPORT Stairs, North Room cut joists /1 G 1 piece(s) 2 x 12 Douglas Fir -Larch No. 1 @ 16" OC 0 9 4'10" 12' 13'3" 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Overall Length: 31'5" 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2302 @ 17'8 1/4" 2734 (4.50") Passed (84%) -- 1.0 D + 1.0 L (Adj Spans) Shear (lbs) 1057 @ 18'9 3/4" 2025 Passed (52%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft -lbs) -2906 @ 17'8 1/4" 3032 Passed (96%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.221 @ 24' 10 1/2" 0.338 Passed (L/733) 1.0 D + 1.0 L (Alt Spans) Total Load Defl.(in) 0.241 @ 24' 10 7/8" 0.676 Passed (L/672) 1.0 D + 1.0 L (Alt Spans) TJ -Pro— Rating N/A I N/A 89 803/-50 Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 5' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 2' 6" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. -260 lbs uplift at support 1 1/4". Strapping or other restraint may be required. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. Supports To;1J Bearing Length Available Required Loads to Supports (lbs) Dead Fllovoer Total Accessories 1 - Beam - HF 3.50" 2.25" 1.50" 20 461/-280 481/-280 1 1/4" Rim Board 2- Beam - HF 4.50" 4.50" 2.80" 149 1552 1701 None 3 - Beam - HF 4.50" 4.50" 3.79" 245 2057 2302 None 4 - Plate on concrete - HF 3.50" 2.25" 1.50" 89 803/-50 892/-50 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location (Side) Spacing Dead (0.90) floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 31'5" 16" 12.0 100.0 Floor Loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720) 440-9450 khoiness@dlengineer.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD (Zj) SUSTAINABLE FORESTRY INITIATIVE 1/22/2019 9:14:24 AM City of Forte v5.4, Design Engine: VW 1.3 2018-5628 Wood CalcshRsyf Ridge Pa04/j.74 1 9 Divisrorf Ek;'C' F 0 R T E' MEMBER REPORT Stairs, Beam for Stair Mounting 2 plece(s) 2 x 12 Hem -Fir No. 2 Overall Length: 8' 11" E 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results to 0 Result LDF Load: Combination (Pattern) [Group] Member Reaction (lbs) 2948 @ 8'9" 8' 4• E 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group] Member Reaction (lbs) 2948 @ 8'9" 4253 (3.50") Passed (69%) -- 1.0 D + 1.0 L (All Spans) [1] Shear (lbs) 1811 @ 7' 8 1/4" 3375 Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) [1] Moment (Ft -lbs) 2994 @ 5' 11 1/2" 4482 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) [1] Live Load Defl. (in) 0.064 @ 4' 9 5/8" 0.286 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) [1] Total Load Defl. (in) 0.078 @ 4' 9 3/8" 0.429 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) [1] Deflection criteria: LL (L/360) and TL (L•/240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 11" o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) FloSupports Total Available Required Dead Liv°e I Total Accessories 1 - Column - SPF 3.50" 3.50" 1.50" 136 523 1 659 Blocking 2 - Column - SPF 3.50" 3.50" 2.43" 358 2590/-220 1 2948/-220 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports FSR -1153 and FSR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Tributary Dead Floor Live Loads Locatlon (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 8' 11" N/A 8.6 Linked from: 1 - Point (Ib) 4'2 1/2" (Front) N/A 72 312 Stringers - Top Flight Outer Support 2 Linked from: 2 - Point (Ib) 5' 11 1/2" (Front) N/A 128 623 Stringers - Top Flight Middle Support 2 Linked from: 3 - Point (lb) 7' 8 1/2" (Front) N/A 72 312 Stringers - Top Flight Outer Support 2 Linked from: Beam 4 -Point (Ib) 8' 2 1/2" (Front) N/A 146 1866/-1133 for cut joists, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports FSR -1153 and FSR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hotness DL Engineering (720)440-9450 khotness@dlengmeer com PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD l SUSTAINABLE FORESTRY INITIATIVE 1/22/2019 9:15:16 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs 4te Page 1 of 1 Te a-' Project Job Ref. Tedds Section Sheet no./rev. 1 Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 FOUNDATION ANALYSIS & DESIGN (ACI318) In accordance with ACI318-11 incorporating Errata as of August 8, 2014 FOOTING ANALYSIS Length of foundation Width of foundation Foundation area Depth of foundation Depth of soil over foundation Density of concrete Column no.1 details Length of column Width of column position in x-axis position in y-axis Soil properties Net allowable bearing pressure Density of soil Angle of internal friction Design base friction angle Coefficient of base friction Self weight Soil weight Lx = 1.5 ft Ly=2ft A=L.xLy=3ft2 h=18 in hsca = 24 in yconc = 150.0 Ib/ft3 -7 0.583 ksf 0.943 ksf 0.583 ksf 0.943 ksf IXt = 3.50 in lyi = 3.50 in xi=10.75 in yi=12.00 in gaaow_Net = 1.5 ksf yso;i = 115.0 Ib/ft3 �b = 30.0 deg Ebb = 30.0 deg tan(Sbb) = 0.577 F.m = h x yconc = 225 psf Fsoa = hsoa x ysoi, = 230 psf Tedds calculation version 3.2.07 CAI I °{ ,sheat Y'111 J dui\ding D1v�5�On AwTekla Project Job Ref. Tedds Live roof load in z FLal = 0.8 kips Section Sheet no./rev. Wind load in z Fwzt = -0.4 kips Footing analysis for soil and stability 2 Load combinations per ASCE 7-10 Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 Force in z-axis Fd7 = YD x A x (Fswt + Fsoit) + YD x FDzt = 2.3 kips Moments on foundation Column no.1 loads edx = Md. / Fdz - Lx / 2 = 0.706 in Dead load in z FDZl = 0.9 kips Live roof load in z FLal = 0.8 kips Snow load in z Fszt = 0.8 kips Wind load in z Fwzt = -0.4 kips Footing analysis for soil and stability q3 = Fdz x (1 + 6 x edx / Lx - 6 x edy / Ly) / (Lx x Ly) = 0.943 ksf Load combinations per ASCE 7-10 q4=F&x(1+6xedx/Lx+6xedy/Ly)/(LxxLy)=0.943ksf 1.OD (0.495) gmin = min(gt,g2,q3,q4) = 0.583 ksf 1.OD + 1.OL (0.495) gmax = max(gt,g2,q3,q4) = 0.943 ksf Combination 1 results: 1.01) Forces on foundation Force in z-axis Fd7 = YD x A x (Fswt + Fsoit) + YD x FDzt = 2.3 kips Moments on foundation Moment in x-axis, about x is 0 Mdx = YD x (A x (Fswt + Fso;i) x Lx / 2) + YD x (FD,., x x,) = 1.9 kip_ft Moment in y-axis, about y is 0 Mdy = YD x (A x (Fswt + Fso,i) x Ly / 2) + YD x (FDzl x y,) = 2.3 kip_ft Uplift verification Vertical force Fdz = 2.289 kips PASS - Foundation is not subject to uplift Bearing resistance Eccentricity of base reaction Eccentricity of base reaction in x-axis edx = Md. / Fdz - Lx / 2 = 0.706 in Eccentricity of base reaction in y-axis edy = May / Fd= - Ly / 2 = 0 in Pad base pressures fy = 60000 psi Cover to reinforcement q1 = F& x (1 - 6 x ed. / Lx - 6 x edy / Ly) / (Lx x Ly) = 0.583 ksf Concrete type q2 = Fd,. x (1 - 6 x edx / Lx + 6 x edy / Ly) / (Lx x Ly) = 0.583 ksf Concrete modification factor q3 = Fdz x (1 + 6 x edx / Lx - 6 x edy / Ly) / (Lx x Ly) = 0.943 ksf q4=F&x(1+6xedx/Lx+6xedy/Ly)/(LxxLy)=0.943ksf Minimum base pressure gmin = min(gt,g2,q3,q4) = 0.583 ksf Maximum base pressure gmax = max(gt,g2,q3,q4) = 0.943 ksf Allowable bearing capacity Allowable bearing capacity gatlow = gaiiow_Net + (h + hsoii) x Ysoit = 1.902 ksf gmax / galtow = 0.495 PASS - Allowable bearing capacity exceeds design base pressure FOOTING DESIGN (ACI318) In accordance with ACI318-11 incorporating Errata as of August 8, 2014 Material details Compressive strength of concrete f = 4000 psi Yield strength of reinforcement fy = 60000 psi Cover to reinforcement cnom = 3 in Concrete type Normal weight Concrete modification factor X = 1.00 AFTekid Project Job Ref. Tedds Section Sheet no./rev. 3 Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 Column type Analysis and design of concrete footing Load combinations per ASCE 7-10 1.41D (0.004) 1.21D + 1.61- + 0.51-r (0.005) 1.213 + 1.6L + 0.5S (0.005) 1.21D + 1.6L + 0.5R (0.004) 1.21D + 1.OL + 1.61-r (0.008) 1.21D + 1.01- + 1.6S (0.008) 1.21D + 1.01- + 1.6R (0.004) 1.21D + 1.61-r + 0.5W (0.007) 1.21D + 1.6S + 0.5W (0.007) 1.21D + 1.6R + 0.5W (0.003) 1.21D + 1.01- + 0.51-r + 1.OW (0.004) 1.2D + 1.01- + 0.5S + 1.OW (0.004) 1.21D + 1.OL + 0.5R + 1.OW (0.002) (1.2 + 0.2 x SDS)❑ + 1.01- + 0.2S + 1.0E (0.005) 0.91D + 1.OW (0.001) (0.9 - 0.2 x SDs)D + 1.0E (0.002) Combination 5 results: 1.21) + 1.01- + 1.61-r Forces on foundation Ultimate force in z-axis Moments on foundation Ultimate moment in x-axis, about x is 0 Ultimate moment in y-axis, about y is 0 Eccentricity of base reaction Eccentricity of base reaction in x-axis Eccentricity of base reaction in y-axis Pad base pressures Minimum ultimate base pressure Maximum ultimate base pressure Concrete Fuz = YD x A x (Fswt + Fsoii) + YD x FDz1 + yLr x FLa1 = 4.1 kips Mux = YD x (A x (Fm + Fsoii) x Lx / 2) + YD x (FDz1 x x1) + yLr x (FLrz1 x x1) = 3.4 kip -ft May = YD x (A x (Fswr + Fsoii) x Ly / 2) + YD x (FDzi x y1) + YL, x (FLrz1 x yi) = 4.1 kip -ft eux = Mux / Fuz - Lx / 2 = 1.042 in e„y=M„y/Fuz -Ly/2=0in qui = Fuz x(1-6xeux/Lx-6xe„y/Ly) /(L.xLy) =0.881 ksf qU2=Fuz x (1-6xeux /Lx+6 xe„y/Ly) /(Lx x Ly) 0.881 ksf qU3 = Fuz x (1 + 6 x eux / Lx - 6 x euy / Ly) / (Lx x Ly) = 1.819 ksf qu4= Fuz x(1+6xeux /Lx+6xeuy/Ly) /(Lx xLy) =1.819 ksf qumin = min(qu1,qu2,qu3,qu4) = 0.881 ksf qumax = max(q„1,qu2,qu3,qu4) = 1.819 ksf Wheat r�t�] g t3uitdin9 AFTekid Project Job Ref. Tedds 0 Section Sheet no./rev. 1.3 4 Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 Shear diagram, x axis (kips) Moment diagram, x axis (kip_ft) 0.3 0 0 0 0 1.3 Moment diagram, x axis (kip_ft) 0.3 0 0 0.4 Moment design, x direction, positive moment Ultimate bending moment Tension reinforcement provided Area of tension reinforcement provided Minimum area of reinforcement (10.5.4) Maximum spacing of reinforcement (10.5.4) Depth to tension reinforcement Depth of compression block Neutral axis factor Depth to neutral axis Strain in tensile reinforcement (10.3.5) Nominal moment capacity Flexural strength reduction factor Design moment capacity Mu.x.max = 0.276 kip—ft 2 No.6 bottom bars (17.2 in c/c) Asx.bot.pmv = 0.88 Int As.min = 0.0018 x Ly x h = 0.778 Int PASS - Area of reinforcement provided exceeds minimum smax = min(3 x h, 18 in) = 18 in PASS - Maximum permissible reinforcement spacing exceeds actual spacing Footing geometry factor (15.4.4.2) Area of reinf. req. for uniform distribution (CRSI) One-way shear design, x direction d = h - Cnom - 4�y.bot - (x.bot / 2 = 13.875 In a = Asx.bot.prov x fy / (0.85 x f� x Ly) = 0.647 in R, = 0.85 c=a/(3,=0.761 in Et=0.003xd/c-0.003=0.05168 PASS - Tensile strain exceeds minimum required, 0.004 Mn = Asx.bot.prov x fy x (d - a / 2) = 59.626 kip_ft Of = min(max(0.65 + (Et - 0.002) x (250 / 3), 0.65), 0.9) = 0.900 OM„ _ Of x Mn = 53.664 kip_ft M..x.max / OMn = 0.005 PASS - Design moment capacity exceeds ultimate moment load Of = Ly l Lx = 1.333 Asreq = (Mu.x.max x fy x (d - a / 2))) x 2 x Of / (Of + 1) = 0.005 int PASS - Reinforcement can be distributed uniformly One-way shear design does not apply. Shear failure plane fall outside extents of foundation. Two-way shear design at column 1 Two-way shear design does not apply. Shear perimeter falls outside extents of foundation. AwTe a Tedds Project Job Ref. Section Sheet no./rev. 5 Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 Shear diagram, y axis (kips) 1.2 .2 Moment diagram, y axis (kip_ft) 0A 0 11 Moment design, y direction, positive moment Ultimate bending moment Wy.max = 0.44 klp_ft Tension reinforcement provided 2 No.6 bottom bars (11.2 in c/c) Area of tension reinforcement provided Asy.bot.pm = 0.88 int Minimum area of reinforcement (10.5.4) As.min = 0.0018 x Lx x h = 0.583 int Maximum spacing of reinforcement (10.5.4) Depth to tension reinforcement Depth of compression block Neutral axis factor Depth to neutral axis Strain in tensile reinforcement (10.3.5) Nominal moment capacity Flexural strength reduction factor Design moment capacity 0 0 PASS - Area of reinforcement provided exceeds minimum smax = min(3 x h, 18 in) = 18 in PASS - Maximum permissible reinforcement spacing exceeds actual spacing d = h - cnom - �y.bot / 2 = 14.625 in a = Asy.bot.prov x fy / (0.85 x f o x Lx) = 0.863 in R, = 0.85 c=a/R,=1.015 in Et = 0.003 x d / c - 0.003 = 0.04023 PASS - Tensile strain exceeds minimum required, 0.004 Mn = Asy.bot.prov x fy x (d - a / 2) = 62.452 klp_ft 0 = min(max(0.65 + (Et - 0.002) x (250 / 3), 0.65), 0.9) = 0.900 �Mn = 0 x Mn = 56.207 kip -ft Mu.y.max / �Mn = 0.008 PASS - Design moment capacity exceeds ultimate moment load One-way shear design, y direction One-way shear design does not apply. Shear failure plane fall outside extents of foundation. Two-way shear design at column 1 Two-way shear design does not apply. Shear perimeter falls outside extents of foundation. AVTekl4 Project Job Ref. Tedds Section Sheet no./rev. 6 Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 No.6 bottom bars (11.2 in dc) 2 No.6 bottom bars (17.2 in dc) City of Wheat Ridge Commercial Demolition PERMIT - 201802990 PERMIT NO: 201802990 ISSUED: 11/13/2018 JOB ADDRESS: 8000 W 44th Ave EXPIRES: 11/13/2019 JOB DESCRIPTION: Commercial demolition, 2 walls, 8X10, demo wall 30X10-50 square feet. **Revision demolition of all existing electrical, plumbing and HVAC. Existing concrete, door frames and nonstructural framing. Added valuation $1000.00** *** CONTACTS *** OWNER (303)884-7891 ECKERT MARTIN SUB (303)250-8008 Sebastian Jay Noga *** PARCEL INFO *** ZONE CODE: UA / Unassigned SUBDIVISION CODE: 380 / Restaurants 140224 Noga Construction Services LLC USE: UA / Unassigned BLOCK/LOT#: 0 ; *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 3,100.00 FEES Total Valuation 0.00 Demolition Fee 50.00 ** TOTAL ** 50.00 *** 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 erm it. 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. /- ? Y_/T Signature of OWNER or CONTRACTOR (Circle one) Date I . This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicaAcode or any 9rrdinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of Wheat jP--,ge COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 291" Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Tc—" Inspection Line: 303-234-5933 Email: perm its(oci.wheatridge.co.us FOR OFFICE USE ONLY Date: 6�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: gow 6), y cl�`q"e' Property Owner (please print):A(`t l'-4— Phone: 2o)— Property Owner Email: /-I CIf"31D e ".7 (�e— - f '?, `1-1 -0-- Mailing Address: (if different than property address) Address: y'000 L(j Y 4 ��- City, State, Zip: Submitting ILY� Com an Contact Person: >' Phone: Contractor: `��� C" ` "`1`L- A7, Contractors City License #: 1 y 0 ?,4;1 Phone: Contractor E-mail Address:��— a 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: Clef-- �o Sq. Ft./LF sz Btu's Amps Squares Gallons Other Additional Project Value: (Must include all general and subcontracted work to be performed related to revisions/amendments described above) $ / 4-�2 oCi - Q J OWNEWCONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE: (OWNER) CONTRACTOR) o (AUTHORIZED REPRESENTATIVE) of (OWNER)( -(CONT R) PRINT NAME: �ll �C 1 SIGNATURE: ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received Sanitation District ❑ Received DEPARTMENT USE ONLY DATE: OCCUPANCY CLASSIFICATION: ❑ Not Required ❑ Not Required Building Division Valuation: $ City of Wheat Ridge Commercial Demolition PERMIT - 201802990 PERMIT NO: 201802990 ISSUED: 11/13/2018 JOB ADDRESS: 8000 W 44th Ave EXPIRES: 11/13/2019 JOB DESCRIPTION: Commercial demolition, 2 walls, 8X10, demo wall 30X10-50 square feet. *** CONTACTS *** OWNER (303)884-7891 ECKERT MARTIN SUB (303)250-8008 Sebastian Jay Noga 140224 Noga Construction Services LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 380 / Restaurants BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 2,100.00 FEES Total Valuation 0.00 Demolition Fee 50.00 ** TOTAL ** 50.00 *** 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 named within this document as parties to the work to be per 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 l , 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 orizinalpermit 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. Th ance or gran ` of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any a I' le de ora rdinance or regulation of this jurisdiction. Approval of work is subject to field inspection. u 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 Ridge Commercial Remodel PERMIT - 201900150 PERMIT NO: 201900150 ISSUED: 02/13/2019 JOB ADDRESS: 8000 W 44th Ave EXPIRES: 02/13/2020 JOB DESCRIPTION: 6500 sq. ft., Eagle Environmental Consulting Inc., Complete remodel of interior including HVAC, Plumbing and electrical. *** CONTACTS *** OWNER (303)884-7891 ECKERT MARTIN GC (303)250-8008 Sebastian Jay Noga 140224 Noga Construction Services LLC SUB (303)263-1005 BRENDAN O'BRIEN 190027 BRENDAN'S PLUMBING SUB (720)260-1366 RICHARD VASQUEZ 120042 RICHIE RICH ELECTRIC SUB (720)290-1944 WILLIAM KEIL 060192 BK PLUMBING/BK MECHANICAL *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 380 / Restaurants BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 450,000.00 FEES Total Valuation 0.00 Plan Review Fee 2,203.21 Use Tax 9,450.00 Permit Fee 3,389.55 ** TOTAL ** 15,042.76 *** COMMENTS *** *** 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, 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 Commercial Remodel PERMIT - 201900150 PERMIT NO: 201900150 ISSUED: 02/13/2019 JOB ADDRESS: 8000 W 44th Ave EXPIRES: 02/13/2020 JOB DESCRIPTION: 6500 sq. ft., Eagle Environmental Consulting Inc., Complete remodel of interior including HVAC, Plumbing and electrical. 1 by my 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 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 thispermit. 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 O (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 originalermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a 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 D1v Sion. 6. The issuance or grantor' of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applic^ode or any Irlinance 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 V`Iheat j gle COMMUNITY DEVELOPMENT FOR OFFICE USE ONLY Date: Plan/Permit # 2 0/ 9�Vl \� Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Plan Review Fee: Office: 303-235-2855 * Fax: 303-237-8929 203. 2— Inspection Line: 303-234-5933/ Email: permits(a�ci.wheatridge.co.us Mn Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: Property Owner c00c) rte. c1(I � I Property Owner Email: �c4e0// 1: Ma ✓��`�, -' f 1 /l Phone: 701-PY11 Tenant (Commercial Projects Only) Property Owner Mailing Address: (if different than property address) Address: 90'00 �) a �-(L( f" ilw :): , (0 Architect/Enaineer: M� J/cv '� � (` kcl-f/Ju-C4 _vd ' ` ff---2 t 29 Architect/Engineer E-mail:M4,Jk, Kvi'I4 ® Phone: - s KNv1AL1Cf) e)Oi, 17 Contractor Name: .5 �-� ,`�z `, .� �v5� lA/y�I� Cc��. t>{��C,4 6 City of Wheat Ridge License M �2 f Phone: -7 2-S-0 ''F©op Contractor E-mail Address: (� �i oti C `' 1 G✓C • C a'�' For Plan Review Questions & Comments (please print): CONTACT NAME (please print): ��U_J/t TOL 7 °mss%q Phone: 707--2V-4200,P CONTACT EMAIL(p/ease print): OJ eLc'r^ 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. KL'('14'J/64��ciUU<--Si �v; `�� �► u { �tc2 ✓t r—v c4c !e-1 rV! v 17 w L-. e — J C2 9 i Sq. FULF �' S� S BTUs ' `` `' `� 2 �loa Gallons Amps .? 00 Squares yJ _ 7 �� - llA./,— Commercial Projects Only: Occupancy Type: Construction Type:Q �( Occupancy Load: Z-{"�(111f-�- -DT3 Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ 7- z2ocDU 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. 1, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER)ONTRACTO-R or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and last name): c�/ `��— DATE: Printed Name: S ezc�JA"-'- ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: J r" r • ��C PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY Y--. OCCUPANCY CLASSIFICATION: :", J CONSTRUCTION TYPE Building Division Valuation: `&orkspace Webmail :: Print Print I Close Window https://email 15.godaddy.corn/view_print_rnuiti.php?uidArray= zo/�00150 Subject: Permit application accepted - West Metro Fire Protection District From: NoReply@mobile-eyes.com Date: Wed, Jan 23, 2019 8:25 am i' To: <jay@nogaconstruction.com> Your permit request for Vacant at 8000 West 44th Avenue Wheat Ridge, CO 80033 has been accepted. The Job Number is: 190123002 Description: Update all electrical, plumbing, hvac, concrete. Build offices and cubicles, replace all doors and windows. Redo bathrooms, install sky light, finish break room. install insulation, new flooring, Thank you for submitting to West Metro Fire. Our typical review turnaround is approximately 3-4 weeks. If additional information is required, you'll receive a notice from the reviewer assigned, or a no -reply notice from Mobile Eyes. Please be sure to check your junk folder if you feel you are not receiving the Mobile Eyes notices and select "Not Junk". NOTE: Re -submissions shall only include the pages that are affected and additional pages that may be required for the needed corrections. Re -submission of full sets, unless specifically requested, shall result in the rejection of plans. Copyright © 2003-2019. All rights reserved. 1/23,12019,6:3— , `•, If D Ps� City Of Wh6at�idge COMMUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM *This application must be signed by each sub -contractor confirming the same. Project Address: X00 Permit #: General Contractor: A 0 C; Electrical Contractor - Wheat Ridge License # Company Name:;, �,��r�r�, Phone #: rf C State License Master #. L, a _ �, lot&, —�� Signature of Aut rized ent Date Plumbing Contractor - Wheat Ridge License # Company Name: State License #: Phone #: Master #: Signature of Authorized Agent Date Mechanical Contractor - Wheat Ridge License # Company Name: Phone: Signature of Authorized Agent Date *This application must be signed by each sub -contractor confirming the same. City of Wheat jll-�c COMMUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM 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: Permit #: rx Ux 615c) General Contractor: / 06A e06rL;7 P.(Q�'i^4 Electrical Sub -Contractor Company Name: Phone #: State License #: Master #: Wheat Ridge License #: (required field) Signature of Authorized Agent Date Company Name: 144 Phone #: State License #: Master #: Wheat Ridge License #: (required field) Signature of Authorized Agent Date Company Name:F9 7LIAA i zv' _ 5 - e: -- Wheat Wheat Ridge License #:_ _(required field) Signature of Authorized Agent Date I ,A 4 '��& 1 47 C)o 15 0 QM9100 W Jewell Ave Design Criteria Lakewood, CO 80232 OL ENGINEERING, INC. 720-440-9450 Forte Calculations for SE Room Beam www.dlengineer.com Calculations for 8000 W. 44TH AVE. 8000 W. 44th Ave. Wheat Ridge, CO 80033 Job # 2018-5628 TABLE OF CONTENTS: Design Criteria Pg. 2 Forte Calculations for NW Room Joists and Beams Pg. 3-5 Forte Calculations for SE Room Beam Pg. 6 Forte and Tedds Calculations for SW Room Pg. 7-26 Forte Calculations for Skylights Pg. 27-30 Forte Calculations for 6'-3" Door Header Pg. 31 Forte and Tedds Calculations for Basement and Stairs Pg. 32-64 Prepared by Kelly Hoiness, PE 1/22/2019 Calculation documents are valid for a single use at the project location and shall not be reused, copied, or reproduced without written approval of the registered design professional in reasonable charge. �i �O��y E Ho'- `pt�` �"60PJ9" meq,• . �.� ���� ONA� 3 C" at wheat Rtd9e guild" VM610r 'P CIL ENGINEERING, INC. Design Criteria 1. Model Building Code 1.1. IBC 2012 1.2. City of Wheat Ridge Amendments 2. Dead Loads 2.1. Roof Dead: 20 psf 2.2. Floor Dead: 12 psf 2.3. Wood Wall Dead: 10 psf 2.4. Masonry Wall Dead: 70 psf 3. Live Loads 3.1. Lobby: 100 psf 3.2. Offices: 50 psf 3.3. Corridor: 100 psf 3.4. Roof: 20 psf 4. Snow Loads 4.1. Ground Snow: 30 psf 4.2. Roof Snow: 20 psf 5. Handrail: 200 Ib point load 6. Wind Loads 6.1. Exposure Category C 6.2. Basic Wind Speed (3SG): 105 mph 6.3. Occupancy Category: IW=2 7. Seismic Loads 7.1. Seismic Design Category: B 7.2. Site Class: "D" per USGS 8. Soil Bearing Capacities 8.1. Net Bearing: 1,500 psf 8.2. Side Friction: 1,000 psf 0 R T E 'a MEMBER REPORT Roof Joists and Beams, Roof Joists Northwest Corner 1 piece(s) 2 x 6 Hem-Fir No. 2@ 16" OC 12 0.5 F— 6' 8" 11' 9 1/2" 8-3 1/4" 1 2 3 4 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 632 @ 19'2 1/4" 2128 (3.50") Passed (30%) -- 1.0 D + 1.0 S (Adj Spans) Shear (lbs) 299 @ 18' 7" 949 Passed (32%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft -lbs) -621 @ 19' 2 1/4" 921 Passed (67%) 1.15 1.0 D + 1.0 S (Adj Spans) Live Load Defl. (in) 0.172 @ 13' 15/8" 0.403 Passed (L/842) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.310 @ 13' 13/16" 0.605 Passed (L/468) 1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 19' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 6" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. PASSED System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 0.5/12 Supports Total Bearing Length Available Required Dead Loads to Supports (Ibs) Live Snow wnd Total Accessories 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 58 76 76 18/-47 228/-47 Blocking 2 - Beveled Plate - HF 3.50" 3.50" 1.50" 290 298 298 -153 886/-153 None 3 - Beveled Plate - HF 3.50" 3.50" 1.50" 314 318 318 -161 950/-161 None F4 --Beveled Plate - SPF 3.50" 3.50" 1.50" 83 96 96 13/-54 288/-54 1 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Dead Roof Live Snow Mind (720) 440-9450 Loads Location (Side) Spacing (0.90) (iron -snow: 1.25) (1.15) (1.60) Comments 1 - Uniform (PSF) 0 to 27' 10 3/4" 16" 20.0 20.0 20.0 -10.0 Roof Loads Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720) 440-9450 khoiness@dlengineer.com (ZSJ SUSTAINABLE FORESTRY INITIATIVE City of 1/22/2019 9:00:58 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 WoocWi Jl'2 p `idge Ptlull184 bivision iMEMBER REPORT Roof Joists and Beams, New Drop Beam Roof Northwest Comer (1) PASSE[? F O R T E' 2 piece(s) 13/4" x 11 1/4" 2.0E Microllam@ LVL 0 Overall Length: 14'9" 14'2" 0 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3337 @ 2" 4961 (3.50") Passed (67%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 2781 @ 1' 2 3/4" 8603 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 11756 @ 7' 4 1/2" 18558 Passed (63%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.279 @ 74 1/2" 0.481 Passed (L/621) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.564 @ 7' 4 1/2" 0.721 Passed (L/307) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (1.1240). Top Edge Bracing (Lu): Top compression edge must be braced at 11'4" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 9" o/c unless detailed otherwise. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Snow Wind Total Accessories L - Ledger on masonry - HF 3.50" 3.50" 2.35" 1689 1648 1648 -846 4985/-846 Blocking 2 - Ledger on masonry - HF 3.50" 3.50" 2.35" 1689 1648 1648 -846 4985/-846 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 1122/2019 9:01:14 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs 4te Page 1 of 1 .lob Notes Tributary Dead Roof Live Snow Wind Loads Location (Side) Width (0.90) (non -snow: 1.25) (1.1s) (1.60) Comments 0 - Self Weight (PLF) 0 to 14' 9" N/A 11.5 Linked from: Roof 1 - Uniform (PLF) 0 to 14' 9" (Front) N/A 217.5 223.5 223.5 -114.8 Joists Northwest Comer Su rt 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 1122/2019 9:01:14 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs 4te Page 1 of 1 .lob Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness(gdlengineer Com F'O R T E' MEMBER REPORT Roof Joists and Beams, New Drop Beam Roof Northwest Comer (2) PASSED 2 piece(s) 13/4" x 111/4" 2.0E Microllam0 LVL 0 Overall Length: 14'9" t � _ 14' 2" 0 H All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3580 @ 2" 4961 (3.50") Passed (72%) 1.0 D + 1.0 S (All Spans) Shear (lbs) 2984 @ l'2 3/4" 8603 Passed (35%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 12613 @ T4 1/2" 18558 Passed (68%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.297 @ 74 1/2" 0.481 Passed (L/582) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.605 @ 74 1/2" 0.721 Passed (L/286) 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 10' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 9" o/c unless detailed otherwise. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Live Snow Wind Total Accessories I - Ledger on masonry - HF 3.50" 3.50" 2.53" 1822 1759 1759 -891 5340/-891 Blocking i - Ledger on masonry - HF 3.50" 3.50" 2.53" 1822 1759 1759 -891 5340/-891 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Tributary Dead Roof Live Snow Wind Loads Location (Side) Width (0.90) (non -snow: 1.2S) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 14' 9" N/A 11.5 Linked from: Roof 1 - Uniform (PLF) 0 to 14' 9" (Front) N/A 235.5 238.5 238.5 -120.8 Joists Northwest Comer Support 3 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720)440-9450 kh of nessCa dl engi neer.com System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE city of 1/22/2019 9: K AM Forte v5.4, Design Engine: W- Ridg, 2018-5628 Wood Caics.4te P Y'Va81Divlsion FO R T E MEMBER REPORT Roof Joists and Beams, Reinforcement Drop Beam Southeast Room PASSED ® 2 piece(s) 13/4" x 9 1/4" 2.0E Microllam0 LVL 0 Overall Length: 13'5" ' 12'10" ' a o All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: combination (Pattern) Member Reaction (lbs) 1739 @ 2" 9188 (3.50") Passed (19%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1463 @ 1' 3/4" 7074 Passed (21%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 5546 @ 6' 8 1/2" 12884 Passed (43%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.183 @ 6' 8 1/2" 0.436 Passed (L/859) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.390 @ 6'8 1/2" 0.654 Passed (L/403) 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (1-1360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must he braced at 13' 5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 5" o/c unless detailed otherwise. Bearing Length Loads to Supports (lbs) >upports Total Available Required Dead Roof Live Snow Wind Total Accessories - Pocket in masonry -concrete 3.50" 3.50" 1.50" 924 815 815 -408 2554/-408 None - Pocket in masonry - concrete 3.50" 3.50" 1.50" 923 814 814 -407 2551/-407 None Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducis/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD (Z� SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 1122/2019 9:02:01 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs.4te Page 1 of 1 Job Notes Tributary Dead Roof lire Snow Wind Loads Location (Side) Width (0.90) (na,-seow: 1.25) (1.15) (1.60) comments 0 - Self Weight (PLF) 0 to ITS" N/A 9.4 Linked from: Roof 1 - Uniform (PLF) 0 to 13'4 44)7/8" N/A 128.3 121.5 121.5 -60.8 Joists Southeast Room 2 Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducis/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD (Z� SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 1122/2019 9:02:01 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs.4te Page 1 of 1 Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness@dlengineer.com MEMBER REPORT Roof Joists with RTUs, Roof Joists Southwest Comer - RTU Loads F O R T E a rn 1 piece(s) 2 x 8 Hem -Fir No. 2@ 16" OC 0 12 3" _ 11'7" Y 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Overall Length: 24'9" 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 901 @ 12'8 1/2" 2430 (4.00") Passed (37%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 437 @ 13' 5 3/4" 1251 Passed (35%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -1121 @ 12'8 1/2" 1477 Passed (76%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.138 @ 5' 113/8" 0.417 Passed (L/999+) __ 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt 133 133 72/-11 510/-11 None Spans) Total Load Defl. (in) 0.261 @ 19'2 1/2" 0.592 Passed (L/544) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (1-/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 12' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 11" o/c unless detailed otherwise. A 150/6 increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. PASSED System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch: 0/12 Supports Total Bearing Length Available Required Dead Loads to Supports (Ibs) Live Snow Wind Total Accessories 1- Pocket in masonry - concrete 3.50" 3.50" 1.50" 122 142 142 75/-9 481/-9 None 2 - Beam - HE 4.00" 4.00" 1.50" 495 406 406 203 1510 None 3 - Pocket in masonry -concrete 3.50" 3.50" 1.50" 172 133 133 72/-11 510/-11 None Dead Roof Live Snow Wind Loads Location (Side) Spacing (0.90) (rron-srmw: 1.25) (1.15) (1.60) Comments 1 - Uniform (PSF) 0 to 24' 9" 16" 20.0 20.0 20.0 10.0 Roof Loads 2 - Uniform (FILE) 15'8 1/2" to 20' 11 N/A 24.7 - - - RTU Loads 1 2" Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Holness DL Engineering (720)440-9450 khotnessid)dlengineer.com SUSTAINABLE FORESTRY INITIATIVE City of 1/22/2019 9:04:23 AM Forte v5.4, Design Engine:�/A7 1.11.33 2018-5628 Wood a c►�. t Ridge PaStill-11hj Division AV Te a Project Job Ref. Tedds W 8x13 Pinned Pinned Section Sheet no./rev. Pinned 3 14.42 W 8x13 Pinned 1 W 8x13: A = 4 int, ly = 40 in', 6. Calc. by Date Chk'd by Date App'd by Date K 1/18/2019 STEEL MEMBER ANALYSIS & DESIGN (AISC 360) In accordance with AISC360 14th Edition published 2010 using the LRFD method Tedds calculation version 4.3.02 I ANALYSIS Tedds calculation version 1.0.24 Geometry Geometry (ft) - Steel (AISC) - W 8x13 Z 1 A 12.25 2 15.75 3 14.42 4 1 2 3 Span Length (ft) Section Start Support End Support 1 12.25 W 8x13 Pinned Pinned 2 15.75 W 8x13 Pinned Pinned 3 14.42 W 8x13 Pinned Pinned W 8x13: A = 4 int, ly = 40 in', 6. = 3 in 4, Ay = 2 int, k = 2 int Steel (AISC): Density 490 Ibm/ft3, Youngs 29000 ksi, Shear 11200 ksi, Thermal 0.000012 °C-' Loading Self weight included Ci O Z M O rA Dead - Loading (kips/ft) M M M M Ci O O O O O Roof Live - Loading (kips/ft) (y M M M O O O O r,.: Snow - Loading (kips/ft) (O (O fD (O (D (D v v v, v, v a AvTekla Project Job Ref. Tedds Description �2 6 Section Sheet no./rev. 66 0 Beam 2 UDL Calc. by Date Chk'd by Date App'd by Date 0.46 kips/ft K 1/18/2019 UDL GlobalZ 0.15 kips/ft Member Wind - Loading (kips/ft) Load Type Orientation Description �2 6 66 GlobalZ 66 0 Beam Roof Live UDL GlobalZ 0.3 kips/ft Beam Snow UDL GlobalZ 0.46 kips/ft Beam Wind UDL GlobalZ 0.15 kips/ft Z Load combination factors r d Load combination � d J- 4 --J � c 1.OD + 0.75E + 0.75S + 0.45W (Strength) 1.00 1.00 0.75 0.45 1.OD + 0.75E + 0.75S + 0.525E (Strength) 1.00 1.00 0.75 0.6D + 0.6W (Strength) m 0.60 � 0.60 0.6D + 0.7E (Strength) 0.60 1.2D + 1.6E (Strength) 1.20 1.20 1.60 1.OD + 1.OL (Service) 1.00 1.00 1.00 1.OD (Strength) 1.00 1.00 1.00 1.00 0.60 1.OD + 1.01-r (Strength) 1.00 1.00 1.00 1.OD + US (Strength) 1.00 1.00 1.00 1.OD + 0.75E + 0.75Lr (Strength) 1.00 1.00 0.75 1.OD + 0.75E + 0.75S (Strength) 1.00 1.00 0.75 1.OD + 0.6W (Strength) 1.00 1.00 0.60 1.OD + 0.7E (Strength) 1.00 1.00 1.OD + 0.75E + 0.751-r Member Loads Results Forces Strength combinations - Moment envelope (kip_ft) -27.6 -22.2 1 12.3 11.4 18.2 Wheat Member Load case Load Type Orientation Description Beam Dead UDL GlobalZ 0.3 kips/ft Beam Roof Live UDL GlobalZ 0.3 kips/ft Beam Snow UDL GlobalZ 0.46 kips/ft Beam Wind UDL GlobalZ 0.15 kips/ft + 0.45W (Strength) 1.00 1.00 0.75 0.45 1.OD + 0.75E + 0.75S + 0.45W (Strength) 1.00 1.00 0.75 0.45 1.OD + 0.75E + 0.75S + 0.525E (Strength) 1.00 1.00 0.75 0.6D + 0.6W (Strength) 0.60 0.60 0.60 0.6D + 0.7E (Strength) 0.60 0.60 Member Load case Load Type Orientation Description Beam Dead UDL GlobalZ 0.3 kips/ft Beam Roof Live UDL GlobalZ 0.3 kips/ft Beam Snow UDL GlobalZ 0.46 kips/ft Beam Wind UDL GlobalZ 0.15 kips/ft id9e Building D+vision AFTekid Project Job Ref. Tedds Section Sheet no./rev. 3 Calc. by Date Chk'd by Date App'd by Date K 1/18/2019 Strength combinations - Shear envelope (kips) 8.9 10.4 5.4 9 -9.6 Service combinations - Deflection envelope (in) 0 0.1 0.1 Resistance factors 0.3 Shear �v = 0.90 Flexure �b = 0.90 Tensile yielding O,y = 0.90 Tensile rupture (pt,r = 0.75 Compression = 0.90 Beam - Span 1 design Section details Section type W 8x13 (AISC 15th Edn (05.0)) ASTM steel designation A992 Steel yield stress Fy = 50 ksi Steel tensile stress Fu = 65 ksi Modulus of elasticity E = 29000 ksi i W 8x13 (AISC 15th Edn (v15.0)) Section depth, d, 7.99 In Section breadth, br, 4 in Weight of sec0an, Weight, 13 lbftft Flange thickness, t, 0.255 In Web thickness, (.„ 0.23 in Area of section, A, 3.8 int Radius of gyration about x-axis, r., 3.21 in Radius of gyration about y-axis, r. 0.843 in Elastic section modulus about x-axis, %, 9.91 in3 Elastic section modulus about y-axis, Sr, 1.37 Ina Plastic section modulus about xe is, 7y, 11.4 in3 0.23' Plastic section modulus about ya is,;, 2.15 in3 Second moment of area about x-axis. I., 39.6 Ino Second moment of ane about y-axis. Ir, 2.73 in' 4' N -6.5 !' Te a Project Job Ref. Tedds 6.76 x (0.7 x Fy / E)2)) = 9.275 ft Moment at quarter point of segment MA = 10.9 kips_ft Section Sheet no./rev. Moment at three quarter point of segment Mc = 0.2 kips_ft 4 Mmax = 22.2 kips_ft Calc. by Date Chk'd by Date App'd by Date Nominal flexural strength for lateral -torsional buckling - eq F2-3 K 1/18/2019 Lateral restraint Both flanges have lateral restraint at supports only Consider Combination 3-1.01)(Strength) Classification of sections for local buckling - Section 1134 Classification of flanges in flexure - Table 1134.1 b (case 10) Width to thickness ratio bf / (2 x tf) = 7.84 Limiting ratio for compact section ?,pff = 0.38 x 4[E / Fy] = 9.15 Limiting ratio for non -compact section Xrf = 1.0 x �[E / Fy] = 24.08 Classification of web in flexure - Table 1134.1b (case 15) Width to thickness ratio (d - 2 x k) / tW = 29.91 Limiting ratio for compact section Xpvvr = 3.76 x �[E / Fy] = 90.55 Limiting ratio for non -compact section Xr f = 5.70 x �[E / Fy] = 137.27 Check design 4ft 6.924in along span Design of members for flexure - Chapter F Required flexural strength Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Lateral -torsional buckling -Section F2.2 Unbraced length Limiting unbraced length for yielding - eq F2-5 Distance between flange centroids Mr,x = 12.3 kips_ft Compact Compact Section is compact in flexure Mn,yld,x = Mp,x = Fy x Zx = 47.5 klps_ft Lb = 12.25 ft Lp= 1.76 x ryx q(E / Fy) = 2.978 ft h. 7.74 in c=1 Design flexural strength - F1 Nominal flexural strength Mn,x = min(Mn,ym,x, Mn,nb,x) = 40.8 kips_ft Design flexural strength Mo,x = �b x Mn,x = 36.7 kips_ft Mr,x / Mc,x = 0.335 city PASS - Design flexural strength exceeds required flexural strength Wheat dge Building Division its = 1.03 in Limiting unbraced length for inelastic LTB - eq F2-6 Lr = 1.95 x its x E / (0.7 x Fy) x �((J x c / (Sx x ho)) + 4((J x c / (Sx x ho))2 + 6.76 x (0.7 x Fy / E)2)) = 9.275 ft Moment at quarter point of segment MA = 10.9 kips_ft Moment at center -line of segment MB = 10.9 kips_ft Moment at three quarter point of segment Mc = 0.2 kips_ft Maximum moment in segment Mmax = 22.2 kips_ft LTB modification factor - eq F1-1 Cb = 12.5 x Mmax / (2.5 x Mmax + 3 x MA + 4 x MB + 3 x Mc) = 2.098 Critical flexural stress - eq F2-4 Fir = (Cb x n2 x E / (Lb / rts)2) x �(1 + 0.078 x (J x c / (Sx x ho)) x (Lb / rts)2) _ 49.4 ksi Nominal flexural strength for lateral -torsional buckling - eq F2-3 Mn,ftb,x = min(Fcr x Sx, Mp,x) = 40.8 kips_ft Design flexural strength - F1 Nominal flexural strength Mn,x = min(Mn,ym,x, Mn,nb,x) = 40.8 kips_ft Design flexural strength Mo,x = �b x Mn,x = 36.7 kips_ft Mr,x / Mc,x = 0.335 city PASS - Design flexural strength exceeds required flexural strength Wheat dge Building Division AwTe a Project Job Ref. Tedds Section Sheet no./rev. 5 Calc. by Date Chk'd by Date App'd by Date K 1/18/2019 Check design at end of span Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-2 Nominal shear strength - eq G2-1 Vr,x = 9 kips AW=dxt.=1.838in2 k„ = 5 (d-2 x k)/tw-2.24 x 4(E/Fy) C� = 1.000 Vn,x = 0.6 x Fy x AW x C„ = 55.1 kips Resistance factor 4" = 1.00 Design shear strength V.,x = 4�, x Vn,x = 55.1 kips Vr,x / V.,x = 0.163 PASS - Design shear strength exceeds required shear strength Design of members for flexure - Chapter F Required flexural strength Mr,x = 22.2 kips_ft Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Mn,yld,x = Mp,x = Fy x Z. = 47.5 kips_ft Lateral -torsional buckling - Section F2.2 Unbraced length Lb = 12.25 ft Limiting unbraced length for yielding - eq F2-5 Lp = 1.76 x ry x 4(E / Fy) = 2.978 ft Distance between flange centroids ho = 7.74 in c=1 rt=1.03 in Limiting unbraced length for inelastic LTB - eq F2-6 Lr = 1.95 x rte x E / (0.7 x Fy) x • ((J x c / (Sx x ho)) + 4((J x c / (Sx x ho))z + 6.76 x (0.7 x Fy / E)2)) = 9.275 ft Moment at quarter point of segment MA = 10.9 kips_ft Moment at center -line of segment MB = 10.9 kips_ft Moment at three quarter point of segment Mc = 0.2 kips_ft Maximum moment in segment Mmax = 22.2 kips_ft LTB modification factor - eq F1-1 Cb = 12.5 x Mmax / (2.5 x Mmax + 3 x MA + 4 x MB + 3 x Mc) = 2.098 Critical flexural stress - eq F24 Fcr = (Cb x TE2 x E / (Lb / rt, x 4(1 + 0.078 x (J x c / (Sx x ho)) x (Lb / its _ 49.4 ksi Nominal flexural strength for lateral -torsional buckling - eq F2-3 Mn,eb,x = min(F�r x Sx, Mp,x) = 40.8 kips_ft Design flexural strength - F1 Nominal flexural strength Design flexural strength Consider Combination 2 -1.013 + 1.OL (Service) Check design 5ft 2.165in along span Design of members for x -x axis deflection Maximum deflection Mn,x = min(Mn,NM,x, Mn,eb,x) = 40.8 kips_ft Mo,x = �b x Mn,x = 36.7 kips_ft Mu / M.,x = 0.605 PASS - Design flexural strength exceeds required flexural strength 8x = 0.119 in AFTe d Project Job Ref. Tedds Steel yield stress Fy = 50 ksi Section Sheet no./rev. Modulus of elasticity E = 29000 ksi T 6 T Calc. by Date Chk'd by Date App'd by Date Flange thickness, 4, 0255 in K 1/18/2019 krm = 5.70 x . [E / Fy] = 137.27 Compact Area of section, A, 3.8 in' Section is compact in flexure Radius of gyration about x-axis, r4, 3.21 in Allowable deflection &,Allowable = Lm, _s, / 360 = 0.408 in & / 5x,Allowable = 0.292 PASS - Allowable deflection exceeds design deflection Beam - Soan 2 desian Section details Section type W 8x13 (AISC 15th Edn (vl5.0)) ASTM steel designation A992 Steel yield stress Fy = 50 ksi Steel tensile stress F. = 65 ksi Modulus of elasticity E = 29000 ksi T W 8x13 (AISC 15th Edn (v15.0)) T Section depth, d, 7.99 in Limiting ratio for non -compact section Section breadth, br, 4 in Classification of web in flexure -Table B4.1 b (case 15) Weight of section, Weight, 13 lbftft (d - 2 x k) / tw = 29.91 Flange thickness, 4, 0255 in kp f = 3.76 x �[E / Fy] = 90.55 Web thickness, 1., 0.23 in krm = 5.70 x . [E / Fy] = 137.27 Compact Area of section, A, 3.8 in' Section is compact in flexure Radius of gyration about x-axis, r4, 3.21 in Radius of gyration about y-axis, ry 0.843 in Elastic section modulus about x-axis, S., 9.91 in3 Mr,x = 11.4 kips ft city Elastic section modulus about yaxis, Sy, 1.37 in3 Plastic section modulus about —xis, 7x, 11.4 in3 0.23" Plastic section modulus about yaxis, Z, 2.15 in3 Second moment of area about x-axis, Ir, 39.6 in4 Second moment of area about y-axis, ly, 2.73 in4 � T 4'� Lateral restraint Both flanges have lateral restraint at supports only Consider Combination 3 -1.OD (Strength) Classification of sections for local buckling - Section B4 Classification of flanges in flexure -Table B4.1 b (case 10) Width to thickness ratio bf / (2 x tf) = 7.84 Limiting ratio for compact section Xpff = 0.38 x 4[E / Fy] = 9.15 Limiting ratio for non -compact section ?,rff = 1.0 x �[E / Fy] = 24.08 Compact Classification of web in flexure -Table B4.1 b (case 15) Width to thickness ratio (d - 2 x k) / tw = 29.91 Limiting ratio for compact section kp f = 3.76 x �[E / Fy] = 90.55 Limiting ratio for non -compact section krm = 5.70 x . [E / Fy] = 137.27 Compact Section is compact in flexure Check design 7ft 6.977in along span Design of members for flexure - Chapter F Required flexural strength Mr,x = 11.4 kips ft city as Building Division AFTekid Project Job Ref. Tedds 6.76 x (0.7 x Fy / E)2)) = 9.275 ft Section Sheet no./rev. Moment at center -line of segment MB = 11.4 kips_ft Moment at three quarter point of segment 7 Maximum moment in segment Calc. by Date Chk'd by Date App'd by Date 45.6 ksi K 1/18/2019 Mn,kb,x = min(F� x Sx, Mp,x) = 37.6 kips_ft Yielding -Section F2.1 Nominal flexural strength for yielding - eq F2-1 Mn,yld,x = Mp,x = Fy x Zx = 47.5 kips_ft Lateral -torsional buckling - Section F2.2 Unbraced length Lb = 15.75 ft Limiting unbraced length for yielding - eq F2-5 Lp = 1.76 x ry x J(E / Fy) = 2.978 ft Distance between flange centroids ho = 7.74 in c=1 Design flexural strength - F1 Nominal flexural strength Design flexural strength Check design at end of span Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-2 Nominal shear strength - eq G2-1 Mn,x = min(Mn,ym,x, Mn,kb,x) = 37.6 kips_ft Mo,x = Ob x Mn,x = 33.9 kips -ft Mr,x / Mo,x = 0.337 PASS - Design flexural strength exceeds required flexural strength Vr,x = 9.6 kips AW=dxtw=1.838in2 k„ = 5 (d-2 x k)/6-2.24 x 4(E/Fy) C„ = 1.000 Vn,x = 0.6 x Fy x A. x C� = 55.1 kips Resistance factor �, = 1.00 Design shear strength W,x = 4N x Vn,x = 55.1 kips Vr,x / V.,x = 0.173 PASS - Design shear strength exceeds required shear strength Design of members for flexure - Chapter F Required flexural strength Mr,x = 27.6 kips_ft Yielding -Section F2A Nominal flexural strength for yielding - eq F2-1 Mn,yld,x = Mp,x = Fy x Zx = 47.5 kips_ft Lateral -torsional buckling - Section F2.2 Unbraced length Lb = 15.75 ft rte =1.03 in Limiting unbraced length for inelastic LTB - eq F2-6 Lr = 1.95 x ru x E / (0.7 x Fy) x J((J x c / (Sx x ho)) + 4((J x c / (Sx x h.))2 + 6.76 x (0.7 x Fy / E)2)) = 9.275 ft Moment at quarter point of segment MA = 3.7 kips_ft Moment at center -line of segment MB = 11.4 kips_ft Moment at three quarter point of segment Mc = 1 kips ft Maximum moment in segment Mmax = 27.6 kips_ft LTB modification factor - eq F1-1 Cb = 12.5 x Mmax / (2.5 x Mmax + 3 x MA + 4 x MB + 3 x Mc) = 2.685 Critical flexural stress - eq F2-4 Fcr = (Cb x ,R2 x E / (Lb / rts)2) x �(1 + 0.078 x (J x c / (Sx x ho)) x (Lb / rt&) _ 45.6 ksi Nominal flexural strength for lateral -torsional buckling - eq F2-3 Mn,kb,x = min(F� x Sx, Mp,x) = 37.6 kips_ft Design flexural strength - F1 Nominal flexural strength Design flexural strength Check design at end of span Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-2 Nominal shear strength - eq G2-1 Mn,x = min(Mn,ym,x, Mn,kb,x) = 37.6 kips_ft Mo,x = Ob x Mn,x = 33.9 kips -ft Mr,x / Mo,x = 0.337 PASS - Design flexural strength exceeds required flexural strength Vr,x = 9.6 kips AW=dxtw=1.838in2 k„ = 5 (d-2 x k)/6-2.24 x 4(E/Fy) C„ = 1.000 Vn,x = 0.6 x Fy x A. x C� = 55.1 kips Resistance factor �, = 1.00 Design shear strength W,x = 4N x Vn,x = 55.1 kips Vr,x / V.,x = 0.173 PASS - Design shear strength exceeds required shear strength Design of members for flexure - Chapter F Required flexural strength Mr,x = 27.6 kips_ft Yielding -Section F2A Nominal flexural strength for yielding - eq F2-1 Mn,yld,x = Mp,x = Fy x Zx = 47.5 kips_ft Lateral -torsional buckling - Section F2.2 Unbraced length Lb = 15.75 ft AFTekid Project Job Ref. Tedds Section Sheet no./rev. 8 Calc. by Date Chk'd by Date App'd by Date K 1/18/2019 Limiting unbraced length for yielding - eq F2-5 Lp = 1.76 x ry x •1(E / Fy) = 2.978 ft Distance between flange centroids ho = 7.74 in c=1 its = 1.03 in Limiting unbraced length for inelastic LTB - eq F2-6 L, = 1.95 x its x E / (0.7 x Fy) x �((J x c / (S), x ho)) + 4((J x c / (Sx x ho))2 + 6.76 x (0.7 x Fy / E)2)) = 9.275 ft Moment at quarter point of segment MA = 3.7 kips—ft Moment at center -line of segment Me = 11.4 kips—ft Moment at three quarter point of segment Mc = 1 kips—ft Maximum moment in segment Mmax = 27.6 kips—ft LTB modification factor - eq F1-1 Cb = 12.5 x Mmax / (2.5 x Mmax + 3 x MA + 4 x Ms + 3 x Mc) = 2.685 Critical flexural stress - eq F24 For = (Cb x TE2 x E / (Lb / rts)2) x . (1 + 0.078 x (J x c / (Sx x ho)) x (Lb / rts)2) _ 45.6 ksi Nominal flexural strength for lateral -torsional buckling - eq F2-3 M,,,nb,X = min(F.r x Sx, Mp,x) = 37.6 kips_ft Design flexural strength - F1 Nominal flexural strength Mn,x = min(Mn,ytd,x, Mn,nb,x) = 37.6 kips—ft Design flexural strength Mo,x = f b x Mn,x = 33.9 kips—ft Mr,x / W,x = 0.815 PASS - Design flexural strength exceeds required flexural strength Consider Combination 2 - 1.01D + 1.OL (Service) Check design 7ft 6.913in along span Design of members for x -x axis deflection Maximum deflection Sx = 0.144 in Allowable deflection &,Allowable = Lmt s2 / 360 = 0.525 in & / &,AItowabte = 0.275 PASS - Allowable deflection exceeds design deflection city o Wheai�,ge Building Division AFTekid Tedds Project 2018-5628 - 8000 W. 44th Ave. Job Ref. Section Sheet no./rev. Steel Beam Support - Southwest Room 1 Calc. by Date Chk'd by Date App'd by Date K 1/18/2019 STEEL COLUMN DESIGN In accordance with AISC360-10 and the LRFD method Column and loading details Column details Column section Design loading Required axial strength Moment about x axis at end 1 Moment about x axis at end 2 Maximum moment about x axis Maximum moment about y axis Maximum shear force parallel to y axis Maximum shear force parallel to x axis Material details Steel grade Yield strength Ultimate strength Modulus of elasticity Shear modulus of elasticity Unbraced lengths For buckling about x axis For buckling about y axis For torsional buckling Effective length factors For buckling about x axis For buckling about y axis HSS 3x0.250 Pr = 10 kips (Compression) Mxt = 0.7 kips_ft Ma = 0.0 kips—ft Single curvature bending about x axis Mx = max(abs(Mxt), abs(M,2)) = 0.7 kips—ft My = 0.0 kips—ft Vry = 0.0 kips Vrx = 0.0 kips A500 Gr. B Fy = 42 ksi Fu = 58 ksi E = 29000 ksi G =11200 ksi Lx = 114 in Ly =114 in LZ = 114 in Kx = 1.00 Ky = 1.00 Tedds calculation version 1.0.09 Te a Project Job Ref. Tedds 2018-5628 - 8000 W. 44th Ave. Section Sheet no./rev. Steel Beam Support - Southwest Room 2 Calc. by Date Chk'd by Date App'd by Date K 1/18/2019 For torsional buckling Section classification K� = 1.00 Section classification for local buckling (cl. B4) Width to thickness ratio X = Do / t = 12.876 Compression Limit for nonslender section Flexure Limit for compact section Limit for noncompact section Slenderness Member slenderness Slenderness ratio about x axis Slenderness ratio about y axis Second order effects Xr_c = 0.11 x E / Fy = 75.952 kpj = 0.07 x E / Fy = 48.333 Xr_f=0.31 xE/Fy=214.048 SRX=KxxLx/rx=116.1 SRy = Ky x Ly / ry = 116.1 The section is nonslender in compression The section is compact in flexure Second order effects for bending about x axis (cl. App 8.1) Coefficient Cm Cmx = 0.6 + 0.4 x Mx2 / Mx, = 0.600 Coefficient a a = 1.0 Elastic critical buckling stress Pe1x = n2 x E x Ix / (Kix x LX)2 = 42.9 kips P-8 amplifier B1x = max(1.0, Cmx / (1 - a x Pr / Pei.)) = 1.000 Required flexural strength Mrx = Bix x Mx = 0.7 kips—ft Second order effects for bending about y axis (cl. App 8.1) Coefficient Cm Cmy = 1.0 Coefficient a a = 1.0 Elastic critical buckling stress Pely = n2 x E x ly / (K1y x Ly)2 = 42.9 kips P-5 amplifier B1y = max(1.0, Cmy / (1 - a x Pr / Pe1y)) = 1.320 Required flexural strength Mry = B1y x My = 0.0 kips—ft Reduction factor for slender elements Reduction factor for slender elements (E7) The section does not contain any slender elements therefore: - Slender element reduction factor Q = 1.0 Compressive strength Flexural buckling about x axis (cl. E3) Elastic critical buckling stress Reduction factor Flexural buckling stress about x axis Nominal flexural buckling strength Fex = (n2 x E) / (SRx)2 = 21.2 ksi QX = Q = 1.000 Fcrx = Qx x (0.658QxxFy Fex) x Fy = 18.4 ksi Pnx = Fcrx x A9 = 37.3 kips City of Wheat Ridge Building Division or AFTekid Tedds Project 2018-5628 - 8000 W. 44th Ave. Job Ref. Section Sheet no./rev. Steel Beam Support - Southwest Room 3 Calc. by Date Chk'd by Date App'd by Date K 1/18/2019 Flexural buckling about y axis (cl. E3) Elastic critical buckling stress Reduction factor Flexural buckling stress about y axis Nominal flexural buckling strength Fay = (7E2 x E) / (SRy)z = 21.2 ksi Qy = Q = 1.000 Fors = Qy x (0.658°yxFy/Fey) x Fy = 18.4 ksi Pny = Fury x Ag = 37.3 kips Design compressive strength (cl.E1) Resistance factor for compression �C = 0.90 Design compressive strength Pc _ Oc x min(Pnx, Pny) = 33.5 kips PASS - The design compressive strength exceeds the required compressive strength Flexural strength about the major axis Yielding (cl. F8.1) Nominal flexural strength Design flexural strength (cl. F1) Mnxyld = Mnyyld = Fy x Z = 6.3 kips—ft Resistance factor for flexure 4 = 0.90 Design flexural strength Wx = May = �b x Mnxytd = 5.6 kips—ft PASS - The design flexural strength about the x axis exceeds the required flexural strength PASS - The design flexural strength about the y axis exceeds the required flexural strength Combined forces Member utilization (cl. Hi.i) Equation H1 -1a UR=abs(Pr)/Pc+8/9x(Mrx/W.+Mry/My) =0.413 PASS - The member is adequate for the combined forces Aw TOW Project Job Ref. IV Tedds 2018-5628 - 8000 W. 44th Ave. Section Sheet no./rev. Steel Beam Support Plate - Northwest Room 1 Calc. by Date Chk'd by Date App'd by Date K 1/18/2019 COLUMN BASE PLATE DESIGN In accordance with AISC 360-10 V 0 T i v Ali qL+ + -4" 014 1.'* Plan on baseplate Design forces and moments Axial force Bending moment Shear force Eccentricity Anchor bolt to center of plate Column details Column section Diameter Thickness Baseplate details Depth Breadth Thickness Design strength Foundation geometry Member thickness Dist center of baseplate to left edge foundation Dist center of baseplate to right edge foundation Dist center of baseplate to bot edge foundation Dist center of baseplate to top edge foundation Holding down bolt and anchor plate details Total number of bolts Bolt diameter Bolt spacing Edge distance Minimum tensile strength, base plate Elevation on baseplate P. = 10.4 kips (Compression) M„ = 7.3 kip—in Fv = 0.0 kips e = ABS(M„ / P.) = 0.700 in f=N/2-e,=2.000 in A1085 HSS 3x0.25 Do = 3.000 in t=0.250 in N=6.00Oin B = 6.000 in tp = 0.500 in Fy = 36.0 ksi ha = 36.000 in xoe, = 6.000 in xoe2 = 6.000 in yoe, = 6.000 in yce2 = 6.000 in Nbon = 4 do = 0.500 in sboit = 4.000 in e,=1.000 in Fy = 36 ksi Tedds calculation version 2.1.01 1 Bolt diameter - 0.5" Bolt embedment - 6.0" i 0.38 ksi City f Wheat Ridge Building Division AvTeklab Tedds Project 2018-5628 - 8000 W. 44th Ave. Job Ref. Section Sheet no./rev. Steel Beam Support Plate - Northwest Room 2 Calc. by Date Chk'd by Date App'd by Date K 1/18/2019 Minimum tensile strength, column Compressive strength of concrete Strength reduction factors Compression Flexure Weld shear Plate cantilever dimensions Area of base plate Maximum area of supporting surface Nominal strength of concrete under base plate Bending line cantilever distance m Bending line cantilever distance n Maximum bending line cantilever Check eccentricity Maximum bearing stress Maximum bearing pressure Critical eccentricity Bearing length Bearing pressure Fycoi = 50 ksi f. = 3 ksi = 0.65 = 0.90 O = 0.75 At = B x N = 36.000 int A2 = (N + 2 x Irvin) x (B + 2 x Imin) = 144.000 int Pp = 0.85 x f� x A, x min(4(A2 / Al), 2) = 183.6 kips m=(N-0.80xDo)/2=1.800 in n=(B-0.8xD.)/2=1.800 in I = max(m, n) = 1.800 in fp,m,, = 0.85 x fc x (k x min(�(A2 / Al), 2) = 3.32 ksi qmax = fp,max x B = 19.89 kips/In e&t=N/2-Pu/(2xgmax)=2.739 in e <= eort so loads can be resisted by bearing alone. Therefore consider as a small moment Y = N - 2xe = 4.600 in q = Pu / Y = 2.3 kips/in PASS - Maximum allowable bearing stress exceeds actual Base plate yielding limit at bearing interface Required plate thickness tp,req = 4(4 x (fp x (12 / 2)) / (�b x Fy)) = 0.275 in PASS - Thickness of plate exceeds required thickness i Te a Project Job Ref. Tedds Section Sheet no./rev. 1 Calc. by Date Chk'd by Date App'd by Date K 1/21 /2019 FOUNDATION ANALYSIS & DESIGN (ACI318) In accordance with ACI318-11 incorporating Errata as of August 8, 2014 FOOTING ANALYSIS Length of foundation Lx = 3 ft Width of foundation Ly = 3 ft Foundation area A = Lx x Ly = 9 ft2 Depth of foundation h = 36 in Depth of soil over foundation hsoii = 18 in Density of concrete Yoono = 150.0 Ib/ft3 1.778 ksf 1.778 ksf 1.778 ksf 1.778 ksf Column no.1 details Length of column 6, = 3.00 in Width of column ly1 = 3.00 in position in x-axis x, = 18.00 in position in y-axis y, = 18.00 in Soil properties Net allowable bearing pressure gallow_Net = 1.5 ksf Density of soil Ysoii = 115.0 Ib/ft3 Angle of internal friction �b = 30.0 deg Design base friction angle Sbb = 30.0 deg Coefficient of base friction tan(8bb) = 0.577 Tedds calculation version 3.2.07 1 Cit of Wheat Ridge Building Division Project I Job Ref. Tedds Section Sheet no./rev. 2 Calc. by Date Chk'd by Date App'd by 7Date K 1/21/2019 Foundation loads Self weight Fswt = h x ycono = 450 psf Soil weight Fsou = hsoli x ysoii = 172.5 psf Column no.1 loads May = yD x (A x (Fswt + Fson) x Ly / 2) + yD x (FD11 x y,) = 24.0 kip_ft Dead load in z FDz1 = 10.4 kips Footing analysis for soil and stability Fdz, = 16.003 kips Load combinations per ASCE 7-10 PASS - Foundation is not subject to uplift 1.0 D (0.881) 1.OD + 1.OL (0.881) Combination 1 results: 1.01) ed: = Md. / Fdz, - LX / 2 = 0 in Forces on foundation edy = May / Fdz, - Ly / 2 = 0 in Force in z-axis F& = yD x A x (Fswt + Fsoi) + YD x FDzl = 16.0 kips Moments on foundation Moment in x-axis, about x is 0 Max = YD x (A x (Fswt + Fsoa) x LX / 2) + YD x (FDzl x xi) = 24.0 kip_ft Moment in y-axis, about y is 0 May = yD x (A x (Fswt + Fson) x Ly / 2) + yD x (FD11 x y,) = 24.0 kip_ft Uplift verification Yield strength of reinforcement Vertical force Fdz, = 16.003 kips Cnom = 3 in PASS - Foundation is not subject to uplift Bearing resistance Eccentricity of base reaction Eccentricity of base reaction in x-axis ed: = Md. / Fdz, - LX / 2 = 0 in Eccentricity of base reaction in y-axis edy = May / Fdz, - Ly / 2 = 0 in Pad base pressures qt = Fdz, x (1 - 6 x ed: / Lx - 6 x edy / Ly) / (Lx x Ly) = 1.778 ksf q2 = Fdz, x (1 - 6 x edx / Lx + 6 x edy / Ly) / (Lx x Ly) = 1.778 ksf q3 = Fdz, x (1 + 6 x edx / Lx - 6 x edy / Ly) / (Lx x Ly) = 1.778 ksf q4 = Fdz, x (1 + 6 x edx / Lx + 6 x edy / Ly) / (Lx x Ly) = 1.778 ksf Minimum base pressure gmin = min(gt,g2,q3,q4) = 1.778 ksf Maximum base pressure gmax = max(q,,g2,g3,q4) = 1.778 ksf Allowable bearing capacity Allowable bearing capacity gallow = ganow_Net + (h + hsolt) x ysoil = 2.017 ksf gmax / ganow = 0.881 PASS - Allowable bearing capacity exceeds design base pressure FOOTING DESIGN (AC1318) In accordance with ACI318-11 incorporating Errata as of August 8, 2014 Material details Compressive strength of concrete f o = 4000 psi Yield strength of reinforcement fy = 60000 psi Cover to reinforcement Cnom = 3 in Concrete type Normal weight AW Tekid Project Job Ref. Tedds Section Sheet no./rev. 3 Calc. by Date Chk'd by Date App'd by Date K 1/21/2019 Concrete modification factor Column type Analysis and design of concrete footing Load combinations per ASCE 7-10 1.41D (0.012) 1.21D + 1.61- + 0.51-r (0.010) 1.21D + 1.61- + 0.5S (0.010) 1.21D + 1.61- + 0.5R (0.010) 1.21D + 1.01- + 1.61-r (0.010) 1.21D + 1.01- + 1.6S (0.010) 1.21D + 1.01- + 1.6R (0.010) 1.21D + 1.61-r + 0.5W (0.010) 1.21D + 1.6S + 0.5W (0.010) 1.21D + 1.6R + 0.5W (0.010) 1.21D + 1.01- + 0.51-r + 1.OW (0.010) 1.21D + 1.01- + 0.5S + 1.OW (0.010) 1.21D + 1.01- + 0.5R + 1.OW (0.010) 0.2 + 0.2 x SDS)D + 1.01- + 0.2S + 1.0E (0.012) 0.91D + 1.OW (0.008) (0.9 - 0.2 x SDs)D + 1.0E (0.006) Combination 1 results: 1.4101 Forces on foundation Ultimate force in z-axis Moments on foundation Ultimate moment in x-axis, about x is 0 Ultimate moment in y-axis, about y is 0 Eccentricity of base reaction Eccentricity of base reaction in x-axis Eccentricity of base reaction in y-axis Pad base pressures Minimum ultimate base pressure Maximum ultimate base pressure X = 1.00 Concrete Fuz = YD x A x (Fsm + Fsoii) + YD x FDzt = 22.4 kips Mux = YD x (A x (F5„a + FSo;i) x LX / 2) + YD x (FD:t x xi) = 33.6 kip_ft Muy = YD x (A x (Fsm + FSoii) x Ly / 2) + YD x (FDzt x yi) = 33.6 kip_ft eux = Mux / Fuz - Lx / 2 = 0 in euy =Muy/Fuz -Ly/2=0in qui = Fuz x (1 - 6 x eux / Lx - 6 x euy / Ly) / (Lx x Ly) = 2.489 ksf qu2 = Fuz x (1 - 6 x eux / Lx + 6 x euy / Ly) / (Lx x Ly) = 2.489 ksf qua = Fuz x (1 + 6 x eux / Lx - 6 x euy / Ly) / (Lx x Ly) = 2.489 ksf qua = Fuz x (1 + 6 x eux / Lx + 6 x euy / Ly) / (Lx x Ly) = 2.489 ksf qumin = min(qu1,qu2,qu3,qu4) = 2.489 ksf qumax = max(qut,qu2,qu3,qu4) = 2.489 ksf Shear diagram, x axis (kips) 7.3 .3 0 Of Ridge AFTekid Tedds Project Job Ref. Section Sheet no./rev. 4 Calc. by Date Chk'd by Date App'd by Date K 1/21/2019 Moment diagram, x axis (kip_ft) 4.6 0 0 5.5 Moment design, x direction, positive moment Ultimate bending moment Tension reinforcement provided Area of tension reinforcement provided Minimum area of reinforcement (10.5.4) Maximum spacing of reinforcement (10.5.4) Depth to tension reinforcement Depth of compression block Neutral axis factor Depth to neutral axis Strain in tensile reinforcement (10.3.5) Nominal moment capacity Flexural strength reduction factor Design moment capacity One-way shear design, x direction Mu.x.m. = 4.59 klp_ft 6 No.6 bottom bars (5.8 in c/c) Asx.bot.pm = 2.64 int As.min = 0.0018 x Ly x h = 2.333 int PASS -Area of reinforcement provided exceeds minimum sm. = min(3 x h, 18 in) = 18 in PASS - Maximum permissible reinforcement spacing exceeds actual spacing d = h - Cnom - Ox.bot / 2 = 32.625 in a = Asx.bot.prov x fy / (0.85 x f x Ly) = 1.294 in Pi = 0.85 c=a/R1=1.522 in et = 0.003 x d / c - 0.003 = 0.06129 PASS - Tensile strain exceeds minimum required, 0.004 Mn = Asx.bot.prov x fy x (d - a / 2) = 422.109 klp_ft 0 = min(max(0.65 + (st - 0.002) x (250 / 3), 0.65), 0.9) = 0.900 �Mn = 0 x Mn = 379.898 kip_jt Mu.x.m. / �Mn = 0.012 PASS - Design moment capacity exceeds ultimate moment load One-way shear design does not apply. Shear failure plane fall outside extents of foundation. Two-way shear design at column 1 Two-way shear design does not apply. Shear perimeter falls outside extents of foundation. Shear diagram, y axis (kips) 7.3 .1 0 0 k {-7.3 AV Tekid Project Job Ref. Tedds Section Sheet no./rev. 5 Calc. by Date Chk'd by Date App'd by Date K 1/21/2019 Moment diagram, y axis (kip_ft) 4.6 0 Moment design, y direction, positive moment 0 Ultimate bending moment Mu.y.max = 4.59 kip_ft Tension reinforcement provided 6 No.6 bottom bars (5.8 in c/c) Area of tension reinforcement provided Asy.bot.pmv = 2.64 int Minimum area of reinforcement (10.5.4) As.min = 0.0018 x Lx x h = 2.333 int PASS - Area of reinforcement provided exceeds minimum Maximum spacing of reinforcement (10.5.4) sm. = min(3 x h, 18 in) = 18 in PASS - Maximum permissible reinforcement spacing exceeds actual spacing Depth to tension reinforcement d = h - Cnom - ¢x.bot - Oy.bot / 2 = 31.875 in Depth of compression block a = Asy.bot.prov x fy / (0.85 x f x Lx) = 1.294 in Neutral axis factor 01 = 0.85 Depth to neutral axis c = a / 01 = 1.522 in Strain in tensile reinforcement (10.3.5) et = 0.003 x d / c - 0.003 = 0.05981 PASS - Tensile strain exceeds minimum required, 0.004 Nominal moment capacity Mn = Asy.bot.prov x fy x (d - a / 2) = 412.209 kip_ft Flexural strength reduction factor (t = min(max(0.65 + (Et - 0.002) x (250 / 3), 0.65), 0.9) = 0.900 Design moment capacity OMS = 0 x Mn = 370.988 kip_ft Mu.y.max / OMn = 0.012 PASS - Design moment capacity exceeds ultimate moment load One-way shear design, y direction One-way shear design does not apply. Shear failure plane fall outside extents of foundation. Two-way shear design at column 1 Two-way shear design does not apply. Shear perimeter falls outside extents of foundation. city of Wheat Ridge guiiding Division JwTekld lw Project Job Ref. Tedds Section Sheet no./rev. 6 Calc. by Date Chk'd by Date App'd by Date K 1/21/2019 - -----j-6 No.6 bottom bars (5.8 in dc) I 6 No.6 bottom bars (5.8 in J/ ) MEMBER REPORT Roof Joists with RTUs, Existing Roof Joists Main Room - RTU Loads PASSED F Q R T E a 1 piece(s) 2 x 12 Douglas Fir -Larch No. 1@ 16" OC Overall Length: 40' 1/2" 0 19'6" 19'6" 0 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual C Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1564 @ 20' 1/4" 3506 (5.50") Passed (45%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 745 @ 21'2 1/4" 2329 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) -2907 @ 20' 1/4" 3487 Passed (83%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.176 @ 9' 3 3/16" 0.660 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 5 (Alt S ans Total Load Defl. (in) 0.363 @ 30'9 3/4" 0.991 Passed ( L/654) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4'4" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. System : Roof Member Type: Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch: 0/12 Supports Total Bearing Length Available Required Dead Loads to Supports (lbs) Roof fSnow WindLive Total Accessories 1- Pocket in masonry - concrete 3.50" 3.50" 1.50" 192 220 220 118/-17 750/-17 None 2 - Beam - SPF 5.50" 5.50" 2.45" 903 660 660 330 2553 None 3 - Pocket in masonry - concrete 3.50" 3.50" 1.50" 231 220 220 118/-17 789/-17 None Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 1/22/2019 9:04:36 Arpty Of Forte v5.4, Design Engine: V7.1.1.3 2098-5628 Wood Calrst dliiibat Ridge Page 1 of 1 Building Division Dead Roof Live Snow Wind Loads Location (Side) Spacing (0.90) (non-sriow: 1.25) (1.15) (1.60) Comments 1 - Uniform (PSF) 0 to 40' 1/2" 16" 20.0 20.0 20.0 10.0 Roof Loads 2 - Uniform (FILE) 17'9" to 28'3" N/A 24.7 - - - Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 1/22/2019 9:04:36 Arpty Of Forte v5.4, Design Engine: V7.1.1.3 2098-5628 Wood Calrst dliiibat Ridge Page 1 of 1 Building Division Job Notes Kelly Hoiness DL Engineering khoinessadlengineercom a F 4 R T E ' MEMBER REPORT Skylights, Shorter Roof Joists Main Room PASSED 1 piece(s) 2 x 12 Douglas Fir -Larch No. 1 @ 16" OC 0 Overall Length: 11'6" 10' it" E 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 293 @ 11'2 1/2" 1406 (1.50") Passed (21%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 243 @ 10' 3 1/4" 2329 Passed (10%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 807 @ 5' 8 1/2" 3487 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.029 @ 5' 8 1/2" 0.367 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.058 @ 5' 8 1/2" 0.550 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 11' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11'3" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) iuploItSTotal Available Required Dead Live Snow Wind Total Accessories .- Pocket in masonry- concrete 3.50" 3.50" 1.50" 152 152 152 76 532 None t - Hanger on 11 1/4" HF beam 3.50" Hanger' 1.50" 154 154 154 77 539 See note' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 0/12 Connector: Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2- Face Mount Hanger LUS28 1.75" N/A 6-10d 3-10d None Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 0 SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 1/22/2019 9:03:07 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs 4te Page 1 of 1 .lob Notes Kelly Hoiness Dead Roof Live I Snow Wind Loads Location (Side) Spacing (0.90) (non -snow: 1.25) (1.15) (1.60) Comments 1 - Uniform (PSF) 0 to 11'6" 16" 20.0 20.0 20.0 10.0 Roof Loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 0 SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 1/22/2019 9:03:07 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs 4te Page 1 of 1 .lob Notes Kelly Hoiness DL Engineering (720)440-9450 khoinessadlengineercom PO R T E' MEMBER REPORT Skylights, Skylight Framing Perp. to Shorter Joists PASSED 1 pieces) 2 x 12 Hem -Fir No. 2 0 Overall Length: 4'7" 77 4 4 a o All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 471 @ 3 1/2" 911 (1.50") Passed (52%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 250 @ 1' 2 3/4" 1941 Passed (13%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 471 @ 2' 3 1/2" 2577 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.003 @ 2' 3 1/2" 0.100 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.006 @ 2' 3 1/2" 0.200 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (1-/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) Supports Total Available Required Dead Live Snow Wind Total Accessories 1 - Hanger on 111/4" HF beam 3.50" Hanger' 1.50" 273 265 265 132 935 See note ' 2 - Hanger on 11 1/4" HF beam 3.50" Hanger' 1.50" 273 265 265 132 1 935 See note ' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A 2- Face Mount Hanger Connector not found N/A N/A N/A N/A Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Tributary Dead Roof Live Snow Wind Loads Location (Side) Width (0.90) (na"now: 1.25) (1.15) (1.60) Comments 0 - Self Weight (PLF) 3 1/2" to 4' 3 1/2" N/A 4.3 Linked from: Shorter 1 - Uniform (PLF) 0 to 4' 7" (Back) N/A 115.5 115.5 115.5 57.8 Roof Joists Main Room Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Holness DL Engineering (720) 440-9450 kh of ne ss@ dlen g i nee r. com SUSTAINABLE FORESTRY INITIATIVE City Of 1/22/2019 9:03:42 AM Forte v5.4, Design Engine: ldbt Ridge 2018-5628 Wood Calcs.4te PagEBrUdding Division MEMBER REPORT Skylights, Roof Joists with skylight framing loads PASSED i F O R T ER 2 piece(s) 2 x 12 Hem -Fir No. 2@ 16" OC Overall Length: 40' 1/2" 19'6" 19'6" t 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 ' Design Resuks Actual tit Location Allowed Result LDP Load: Combination (Pattern) Member Reaction (lbs) 2170 @ 20'1/4" 6683 (5.50") Passed (32%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1374 @ 21'2 1/4" 3881 Passed (35%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) -3876 @ 20'1/4" 5928 Passed (65%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.237 @ 30'4 1/8" 0.660 Passed (L/999+) -- 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.448 @ 30' 5 7/16" 0.991 Passed (1-/531) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (1-1240). Top Edge Bracing (Lu): Top compression edge must be braced at 10' 8" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 8" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch: 0/12 Supports Total Bearing Length Available Required Dead Loads to Supports (lbs) �e Snow Wind Total Accessories 1 - Pocket in masonry - concrete 3.50" 3.50" 1.50" 171 205 205 118/-32 699/-32 None 2 - Plate on steel - SPF 5.50" 5.50" 1.79" 1092 1078 1078 539 3787 None 3 - Pocket in masonry - concrete 3.50" 3.50" 1.50" 311 324 324 170/-17 1129/-17 None Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator SUSTAINABLE FORESTRY INITIATIVE Forte software Operator 1/22/2019 9:03:55 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs.4te Page 1 Of 1 Job Notes Kelly Hoiness Dead Roof Live Snow Wind Loads Location (Side) Spacing (0.90) (non -snow: 1.25) (1.15) (1.60) Comments 1 - Uniform (PSF) 0 to 40' 1/2" 16" 20.0 20.0 20.0 10.0 Roof Loads Linked from: Skylight 2 - Point (Ib) 21'2" N/A 234 225 225 113 Framing Perp. to Longer Joists, Su ort 1 Linked from: Skylight 3 - Point (Ib) 29'2" N/A 273 265 265 132 Framing Perp. to Shorter Joists, Su ort 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator SUSTAINABLE FORESTRY INITIATIVE Forte software Operator 1/22/2019 9:03:55 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs.4te Page 1 Of 1 Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoinessAdlengineer com A C R T c MEMBER REPORT 6'-3" Door Header, 6'-3" Door Header F V ` 2 piece(s) 2 x 8 Hem -Fir No. 2 Overall Length: 6'6" 0 1 6'3* in All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 202 @ 0 1823 (1.50") Passed (11%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 123 @ 8 3/4" 1958 Passed (6%) 0.90 1.0 D (All Spans) Moment (Ft -lbs) 258 @ TY 2011 Passed (13%) 0.90 1.0 D (All Spans) Live Load Defi. (in) 0.004 @ 3' 3" 0.217 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.020 @ 3' 3" 0.313 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (1-/360) and TL (5/16"). Top Edge Bracing (Lu): Top compression edge must be braced at 6' 6" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 6" o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) lupport4 Total Available Required Dead Roof Snow Wind Total Accessories Live - Trimmer - SPF 1.50" 1.50" 1.50" 159 43 43 22 267 None - Trimmer - SPF 1.50" 1.50" 1.50" 159 43 43 22 267 None Loads Location (Side) Tributary Width Dead Roof Live Snow (0.90) (non -snow: 1.2.S) (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 6' 6" N/A 5.5 1 - Uniform (PSF) 0 to 6' 6" 8" 20.0 20.0 20.0 10.0 Roof Loads 2 - Uniform (PLF) 0 to 6' 6" N/A 30.0 - - - Wall Loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness@dlengineer.com PASSED System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE city of 1/22/2019 9:05:32 AM Forte v5.4, Design Engine: V7.1.1.3 t Rjd�2 2018-5628 Wood C Page 1 of 1 pwlslon guitding MEMBER REPORT Basement Joists, Northwest Comer Room F O R T E 1 piece(s) 2 x 12 Hem -Fir No. 2@ 16" OC 0 Overall Length: 10' 11" 10'4" 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 800 @ 2 1/2" 1367 (2.25") Passed (58%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 632 @ 1' 2 3/4" 1688 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 2058 @ 5' 5 1/2" 2577 Passed (80%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.158 @ T5 1/2" 0.262 Passed (L/799) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.177 @ 5'5 1/2" 1 0.525 Passed (L/714) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating N/A I N/A -- Defection criteria: LL (1-/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 9" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. " Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Bearing Length Loads to Supports (lbs) Dead (0.90) Supports Total Available Required Dead F� Total Accessories I - Plate on concrete - HF 3.50" 2.25" 1.50" 87 728 815 1 1/4" Rim Board ! - Plate on concrete - HF 3.50" 2.25" 1.50" 87 728 815 1 1/4" Rim Board " Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 10' 11" 16" 12.0 100.0 Floor Loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD 0 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 1/22/2019 9:06:05 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs.4te Page 1 of 1 Job Notes Kelly Holness DL Engineering (720)440-9450 khoiness(gdlengineercom ®F O R T E x MEMBER REPORT Basement Joists, West Hallway Room 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 0 Overall Length: 9'7" 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDF Load. Combination (Pattern) Member Reaction (lbs) 700 @ 2 1/2" 1367 (2.25") Passed (51%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 532 @ 1' 2 3/4" 1688 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1569 @ 4'9 1/2" 2577 Passed (61%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.092 @ 4' 9 1/2" 0.229 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.103 @ 4' 9 1/2" 0.458 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 7'3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 5" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry a0 loads applied directly above it, bypassing the member being designed. Loads Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Fl or Total Accessories 1 - Uniform (PSF) 0 to 9' 7" 16" 1 - Plate on concrete - HF 3.50" 2.25" 1.50" 77 639 716 1 1/4" Rim Board 2 - Plate on concrete - HF 3.50" 2.25" 1.50" 77 639 716 11/4" Rim Board • Rim Board is assumed to carry a0 loads applied directly above it, bypassing the member being designed. Loads Location (Side) Spacing Dead (0.90) Floor live (1.00) Comments 1 - Uniform (PSF) 0 to 9' 7" 16" 12.0 100.0 Floor Loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness@dlengineer.corn PASSED System : Floor Member Type: Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD 0) SUSTAINABLE FORESTRY INITIATIVE Of 1/22/2019 9:06:24 0 Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calla -I dlt Rldg9 Page 1 of 1 DivisioTt guildln5 a C O R Z C SOLUTIONS REPORT Basement Joists, Existing Floor Joists r 1 [ G Current Solution:: 1 piece(s) 2 x 12 Douglas Fir -Larch No. 1 @ 16" OC Overall Length: 39'5" o 12' 10" All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Member Reaction (lbs) 2321 @ 25'8 1/4" 273 4.504" Passed (85%) Shear (lbs) 1059 @ 269 3/4" 2025 Passed (52%) 1.00 Moment (Ft -lbs) -29451@"25 8 3032 Passed (97%) 1.00 Live Load Defl. (in) 0.246 @ 32' 9 1/16" 0.338 Passed (L/659) Total Load Defl.(in) 0'268 @ 32 9 0.676 Passed (L/605) 7/16" T] -Pro— Rating N/A N/A I 0 1 r PASSED System : Floor Member Type: Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD All Product Solutions Depth Series Plies Spacing T7 -Pro"" Rating Wood Volume 11 1/4" 2 x Douglas Fir -Larch No. 1 1 16" N/A 1 1.79 The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal purposes. Forte Software Operator Job Notes 1/22/2019 9:07:44 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs.4te Page 1 of 1 Kelly Holness -7 DL Engineering (720)440-9450 khoiness@ dlenginee r.com i_j C O r c MEMBER REPORT Basement Joists, Reinforced Basement Beam 1 PASSED �M 1� ` 4 piece(s) 2 x 10 Hem -Fir No. 2 Overall Length: 22'11" 5'2* ( 5'11 1/2" 5' 1 1/2* 5-2- 0 E N ® H All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual o Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 11762 @ 5'9" 17010 (7.00") Passed (69%) -- 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 4137 @ 4' 8 1/4" 5550 Passed (75%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft -lbs) -6497 @ 17'2" 6667 Passed (97%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.049 @ 2'9 15/16" 0.186 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.053 @ 2' 9 3/4" 0.279 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 19' 10" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 11" o/c unless detailed otherwise. Applicable calculations are based on NDS. Supports Total Bearing Length Available Required Loads to Supports (lbs) Dead Live Total Accessories 1 - Pocket in masonry - concrete 3.50" 3.50" 1.86" 425 4105/-485 4530/-485 None 2 - Column Cap - steel 7.00" 7.00" 4.84" 1161 10602 11763 Blocking 3 - Column Cap - steel 7.00" 7.00" 4.52" 967 10028 10995 Blocking 4 - Column Cap - steel 7.00" 7.00" 4.84" 1161 10602 11763 Blocking 5 - Pocket in masonry - concrete 3.50" 3.50" 1.86" 425 4105/-485 1 4530/-485 None • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location (Side) Wldth (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 22' 11" N/A 14.1 Linked from: Existing 1 - Uniform (PLF) 0 to 22' 11" (Front) N/A 166.5 1539.0 Floor Joists, Support 2 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1367 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Holness DL Engineering (720) 440-9450 khoiness@dlengineer.com System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE 1/22/2019 9:08:39 AMI of Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood iofat Ridge Page 1 of 1 Building Division E v ®FORTE* MEMBER REPORT Basement Joists, Reinforced Basement Beam 2 PASSED 4 piece(s) 2 x 10 Hem -Fir No. 2 Overall Length: 22' 11" + Actual @ Location Allowed 0 ii a ,r 12003 @ 5' 9" 17010 (7.00") Passed (71%) v 5'2" ( 4 5'1 1/2" qFf' Shear (lbs) 5''! 112" 5-2- 0 Passed (76%) 1.00 1.0 D + 1.0 L (Adj Spans) All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (lbs) 12003 @ 5' 9" 17010 (7.00") Passed (71%) -- 1.0 D + 1.0 L (Adj Spans) Shear (lbs) 4222 @ 4' 8 1/4" 5550 Passed (76%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft -lbs) -6629 @ 17'2" 6667 Passed (99%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.050 @ 20' 1 1/16" 0.186 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.054 @ 2' 9 3/4" 0.279 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (1-/360) and TL (1-/240). Top Edge Bracing (Lu): Top compression edge must be braced at 19' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 1' B" o/c unless detailed otherwise. Applicable calculations are based on NDS. Supports Total Bearing Length Available Required Loads to Supports (lbs) Dead Floor Total Live Accessories 1 - Pocket in masonry - concrete 3.50" 3.50" 1.90" 437 4185/-494 4622/-494 None 2 - Column Cap - steel 7.00" 7.00" 4.94" 1194 10808 12002 Blocking 3 - Column Cap - steel 7.00" 7.00" 4.62" 995 10224 11219 Blocking E4- Column Cap - steel 7.00" 7.00" 4.94" 1194 10808 12002 Blocking 5 - Pocket in masonry - concrete 3.50" 3.50" 1.90" 437 4185/-494 4622/-494 None • Blocking Panels are assumed to carry no loads applied directly above them and the Lull loaa is apps ea to me memoer oemg aesigneo. Tributary Dead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 22' 11" N/A 14.1 Linked from: Existing 1 - Uniform (PLF) 0 to 22' 11" (Front) N/A 171.8 1569.0 Floor Joists, Support 3 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness(gdlengineer. corn System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD (1jJ SUSTAINABLE FORESTRY INITIATIVE 1/22/2019 9:08:54 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs 4te Page 1 of 1 ®Te a° Project Job Ref. Tedds Width of foundation Ly = 2 ft Foundation area Section Sheet no./rev. h = 18 in Depth of soil over foundation 1 Density of concrete Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 FOUNDATION ANALYSIS & DESIGN (ACI318) In accordance with ACI318-11 incorporating Errata as of August 8, 2014 FOOTING ANALYSIS 1.1 = 3.50 in Length of foundation Lx = 2 ft Width of foundation Ly = 2 ft Foundation area A = Lx x Ly = 4 ft2 Depth of foundation h = 18 in Depth of soil over foundation hsoln = 24 in Density of concrete Yoono = 150.0 Ib/ft3 0.742 ksf 1.173 ksf II t {{ a f = - y 0.742 W Ij 1.173W Column no.1 details Length of column 1.1 = 3.50 in Width of column lyt = 3.50 in position in x-axis x, = 13.75 in position in y-axis y, = 12.00 in Soil properties Net allowable bearing pressure Density of soil Angle of internal friction Design base friction angle Coefficient of base friction ganow_Net = 1.5 ksf Ysoii = 120.0 Ib/ft3 �b = 30.0 deg 5bb = 30.0 deg tan(8bb) = 0.577 Tedds calculation version 3.2.07 idge Building Division AFTekid Project Job Ref. Tedds Section Sheet no./rev. 2 Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 Foundation loads Self weight Fsm = h x y.o ,; = 225 psf Soil weight Fsoii = hsoii x ysaii = 240 psf Column no.1 loads Dead load in z FDz1 = 0.1 kips Live load in z FLz1 = 1.8 kips Footing analysis for soil and stability Load combinations per ASCE 7-10 1.OD (0.270) 1.OD + 1.01- (0.611) Combination 2 results: 1.013 + 1.01- .0LForces Forceson foundation Force in z-axis Fdz. = YD x A x (Fswt + Fsoii) + YD x FDz1 + yl. x Fieri = 3.8 kips Moments on foundation Moment in x-axis, about x is 0 Max = YD x (A x (Fswt + Fsoii) x Lx / 2) + yo x (Foz1 x x1) + yl. x (Ft�1 x x1) = 4.1 kip_ft Moment in y-axis, about y is 0 May = yo x (A x (Fswt + Fsoii) x Ly / 2) + YD x (Fo=1 x y1) + YL x (Fi�1 x y1) = 3.8 kip_ft Uplift verification Vertical force Fd: = 3.829 kips PASS - Foundation is not subject to uplift Bearing resistance Eccentricity of base reaction Eccentricity of base reaction in x-axis edx = Mdx / Fdz - Lx / 2 = 0.9 in Eccentricity of base reaction in y-axis edy = MdY / F& - Ly / 2 = 0 in Pad base pressures q1 = Fd1. x (1 - 6 x edx / Lx - 6 x edy / Ly) / (Lx x Ly) = 0.742 ksf q2=Fdzx(1-6xedx /Lx+6xedy / Ly) / (Lx xLy) =0.742 ksf q3 = Fd7 x (1 + 6 x edx / Lx - 6 x edy / Ly) / (Lx x Ly) = 1.173 ksf q4 = Fdz x (1 + 6 x edx / Lx + 6 x edy / Ly) / (Lx x Ly) = 1.173 ksf Minimum base pressure groin = min(g1,g2,q3,q4) = 0.742 ksf Maximum base pressure gmax = max(q,,g2,g3,q4) = 1.173 ksf Allowable bearing capacity Allowable bearing capacity gallow = gallow_Net + (h + hsoii) x ysaii = 1.92 ksf gmax / gaiiow = 0.611 PASS - Allowable bearing capacity exceeds design base pressure FOOTING DESIGN (ACI318) In accordance with ACI318-11 incorporating Errata as of August 8, 2014 Material details Compressive strength of concrete f = 4000 psi AFTe aV Project Job Ref. Tedds Ultimate moment in x-axis, about x is 0 Mux = yD x (A x (Fs t + Fsoii) x LX / 2) + yD x (FDz1 x x1) + YL x (Ful x x1) = 5.8 Section Sheet no./rev. Ultimate moment in y-axis, about y is 0 M„ y = yD x (A x (Fs,t + FSo;i) x Ly / 2) + yD x (Foz1 x y1) + YL x (FL�1 x y1) = 5.3 3 Eccentricity of base reaction Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 qu2 = F„z x (1 - 6 x eux / Lx + 6 x euy / Ly) / (Lx x Ly) = 0.993 ksf qU3=F„Zx(1+6xeux /Lx-6xeuy/Ly) / (Lx xLy) =1.669 ksf Yield strength of reinforcement fy = 60000 psi Cover to reinforcement cnom = 3 in Concrete type Normal weight Concrete modification factor X = 1.00 Column type Concrete Analysis and design of concrete footing Load combinations per ASCE 7-10 1.41D (0.001) 1.2D+ 1.61-+0.51-r(0.010) 1.2D + 1.61- + 0.5S (0.010) 1.21D + 1.61- + 0.5R (0.010) 1.21D + 1.01- + 1.61-r (0.006) 1.2D + 1.01- + 1.6S (0.006) 1.21D + 1.01- + 1.6R (0.006) 1.21D + 1.61-r + 0.5W (0.001) 1.2D + 1.6S + 0.5W (0.001) 1.2D + 1.6R + 0.5W (0.001) 1.21D + 1.01- + 0.51-r + 1.OW (0.006) 1.21D + 1.01- + 0.5S + 1.OW (0.006) 1.2D + 1.01- + 0.5R + 1.OW (0.006) (1.2+0.2xSDs)D+1.01-+0.2S+1.OE(0.007) 0.91D + 1.OW (0.000) (0.9 - 0.2 x SDs)D + 1.0E (0.000) Combination 2 results: 1.21D + 1.6L + 0.5Lr Forces on foundation Ultimate force in z-axis F,. = yD x A x (FS,t + Fsoii) + yD x FDz1 + YL x FL.71 =5.3 kips Moments on foundation Ultimate moment in x-axis, about x is 0 Mux = yD x (A x (Fs t + Fsoii) x LX / 2) + yD x (FDz1 x x1) + YL x (Ful x x1) = 5.8 kip_ft Ultimate moment in y-axis, about y is 0 M„ y = yD x (A x (Fs,t + FSo;i) x Ly / 2) + yD x (Foz1 x y1) + YL x (FL�1 x y1) = 5.3 kip_ft Eccentricity of base reaction Eccentricity of base reaction in x-axis eux = Mux / FEZ - Lx / 2 = 1.016 in Eccentricity of base reaction in y-axis euy = M„ y / Fuz - Ly / 2 = 0 in Pad base pressures qui =F„zx(1-6xeux /Lx-6xe„y/Ly) / (Lx xLy) =0.993 ksf qu2 = F„z x (1 - 6 x eux / Lx + 6 x euy / Ly) / (Lx x Ly) = 0.993 ksf qU3=F„Zx(1+6xeux /Lx-6xeuy/Ly) / (Lx xLy) =1.669 ksf qU4=F„Zx(1+6xeux /Lx+6xe„y/Ly) / (Lx xLy) =1.669 ksf Minimum ultimate base pressure qumin = min(qu1,qu2,q,,3,qu4) = 0.993 ksf Maximum ultimate base pressure qumax = max(qu1,q„2,qu3,qu4) = 1.669 ksf idge Building Division AFTekld Project Job Ref. Tedds Section Sheet no./rev. 4 Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 Shear diagram, x axis (kips) 1.4 0 0 -1.7 Moment diagram, x axis (kip_ft) 0.5 0 0 0.7 Moment design, x direction, positive moment Ultimate bending moment Tension reinforcement provided Area of tension reinforcement provided Minimum area of reinforcement (10.5.4) Maximum spacing of reinforcement (10.5.4) Depth to tension reinforcement Depth of compression block Neutral axis factor Depth to neutral axis Strain in tensile reinforcement (10.3.5) Nominal moment capacity Flexural strength reduction factor Design moment capacity One-way shear design, x direction Mu.x.max = 0.547 kip_ft 2 No.6 bottom bars (17.2 in c/c) Asx.bot.prov = 0.88 int As.min = 0.0018 x Ly x h = 0.778 int PASS - Area of reinforcement provided exceeds minimum sm. = min(3 x h, 18 in) = 18 in PASS - Maximum permissible reinforcement spacing exceeds actual spacing d = h - Cnom - �y.bot - (�x.bot / 2 = 13.875 in a = Asx.bot.prov x fy / (0.85 x fc x Ly) = 0.647 in (31 = 0.85 c=a/(i1=0.761 in Et = 0.003 x d / c - 0.003 = 0.05168 PASS - Tensile strain exceeds minimum required, 0.004 Mn = Asx.bot.prov x fy x (d - a / 2) = 59.626 kip_ft �r = min(max(0.65 + (£t - 0.002) x (250 / 3), 0.65), 0.9) = 0.900 �Mn = 0 x Mn = 53.664 kip_ft w.x.m. / �Mn = 0.010 PASS - Design moment capacity exceeds ultimate moment load One-way shear design does not apply. Shear failure plane fall outside extents of foundation. Two-way shear design at column 1 Two-way shear design does not apply. Shear perimeter falls outside extents of foundation. AvTekla Project Job Ref. Tedds Section Sheet no./rev. 5 Calc, by Date Chk'd by Date App'd by Date K 1/22/2 019 Shear diagram, y axis (kips) 1.5 OR Moment diagram, y axis (kip_ft) 0.6 0 Moment design, y direction, positive moment Ultimate bending moment M,,.y.max = 0.564 kip_ft Tension reinforcement provided 2 No.6 bottom bars (17.2 in c/c) Area of tension reinforcement provided Asybot.prov = 0.88 int Minimum area of reinforcement (10.5.4) As.min = 0.0018 x Lx x h = 0.778 inz Maximum spacing of reinforcement (10.5.4) Depth to tension reinforcement Depth of compression block Neutral axis factor Depth to neutral axis Strain in tensile reinforcement (10.3.5) Nominal moment capacity Flexural strength reduction factor Design moment capacity 0 0 PASS - Area of reinforcement provided exceeds minimum smax = min(3 x h, 18 in) = 18 in PASS - Maximum permissible reinforcement spacing exceeds actual spacing d = h - Cnom - a y.bot / 2 = 14.625 in a = Asy.botprov x fy / (0.85 x fo x Lx) = 0.647 in (ii = 0.85 c=a/p,=0.761 in Et = 0.003 x d / c - 0.003 = 0.05464 PASS - Tensile strain exceeds minimum required, 0.004 Mn = Asy.bot.prov x fy x (d - a / 2) = 62.926 kip_ft 0 = min(max(0.65 + (Et - 0.002) x (250 / 3), 0.65), 0.9) = 0.900 OMn = (k x Mn = 56.634 kip_ft Wy.max / OMn = 0.010 PASS - Design moment capacity exceeds ultimate moment load One-way shear design, y direction One-way shear design does not apply. Shear failure plane fall outside extents of foundation. Two-way shear design at column 1 Two-way shear design does not apply. Shear perimeter falls outside extents of foundation. City idge Building Division AWTekld Project Job Ref. Tedds Section Sheet no./rev. 6 Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 2 No.6 bottom bars (17.2 in dc) I 1` 1 2 No.6 bottom bars (17.2 in c/c) AFTekid Project Job Ref. Tedds Width of foundation Ly = 3 ft Foundation area Section Sheet no./rev. h = 18 in Depth of soil over foundation 1 Density of concrete Calc. by Date Chk'd by Date App'd by Date K 1/21/2019 FOUNDATION ANALYSIS & DESIGN (ACI318) In accordance with ACI318-11 incorporating Errata as of August 8, 2014 FOOTING ANALYSIS Length of foundation Lx = 3 ft Width of foundation Ly = 3 ft Foundation area A = Lx x Ly = 9 ft2 Depth of foundation h = 18 in Depth of soil over foundation hsoa = 18 in Density of concrete Ycono = 150.0 Ib/ft3 1.731 ksf 1.731 ksf 1.731 ksf L 1.731 ksf Column no.1 details Length of column Width of column position in x-axis position in y-axis Soil properties Net allowable bearing pressure Density of soil Angle of internal friction Design base friction angle Coefficient of base friction IX1 = 5.50 in ly, = 5.50 in xi=18.00 in yt=18.00 in geaow_Net = 1.5 ksf Ysoa = 115.0 Ib/ft3 Ob = 30.0 deg Sbb = 30.0 deg tan(Sbb) = 0.577 Tedds calculation version 3.2.07 Oity o, Wheat R Building Division AWTeklaProject Job Ref. Tedds Section Sheet no./rev. 2 Calc. by Date Chk'd by Date App'd by Date K 1/21/2019 Foundation loads Self weight Fswt = h x yconc = 225 psf Soil weight Fso;i = hson x yso;i = 172.5 psf Column no.1 loads Dead load in z Fwi = 1.2 kips Live load in z Fut = 10.8 kips Footing analysis for soil and stability Load combinations per ASCE 7-10 1.OD (0.287) 1.OD + 1.01- (0.938) Combination 2 results: 1.01) + 1.01- .0LForces Forceson foundation Force in z-axis F& = YD x A x (Fm + Fsoii) + YD x FDz1 + YL x Ftzt = 15.6 kips Moments on foundation Moment in x-axis, about x is 0 Md. = YD x (A x (Fswt + Fmk) x Lx / 2) + YD x (FDzt x xt) + YL x (FLz, x xi) = 23.4 kip_ft Moment in y-axis, about y is 0 May = YD x (A x (Fswt + Fson) x Ly / 2) + YD x (FDz1 x y,) + YL x (Ftz, x y,) = 23.4 kip_ft Uplift verification Vertical force Fd. = 15.58 kips PASS - Foundation is not subject to uplift Bearing resistance Eccentricity of base reaction Eccentricity of base reaction in x-axis ed. = Md. / F& - Lx / 2 = 0 in Eccentricity of base reaction in y-axis edy = May / Fd. - Ly / 2 = 0 in Pad base pressures qt = F& x (1 - 6 x ed. / Lx - 6 x edy / Ly) / (Lx x Ly) = 1.731 ksf q2= Fd. x(1-6xed. /Lx+6xedy / Ly) / (Lx xLy) =1.731 ksf q3 = Fdz x (1 + 6 x ed. / Lx - 6 x edy / Ly) / (Lx x Ly) = 1.731 ksf q4 = Fdz x (1 + 6 x edx / Lx + 6 x edy / Ly) / (Lx x Ly) = 1.731 ksf Minimum base pressure gmin = min(gt,g2,q3,q4) = 1.731 ksf Maximum base pressure gmax = max(q,,g2,g3,q4) = 1.731 ksf Allowable bearing capacity Allowable bearing capacity ganow = ganow_Net + (h + hson) x ysoit = 1.845 ksf gmax / gallow = 0.938 PASS - Allowable bearing capacity exceeds design base pressure FOOTING DESIGN (ACI318) In accordance with ACI318-11 incorporating Errata as of August 8, 2014 Material details Compressive strength of concrete f o = 4000 psi r Te aY Project Job Ref. Tedds Section Sheet no./rev. 3 Calc. by Date Chk'd by Date App'd by Date K 1/21/2019 Yield strength of reinforcement Cover to reinforcement Concrete type Concrete modification factor Column type Analysis and design of concrete footing Load combinations per ASCE 7-10 1.41D (0.006) 1.21D + 1.6L + 0.51-r (0.063) Combination 2 results: 1.21D + 1.6L + 0.5Lr Forces on foundation Ultimate force in z-axis Moments on foundation Ultimate moment in x-axis, about x is 0 Ultimate moment in y-axis, about y is 0 Eccentricity of base reaction Eccentricity of base reaction in x-axis Eccentricity of base reaction in y-axis Pad base pressures Minimum ultimate base pressure Maximum ultimate base pressure fy = 60000 psi Cnom = 3 In Normal weight X = 1.00 Concrete F„z = YD x A x (Fm + Feoii) + YD x FDz1 + YL x FLz, = 23.0 kips Mux = YD x (A x (F.m + Fsoa) x Lx / 2) + YD x (FDzl x x,) + YL x (FLzt x xi) = 34.5 kip_ft M„ y = YD x (A x (Fsm + Fs.ii) x Ly / 2) + YD x (FDz1 x y,) + YL x (FLz, x y,) = 34.5 kip_ft eux = Mux / Fuz - Lx / 2 = 0 in euy= M„y/ F„z- Ly/2 = 0 in qui = F„z x (1 - 6 x eux / Lx - 6 x e,y / Ly) / (Lx x Ly) = 2.558 ksf qU2 = F„z x (1 - 6 x eux / Lx + 6 x e�y / Ly) / (Lx x Ly) = 2.558 ksf qU3=F„Zx(1 +6xeux /Lx-6xe„y/Ly) /(Lx xLy) =2.558 ksf qu4=F„zx(1+6xeux /Lx+6xeuy/Ly) /(Lx xLy) =2.558 ksf qumin = min(qu1,qu2,qu3,qu4) = 2.558 ksf qumax = max(qu,,qu2,qu3,qu4) = 2.558 ksf Shear diagram, x axis (kips) 9.4 0.7 0 -9-9.4 .4 Moment diagram, x axis (kip_ft) 5.0 0 0 7 Wheat, idge Building Divisi®n AvTekla Project Job Ref. Tedds Section Sheet no./rev. 4 Calc. by Date Chk'd by Date App'd by Date K 1/21/2019 Moment design, x direction, positive moment Ultimate bending moment M,,.x.max = 5.04 kip_ft Tension reinforcement provided 3 No.6 bottom bars (14.6 in c/c) Area of tension reinforcement provided Asx.bot.pmv = 1.32 int Minimum area of reinforcement (10.5.4) k.min = 0.0018 x LY x h = 1.166 int PASS - Area of reinforcement provided exceeds minimum Maximum spacing of reinforcement (10.5.4) smax = min(3 x h, 18 in) = 18 in PASS - Maximum permissible reinforcement spacing exceeds actual spacing Depth to tension reinforcement Depth of compression block Neutral axis factor Depth to neutral axis Strain in tensile reinforcement (10.3.5) d = h - cnom - �x.bot / 2 = 14.625 in a = Asx.bot.prov x fy / (0.85 x f� x Ly) = 0.647 in Pi = 0.85 c=a/a,=0.761 in rt = 0.003 x d / c - 0.003 = 0.05464 PASS - Tensile strain exceeds minimum required, 0.004 Nominal moment capacity Mn = Asx.bot.prov x fy x (d - a / 2) = 94.39 kip_ft Flexural strength reduction factor Of = min(max(0.65 + (Et - 0.002) x (250 / 3), 0.65), 0.9) = 0.900 Design moment capacity OM, = 0 x Mn = 84.951 kip_ft Mu.x.max / �Mn = 0.059 PASS - Design moment capacity exceeds ultimate moment load One-way shear design, x direction Ultimate shear force Vu.x = 0.715 kips Depth to reinforcement dv = h - cnom - (x.bot / 2 = 14.625 in Shear strength reduction factor �, = 0.75 Nominal shear capacity (Eq. 11-3) Vn = 2 x X x 4(fc x 1 psi) x Ly x dv = 66.598 kips Design shear capacity OW = �v x Vn = 49.948 kips V..x/OVn=0.014 PASS - Design shear capacity exceeds ultimate shear load Two-way shear design at column 1 Two-way shear design does not apply. Shear perimeter falls outside extents of foundation. Shear diagram, y axis (kips) 9.4 o - �J 9.4 AvTekla Project Job Ref. Tedds Section Sheet no./rev. 5 Calc. by Date Chk'd by Date App'd by Date K 1/2'1/2019 Moment diagram, y axis (kip_ft) 5,0 0 Moment design, y direction, positive moment 0 Ultimate bending moment M,,.y.max = 5.04 kip_ft Tension reinforcement provided 3 No.6 bottom bars (14.6 in c/c) Area of tension reinforcement provided Asy.bot.prov = 1.32 int Minimum area of reinforcement (10.5.4) As.min = 0.0018 x Lx x h = 1.166 int PASS - Area of reinforcement provided exceeds minimum Maximum spacing of reinforcement (10.5.4) sm. = min(3 x h, 18 in) = 18 in PASS - Maximum permissible reinforcement spacing exceeds actual spacing Depth to tension reinforcement Depth of compression block Neutral axis factor Depth to neutral axis Strain in tensile reinforcement (10.3.5) d = h - Cnom - �x.bot - Oy.bot / 2 = 13.875 in a = Asy.bot.prov x fy / (0.85 x f x Lx) = 0.647 in 01 = 0.85 c=a/p1 =0.761 in ct = 0.003 x d / c - 0.003 = 0.05168 PASS - Tensile strain exceeds minimum required, 0.004 Nominal moment capacity Mn = Asy.bot.prov x fy x (d - a / 2) = 89.44 kip_ft Flexural strength reduction factor 0 = min(max(0.65 + (Et - 0.002) x (250 / 3), 0.65), 0.9) = 0.900 Design moment capacity �Mn = (k x Mn = 80.496 kip_ft Mu.y.max / �Mn = 0.063 PASS - Design moment capacity exceeds ultimate moment load One-way shear design, y direction Ultimate shear force Vu.y = 0.715 kips Depth to reinforcement dv = h - Cnom - �xbot - (�y.bot / 2 = 13.875 in Shear strength reduction factor 4,„ = 0.75 Nominal shear capacity (Eq. 11-3) Vn = 2 x X x V(fc x 1 psi) x Lx x dv = 63.182 kips Design shear capacity OW = 4v x Vn = 47.387 kips Vu.y / OW = 0.015 PASS - Design shear capacity exceeds ultimate shear load Two-way shear design at column 1 Two-way shear design does not apply. Shear perimeter falls outside extents of foundation. 111 °' Wheat Wge 13 u�l6.M9 pivisyon AwTeklaProject Job Ref. Tedds Section Sheet no./rev. 6 Calc. by Date Chk'd by Date App'd by Date K 1/21/2019 3 NO.6 bottom bars (14.6 In c/o) No.6 bottom bars (14.6 in dc) aF ®RTE MEMBER REPORT Stairs, Stringers - Top Flight Middle PASSED 1 piece(s) 2 x 12 Hem -Fir No. 2 0 Overall Sloped Length: 10'3/8" 12 8.5F— r 6.5" 2 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual o Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 693 @ 74 1/4" 911 (1.50") Passed (76%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 531 @ 6' 7 1/16" 1688 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1133 @ 4' 1" 2241 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.047 @ 4' 1" 0.267 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.057 @ 4' 1" 0.401 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 9' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) iuppoits Total Available Required Dead Live Total Accessories - Beveled Plate - SPF 11.25" 11.25" 1.50" 150 715 865 Blocking Hanger on 111/4" SPF beam 3.50" Hangers 1.50" 128 623 751 See note • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 8.5/12 Connector: Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger I Connector not found N/A N/A N/A N/A Tributary Dead Floor Lire _oads Location (Side) Width (0.90) (1.00) Comments I - Self Weight (PLF) 0 to 7' 4 1/4" N/A 4.3 Uniform (PSF) 0 to 7' 7 3/4" V 9" 14.7 100.0 Stair Loads - Corridor Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720) 440-9450 khoiness@dlengineer.com (Zj) SUSTAINABLE FORESTRY INITIATIVE 1/22/2019 9:09:39 Forte v5.4, Design Engine: V7.1 A.3 2018-5628 Wood ,.C,*bfMRid9e Page 1 of 1 ion piuildin9 Divis F 0 R T E � MEMBER REPORT Stairs, Stringers - Top Flight Outer 1 piece(s) 2 x 12 Hem -Fir No. 2 0 12 8.5 6-5- E All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 355 @ 74 1/4" 911 (1.50") Passed (39%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 272 @ 6'7 1/16" 1688 Passed (16%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 580 @ 4' 1" 2241 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.023 @ 4' 1" 0.267 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.029 @ 4' 1" 0.401 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 9' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at T o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Litre Total Accessories 1 - Beveled Plate - SPF 11.25" 11.25" 1.50" 86 357 443 Blocking 2 - Hanger on 11 1/4" SPF beam 3.50" Hanger' 1.50" 72 312 384 See note ' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. PASSCD System : Roof Member Type: Drop Beam Building Use : Residential Building Code: IBC 2015 Design Methodology : ASD Member Pitch: 8.5/12 Connector: Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A 0 to 7' 7 3/4" 101/2' Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.mm/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Tributary Dead Door Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 7'4 1/4" N/A 4.3 1 - Uniform (PSF) 0 to 7' 7 3/4" 101/2' 14.7 100.0 Stair Loads - Corridor Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.mm/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Holness DL Engineering (720)440-9450 khoiness@dlengineer.corn (ZS) SUSTAINABLE FORESTRY INITIATIVE 1/22/2019 9:09:22 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs 4te Page 1 of 1 F 0 R T E .< MEMBER REPORT Stairs, Stringers - Bottom Flight Middle 2 piece(s) 2 x 12 Hem -Fir No. 2 0 12 8.5[ i r 11' 71" 1 2 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed ResuR LDF Load: Combination (Pattern) Member Reaction (lbs) 1307 @ 12' 2 1/2" 1823 (1.50") Passed (72%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 1141 @ 11' 5 5/16" 3375 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 3933 @ 6' 2 1/4" 4482 Passed (88%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.269 @ 6' 2 1/4" 0.492 Passed (L/659) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.333 @ 6' 2 1/4" 0.738 Passed (L/531) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 74" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) Supports Total Available Required Dead Flo or Total Accessories Liv 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 260 1083 1343 Blocking 2 - Hanger on 11 1/4" SPF beam 3.50" Hanger' 1.50" 260 1105 1365 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. PASSED System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch: 8.5/12 Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 -Face Mount Hanger I Connector not found N/A N/A N/A N/A Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Tributary tread Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 12'2 1/2" N/A 8.6 1 - Uniform (PSF) 0 to 12' 6" 1191, 14.7 100.0 Stair Loads - Corridor Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Holness DL Engineering (720) 440-9450 khoinessVdlengineercom ti SUSTAINABLE FORESTRY INITIATIVE 1/22/2019 9:10:00%01 Forte v5.4, Design Engine: V7.1.1.3 2 2018-5628 Wood C R�dg Page 1 of 1 910iisiion gUlld%n9 MEMBER REPORT Stairs, Stringers - Bottom Flight Outer F O R T E 1 piece(s) 2 x 12 Hem -Fir No. 2 0 12 � 8.5 11' 11 • 1 2 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (lbs) 653 @ 12'2 1/2" 911 (1.50") Passed (72%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 570 @ 11'5 5/16" 1688 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1967 @ 6' 2 1/4" 2241 Passed (88%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.269 @ 6'2 1/4" 0.492 Passed (L/659) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.333 @ 6' 2 1/4" 0.738 Passed (L/531) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 6" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead �e Total Accessories 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 130 541 671 Blocking 2 - Hanger on 11 1/4" SPF beam 3.50" Hanger' 1.50" 130 552 682 See note ' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. PASSED System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 8.5/12 Connector: Simpson Strol -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger I Connector not found N/A N/A N/A N/A N/A Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Tributary lead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 12'2 1/2" N/A 4.3 1 - Uniform (PSF) 0 to 12' 6" 101/2' 14.7 100.0 Stair Loads - Corridor Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness@dlengineer.com T SUSTAINABLE FORESTRY INITIATIVE 1/22/2019 9:10:56 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs 4te Page 1 of 1 igF O R T E F MEMBER REPORT Stairs, Flush Beam - Stair Mounting at Landing 2 piece(s) 2 x 12 Hem -Fir No. 2 Overall Length: 7'5" 0 1 1 11 1 1 0 A 6,10" . _ .. 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2536 @ 73" 4253 (3.50") Passed (60%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 1844 @ 6' 2 1/4" 3375 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 3741 @ T11" 4482 Passed (83%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.057 @ 3'9 3/16" 0.177 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.071 @ T9 3/16" 0.354 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (1-1480) and TL (1,1240). Top Edge Bracing (Lu): Top compression edge must be braced at 7' 5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 5" o/c unless detailed otherwise. Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead F�e Total Accessories Loads Location (Side) Width L - Stud wall - SPF 3.50" 3.50" 1.65" 399 1608 2007 Blocking 2 - Stud wall - SPF 3.50" 3.50" 2.09" 506 2030 1 2536 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE city of Forte Software Operator 1/22/2019 9:11:36 AN Forte v5.4, Design Engine: V7.1.1.3 2098-5628 Wood Calcs;4ille 8t Ridge Page 1 of 1 --- ---— -- --- --- i3uilding Division .lob Notes Tributary Dead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 7' S" N/A 8.6 Linked from: 1 - Point (lb) 3/4" (Top) N/A 86 357 Stringers - Top Flight Outer Support 1 Linked from: 2 - Point (lb) 1'9" (Top) N/A 150 715 Stringers - Top Flight Middle Support 1 Linked from: 3 - Point (Ib) 3'6" (Top) N/A 86 357 Stringers - Top Flight Outer Support 1 Linked from: 4 - Point (lb) 3' 11" (Front) N/A 130 552 Stringers - Bottom Flight Outer, Support 2 Linked from: 5 - Point (lb) 5' 8" (Front) N/A 260 1105 Stringers - Bottom Flight Middle, Support 2 Linked from: 6 -Point (Ib) 7' S" (Front) N/A 130 552 Stringers - Bottom Flight Outer, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE city of Forte Software Operator 1/22/2019 9:11:36 AN Forte v5.4, Design Engine: V7.1.1.3 2098-5628 Wood Calcs;4ille 8t Ridge Page 1 of 1 --- ---— -- --- --- i3uilding Division .lob Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness�a_dlengineer.com it F 0 R T E * MEMBER REPORT Stairs, Landing Joists 1 piece(s) 2 x 8 Hem -Fir No. 2@ 12" OC 0 Overall Length: T5" N 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Resuft LDF Load: Combination (Pattem) Member Reaction (lbs) 383 @ 3 1/2" 911 (1.50") Passed (42%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 315 @ 10 3/4" 1088 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 654 @ T8 1/2" 1284 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.079 @ 3' 8 1/2" 0.171 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.089 @ Y8 1/2" 0.342 Passed (L/924) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 6' 10" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 10" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports (lbs) iupports Total Available Required Dead F� Total Accessories . - Hanger on 7 1/4" HF beam 3.50" Hanger' 1.50" 45 371 416 See note' - Hanger on 7 1/4" HF beam 3.50" Hanger' 1.50" 45 371 416 See note ' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Job Notes Kelly Hoiness Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC Es under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator (2� SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 1/22/2019 9:12:51 AM Forte v5A, Design Engine: V7.1.1.3 2018-5628 Wood Caics.4te Page 1 of 1 Job Notes Kelly Hoiness Dead Floor Live Loads Location (Side) Spacing (0.90) (1.00) Comments Stairs - Corridor 1 - Uniform (PSF) 0 to 7' 5" 12" 12.0 100.0 Loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC Es under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator (2� SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 1/22/2019 9:12:51 AM Forte v5A, Design Engine: V7.1.1.3 2018-5628 Wood Caics.4te Page 1 of 1 Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoinesstpolengineer Com a C O R T C w MEMBER REPORT Stairs, Landing Joist Support Beams r V G 1 pieces) 2 x 12 Hem -Fir No. 2 0 Overall Length: 3'6" I 2' 11• L 4 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual o Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 613 @ 3 1/2" 911 (1.50") Passed (67%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 219 @ 1' 2 3/4" 1688 Passed (13%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 447 @ 1'9" 2241 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.003 @ 1' 9" 0.073 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.003 @ 1' 9" 0.146 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 2' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 2' 11" o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor l o Total Accessories 1 - Hanger on 111/4" HF beam 3.50" Hanger' 1.50" 85 649 734 See note 2 - Hanger on 11 1/4" HF beam 3.50" Hanger' 1.50" 85 649 734 See note ' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. PASSED System : Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A Tributary Dead Floor Live Job Notes Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 3 1/2" to T2 1/2" N/A 4.3 1 - Uniform (PLF) 0 to 3' 6" (Front) N/A 45.0 371.0 Linked from: Landing khoiness@dlengineer.corn Joists Support 1 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness@dlengineer.corn 1 SUSTAINABLE FORESTRY INITIATIVE 1/22/2019 9:13:06-A`P of Forte v5.4, Design Engine: V7.1.1.3 2018-5628 wood'/P98APRidge Page 1 of 1 irt_itulrrg Division F 0 R T E R MEMBER REPORT Stairs, Beam for cut joists 3 piece(s) 2 x 12 Hem -Fir No. 2 0 Overall Length: 10'8" r r 10' 1" 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF I Load: Combination (Pattern) [Group] Member Reaction (lbs) 1907 @ 10'4 1/2" 2734 (1.50") Passed (70%) -- 1.0 D + 1.0 L (All Spans) [1] Shear (lbs) 1557 @ 9'5 1/4" 5063 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) [1] Moment (Ft -lbs) 4866 @ 5' 3 1/4" 6724 Passed (72%) 1.00 1.0 D + 1.0 L (All Spans) [1] Live Load Defl. (in) 0.122 @ 5'3 1/4" 0.340 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) [1] Total Load Defl. (in) 0.132 @ 5' 3 1/4" 0.510 Passed (L/932) -- 1.0 D + 1.0 L (All Spans) [1] • Deflection criteria: LL (L/360) and TL (1-1240). Top Edge Bracing (Lu): Top compression edge must be braced at 10' 5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 5" o/c unless detailed otherwise. -960 lbs uplift at support 2". Strapping or other restraint may be required. • -987 lbs uplift at support 10' 4 1/2". Strapping or other restraint may be required. Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Connector: Simpson Strong -Tie Connectors Bearing Length Loads to Supports (lbs) ;Uppofts Total Available Required Dead Floor Total Accessories . - Column - SPF 3.50" 3.50" 1.50" 147 18221-1969/-1107 Blocking 1107 - Hanger on 11 1/4" SPF beam 3.50" Hanger' 1.50" 146 1866/- 2012/-1133 See note ' 1133 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger I Connector not found N/A N/A N/A N/A Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 1/22/2019 9:13:57 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs 4te Page 1 of 1 Tributary Dead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 10'4 1/2" N/A 12.8 (720)440-9450 Linked from: North 1 - Uniform (PLF) 0 to 10' 8" (Back) N/A 15.0 345.8/-210.0 Room cut joists, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 1/22/2019 9:13:57 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs 4te Page 1 of 1 Job Notes Kelly Holness DL Engineering (720)440-9450 khoiness�dlengineercorn a F ®R T C ' MEMBER REPORT Stairs, North Room cut joists /1 G 1 piece(s) 2 x 12 Douglas Fir -Larch No. 1 @ 16" OC 0 9 4'10" 12' 13'3" 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Overall Length: 31'5" 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2302 @ 17'8 1/4" 2734 (4.50") Passed (84%) -- 1.0 D + 1.0 L (Adj Spans) Shear (lbs) 1057 @ 18'9 3/4" 2025 Passed (52%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft -lbs) -2906 @ 17'8 1/4" 3032 Passed (96%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.221 @ 24' 10 1/2" 0.338 Passed (L/733) 1.0 D + 1.0 L (Alt Spans) Total Load Defl.(in) 0.241 @ 24' 10 7/8" 0.676 Passed (L/672) 1.0 D + 1.0 L (Alt Spans) TJ -Pro— Rating N/A I N/A 89 803/-50 Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 5' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 2' 6" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. -260 lbs uplift at support 1 1/4". Strapping or other restraint may be required. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. Supports To;1J Bearing Length Available Required Loads to Supports (lbs) Dead Fllovoer Total Accessories 1 - Beam - HF 3.50" 2.25" 1.50" 20 461/-280 481/-280 1 1/4" Rim Board 2- Beam - HF 4.50" 4.50" 2.80" 149 1552 1701 None 3 - Beam - HF 4.50" 4.50" 3.79" 245 2057 2302 None 4 - Plate on concrete - HF 3.50" 2.25" 1.50" 89 803/-50 892/-50 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location (Side) Spacing Dead (0.90) floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 31'5" 16" 12.0 100.0 Floor Loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720) 440-9450 khoiness@dlengineer.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD (Zj) SUSTAINABLE FORESTRY INITIATIVE 1/22/2019 9:14:24 AM City of Forte v5.4, Design Engine: VW 1.3 2018-5628 Wood CalcshRsyf Ridge Pa04/j.74 1 9 Divisrorf Ek;'C' F 0 R T E' MEMBER REPORT Stairs, Beam for Stair Mounting 2 plece(s) 2 x 12 Hem -Fir No. 2 Overall Length: 8' 11" E 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results to 0 Result LDF Load: Combination (Pattern) [Group] Member Reaction (lbs) 2948 @ 8'9" 8' 4• E 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group] Member Reaction (lbs) 2948 @ 8'9" 4253 (3.50") Passed (69%) -- 1.0 D + 1.0 L (All Spans) [1] Shear (lbs) 1811 @ 7' 8 1/4" 3375 Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) [1] Moment (Ft -lbs) 2994 @ 5' 11 1/2" 4482 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) [1] Live Load Defl. (in) 0.064 @ 4' 9 5/8" 0.286 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) [1] Total Load Defl. (in) 0.078 @ 4' 9 3/8" 0.429 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) [1] Deflection criteria: LL (L/360) and TL (L•/240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 11" o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) FloSupports Total Available Required Dead Liv°e I Total Accessories 1 - Column - SPF 3.50" 3.50" 1.50" 136 523 1 659 Blocking 2 - Column - SPF 3.50" 3.50" 2.43" 358 2590/-220 1 2948/-220 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports FSR -1153 and FSR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Tributary Dead Floor Live Loads Locatlon (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 8' 11" N/A 8.6 Linked from: 1 - Point (Ib) 4'2 1/2" (Front) N/A 72 312 Stringers - Top Flight Outer Support 2 Linked from: 2 - Point (Ib) 5' 11 1/2" (Front) N/A 128 623 Stringers - Top Flight Middle Support 2 Linked from: 3 - Point (lb) 7' 8 1/2" (Front) N/A 72 312 Stringers - Top Flight Outer Support 2 Linked from: Beam 4 -Point (Ib) 8' 2 1/2" (Front) N/A 146 1866/-1133 for cut joists, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports FSR -1153 and FSR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hotness DL Engineering (720)440-9450 khotness@dlengmeer com PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD l SUSTAINABLE FORESTRY INITIATIVE 1/22/2019 9:15:16 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5628 Wood Calcs 4te Page 1 of 1 Te a-' Project Job Ref. Tedds Section Sheet no./rev. 1 Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 FOUNDATION ANALYSIS & DESIGN (ACI318) In accordance with ACI318-11 incorporating Errata as of August 8, 2014 FOOTING ANALYSIS Length of foundation Width of foundation Foundation area Depth of foundation Depth of soil over foundation Density of concrete Column no.1 details Length of column Width of column position in x-axis position in y-axis Soil properties Net allowable bearing pressure Density of soil Angle of internal friction Design base friction angle Coefficient of base friction Self weight Soil weight Lx = 1.5 ft Ly=2ft A=L.xLy=3ft2 h=18 in hsca = 24 in yconc = 150.0 Ib/ft3 -7 0.583 ksf 0.943 ksf 0.583 ksf 0.943 ksf IXt = 3.50 in lyi = 3.50 in xi=10.75 in yi=12.00 in gaaow_Net = 1.5 ksf yso;i = 115.0 Ib/ft3 �b = 30.0 deg Ebb = 30.0 deg tan(Sbb) = 0.577 F.m = h x yconc = 225 psf Fsoa = hsoa x ysoi, = 230 psf Tedds calculation version 3.2.07 CAI I °{ ,sheat Y'111 J dui\ding D1v�5�On AwTekla Project Job Ref. Tedds Live roof load in z FLal = 0.8 kips Section Sheet no./rev. Wind load in z Fwzt = -0.4 kips Footing analysis for soil and stability 2 Load combinations per ASCE 7-10 Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 Force in z-axis Fd7 = YD x A x (Fswt + Fsoit) + YD x FDzt = 2.3 kips Moments on foundation Column no.1 loads edx = Md. / Fdz - Lx / 2 = 0.706 in Dead load in z FDZl = 0.9 kips Live roof load in z FLal = 0.8 kips Snow load in z Fszt = 0.8 kips Wind load in z Fwzt = -0.4 kips Footing analysis for soil and stability q3 = Fdz x (1 + 6 x edx / Lx - 6 x edy / Ly) / (Lx x Ly) = 0.943 ksf Load combinations per ASCE 7-10 q4=F&x(1+6xedx/Lx+6xedy/Ly)/(LxxLy)=0.943ksf 1.OD (0.495) gmin = min(gt,g2,q3,q4) = 0.583 ksf 1.OD + 1.OL (0.495) gmax = max(gt,g2,q3,q4) = 0.943 ksf Combination 1 results: 1.01) Forces on foundation Force in z-axis Fd7 = YD x A x (Fswt + Fsoit) + YD x FDzt = 2.3 kips Moments on foundation Moment in x-axis, about x is 0 Mdx = YD x (A x (Fswt + Fso;i) x Lx / 2) + YD x (FD,., x x,) = 1.9 kip_ft Moment in y-axis, about y is 0 Mdy = YD x (A x (Fswt + Fso,i) x Ly / 2) + YD x (FDzl x y,) = 2.3 kip_ft Uplift verification Vertical force Fdz = 2.289 kips PASS - Foundation is not subject to uplift Bearing resistance Eccentricity of base reaction Eccentricity of base reaction in x-axis edx = Md. / Fdz - Lx / 2 = 0.706 in Eccentricity of base reaction in y-axis edy = May / Fd= - Ly / 2 = 0 in Pad base pressures fy = 60000 psi Cover to reinforcement q1 = F& x (1 - 6 x ed. / Lx - 6 x edy / Ly) / (Lx x Ly) = 0.583 ksf Concrete type q2 = Fd,. x (1 - 6 x edx / Lx + 6 x edy / Ly) / (Lx x Ly) = 0.583 ksf Concrete modification factor q3 = Fdz x (1 + 6 x edx / Lx - 6 x edy / Ly) / (Lx x Ly) = 0.943 ksf q4=F&x(1+6xedx/Lx+6xedy/Ly)/(LxxLy)=0.943ksf Minimum base pressure gmin = min(gt,g2,q3,q4) = 0.583 ksf Maximum base pressure gmax = max(gt,g2,q3,q4) = 0.943 ksf Allowable bearing capacity Allowable bearing capacity gatlow = gaiiow_Net + (h + hsoii) x Ysoit = 1.902 ksf gmax / galtow = 0.495 PASS - Allowable bearing capacity exceeds design base pressure FOOTING DESIGN (ACI318) In accordance with ACI318-11 incorporating Errata as of August 8, 2014 Material details Compressive strength of concrete f = 4000 psi Yield strength of reinforcement fy = 60000 psi Cover to reinforcement cnom = 3 in Concrete type Normal weight Concrete modification factor X = 1.00 AFTekid Project Job Ref. Tedds Section Sheet no./rev. 3 Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 Column type Analysis and design of concrete footing Load combinations per ASCE 7-10 1.41D (0.004) 1.21D + 1.61- + 0.51-r (0.005) 1.213 + 1.6L + 0.5S (0.005) 1.21D + 1.6L + 0.5R (0.004) 1.21D + 1.OL + 1.61-r (0.008) 1.21D + 1.01- + 1.6S (0.008) 1.21D + 1.01- + 1.6R (0.004) 1.21D + 1.61-r + 0.5W (0.007) 1.21D + 1.6S + 0.5W (0.007) 1.21D + 1.6R + 0.5W (0.003) 1.21D + 1.01- + 0.51-r + 1.OW (0.004) 1.2D + 1.01- + 0.5S + 1.OW (0.004) 1.21D + 1.OL + 0.5R + 1.OW (0.002) (1.2 + 0.2 x SDS)❑ + 1.01- + 0.2S + 1.0E (0.005) 0.91D + 1.OW (0.001) (0.9 - 0.2 x SDs)D + 1.0E (0.002) Combination 5 results: 1.21) + 1.01- + 1.61-r Forces on foundation Ultimate force in z-axis Moments on foundation Ultimate moment in x-axis, about x is 0 Ultimate moment in y-axis, about y is 0 Eccentricity of base reaction Eccentricity of base reaction in x-axis Eccentricity of base reaction in y-axis Pad base pressures Minimum ultimate base pressure Maximum ultimate base pressure Concrete Fuz = YD x A x (Fswt + Fsoii) + YD x FDz1 + yLr x FLa1 = 4.1 kips Mux = YD x (A x (Fm + Fsoii) x Lx / 2) + YD x (FDz1 x x1) + yLr x (FLrz1 x x1) = 3.4 kip -ft May = YD x (A x (Fswr + Fsoii) x Ly / 2) + YD x (FDzi x y1) + YL, x (FLrz1 x yi) = 4.1 kip -ft eux = Mux / Fuz - Lx / 2 = 1.042 in e„y=M„y/Fuz -Ly/2=0in qui = Fuz x(1-6xeux/Lx-6xe„y/Ly) /(L.xLy) =0.881 ksf qU2=Fuz x (1-6xeux /Lx+6 xe„y/Ly) /(Lx x Ly) 0.881 ksf qU3 = Fuz x (1 + 6 x eux / Lx - 6 x euy / Ly) / (Lx x Ly) = 1.819 ksf qu4= Fuz x(1+6xeux /Lx+6xeuy/Ly) /(Lx xLy) =1.819 ksf qumin = min(qu1,qu2,qu3,qu4) = 0.881 ksf qumax = max(q„1,qu2,qu3,qu4) = 1.819 ksf Wheat r�t�] g t3uitdin9 AFTekid Project Job Ref. Tedds 0 Section Sheet no./rev. 1.3 4 Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 Shear diagram, x axis (kips) Moment diagram, x axis (kip_ft) 0.3 0 0 0 0 1.3 Moment diagram, x axis (kip_ft) 0.3 0 0 0.4 Moment design, x direction, positive moment Ultimate bending moment Tension reinforcement provided Area of tension reinforcement provided Minimum area of reinforcement (10.5.4) Maximum spacing of reinforcement (10.5.4) Depth to tension reinforcement Depth of compression block Neutral axis factor Depth to neutral axis Strain in tensile reinforcement (10.3.5) Nominal moment capacity Flexural strength reduction factor Design moment capacity Mu.x.max = 0.276 kip—ft 2 No.6 bottom bars (17.2 in c/c) Asx.bot.pmv = 0.88 Int As.min = 0.0018 x Ly x h = 0.778 Int PASS - Area of reinforcement provided exceeds minimum smax = min(3 x h, 18 in) = 18 in PASS - Maximum permissible reinforcement spacing exceeds actual spacing Footing geometry factor (15.4.4.2) Area of reinf. req. for uniform distribution (CRSI) One-way shear design, x direction d = h - Cnom - 4�y.bot - (x.bot / 2 = 13.875 In a = Asx.bot.prov x fy / (0.85 x f� x Ly) = 0.647 in R, = 0.85 c=a/(3,=0.761 in Et=0.003xd/c-0.003=0.05168 PASS - Tensile strain exceeds minimum required, 0.004 Mn = Asx.bot.prov x fy x (d - a / 2) = 59.626 kip_ft Of = min(max(0.65 + (Et - 0.002) x (250 / 3), 0.65), 0.9) = 0.900 OM„ _ Of x Mn = 53.664 kip_ft M..x.max / OMn = 0.005 PASS - Design moment capacity exceeds ultimate moment load Of = Ly l Lx = 1.333 Asreq = (Mu.x.max x fy x (d - a / 2))) x 2 x Of / (Of + 1) = 0.005 int PASS - Reinforcement can be distributed uniformly One-way shear design does not apply. Shear failure plane fall outside extents of foundation. Two-way shear design at column 1 Two-way shear design does not apply. Shear perimeter falls outside extents of foundation. AwTe a Tedds Project Job Ref. Section Sheet no./rev. 5 Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 Shear diagram, y axis (kips) 1.2 .2 Moment diagram, y axis (kip_ft) 0A 0 11 Moment design, y direction, positive moment Ultimate bending moment Wy.max = 0.44 klp_ft Tension reinforcement provided 2 No.6 bottom bars (11.2 in c/c) Area of tension reinforcement provided Asy.bot.pm = 0.88 int Minimum area of reinforcement (10.5.4) As.min = 0.0018 x Lx x h = 0.583 int Maximum spacing of reinforcement (10.5.4) Depth to tension reinforcement Depth of compression block Neutral axis factor Depth to neutral axis Strain in tensile reinforcement (10.3.5) Nominal moment capacity Flexural strength reduction factor Design moment capacity 0 0 PASS - Area of reinforcement provided exceeds minimum smax = min(3 x h, 18 in) = 18 in PASS - Maximum permissible reinforcement spacing exceeds actual spacing d = h - cnom - �y.bot / 2 = 14.625 in a = Asy.bot.prov x fy / (0.85 x f o x Lx) = 0.863 in R, = 0.85 c=a/R,=1.015 in Et = 0.003 x d / c - 0.003 = 0.04023 PASS - Tensile strain exceeds minimum required, 0.004 Mn = Asy.bot.prov x fy x (d - a / 2) = 62.452 klp_ft 0 = min(max(0.65 + (Et - 0.002) x (250 / 3), 0.65), 0.9) = 0.900 �Mn = 0 x Mn = 56.207 kip -ft Mu.y.max / �Mn = 0.008 PASS - Design moment capacity exceeds ultimate moment load One-way shear design, y direction One-way shear design does not apply. Shear failure plane fall outside extents of foundation. Two-way shear design at column 1 Two-way shear design does not apply. Shear perimeter falls outside extents of foundation. AVTekl4 Project Job Ref. Tedds Section Sheet no./rev. 6 Calc. by Date Chk'd by Date App'd by Date K 1/22/2019 No.6 bottom bars (11.2 in dc) 2 No.6 bottom bars (17.2 in dc) City of Wheat l i, COMMUNITy DEVELOPMENT Building & Inspection Services 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: perm its0ki.wheatridge.co.us I FOR OFFICE USE ONLY Plan/Permit # 1 U Plan Review Fee: Building Permit Application *** Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: ,Ybov c� c/ (e � ` & Property Owner (please print): lLccL)l — �f-C✓} (i Phone: Property Owner Email: mce- 3,69 e_. 41e Tenant Name (Commercial Projects Only) Property Owner Mailing Address: (if different than property address) Address: City, State, Zip: Architect/Engineer E-mail: Phone: Contractor Name: /i%Ci '�� C� ``� '''`�' felt"' City of Wheat Ridge License #: / '? b�' Phone: Contractor E-mail AddressCA-1 � (4074 Cco f �Lv_A7r,— �Cc� For Plan Review Questions & Comments (please print): CONTACT NAME (please print):e'�J4 Phone: CONTACT EMAIL(p/ease print):�� ®� �' �4 �a `" I"'`` �'� C Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form): 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 # Complete all highlighted fields, if applicable. MERCIAL ❑ 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, type and amount of materials to be used, etc. 1N2 ,.. 2 G w ff f v c Q_ w 4 L0-42 Sq. FULF 5C' BTUs Gallons Amps Squares For Solar: KW # of Panels Requires Structural For Commercial Projects Only: Occupancy Type: Construction Type: _ Occupancy Load: Square Footage: Project Value: (Contract value or the cost of all materials and labor included in the entire project) 21 �20 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��CTOR(AUTHORIZED REPRESENTATIVE) of (OWNER) /(CONTRACTOR) Signature (first and last name): DATE: Printed Name: fcL t/ 4,— 1'? �Z41- e a ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: � N E 4 E G c y Q N N t LqG {O I I I I I U 2 AS—BUILTS c/1 U o � W I O a I h� I V I AS-BU018 DRAW B 10.16.2 d NENSIONS B1DG DEPT COMMENTS 11.1.11 PFOICT N0: 201a60.... AS—BUILTS SCALE: 1 4 B '°6ZIZ i'OZL iizoe o�'+' �a vizii =-e od Ef008 O7'Hool1I.LVHIiM HAV HSbb AN 0008 ODIddo DNI `DNLL'IfISNOD -WJ NHWNO-dIANH HrlDVa \\ J _- � J m m m I I N a ¢� IAI� 8T T 1 `/nom_ I1YiII 'Vy�d I �L..0 n '0 4 A.G. WASSENAAR CEOTECHNIC�AL w ENViRONMENTA(_ CONSU TANTS Peak Development Group 1641 Delaware Street, Suite 202 Denver, Colorado 80204 Attention: Mr. Chad Ellington Subject: Clearance Asbestos Air Sampling 8000 West 44th Avenue Wheat Ridge, Colorado Project Number 164008 Dear Mr. Ellington, 2180 South Ivanhoe Street, Suite 5 Denver, Colorado 80222-5710 303-759-8373 www.agwassenaar.com March 20, 2017 P6 NOV As requested, A. G. Wassenaar, Inc. (AGW) has completed asbestos air sampling activities of the building located at 8000 West 44th Avenue in Wheat Ridge, Colorado. The sampling activities were completed by AGW on March 15, 2017. The sampling was conducted to complete clearance protocol following the removal of asbestos containing building materials. This report outlines the results of the asbestos sampling performed. SCOPE OF WORK As requested, AGW performed a post -abatement visual inspection and air sampling at the conclusion of the asbestos abatement project. The post -abatement visual inspection was conducted by AGW on March 15, 2017, and final air clearance samples were set by AGW that same day. Eagle Environmental Solutions (EES) was the abatement contractor selected to perform the asbestos related removal work. Air samples collected by AGW were hand -delivered to Reservoirs Environmental, Inc. (Reservoirs) for analysis. Reservoirs is fully accredited by NVLAP for asbestos analysis (Lab Code #101896). This laboratory is also AIHA accredited (Lab ID#101533, Certificate #480). RESULTS Five (5) air samples were collected from within the work area and submitted for asbestos analysis by Phase Contrast Microscopy (PCM). The work area for this project included the south (back) dining room and the mechanical room. The Reservoirs laboratory report indicated that analytical results from each sample collected identified asbestos levels below the established clearance criteria level of 0.01 fibers per cubic centimeter specified in Colorado Regulation Number 8. Based on the visual evaluation of the work area and the results of these samples, the abatement action was considered complete. An air sample summary is included in Table 1, and laboratory results are included as an attachment. Table 1: Final Air Clearance Sample Summary 8000 West 44th Avenue March 15, 2017 Sample Number Description / Location Volume (Liters) Laboratory Results (f/cc) 164008-01 South dining room containment — North west 1280 0.003 164008-02 South dining room containment — North East 1248 BRL 164008-03 South dining room containment — Mechanical Room 1232 BRL 164008-04 South dining room containment — South East 1280 BRL 164008-05 South dining room containment—Center 1280 BRL 164008 -FBI Field Blank -- -- 164008-FB2 Field Blank -- -- LEGEND: f/cc —fibers per cubic centimeter of sampled air BRL— below reporting limit of 0.002 f/cc Thank you for allowing AGW to assist you with these environmental consulting services. Please contact us for any clarification of the information presented in this report. We look forward to the opportunity to serve you on future projects. Sincerely, A.G. Wassenaar, Inc. Charles Taylor Environmental Technician Colorado Certification No. 19806 _QuAd4%—�_ .11 A. Brungardt Asbestos Program Manager Colorado Certification No. 4706 CTT/JAB/d d Attachment Peak Development Group AGW Project No. 164008 Clearance Asbestos Air Sampling March 20, 2017 8000 West 44th Avenue Page 2 ATTACHMENT LABORATORY ANALYTICAL DATA Reservoirs Environmental, Inc. Effective January 1, 2015 Reservoirs Environmental QA Manual T:\QAQC\Lab\Reservoirs Environmental QA Manual.doc REI LAB Reservoirs Environmental Inc. March 15, 2017 Chuck Taylor A. G. Wassenaar Inc. 2180 S. Ivanhoe Suite 5 Denver CO 80222 Dear Customer, Subcontract Number: NA Laboratory Report: RES 374413-1 Project # / P.O. # 164008 Project Description: 8000 W. 44th Reservoirs Environmental, Inc. is an analytical laboratory accredited for the analysis of Industrial Hygiene and Environmental matrices by the National Voluntary Laboratory Accreditation Program (NVLAP), Lab Code 101896-0 for Transmission Electron Microscopy (TEM) and Polarized Light Microscopy (PLM) analysis and the American Industrial Hygiene Association (AIHA), Lab ID 101533 - Accreditation Certificate #480 for Phase Contrast Microscopy (PCM) analysis. This laboratory is currently proficient in both Proficiency Testing and PAT programs respectively. Reservoirs Environmental, Inc. has analyzed the following samples for asbestos content as per your request. The analysis has been completed in general accordance with the appropriate methodology as stated in the attached analysis table. The results have been submitted to your office. RES 374413-1 is the job number assigned to this study. This report is considered highly confidential and the sole property of the customer. Reservoirs Environmental, Inc. will not discuss any part of this study with personnel other than those of the client. The results described in this report only apply to the samples analyzed. This report must not be used to claim endorsement of products or analytical results by NVLAP or any agency of the U.S. Government. This report shall not be reproduced except in full, without written approval from Reservoirs Environmental, Inc. Samples will be disposed of after sixty days unless longer storage is requested. If you have any questions about this report, please feel free to call 303-964-1986. Sincerely, Jeanne Spencer President P: 303-964-1986 F:303-477-4275 5801 Logan Street, Suite 100 Denver, CO 80216 Page 1 of 1 1-866-RESI-ENV www.reilab.com Cµ -S m O < zc II ry z O y O O CD S 0 m (D CDN a� (D Q a) 3 CD ,v ,v a CD (n (U G (D c' CD CD6 m 0 O CD CD Q W r n II W W X CD II O n CD O O a. WC ;0 CC CU Q,. i i i i 1 1 1 rn rn a: ai ai a: Qi A A A A A A A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W W Ul A W N O N i m m m m m m m N N N N N N N rn rn rn rn rn rn rn CT AW W N O CO N N N N N 00 00 W A 00 O O O O N 00 O O O O O O O O O O O o o O O Un W N 6 CTI cn A CJI CO v 0 0 0 0 0 0 0 m m m m m W .0 M ;0 x x x m N r r r r r r Ch. 0 0 0 0 0 0 0 0 0 0 00000 N N N N N W W W 07 0 r r r r 0 Lo z0 N � W yr za c 3 cr CD iv C � C CL CD Cp CD D 7 ai _m CL CL Cn O — C cr 7 CD r -o 3 �o �� rF CDty �I N (DD I r -00 o to 0 O 3 TI CD at 7 CD O 7 o K o 00 n m DD W � O w a ` r Sv o O- CD T O m 0- 3 j Q 3 O o -0 CD CD TI CD �F!4cn cn 3 W D x 0 z m m O O 3 .. m O (D ;Z N CD (Dl (D ( n /0 z O a z a r cn Mn Z D �NmE m sD =ma, ca m cn s� o �� w 0 c\ i Ul i\ V 21 N cr CD w CD i N p� ~ 7 D n Z z 0 N 2 V O O n 0 71' E:S Or 2, J z Wm t5 E slau4eJU00 # apoo xulevy ------------- eBIV 1 (1) awnICA aidweS 1 10 -TIVO.- t:S3I0N 10HIONO SIVWNJ S,H'."dWVS .6 %j voqe,)qnwpf '-I+ :line jo Oil wodS pj*W 0 YN 0 IeIu8wuQ#AuA Ju -1r 'UOPFIqOIS '4110 a., A 0 U. m1aucl6al 0 0�®w: x 0 ,j U(�I-wueno - -wOunzi,epapee 9 40 JO INR A'01 WOO etMd*XuaV 41AkO1O IeIqOj*jW m M 0 ON I -A (8uOaI—DasLOId)m'aJeM&IEIS5; s (n E 3: 2t ai g Ual"gueno . S'eyolin 'i}i 1S10 71' E:S Or 2, J z Wm t5 E slau4eJU00 # apoo xulevy ------------- eBIV 1 (1) awnICA aidweS 1 10 -TIVO.- t:S3I0N 10HIONO SIVWNJ S,H'."dWVS .6 voqe,)qnwpf '-I+ :line jo Oil wodS pj*W 0 YN 0 IeIu8wuQ#AuA Ju -1r 'UOPFIqOIS '4110 r A m1aucl6al 0 0�®w: 0 ,j U(�I-wueno - -wOunzi,epapee 9 40 JO INR A'01 WOO etMd*XuaV 41AkO1O IeIqOj*jW m M 0 ON I -A (8uOaI—DasLOId)m'aJeM&IEIS5; E 3: 2t ai g Ual"gueno . S'eyolin 'i}i 1S10 BMW OIqQJaV:sU*6OtRed E -1 all z - O SSI'HAVV - SOINVDHO It Hd 'ue3S sielon swnj Bupft 'd'10.L 8 "04 NmAmuv - SIV13W aig-Osam wioi - Lsno sdaid jnrw!puj-OSj lueno ,(;sno jo ling jtvl -t4 'OSI 'ZO171 311 PA81 lfd3HV W31 eA geple,no 'padw f:uol luncO MOd 'IJOdw I104S V41d u 2: NZ r .6 0 YN 0 C r A 2 -6 min 0�®w: c 0 a 40 E 3: 2t ai g . —1 C4 1 cqj,* I LnI 1 -1 1 E -1 all z - c 0 A.G. WASSENAAR I GECITECHNIC,�%,L ENVIRONMENTAL CONSULTANTS Peak Development Group 1641 Delaware Street, Suite 202 Denver, Colorado 80204 Attention: Chad Ellington Subject: Comprehensive Asbestos Survey 8000 West 44th Avenue Wheat Ridge, Colorado Project Number 164008 Dear Mr. Ellington, 2180 South Ivanhoe Street, Suite 5 Denver, Colorado 80222-5710 303-759-8373 www.agwassenaar.com January 6, 2017 RECC- I NOV I Pe As requested, A. G. Wassenaar, Inc. (AGW) visited the vacant commercial property located 8000 West 44th Avenue in Wheat Ridge, Colorado on December 15 and 28, 2016. AGW was asked to conduct asbestos sampling of the building on the subject property in preparation for upcoming renovation activities. The following report outlines the results of the comprehensive asbestos survey and subsequent laboratory analysis. SCOPE OF WORK AGW's scope of work for this project included collection of bulk samples of suspect asbestos containing building materials by personnel certified as Asbestos Inspectors by the State of Colorado Department of Public Health and Environment (CDPHE) and the Environmental Protection Agency (EPA). The scope of work for this assessment included: • Conduct a visual inspection of all areas to locate suspected asbestos containing building materials (ACBMs); • Collect bulk samples from each suspect material for asbestos content analysis by Polarized Light Microscopy (PLM) at an independent laboratory • Prepare a written report which presents the results of the sampling conducted; and • Provide recommendations for the abatement or appropriate management of any asbestos. METHODS Sampling Procedures Suspect materials were grouped into homogeneous areas based on their physical characteristics, color, texture, and functional application. Suspect materials were divided into one of three categories based on the following homogeneous area classification schemes recognized by regulatory agencies: 1) Thermal systems insulation (TSI): any type of pipe, boiler, tank or flue insulation. 2) Surfacing material: sprayed or troweled onto structural building members. 3) Miscellaneous: all other suspect materials, including flooring, ceiling tiles, floor coverings, other insulations, and finishing materials. Random bulk samples were collected according to the guidelines published as Environmental Protection Agency Final Rule: Title II of the Toxic Substances Control Act (TSCA), 15 USC, Sections 2641 through 2654. All samples collected were placed in sealed bags for delivery to the laboratory, and samples were hand - delivered to the laboratory immediately following sample collection. Samples collected were given unique identification numbers in accordance with established AGW protocols for sample numbering. Analytical Method All bulk samples collected were analyzed by Polarized Light Microscopy (PLM) for asbestos content in accordance with guidelines established by the EPA's Method for the Determination of Asbestos in Bulk Building Materials, method EPA/600/R-93/116. Reservoirs Environmental, Inc. (Reservoirs) was contracted to perform laboratory analysis of the bulk samples collected according to methods required by the United States Environmental Protection Agency. Reservoirs is fully accredited by NVLAP for asbestos analysis (Lab Code #101896). This laboratory is also AIHA accredited (Lab ID#101533, Certificate #480). The results of the laboratory analysis for asbestos are summarized in the appendix, and the laboratory data is included as an attachment to this report. In accordance with CDPHE regulations, samples which have low levels (1% - 3%) or trace amounts (less than 1%) of asbestos may be analyzed further using point -count methodology in accordance with provisions of the National Emissions Standard for Hazardous Air Pollutants (NESHAP), 40 CFR Part 61. This method is used to verify or confirm that a given sample contains 1% asbestos or less when low levels or trace amounts of asbestos are detected by PLM analysis. Nine (9) samples were submitted for point - count analysis during this asbestos survey. Assessment An assessment of all identified ACBMs was performed based on the material's friability, current condition, and potential for disturbance. Friability is defined as the ability of the material, when dry, to be crumbled, pulverized or reduced to powder by hand pressure. The current condition of each ACBM was also determined. Materials were identified as being in Good, Damaged, or Significantly Damaged condition based on the amount of damage observed. A material in Good condition does not have physical damage or deterioration observed, or has very limited damage or deterioration. Materials which are placed into the Damaged category, have less than 10% distributed or 25% localized damage observed. Physical damage greater than 10% distributed or 25% localized results in the material being described as Significantly Damaged. Finally, the potential for disturbance was determined for each ACBM identified during this survey based on it's potential for damage due to contact with the material, vibration, and air erosion. Materials were placed into one of three categories, either Low, Medium or High potential for disturbance. Peak Development Group AGW Project No. 164008 Comprehensive Asbestos Survey January 6, 2017 8000 West 44th Avenue Page 2 RESULTS Summary of Survey Findings The following building materials were identified as being suspect for asbestos within the scope of work for this project: Table 1: Suspect Materials 8000 West 44th Avenue HA Material Location of Type of Sample Friable / Condition / Result No. Description Material Material Numbers Nonfriable Potential for Disturbance 01 Plaster walls Walls and Misc. 164008-76 Friable N/A <1% and ceilings — ceilings in the 164008-82 Chrysotile front dining northern dining 164008-83 room, front area. front 164008-84 Point Count restrooms, restrooms, 0.25% kitchen kitchen washroom, washroom, hallway, and hallway, and office office 02 Plaster walls Walls and Misc. 164008-44 Friable N/A None and ceilings — ceilings in the 164008-46 Detected central dining central dining 164008-43 room area 164008-50 03 Plaster walls Walls and Misc. 164008-39 Friable Damaged / 1.25-4% and ceilings — ceilings in the 164008-40 High Chrysotile rear dining southern (rear) 164008-42 room, storage dining area, 164008-77 room, storage room, 164008-78 mechanical mechanical 164008-79 room room 164008-80 164008-81 164008-85 164008-87 164008-88 164008-89 04 Knock down Restroom walls Surfacing 164008-07 Friable N/A None texture and ceilings, 164008-08 Detected dining room 164008-09 walls, front and 164008-40 back bathroom 164008-42 walls, kitchen 164008-44 wash room walls 164008-46 164008-48 164008-49 164008-50 164008-72 164008-73 164008-74 Peak Development Group AGW Project No. 164008 Comprehensive Asbestos Survey January 6, 2017 8000 West 44th Avenue Page 3 Peak Development o s AGW Project No. 164008 Comprehensive Asbestos Survey January 6, 2017 8000 West 44th Avenue Page 4 164008-75 164008-77* 164008-78* 164008-79* 164008-80* 164008-81* 164008-83* 164008-84* 05 Bumpy texture Dining room Surfacing 164008-10 Friable N/A None ceilings, 164008-39* Detected bathroom hall 164008-40* ceiling 164008-41 164008-43 164008-45 164008-47 164008-82* 164008-85* 164008-86 164008-87* 164008-88* 164008-89* 06 Drywall and Restroom walls Misc. 164008-12 Friable N/A None joint compound and ceilings 164008-51 Detected 164008-52 164008-53 164008-74 07 Cream cove Front bathroom, Misc. 164008-13 Nonfriable N/A None base mastic dining areas 164008-14 Detected 164008-15 164008-18 08 12" x 12" green Office Misc. 164008-01 Nonfriable N/A None and white floor 164008-02 Detected tile and mastic 164008-03 09 Sponge texture Office Surfacing 164008-04 Friable N/A None — front office 164008-05 Detected 164008-06 10 Smooth plaster Kitchen, Misc. 164008-11 Friable N/A None bathrooms 164008-16 Detected 164008-17 11 Rough bumpy West exit, north Misc. 164008-24 Friable N/A None plaster wall 164008-25 Detected 164008-26 12 Big bumpy West exit, south Misc. 164008-21 Friable N/A None plaster wall, exterior at 164008-22 Detected the west side 164008-23 164008-54 164008-55 164008-56 164008-57 Peak Development o s AGW Project No. 164008 Comprehensive Asbestos Survey January 6, 2017 8000 West 44th Avenue Page 4 13 Big rough West exit, ceiling Misc. 164008-27 Friable N/A None bumpy plaster 164008-28 Detected 164008-29 14 Black cove base Back bar area Misc. 164008-19 Nonfriable N/A None mastic 164008-20 Detected 15 Orange peel Back bar walls Surfacing 164008-30 Friable N/A None wall and ceiling and ceiling 164008-31 Detected texture — back 164008-32 bar 16 Duct Mechanical Misc. 164008-33 Friable N/A None penetration room walls and 164008-34 Detected filler duct 164008-35 penetrations 17 Rough plaster North wall of Misc. 164008-36 Friable — N/A Black / brown and associated back mechanical 164008-37 plaster tar: 20% tar/ silver paint room, above the 164008-38 Nonfriable — Chrysotile materials door 164008-90 tar materials Silver Paint: Trace Chrysotile Plaster: 2% Chrysotile 18 Exterior bumpy Exterior Misc. 164008-62 Friable N/A None plaster 164008-63 Detected 164008-64 19 Exterior trowel Exterior Misc. 164008-59 Friable N/A None plaster 164008-60 Detected 164008-61 20 Window glazing Exterior Misc. 164008-67 Nonfriable N/A 3% Chrysotile 164008-68 21 Window caulk Exterior Misc. 164008-58 Nonfriable N/A None 164008-65 Detected 164008-66 22 Attic insulation Plenum over Misc. 164008-69 Friable N/A None space, accessed 164008-70 Detected at the roof 164008-71 23 Roofing Exterior Misc. Not sampled Nonfriable N/A Assumed Materials to avoid ACM damage Note: *Asbestos detected in plaster layer beneath the surfacing material Peak Development Group AGW Project No. 164008 Comprehensive Asbestos Survey January 6, 2017 8000 West 44th Avenue Page 5 Summary of Survey Results Based on the survey and subsequent analytical testing, the following materials are considered asbestos containing materials (ACMs): • Gray granular plaster, located at walls and ceilings of the back dining room, including the storage room at the northeast corner of the back dining room. • Rough plaster and associated tar/ silver paint materials, located at the north wall of the southeast mechanical room, above the doorway. • Window glazing The following building materials were not sampled, but are presumed asbestos containing materials (PACMs): • Roofing materials The following materials were found to contain a trace (<1%) amount of asbestos: • Gray granular plaster, located at walls and ceiling in the front dining room, front bathrooms, hallway, office, and kitchen washroom LIMITATIONS This comprehensive asbestos survey included all areas of the building located at 8000 West 44th Avenue. However, inaccessible areas often exist within buildings. This could include pipe chases, boiler components, areas behind walls, and hidden spaces below floors. AGW sampled all materials which could be accessed and identified. Materials may exist within the building, or beneath the soils on the property, which were not readily identifiable. If any additional suspect materials are encountered during remodel activities, AGW recommends that work be stopped immediately until discovered materials can be evaluated by a certified Asbestos Inspector. CONCLUSIONS AND RECOMMENDATIONS AGW recommends that if the plaster or the plaster with associated tar / silver paint materials, located at walls and ceilings in the rear dining room, northeast dining storage room located in the rear dining room, and the mechanical room are to be impacted during remodel activities, they should first be abated by a licensed asbestos abatement contractor. Similarly, if the window glazing is to be impacted, it should also be abated by a licensed asbestos abatement contractor. Roofing materials which are assumed to contain asbestos and were not sampled to avoid damage, may be sampled priorto disturbance to determine their actual asbestos content, otherwise they should be treated as asbestos containing building materials and handled accordingly. All abatement should be conducted in accordance with all applicable State and Federal regulations, including Regulation 8, Part B - Emissions Standards for Asbestos, from the Colorado Air Quality Control Commission and OSHA regulation 29 CFR 1926.1101. AGW is available to assist in the preparation of asbestos abatement scope of work documents, as well as asbestos abatement oversight and project management, if requested. Peak Development Group AGW Project No. 164008 Comprehensive Asbestos Survey January 6, 2017 8000 West 44th Avenue Page 6 AGW also recommends that any impact to the plaster located at the walls and ceilings of the front dining room, front bathrooms, hallway, office, and kitchen washroom be performed by properly trained and protected workers in accordance with OSHA regulation 29 CFR 1926.1101. Thank you for allowing AGW to assist you with these environmental consulting services. Please contact us for any clarification of the information presented in this report. We look forward to the opportunity to serve you on future projects. Sincerely, A.G. Wassenaar, Inc. a, A J ie A. Brungardt Asbestos Program Manager Colorado Certification No. 11404 Tod E. Kramer Senior Industrial Hygienist Colorado Certification No. 4706 JAB/TEK/dd Attachment Peak Development Group AGW Project No. 164008 Comprehensive Asbestos purvey January 6, 2017 8000 West 44th Avenue Page 7 APPENDIX ANALYTICAL RESULTS Table 2: Bulk Asbestos Sampling Results 8000 West 44 I Avenue SampleAsbestos Material Description /Location7 Material Type Number Detected 12" x 12" green / white floor tile 164008-01 and yellow mastic, from the front Yellow mastic ND Pink / white floor tile ND office 12" x 12" green / white floor tile 164008-02 and yellow mastic, from the front Yellow mastic ND office Green floor tile ND 12" x 12" green / white floor tile 164008-03 and yellow mastic, from the front Yellow mastic ND office Green floor tile ND Plaster with sponge texture, from Off white granular plaster ND 164008-04 the front office south wall White plaster with white / multi -colored paint ND Plaster with sponge texture, from Off white granular plaster ND 164008-05 the front office west wall White plaster with yellow paint ND Plaster with sponge texture, from White plaster ND 164008-06 the front office ceiling Off white / multi -colored paint ND Knockdown texture on drywall, 164008-07 from the front women's bathroom Tan fibrous material ND White texture with tan /white paint ND north wall Knockdown texture, drywall, and Tan /off white drywall ND 164008-08 joint compound, from the front women's bathroom north wall White texture with tan /white paint ND Knockdown texture on drywall, 164008-09 from the front women's bathroom White texture with tan / white paint ND Off white / tan drywall ND west wall Bumpy texture on plaster, from White texture with green paint ND 164008-10 the hall outside the front White plaster with tan paint ND bathroom Off white granular plaster ND Smooth plaster, from the men's Off white granular plaster ND 164008-11 Blue / multi -colored paint with white front bathroom plaster ND White compound with blue / multi - Drywall and joint compound, from 164008 -12 the men's front bathroom colored paint ND Off white/ tan drywall ND Cream cove base and mastic, from 164008-13 the hall outside the front Off white adhesive ND bathrooms Off white cove base ND Cream cove base and mastic, from 164008-14 the hall outside the back Off white adhesive ND bathrooms Tan cove base ND Cream cove base and mastic, from 164008-15 the west wall of the third dining Off white adhesive ND Tan cove base ND room Peak Development Group AGIN Project No. 164008 Comprehensive Asbestos Survey January 6, 2017 8000 West 44th Avenue Appendix Sample Material Description /Location Material Type Asbestos Number� -7 Detected Smooth plaster, from the kitchen Gray granular plaster ND 164008-16 Tan / multi -colored paint ND ceiling White compound with yellow paint ND 164008-17 Smooth plaster, from the kitchen Gray granular plaster ND west wall White compound with yellow paint ND Cream cove base and mastic, from Tan adhesive ND 164008-18 the divider in the central dining Off white cove base ND room Black cove base and mastic, from Off white adhesive ND 164008-19 the back bar, south wall Black cove base ND Black cove base and mastic, from Off white adhesive ND 164008-20 the back bar, south wall Black cove base ND Big bumpy plaster, from the west White granular plaster ND 164008-21 exit, south wall White plaster with white / multi -colored paint ND Big bumpy plaster, from the west White/ multi -colored paint ND 164008-22 exit, south wall White granular plaster ND Big bumpy plaster, from the west Green / multi -colored paint ND 164008-23 exit, south wall White granular plaster ND Rough bumpy plaster, from the White granular plaster ND 164008-24 west exit, north wall White/ multi -colored paint ND Rough bumpy plaster, from the White granular plaster ND 164008-25 west exit, north wall White/ multi -colored paint ND 164008-26 Rough bumpy plaster, from the White granular plaster ND west exit, north wall White / multi -colored paint ND Big rough bumpy plaster, from the White/ multi -colored paint ND 164008-27 west exit ceiling White granular plaster ND Big rough bumpy plaster, from the White / multi -colored paint ND 164008-28 west exit ceiling White granular plaster ND Big rough bumpy plaster, from the White/ multi -colored paint ND 164008-29 west exit ceiling White granular plaster ND Back bar orange peel texture, from Tan / off white drywall ND 164008-30 the south wall of the back bar White texture with red paint ND Back bar orange peel texture, from 164008-31 the south wall of the back bar White texture with red paint ND Back bar orange peel texture, Off white joint compound ND 164008-32 drywall, and joint compound from White texture with red paint ND the north wall of the back bar Off white tape ND Off white / tan drywall ND Duct penetration filler, from the 164008-33 southeast mechanical room, east Off white compound ND wall Duct penetration filler, from the 164008-34 southeast mechanical room, north Tan plaster ND wall Peak Development Group AGW Project No. 164008 Comprehensive Asbestos Survey January 6, 2017 8000 West 44th Avenue Appendix Sample Material Description /Location Material Type Asbestos Number Detected Duct penetration filler, from the 164008-35 southeast mechanical room, north Tan plaster ND wall Patch of rough plaster/ tar White cementitious material ND 164008-36 materials, from the southeast Tan granular cementitious material ND mechanical room, north wall Black tar TR Chrysotile Gray granular cementitious material ND Patch of rough plaster/ tar Silver paint TR Chrysotile 164008-37 materials, from the southeast Brown tar 18% Chrysotile mechanical room, north wall Black tar with white paint 6% Chrysotile Patch of rough plaster/ tar Black tar TR Chrysotile 164008-38 materials, from the southeast Tan granular plaster with gray / white mechanical room, north wall Paint ND Gray granular cementitious material ND White texture with tan / multi -colored Bumpy texture on plaster, from paint ND 164008-39 the ceiling of the back dining room Off white granular plaster 2% Chrysotile Point Count: 1.50% Knock down texture on plaster, White texture with gray paint ND Gray granular plaster with white / off 3% Chrysotile 164008-40 from the back dining room, south white paint Point Count: wall 1.25% Bumpy texture, from the back White texture with white paint ND 164008-41 dining room ceiling White texture with gray / multi -colored paint ND Knock down texture on plaster, Gray perlitic plaster with white paint ND 164008-42 from the back dining room, east wall White texture with gray paint ND Bumpy texture on plaster, from Gray granular plaster with white / multi - 164008 -43 the central dining room ceiling colored paint ND Off white texture with green paint ND Knock down texture on plaster, White texture with green / tan paint ND 164008-44 from the central dining room, Gray granular plaster with white / off north wall opposite the kitchen white paint ND 164008-45 Bumpy texture, from the central Off white texture with green paint ND dining room ceiling Knock down texture on plaster, Gray granular plaster with off white / 164008-46 from the central dining room, white paint ND northernmost wall, west of the White texture with green paint ND entry / opening Bumpy texture from the front White / multi -colored paint with white 164008-47 dining room ceiling plaster N D White texture with yellow paint ND Knock down texture, from the White texture with yellow paint ND 164008-48 front dining room, west wall White plaster with white / multi -colored paint ND Peak Development Group AGW Project No. 164008 Comprehensive Asbestos Survey January 6, 2017 8000 West 44th Avenue Appendix Sample Material Description /Location Material Type Asbestos Number Detected 164008-49 Knock down texture, from the White texture with yellow /blue paint ND front dining room, south wall Knock down texture on plaster, Gray granular plaster with white / multi - 164008 -50 from the central dining room, west colored paint ND wall opposite the kitchen White texture with green / tan paint ND Drywall and joint compound, from Pink/ tan drywall ND 164008-51 the ceiling of the dishwashing White compound with white paint ND room Drywall and joint compound, from White compound with white paint ND 164008-52 the ceiling of the dishwashing Pink/ tan drywall ND room Drywall and joint compound, from White compound with white paint ND 164008-53 the ceiling of the dishwashing Pink/ tan drywall ND room Big bumpy texture, from the White texture with tan paint and a trace 164008-54 exterior of the building, west side, amount of multi -colored granular north end material ND Big bumpy texture, from the Gray cinder block ND 164008-55 exterior of the building, west side, White granular plaster ND Gray granular plaster ND center White plaster with tan paint ND Big bumpy texture, from the Tan / white paint with multi -colored 164008-56 exterior of the building, west side, granular material ND south end Big bumpy texture, from the 164008-57 exterior of the building, west side, Tan / white paint with gray debris ND south end Window caulk, from the front White plaster ND 164008-58 Red / multi -colored paint with off white / window, west side multi -colored granular material ND Trowel plaster, from the exterior Gray granular plaster with beige / pink 164008-59 of the building, east wall paint ND Trowel plaster, from the exterior Gray granular plaster with beige / multi - 164008-60 of the building, east wall colored paint ND 164008-61 Trowel plaster, from the exterior Gray granular plaster with beige paint ND of the building, east wall Exterior bumpy texture, from the Black tar ND 164008-62 exterior of the building, east wall Gray granular plaster with beige paint ND Exterior bumpy texture, from the White granular plaster ND 164008-63 exterior of the building, east wall White plaster with tan paint ND 164008-64 Exterior bumpy texture, from the Beige paint with black granular tar ND exterior of the building, east wall Window caulk, from the southeast Green / multi -colored paint with 164008-65 window colorless resinous material ND caulk, from the small Green / multi -colored paint with 164008-66Window window on the east exterior wall colorless resinous material ND Peak Development Group AGW Project No. 164008 Comprehensive Asbestos Survey January 6, 2017 8000 West 44th Avenue Appendix Sample Material Description /Location Material Type Asbestos Number Detected 164008-67 Window glaze, from the southeast White glazing 3% Chrysotile window 164008-68 Window glaze, from the southeast Off white caulk with green paint ND window Attic insulation, from the attic Black tar ND 164008-69 spaces accessed from the roof Gray insulation ND 164008-70 Attic insulation, from the attic Gray insulation ND spaces accessed from the roof 164008-71 Attic insulation, from the attic Gray insulation ND spaces accessed from the roof Knock down texture, from the White texture with green paint ND 164008-72 dividing wall outside the back Tan /white drywall ND restrooms Knock down texture, from the White texture with white paint ND 164008-73 dividing wall outside the back Tan / white drywall ND restrooms Knock down texture, drywall, and White texture with green paint ND 164008-74 joint compound, from the dividing White /tan drywall ND wall outside the back restrooms Knock down texture, from the Tan / green fibrous material ND 164008-75 bathroom off the kitchen, west White texture with white paint ND wall Off white texture with white paint ND Plaster, from the east wall of the White plaster ND 164008-76 front men's restroom, between Tan granular plaster TR Chrysotile the urinal and toilet Point Count <0.25% Knock down texture on plaster, Gray granular plaster 2% Chrysotile 164008-77 from the south wall of the back Off white / multi -colored paint ND dining room, east of the entry into White compound with tan paint ND the bar Knock down texture on plaster, Off white / multi -colored paint ND 164008-78 from the south wall in the back Gray granular plaster 4% Chrysotile dining room, opposite the storage White compound with tan paint ND room north wall Knock down texture on plaster, Off white paint ND 164008-79 from the west wall of the storage Gray granular plaster 2% Chrysotile room located in the northeast White compound with white paint ND corner of the back dining room Knock down texture on plaster, Gray granular plaster TR Chrysotile from the south wall of the back Off white / multi -colored paint with off O 164008-80 dining room, between the white compound ND mechanical room door and bar White compound with tan paint ND doorway Knock down texture on plaster, from the south wall of the back Off white / multi -colored granular paint ND 164008-81 dining room, between the White compound with tan paint ND mechanical room door and bar Gray granular plaster 3% Chrysotile doorway .�-- :�. �.. .._...tea Peak Development Group AGW Protect o.164008 Comprehensive Asbestos Survey January 6, 2017 8000 West 44th Avenue Appendix Sample Material Description /Location Material Type Asbestos Number Detected Off white multi-colored paint ND Bumpy texture and plaster, from White compound with yellow paint ND 164008-82 the ceiling of the front dining Off white granular plaster TR Chrysotile room, west end Point Count: <0.25% White plaster ND Knock down texture and plaster, Off white granular plaster TR Chrysotile from the front dining room, south Point Count 164008-83 wall, adjacent to doorway / <0.25 % White compound with red paint ND opening Off white plaster ND Off white granular plaster TR Chrysotile Knock down texture and plaster, Point Count: 164008-84 from the front dining room, east Off white / multi-colored paint 0.25% ND wall White compound with yellow paint ND White plaster ND Bumpy texture on plaster, from Gray granular plaster 2% Chrysotile 164008-85 the back dining room, northwest Off white/ multi-colored paint ND Tan / multi-colored paint ND corner White compound ND Bumpy texture, from the back Off white paint with tan compound ND 164008-86 dining room, center of the ceiling Off white compound with gray/ multi- near the cooling vent colored paint ND Bumpy texture on plaster, from Multi-colored granular debris TR Chrysotile 164008-87 the back dining room, southeast Off white/ multi-colored granular paint ND White compound with tan / multi- corner colored paint ND Bumpy texture on plaster, from White compound with white paint ND 164008-88 the ceiling of the storage room in Off white / multi-colored granular paint ND the northeast corner of the back Gray granular plaster 3% Chrysotile dining room Bumpy texture on plaster, from Tan / multi-colored paint ND 164008-89 the ceiling of the back dining Gray granular plaster with white granular room, southeast corner plaster TR Chrysotile Patch of rough plaster/ tar Black tar with white paint ND 164008-90 materials, from the southeast Black fibrous tar 20% Chrysotile mechanical room, north wall Gray granular plaster 2% Chrysotile Legend: ND = None Detected TR = Trace Amount Detected Peak Development Group AGW Project No. 164008 Comprehensive Asbestos Survey January 6, 2017 8000 West 44th Avenue Appendix ATTACHMENT LABORATORY ANALYTICAL REPORTS Reservoirs Environmental, Inc. Effective January 1, 2015 Reservoirs Environmental QA Manual T:\QAQC\Lab\Reservoirs Environmental QA Manual.doc REI LAB Reservoirs Environmental, Inc. T December 23, 2016 Subcontract Number: NA Laboratory Report: RES 367496-2 Project # / P.O. # 164008 Project Description: 8000 W. 44th Ave A. G. Wassenaar Inc. 2180 S. Ivanhoe Suite 5 Denver CO 80222 Dear Customer, Reservoirs Environmental, Inc. is an analytical laboratory accredited for the analysis of Industrial Hygiene and Environmental matrices by the National Voluntary Laboratory Accreditation Program (NVLAP), Lab Code 101896-0 for Transmission Electron Microscopy (TEM) and Polarized Light Microscopy (PLM) analysis and the American Industrial Hygiene Association (AIHA), Lab ID 101533 - Accreditation Certificate #480 for Phase Contrast Microscopy (PCM) analysis. This laboratory is currently proficient in both Proficiency Testing and PAT programs respectively. Reservoirs Environmental, Inc. has analyzed the following samples for asbestos content as per your request. The analysis has been completed in general accordance with the appropriate methodology as stated in the attached analysis table. The results have been submitted to your office. RES 367496-2 is the job number assigned to this study. This report is considered highly confidential and the sole property of the customer. Reservoirs Environmental, Inc. will not discuss any part of this study with personnel other than those of the client. The results described in this report only apply to the samples analyzed. This report must not be used to claim endorsement of products or analytical results by NVLAP or any agency of the U.S. Government. This report shall not be reproduced except in full, without written approval from Reservoirs Environmental, Inc. Samples will be disposed of after sixty days unless longer storage is requested. If you have any questions about this report, please feel free to call 303-964-1986. Sincerely, Jeanne Spencer President P: 303-964-1986 5801 Logan Street, Suite 100 Denver, CO 80216 1-866-RESI-ENV F: 303-477-4275 www.reilab.com Page 1 of 1 1-0 m CP CP p m N � O m 3 G 0 occKoo000m 1J CJ D x CD Z3 3 (D CD 7 U)0 D AAA? A m 0 v A A? � 3 m CD O O O O O O O IS 'd ao (b m (b (b ao 0o CD Z3 sll (D (D c m 0 u) 3 71W C 0- D N J (A (P A W N CD =tm Q_ o D O D c Z a. Z c rn rn rn rn rn rn rn 3 cn cr A A A A A A A (D D =n(CDD 0D.00� j A W N O (D co W D W D W D W D m D W D (p D X <D r O O O G) G) < o� N O 3 7 0 O o> CD o � � N Zy O (D 3 (D 3 `G CD�°' CD rn 0 3 ° 3 3 3 fn N (Q w (Q O O N (D M m (_ (n rt c — 7 < n CD n1 CD p 0 o v v c Z -O 3 -0 (D. Q O N � N O -a -O (D (D m a p (D Sv O o < (D su o CL (nzr. > 0 OO CD, -0 o (w ic(o v o a = z D T. z Z n J Cl) cn A co -+ CA A CO CO (O -� o -a C/)O o O Ut cn M (T O O Ul (n O O 0 c N — (D y O N ........... n N � < rf Z Z Z Z Z Z Z Z Z Z Z Z Z Z (7 O 'O T (Dn 0 C37O O N 00 O .Z] O N (n cn m0 O -0 m Z 0 O 0 0 0 0 0 0 0 0 0 0 0 (O o X 0 o 7 O N O O O O O O O O O O O J 6� occKoo000m 1J CJ D x CD Z3 3 (D CD 7 U)0 D 3II II Z A m 0 v (D % O C- w o. � 3 o Q O 3 0 m O n =< m 'D -0 12. Q_ -0 (D (D Z dm m p _ `v°) `v°) - - r e ao o A N 3 3 D(D (D Z (T Z3 sll (D (D c m 0 u) 3 71W C 0- D N (D (S r Q CD =tm Q_ o D O D r y cn m � A-V 0 o Cn D m ;u D =n(CDD 0D.00� B m = o * m Z CD IS A y A N W .Ai Cn CD M G7 W D N m N O N L D) O O (D 0 O o> CD o � � O c rn o to z m rt c < O c Z C M m a z o < o CL > 0 CD, z (w ic(o o m z D r z n 1J CJ D fJ n m 0 � 3II II Z A m 0 3 0 II (D CD o. � (D m o m O n =< m (p n Q 3n 0> dm m p O D g C=3 € M d° e ao o A N C) ol 2 2 g g g§ E / E z rj) > ) \) § \ 0m 0 a a a a a a ;k 3 \ o- / � z \( k \\ \\ //\ 2 0 / - % § \ & G / ± @ P \ 9- su 2 2 2 2 § 2 Z � / 2 \ cr @ w ww wA � 2 k -D 2§ m X / n 01 _ > _ > _ > o = > _ > _ > m m 4 > r- 0 \ \ \ / 7 \ \ $ § = � / / § k = = � �f y® i# i t 7 ;4: t& 2 y q / _. _. _ J a) = E / ƒ / X ) / � wSi E _ = 7 r -i o = & = } CD / . 2 = 2 \ \ CD CL \ \ Q 0 0 \ CD w /_ / \ w f m 5t K)\ m \/ 2 -&® R; T) O � 3 z < 2 2 \ -0 / z t 2 £ § n #& m o < 0 \y / am OL CD _ O \ � ■ � t m _ w w ca a w w= e« a 7 7/ a a o 0 0 0 o a a o 0 0 0 a- r � 2 > B U) q E � 0 ■ .......... n § I �< z z z z z z z z z z z z z 7\@ k 0 0 o 0 0 0 0 0 0 o o o o� m E 0 \Iƒ 3 )�z 7} E/ o/\ o%%% 00 co g 0 / o / / / / 3 / 3 - D§F 00/ = w 0 ± [; 0 0 0 0 0 0 0 0 0 0 0 0 9 2 2 g g g§ E / E f§ Z3 - E ƒ \ ® ® > ) \) § \ 0m \ )/( 2 2 / _ \// 3 \ o- / � z \( 7 2 R% \\ CD > 0 \ z } _} � (\ ]/ 2 0 / - \/ \ / 2 ± @ P \ 9- § 0 z � 2 @ � 2 k -D 2§ m X o I> o 8§ p@ n k §cr / § U D. § = � / / § k � �f % q o�o� a) . E o � � m 0 0 m m 2 m q 2 O � z < / % Cn m o < am CD _ O 2 ■ � t m � » r 2 q E / waz ` 3 ( ) /// ( (jA0 \ )/( _ \// 3 C) 0) \( 7 2 R% (� (;:w _} � (\ / 9 / «E d § § ® / - $ !! \ \ / & a 2 \A0 �7 2 2 m \/i \\\\\\ d\ z \ \ \\ \ m } / \ % J 2 2 2 2 2 2 2 E / % \ 0\ 2a E _ 0 z / / / / / / / � -P, t $ 4 t f @ _ > _ > _ > o = > _ > _ > = m ¥ > r / \ \ / E z � \ \ / 2§ M - Q 0 k.® n / / » t e a)#/( 3\ G\ g t i§§3 G 2 7 5 G z§ E a 2 C 2 2 k Q G«% ear = » fu m C E g) / d ( E/ E ± ° E / / @ / @ 0 \ $ / T. @ / ° \ E a a \ ° ( / m m CD 7.\ m \ /� o 21 U) § z � LD. M. cn a - a < & 0 O � e _ aa m e co a cc) ^_0Cl) $\& 0 o a a a a a a o a a a § m \ 2 ¢ � \ O 2 2 ■ 7 0 2 ■ I .......... n D § r 2 2 < n § (1) § zzzzzzzzzzzzz ■r _ 0 0 o Q o 0 o 0 0 0 o 0 O m -- 0 0 \I\ x} )0Uz E\ o%/ 0 0 0%% o o% o g 0 § 7§ / / 0 0 / 0 / / 0 / / 0 / ^ � § / 0 0 0 0 0 0 0 0 0 0 9 / «E d § § ® / - $ !! \ \ / & ! \A0 �7 2 2 m \/i 3 d\ z \ \ \\ \ \ a a, \ | _- )\ > ;00 z / N / / / % \ 0\ X E _ 0 z � C40 @ � k-0 m m E Q=» 2§ M - Q 0 k.® n i§§3 /4 C 2 2 k Q W ear = » fu m 0 \ID \ o m o U) § z m < O � z < / % m \ 2 \ O 2 2 a m 0 2 I D r 2 n 9 / i z ))\z / - $ $-o a)$ ! \A0 cD %(3 - \/i 3 / \ \ \ D / | (\ \ | _- T U m p m m N o- - o Z 3 < o= � 0000m -4 O (D DS (D 7 � 7 2 n A A A A A ? (3) = fi o 0 N m v O m m m 0< 3 (D O O O O O O O O O O O O O O ZT K 00 00 OD 00 m OD OD (D > > v m m c (D 6 �v pj N (3) (31 A W N — O T` D O D Za c cn A A A A A A A (D cri 0 A -mp 0 o m D m v W N D(D c c P O O 00 0o D oo D ao D oo D oo D D co D x m D r O IQ W O W D 3 N m N O (D (D (D (D (D CD (D O (D (D (D (D n:ElD T' 3 Q 3 3(0 (0-0(0 o c v z c v � c vElc@ z3 m�z3�uz3 c v w< (DQ o - o - o - c - g (� cl) v v v v o v v v o to z W v N v O Q (n Q (n Q (n (n Q (n Q (n < _ _ O v v iii v v 3 v 0 — (D m r Z (n s 0 n �< �. T. o Q Z O m 00 � � o p _ Q D r z O) A cn A � .A d) A (D -+ o m c/) 00 x c) ;o O O (n (T 00 O O O O �� (D tD v a (D N rt O N ........... n N C rF N Z Z Z Z Z Z Z Z Z Z Z Z Z Z � 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .'�. (D 0 O _0 mU) ((D (DO (n Z 0 OD O X O M O X M O X O O .Q O x In in(n C7 O 3 -0 -(1 O Z 0 O O O 0 0 O O 0 0 0 0 O O 0 0 O O O O O o Z3 0 o = O O O 0 0 O O O - C o= � 0000m -4 O (D DS (D 7 � 7 2 W 3 11 D o v0 0 L o j (D (D 3 0 CD m <' o 0 N m v O m m m 0< 3 3 O o Q (D (D Z D c (D 3 � �s G U) (n ^' '" 3 3 3 D :U 0 Z 0r > > v m m c (D 6 �v pj N (D C r Q Q o' T` D O D r cn v 0 A -mp 0 o m D m m= D(D c c P 0 r. m m Z t cc A y A > N W IQ W D 3 N m N O N < v O n O CD Q O cl) m o to z m =o W < O O Z C v M m r Z 0 n N O Q Z 00 � o m z D r z n Q O O n (D ;a 0 W 3 11 D Deo O n n (D 1 0� o j (D (D 3 0 CD m <' °. < m O -a- 3 m m 0< O O y - � D c (D 3 � �s (D c m N d O o � o G 0@ 0 0 2 - / \ - zT \ § § § \ 7 co \ \ \ / 2 \ & I- \ CD z ƒ 0 : 0) 3 (D [ \\ d 0 \ 0 \ \ 0 \ 3 J k _ _ = f = _ = m E \ / \ / \ \ \ \ Cr ¥ / /N � & Eo2 P. 9 > ZE 2 2 2 2 2 2 2 a rr � @ \ /\\ / / / m D I Q S§ P m ` 0 $ q G G $ 2 > 0 o = > > _ > _ > _ > _ > = m « > r- \ \ \ $ \ $ $ / $ $ $ $ $ \ = CD ID q { \ #} 2 « & t y « / _ƒ \ \ 4 \ = _ _ ± % - - Cl) e E E= o. c c -. 3 \ a J a a ® / \ / / / \ \ CL \ g \ CL \ = z = z = E J& k d k (D k$ k < $2270 9-0(70ƒ_ R R R }CL3 y & } } J / > cn / ƒ Z m [ 2 < E \.\ C O 2 \® § � t m a 2 -0® o o a o g o 0 0 0 0 0 0 0 ± k E D r 2 n ( m ■ O ■ .......... n m_ 2 waz z z z z z z z z z z z z z c _ 0 0 o 0 0 0 00 00 00 00 m E 0 j=f % g$ CO �)/az a} E\ o/ 0 0 0 0 0/ o g 0 ] 0_ 0// 0 0 0 0 0// \ƒ q00 e ± 0 o e o 0 0 0 0 0 0 0 0 0 0 7; 9 0@ 0 0 2 - / \ - zT \ § § § \ 7 co \ \ \ / 2 \ & I- \ CD 0A : 0) 3 (D [ \\ d \ \ (DCD } / \/ j ZF D / (� \\M }\ /\ / / / \ Cr ¥ /N � & Eo2 P. 9 > - / z � @ F5 _0 2 k-0 2§ MI m D I Q S§ P m i k § O § ƒ CD J:. $ K)k G) ea =N m \ » 03 fu CD ID q a . a o Cl) m0 m § $ c < O < y / > cn Z m [ 2 < E m C O 2 § � t m 2 � D r 2 n R / co \�z \ CD 0A : 3 (D [ //[ 3 / \/ j D / (� CD � }\ 1-0 9\ 9 R / ƒ7 E« 0 >--i co!! )// - f s`o C') k \ \ \ 0 ƒ 2 2 ` _ \/\ (2 0 0 \ e o o / \ -a m 0 e 0 to § ;» = e = 00 (D E > > ( / \ / $ n m ) A ƒ .. % 4 \ \ 2 § 2 2 2 <a (D CD z \ \ » - / § 0') \ 0') } } / � 2 3 � $ 2 3 Cl) o=> o m> 0 o m>>> -u = m«> r - o / 2 2 = @ o co/ $ m 3 = m = / / ƒ E y # / / 5 \ _ = _ _ r§ a § a { { W a { ® G \ \ a (A 4h. CO D \ J / 3 { & k \ » f 0 § > kk$ q n n G R ) / ) § En o } % \ J 3 m E\ 0 n H / \-0 m c j� z \� 3 M §n / q « / w _ M� T. z / _ 3 C e$ S/± S// 00 s\/ q [ 0 ? § ? ? ? m + m ( O CD / e a a a a 0 ■ � $ � 222E 2 0 2 w 0 D ■ r .......... n 2 m § n �< § � § z z w w z z z z z■ c _ o Q m m co;a o;o 0 0 0 0 m E 0 \3± �)//z $ E/ 0 0=% o/ o 0 0% aw g 0 2 o / / / / ^ / 'D (D co/ (D _ w $} / 0 o w -Cl e 0 0 0 0 0 a m. 9\ 9 R / ƒ7 E« m §_ ® § Cl) >--i co!! )// - f s`o C') k \ \ \ 0 o. 2 ` _ \/\ (2 \\ e -am e o o / \ -a m \( = m y\ ;» \ \ } / () CD }\ l; > > ( ;} $ n m ) A ƒ .. � \ \ N f <a (D CD \ \ » - / § � � Cl) -u 2 k-0 2§�- m m I»; 8■ p@ m Co 12 r§ §$ /2 � ID a (A 4h. CO D C / $ =r\ k \ > kk$ q o m 0 n H m § z M / q « « z / _ Z q [ 0 + m ( O e 2 m � $ m 0 2 w D r 2 n R / >az / )// - f s`o \\\ o. §+/ _ \/\ (2 } t \( = m y\ 0 D ) () CD }\ T -p m m m d cn o - OZ 3 < O D p z CO) 0 c v m D Z D> 0 Z3 D O - L o. � o0 0 �. 0 0 0 0 o a' OD OD 00 00 OD m W N � O 3 3 Z CT (WO > v (D 1= (D 7 0 � 3 W m d D- N (D 6 C r n Za c m O o X c 7 D O z 17 ?AAA? W r O ((00 00 -4 -4 0) m D m D m D co D m D ;amDr 00 G 00 � v � � w � � A -U C o 00 m D m � Co= n m 0 c. m CD 0 3a a °° A m o 5) -I X v (D (D N W ZD s- C S C) (n m N O N 0 0(D z 0 0 (D N v O C p� (D o (D 'O-. n (n 3 m � o o m o o 0. �. = Q G _ 0 z NCD - O 7 c W < O Q z C ' Cl) ,v M �I N co N 0) A 0) A -I N _0 C/) o (P (P O O O O O O (T Ln w 6 O 4. (D O S O S O y y N 00 to 0 0 0 0 CrCD a m z 0 D r ........... n z m 0 n s s z z z z z z jV z z 4 C 0 0 0 0 0 0 al W O O N O .�. (D SU C) 0 '0 -n N O 0 (D O (n Z O O O O O O 00 Z1 O o (O O 0 O 3 T o ::, u Z ID O O O O O O O (0 O (0 O 0 7 O o 7 O O O O 0 0 -I O W O c D p v c v m D Z D> 0 Z3 D O - L o. � o0 0 v o 3 53 Q v O 3 0 0 m n 0. (D o m NN -O O_ "6 O' (D Z N D m` <'< (Oji VOi "n"t 'O"� 3 c � = N O O O � 3 3 Z CT > j > v (D 1= (D 7 0 � 3 W m d D- N (D 6 C r n Q m O o X 7 D O z r A -U C o 00 m D m � Co= n m 0 c. m 0 3a a °° A m o 5) -I N W ZD s- C S C) W 3 N < y m N O N 0 0(D z 0 0 o O Cl) m o cn z m c W < O z C ' Cl) M m a Z o < O 4. (D O O z 00 to a m z D r z n D p Q D 1 Z CD � � n W Z D> 0 0 C II O (D o. � CD- m o O <' n 0. (D o m CL i n N D m` O ... D N c � = N O O O � E 2ƒ E Q\ Q§ R / ƒ! E ] - E § § § ® > / - ( !! / \ / / & : z(1)g �o � 0 0 0 0/ \2 0 CD = e n \( 7 Q (® J® (n\ } (k \ S E E E E S [ !! \ / ƒ \ \ ƒ S- r # % \ / i` f )' \ 2 2 2 2 2 2 22) ƒrr � CD / / } / / } / / 2 k mU 2§ M� m> 2 8■ P cn n 2 CO % m / / d d k (�12, / \ _ > > _ > _ > _ > > _ > 2 m 4 > \ $ \ k 2 § / / ƒ / / \ / / / / 7 / j & E E m & # / % / & X§/ƒ Eƒ/ � E a 2 3« - ® } / J 2 / _ 7 7 _ 3{ 3 E E 3 6 3 7? E 7 3 \ \ -0/ _ \ ( B a10- / a E 7_ I I= E f° « CD z/ J E__ = m e E \ y » » / \ \ 2 \ Z / / / E & \ \ £ » \ \ -0 G - - C \ f \ -0cn # E _ E o < r m e k \ O k = t 0 2 © 2 2 m CD ° Z \ � � w D a a r 2 T. n S A/ 3 0 0 0@±/ 0 A a \c cr§ 2 ; a ■ � @ ........... n § _I \@. M z z z z z z z z z z z z■ c A. C E 0 \2f 7\/KK 0 0 0 0 0 0 0 0 0 0 0 0±ES gg o \ 0 % 0{/ D§ f 00 00 00 00 }U9 0 0 0 0 0 0 0 0 0 0 0 0± E 2ƒ E Q\ Q§ R / ƒ! E ] - E § § § ® > 2\& - ( !! / \ / / & : �o � / 3 2 § a o o } m \// \2 }\ -a_ = e n \( 7 Q (® J® (n\ } (k | E R/ }{ ( z !! ƒ m m m R @ ) 71 {{ r # % \ / i` f )' \ § _ / / � CD @ � 2 k mU 2§ M� m> 2 8■ P cn n CO k k $ k (�12, / \ CD A. � \ $ \ k § > kk$ q CY) , a) E o � � M n ( B « O < Cn / > Z m E o < r m O k 2 m m ° Z � D r 2 n R / 2\& - ( $-o \A : 3 cD \// \2 0( \( 7 Q (® § } (k | E R/ e E/ 2 9 J J§ 9 / + E z Cl) >-i CU\§ ;}} ' ! $`o _\ o\ 0 2 3 2 \ 0 3 o o m 0< m . 0 0 0 \ 0 \ 17'0 k _ _ _ _ _ = q E \ \ { \ / - co N \ / /\ E (D 0 - Z E 2 2 2 2 2 2 - / § Z cr B \ \ \ \ / / C/) 7 3 3 3 2 Q - k-0 2@ a) m Mm > 0 o = > > _ > _ > _ > m m ¥ > r i CA) (§ i / / ID / / / / @ / \ / / / / / MN co \ Z \ E \ / / # / Z / k -= a 9 E f E / 0 / n o= ® -0 cn/§ƒ e< c 0 cl s 0 2 0 e C- = Q = Q = = Q }§ 7} I E 3 2 2 2 2@ l \ _ \ y \ _ _ _ c 0 m Z & Z // co �/� / t t \ m E » » 7 _ = « 0 J J \ / / E -0 ■ < / \ \ \ \En \ > - & 22 e5 3 % m \ 2 E m / / O e 0 e & § \ 0 2 E � [ D r 0 0@ 0/ / Q% 0 g 3 A \\ n m B U) � E ■ O ■ ........... n § ( �< § E § z z z z z z z z z z z z■ c - v v v v o o v v v v o o m 0 \3$ �)/\z e a ECA \ o 0 0 0 0 0 0/ o/ oo& 0 \ 0 / / / / 3 / / / / M 0 _ _ _ ± \; 0 0 0 0 0 o a 0 a o 0 a 9 E/ 2 9 J J§ 9 / + E f M- E d_ \ ® >-i CU\§ ;}} ' ! $`o _\ o\ ) 2 3 2 \ 0 3 o o m 0< m . \\ _ \ _ = m } }A o cn D \\ � \\ \ / / / co N \ / /\ E (D 0 - 2 9 » - / § � C/) cn � 2 k-0 2@ a) m Mm Q I> 0 8§ P I n i CA) (§ i / / ID MN co % \$� \ k \ n k§& q o c m /d m 2 « 0 ■ < z < / > � Z m \ 2 E m ( O 0 2 & § m 2 � D r 2 n 9 / ;}} ' ! $`o \\\ ) )$\ _ §, 0< m . �f \r^gL }A o D \\ � I T 0 0 Cn m A - m m Cn Q — 3 < 0- oc)C-)()m O O CD m D CD CD cn 7 7 >--I 3 o A 0 0 zCh0 A A A A N A A A OP A? CL CL C 3 3 O_ -0CD CD Z m m '< '< (n CD cn 91 � (D C N n o o � 3 3 m O O O O O O O O >j O O O O O O O O O O O O S "O .O-�. 00 co 00 Co m m m m 00 Cb (D (� rn rn ai m O m 0 cn CP (n CA CT A w N O CO (b �I m m m m m m m m m m yr m �= D m c co m c °° cr c a J c N fA .Ai CD CD W Ril D p N 0 m O O CD fu 0 (n CD a (YI A ccnn A cn A CTICTImCnn A ? A?? ccn ccn cn A (YI(YI A CD o O c m 00 W N O O O W O cn A D D D W D W D D D D W D D D r W O (D (D < Z N � v N (D v D 7 CD 7 (Q CD _� _3 CD (D `G 0 `< l< `< _3 �' 3 (D M 3 3 v -- cc v v CO v (O v CO v v -avZ-) C v 7 7 7 7 v o ..r .�-. o C C C C w C) '(J 0 0 W v v v CD v 0 0 0 W =0. v(D _ D (D (D 0 N N UO) UU) (n ai iZ z 0- 0- x- 7 (n m m m m (0 (D CD CD CDO CS (n 3 _ CD COD CSD CDD to �� En o o 0 v v �. o v 0 (n N (n (n C) - m CD N O oT. r -F - Ln (7 M s2 0 c c 0 (n (n (v 33 a v v v v 0 0 0 00 � (� o 0 0 0 0 0 o vc O O O O O O O ;:� CS y � - co rt O N ........... n m O < z Z Z Z z z z z z Z z z z o fu C 0 0 0 0 0 0 0 0 0 0 00 0lu (7 0 a -n (n> O c CD O Cn Z O O X O O O O O O O O O O o q o 0 C) O 3 _0o 1� � � Z 0 0 0 0 0 0 0 0 O O O O O O o 7 0 o 7 O O O O O O O 0 O 0 O O (D (n 0- oc)C-)()m O O CD m D CD CD cn 7 7 >--I 3 o A 0 0 OCD 7 o. N m 0 Q 0 (s m O CE3 D m CL CL 3 3 3 O_ -0CD CD Z m m '< '< (n CD cn 91 � (D C N n o o � 3 3 > ;aZ 6 >j CD (D C (D Cr .. C m d O = N CD m r a sz o' d D O z r C0 m �= D m c co m c °° cr c a J CD N fA .Ai CD CD W Ril D p N 0 m O O CD fu 0 (n CD (ss w 5 9 M o O c m 0o W Z m W O pr < Z C v Co M m Z o C a � CD CD o o Z (b 00 m a Z D r z n O O O (? CD Z CD CD 3 o A 0 7 p$ Dv u CD (D o. (D m 3 0 (D <<_ O CE3 D m CL CL 3 m m 3 (D 91 � (D C N n o o � 00 0 0 0 rn m A - m O' 3 < f� f� zca0 sll m CD CD w Cl) AAACA A A 0 0 0 o - 0 a OD ao w OD Cp CD Cp J j CA CA CA (n O V r (D N J >0 z I >> v 0 W U. D� O C D N 7 T� (a 0 D cQ D Z v r 0 O U) C) cn m m m m m ov s a-0 (Do D m m Z a m =yam oo�� n C0 c o a * 0 m Z c Ln -� N cn A A A A (D W� D 3 N m N O 0) � G) COT A D D oo D D D x Dr G) 0 G) CO O v v w v 0 � ::E zT X. O C 7 C 7 C -. (O N 0 N v v v v o' 0 0' = co Z 77 W < O Z c N > Z) 0 r _0 CD -0 m a v (n 3 0 < M o ;ua o O 0 o Z S 0 0( OD OD o 0 �� o v C 0 0 0 0 cy- Z 0 CD N D 0 O a CD r - tR z � r+ O n N ........... n O 3 w � z z z z z s; a 0 0 0 0 0 R. C) O -O TI U) I O CID 7 C cn Z (O (O (O o o CO CO O O O O N- N 7 n O 3 oC I ID Z 0 O O O J o 7 0 O O O N f� f� m 0C sll m CD CD w Cl) D II 3 � Z A D N o �' � o N o Q O m O n GCD y m 3 3 CL - (D (D Z r. � m m pc O O (n � 3 V r n o o � �� >0 z I >> v CD C CD O n a W U. D� CD I C D N m t=r T� (a (z o C D O D r U) cn s a-0 (Do D m m CD m =yam oo�� n C0 c o a * 0 m Z c O rr y -4 -� N CD CD a) QCO W W� D 3 N m N O N (D O n O 0 N O Cl) Z m W < O Z c N > r m m a Z 0 < o ;ua o O o Z OD OD m Z D r z n f� f� D CD (o II 3 � Z A D N CiN II D CD o CD > CD m 3 0 '< O n GCD NFn'a 3 m D v O r. � m m pc O y � C n o o � CL 3: H '0 W 6L al9 R 71 E m 0 0 < Ln CA II No 10 11 w < cn -1 siaulejU00 # spoo Xtilm eaiv I (I awnlOA aldweE Uy S310N M3HI0 UOISIVIIINI "3'dVVw5 C\1 U00341WWO 'u04e3I14U8PI �P'*Vl' w E a uatjvotp;uenC) 10 VA co uclW!P. wenc) JO 0, C) uoa;e:)jj!juianC> jo :%W4103 0 C�i/i 0 1 ,41 x u0QeaWjtjen0 10 -j+ 4072 Fa CO 00 M09 0 It u04,R31y!juqM jo jun038leld0lq0jav M 0) Ul) LC) -j+ :eualsil B 0 C ellauDwies C'S cn Pu U) HAW - SOINVOU0 Lki ueoSslelaV4 awn;l6uiplaM ci131 'qvkjoti (s)esAleuv - Swar ul cc agaMsell moi - is5 Vi4SO '6000L 'VOOVI - WDd sdaid iaalmul-OSI *MA-QJ3lY4 Wunb-tweS jtxnC) '-,,+ '091 '?OIFL 'Illa"I ' 3HV WAI junoo jupd podim 6uak�'aodaj k+04.. Wld S w E a E 9 1 ,41 x agar z 0 Z r: CL CLkn F 0 In , c" zit. m 5' I .. M "om w cu n 3 X CL to = r 'Z a: = 0 a la Fi t� 0 Ln S > 0 S! Le cz 0 10 > CL (D 0 =, at 1 0 0 !i to c CA 0 a a UJ > L) >U1 `m 0 E F n 'n 2 10 w COE C-3 a UA 2 0 0 LL 0 tff S w E a E 9 1 ,41 x agar z � m m p�pj o E °' LU q it II ly w it U E eL O n siawaluo ii Qyy II 41 Il ttl W amo Xiije m ~vs m @aid r i7} Cu c a ownloq aldw@5 I a3Hio , I 4-4 uoquulpquenq io -t+ pioW uollealpluent) JO 7+ W 8 A _ uwte9ypiuenD to -+.. sna ne S- C" tm _ uOqual iueno i0 -re Swtojiloo O ` :...._+.- uOIl?-3IAvSnc e0. ,v * 1102310 ... t-.. .. ...._. _ _.... . _. __ .. ...- ...... a --_«i. u4teollyluen(,1.. 10 7+ ljrO3 elEld 2IQOJOV a _ ..... . .. __.._m. t_..,_...... i-- _<. _.....,..._.»..,. .- _ ... .,. LH.tsh.O lloa3 r+ .eltauou,ye5 -113W -S31NVDHO uaag SjV3aVy 'ewnj ®u-PISM dlOJ- R VI:Jl, ! '.. ... ISiB✓1euV - sivi3W C - .._.. . .._.._-...... ...... apeodsad moi - isno ;.......� 4....-._, .. ..._.., __=-__--. _.. _...- . . _... _ _.... VH50 @007L VOOVL - WOd sdaJd 13aiIFU9"{}$E 'OEA-0131p1) huenb-lul8$ C tuent) ^'+ OSI `ZOtL ti lana, Vtj3HV - W31 P luno:) iu.% 'lioual buo :Oda1 U066S . Wid 4 . 5 i Cu C" tm c C m Cm LL d J W it 4 CIO r N !'i tf it7 iD R OD fA d r N t+i 'R1' tli 4'! R C6 Q! C7 r N M 1!i fp R l4 Q! C7 {U cn 5L7- r Q a: LU 0 Z Lu J --- --- Cc E p rE U, no ti II 11 0 45) a L) -,, n- 3: u. (U 0yy L) 0 a - LO En 9 sioulejuOD # -L-, " 1 Y, OPOO xUzer4 US p to .2 egiv I (I) oawnIcA I aldweS I :S310N W3HI0 80 SIVLIINI SAGIMVS ucimotpivano to -1+ 4najodej.LsjodS plon JUJUSLUUCUMU3 JO IVI UGDFKP13 J8410 uoqeoipjuenOjo-f4 allsualbal uoAje3jjquen0io-j+ WSAo U) etial3eq (31 )undo ejeld oqojev 41maig lwlqot2!W ffi cc us z OUIIMIjUUVrt010-j+ %&LUOJjjGOJOMUWII03'3 wqeoilqueno w J81MO1 WOO S"JMBS RIJOISII LHLStO 1a33 allauawleS juno3 weld ntqojvV suaBotpvd ul H134y - SOINVONO uLJS StOMY 'awn -A SUROM dIO.1 '0 VHD8 4'08A" - SIV13W aia-c-H moi isna VHSO SOMIZ sdQjdmenPWj-OSj OeICUD,w Wer -D 14 OSI ZOIFL IIPSAOI VtA3IV - V431 A. iunoo itmod tiodai 6uo's Oa-," - I d 'ltrg '1l w cc ID ty) m CL 'c 3 E ai -T CL E J m J .0Ol w ui :3 4, -1.-] :sll - , 0 I 1 1:1 ! -N I 'n I -*I to I wl r. col m .01 cml I" 'el to wl 1, *1 c" -01 -1 1 It It v I* V 0 1 www4a ga in Ln I w)w 1 w to 1 WW I w I w 1 tow r_ 1 l-_ f- Reservoirs Environmental, Inc. Effective January 1, 2015 Reservoirs Environmental QA Manual T:\QAQC\Lab\Reservoirs Environmental QA Manual.doc REI LAB ReserVvlrs Fnvlronmental, Inc. December 29, 2016 Subcontract Number: NA Laboratory Report: RES 368437-2 Project # / P.O. # 164008 Project Description: 8000 W. 44th Ave Julie Brungardt AG Wassenaar, Inc 2180 Ivanhoe Street Denver CO 80222 Dear Customer, Reservoirs Environmental, Inc. is an analytical laboratory accredited for the analysis of Industrial Hygiene and Environmental matrices by the National Voluntary Laboratory Accreditation Program (NVLAP), Lab Code 101896-0 for Transmission Electron Microscopy (TEM) and Polarized Light Microscopy (PLM) analysis and the American Industrial Hygiene Association (AIHA), Lab ID 101533 - Accreditation Certificate #480 for Phase Contrast Microscopy (PCM) analysis. This laboratory is currently proficient in both Proficiency Testing and PAT programs respectively. Reservoirs Environmental, Inc. has analyzed the following samples for asbestos content as per your request. The analysis has been completed in general accordance with the appropriate methodology as stated in the attached analysis table. The results have been submitted to your office. RES 368437-2 is the job number assigned to this study. This report is considered highly confidential and the sole property of the customer. Reservoirs Environmental, Inc. will not discuss any part of this study with personnel other than those of the client. The results described in this report only apply to the samples analyzed. This report must not be used to claim endorsement of products or analytical results by NVLAP or any agency of the U.S. Government. This report shall not be reproduced except in full, without written approval from Reservoirs Environmental, Inc. Samples will be disposed of after sixty days unless longer storage is requested. If you have any questions about this report, please feel free to call 303-964-1986. Sincerely, V ULu.�v Jeanne Spencer President P: 303-964-1986 5801 Logan Street, Suite 100 Denver, CO 80216 1-866-RESI-ENV F: 303-477-4275 www.reilab.com Page 1 of 1 2/ E Q Q\§ 9 \ /7 f ®d ( >--I } [SU E \ \ \ \ 0 2 3 2\& 2 0 0 / m i d k OD = _ _ « q E \ / / /Q \ / 2 2 2 2 2 Z 1 £17 & \ CF /* E E0'� \ \ \ \ \ / - / % $ 2 3 F _ > o = > _ > _ > _ > = m « > r k 7 zT / / / G / / / / 2 = E $ 7 e / / / 2 { / @ j CD / � \ & \ # \ � / 2 k g 2§ m m CD- \CL 7o- 7 \ / 00 / i \CO0 ƒ a\§ _ _ \ $ (n m � = \ \ C) � 0:) a ■ Q m ® C & / k\; CD\ \ L 2 2 ƒ � o 0 (ƒ - k& m n 0 \ r � = e a w«= a= Cl)7 2/ 0 0 o ea a a0 o a a __ o ? ca - k� r o \ O rr d ° > g C -0 o ■ m .......... n m § 0 < A E m < C O 2 § �� z z z z z z z z z z 7\ - Q o 0 0 0 o v v v v_ m E 0 m 0 2 \2± � ) 1 S 0 �)/\z E\ o 0 0\ o o o ±} g 0 n ] 0 88 88 / / / \ z 0 0 0 o a = a 0 a 0 0 w 0 0 y / ± _, 2/ E Q Q\§ 9 \ /7 f ®d ( >--I } E E d k k Cl) � !! , 0 2 3 2\& 2 0 0 / m }2 ƒ/[ \\ 0C _ = m | / \\ [\ \ \ / \CD �\ & \ CF /* E E0'� > - / I � 2 @ � 2 k g 2§ m m \ / 00 / \CO0 _ m � = \ \ C) � 0:) a ■ Q m § k\; n 2 o 0 m n 0 � Cl) § z ca - < O d > C -0 m \ Z 0 < E m C O e 2 00 ic § m 0 2 � D r Z n 9 \ aX ( )33i } ( 0 0 o.0 CD m§ 0 }2 ƒ/[ \ | / \\ D \ [\ cc / / / % a) a � a a / = ; S 0 0 0 t d_ _ _ _ _ ( E \ \ \ \ //E < = J = m 7 I 2K 2 2 2 2 CD }\ zcr > \ / \ o m § 71 �� # \ 4 r CD \ \ \ \ P 9 o=>o=>o=>o=> » >r / \ / $ / \ / / \ / i / (D =r 2�i2(ai2i(a e 0 2 3 = _. 0 a_ E _ 0\ 7 _ 0 7\ a } / 3 = e % ®% _ � 7\# 7\* 7/ 7 2/ Co cn J o E & E J E o & o= \ \ F \ / @ / ` 2 k / = [ _ / _ 2 \ / -0 \ 70 \ / 2 zy § � � #& \ § q§ )\ /® t m \ 0) 0 2 / 2 § 0 0 Cl) mn J Cl) a w e a=e a w e a= e 7 2/ 0 0 0 o aa a a o o a e a= ? ? m ? ? � B o_ 0 0 0_ E / / U / CO) / - O ■ ........... n § \ < _2 E z z¥ z z z z z z■ c - OQ�Q�oQaQOQ�_ID O e 0 m \�/ % m �000Z 2 E 7 0 0 0 0 0 0 0 0 0 0 0 0 ±} R 0 r e 2 o \ 0 q ± 0 0 0 0 0= 0 o c o 0 0= E C 9 9 / « M -E B ƒ \ § ® > OU)) 10 akk ` ! o\ 0 ) 2 3 w/ 3 o o } m (2 //E < = J = m 7 I 2K } () m ;s CD }\ 4) > \ / \ o m § 71 �� # \ 4 r E \02 P 9 » - § D � cn @ � 2 k T 2§ a q m k// Wk�} § q§ )\ » 0 m \ 0) 0 / 2 0 Cl) mn Cl) § $ 2 O < z / - \ < E m O e 2 m % m 2 � D r 2 q 9 / /)§ 10 10 akk ` ! s`0 \A0 ) S +( _ (2 //E y t \( 7 I 2K } () D CD }\ C? 0 cn m p m - m m cn Q- 3< D D v? 7 ` A A = �� O C) 7 7 a _0 11 I N _^ r- CD yy 00 o 00 00 (D (D C CL 6 3 3 0 o Q _0 6 Dc O N 3 W << — — N (n 3 r 3 3 ;0m Z a >> Z a c n CD W C �d p 'n .� N (D 6 V mr Q o J V a p D (D W N O D 0 co D 0 n m D () co D �amDr r S(D (D 3 0 S CD 3 (D o m E m o m (p v o m -a 3 (o (a 3 3 v o O ov o O 7 7 c = O O N O- O S D S o o N 0 Q a v Q c o 0Wi Z a O a y a m v (D -U v c �) � G) � W00 N m v Z3 O < C" s m n O (r W N A N N Ui W N ov C O O O O (P O (P O O O 6 O O O S O S S Cl) m NN y M ocn C 0 O 0 O z m M 0 a W < ........... n O o Z N L! C rF Z Z N -� Z N --I Z Z Z Z s; C 'may 0 0 el X 0 V7 X 0 0 w 0 0 '. ( r m C7 m a Z O 0 < -a -n a o (Dn a- = N (D O (n Z Ui O .ZJ O 0 0 O O O o (n o Z n 00 to i O M m 3 z 0 -n- nZ3cr Z3 cr Z O (D O O O O O O co O O --4 o 7 O a U70 O O O O O O O cn C� D D D D 7 ` 3 Z 0 0 �� O C) 7 7 a _0 11 I N _^ r- : 0 yy v o O a m o m (D C CL m 3 3 0 o Q _0 Z Dc O N 3 D << — — cn (n 3 r 3 3 ;0m Z a >> > c n CD W C �d p 'n .� N (D 6 a mr Q o x p D D 0 D r N m S D S o o N 0 c o 0Wi Z a O a y a m 00 w -� D N to N 3 fu v G) CD W00 N m O O < C" s m n O O O Cl) m ocn z m a W < O o Z r m m a Z 0 < a o Z1 ID O o Z 00 to i M m z D r z n D D D D Z 3 Z m nn m 11 I N _^ o : 0 (D (D m o O O n o m (D C CL m m' m Dc O N 3 D CD CD c N N O O O � / / 2 f 2 Q Q 9§ R ƒ/ E s J E§§ d e >-q [ƒ2 \\0 !! ;�m; o % / / / y 0 0 )) 0 c $ @ @ ; E [\ _ % = m o z q q a 2 { a a 2 2 \ 2 �r- �3 3 § r g .. {\ 7 r \ \ \ 4 ao \ E <° Z3 9 > - $ S £ =>=o=>00M >2m >r \ \ \ / $ i k / t t« 3\\ t& t t � 7 0 E//ƒ§# 2 -oaD) / 3 J 0 co 3 @%\k§ƒ &§ / ,— -0 / f = /q @.k* ®@CL 0 2§ C) \3 0 _\ E-0 *_ M o 55 = _ ] ƒ \ #& \_ /¥ 2 \ R to e f < � C) mem E E n O m . M n / 0 (0 a e a e� /$\ ^ a@ 0 o a o a o a a o E m ? m ? o r - 0 B m U) § - z o n a E ca< — o — ■ 2 E O } 0 z < ■ ---------- n m § �< g a z z z z z z z z/� 7} — 00000"000(n X m E 0 m _ O j2f 0 2 �)//z § � 3 3 E/§ 0 0 0 0 0 0 0 0 0 0 m 0 0 2 � ] 0 D z r I \ 0 0 0 0 0= 0 0 0 0± [ e 7 / 2 f 2 Q Q 9§ R ƒ/ E s J E§§ d e >-q \\0 !! ;�m; o % / / / y m )) 00 2 3 3 o o {( D\ [\ _ % = m o z a \ { a a > 0 z \ �3 3 § r g .. {\ 7 r N \ \ 4 ao <° Z3 9 > - / I � @ co -0 k-0 m m 0 2§ C) Q I Q Cl Gcn M ikki��■@ K)CD M = 0) \ to e f < � C) mem E n O m . M n 0 J m 0 n � m § z ca< O � z < > Z m [ o < m _ O 0 2 § � m 0 2 � D r 2 n R { &° 2}; � /a \\0 0 ;�m; C %§\, - ; )) 33 - Dm {( D\ [\ cn G ƒ m _ y R « « § § § ® >»/ r 2 !! /A0 0. & \ \ \ \ / a /\ 07 m 3 } }( \ \ \ 0 \\ \ \a® 2 2 2 2 su > 0 z m! ƒ $ / r� c > (D� \ \ \ \ f f [ 0 S \ \ \ > \ - n = > _ > o m > n = > m m ¥ > r 7 7/// 9 k 2 7 j\ X j 2/\(D� _/ _r f& } � 3 E c o ] \ 6/ ] E § J g § # \ g y y%/ 7 » % 0 % \ a \ \ \ =t & J 3 f G � 67 k / { f { f aCL% & \ J 0 M \ \ i \$}-3� SIM2 /7 Cl) - _. e / ( R ® cr / \}�\� -4 7a \ ID \\ § w w /� K)k \f ? } } J a ■� > m 2. kkID / k / 2 o 0 f w_= a w e c e ^@ 2\ o a0 aa o m a a a o E ? ? ? ? ? ■ w Cl) c 0 Ch U) U) 0 2 o_ o_ o_ o_ o_ i m ® ca O ■ O .......... n z < § c% cn _2 .< \E § z z z z z z 7■ c — o O o w Q Q O v m_ m£ E 0 2 < j2f m g7/ C O �=o<z 2 E 0 0 0 0 0 0 0 0 0 0 0 ±} 9 g 00 ic / § m a 2 22 � _ cc)o / / _ 0 / / % / \ / f = 0 0 o 0 w 0 o o o o ± r 7, 9 R « « § § § ® >»/ ) !! /A0 0. & CD 2�o. /o\2\/ a /\ 07 m 3 } }( d \m ƒ z ( \ \\ \ \a® / 42 > 0 z m! ƒ $ / = .. c > (D� G. g. a a f f \ \ > - / I � cn � � k T 2 C) m m 2 0 M SIM2 c. Cl) m cr * 00 ■ -4 ID 0CY CD § w K)k \f § C) a ■� > m § kkID n 2 o 0 c mn w Cl) § z ca < O � z < c% cn Z m E 2 < E m C O 2 z 00 ic § m 0 2 � D r Z n R \ //§ & >»/ ) /A0 0. CD §teCD \m a /\ 3 } }( E RE ( \ /ƒ M co M M. I CM Iq co CrRRO zco I-7' U) L En cr) � R R "9Cl) co cvcli CJ • m o CD Cn O m e` Q CO E z MON Lr3H1a HO SIVIlINi s,H3ldWVs _. ... E uogeoalluana • uogeagguapl •'- PIoW uG4V:)l tlueno Jo . 3 V41 h uageaggueno ao _:. snaim, G 4 _uogealpluen() Jo -» ..suuolgoj O 2 c 004e041wenp A •,- goa 3 Qi ... uogeaggueno jo -,+.. Dunoo aleld a+go,aV ¢ m ... -j+ :uValSil" .. .. .." ... -.. LHLSiO+loa3 W �_ to Ha3W , SOIHVSHa W ueas sletaW 'awnd 6uIPPM dIDI -S VIJOHLU s E {s}al+tleuV • SIV13W @a € r � E r? E sdaad l lasepui flSl 'aen a�alW 'luenb-iwaS Q 'IUeno '-r+ 'OSt `ZojQ '11 larval 'VH3HV ' W31 luno Iulod -uodas 6uol 'Voda Yo4S - Wld m 16 E (j E C4 61auleluo°J ik apoO xuieyy QO E3it/ 1 till awnD/1 aldweg '... '.. a T m � 4 n 'm MON Lr3H1a HO SIVIlINi s,H3ldWVs _. ... E uogeoalluana • uogeagguapl •'- PIoW uG4V:)l tlueno Jo . 3 V41 h uageaggueno ao _:. snaim, G _uogealpluen() Jo -» ..suuolgoj O .... -; _ ... .. .: 004e041wenp A •,- goa 3 Qi ... uogeaggueno jo -,+.. Dunoo aleld a+go,aV ¢ m ... -j+ :uValSil" .. .. .." ... -.. LHLSiO+loa3 � . ;ellauowleS to Ha3W , SOIHVSHa W ueas sletaW 'awnd 6uIPPM dIDI -S VIJOHLU R {s}al+tleuV • SIV13W algeJidsaH 'imi - iSnr7 € r VHSO Eioorol VOCt? - W.7d � s ..,......,..... •. _..... ..-. _._+ ... _. _ is sdaad l lasepui flSl 'aen a�alW 'luenb-iwaS Q 'IUeno '-r+ 'OSt `ZojQ '11 larval 'VH3HV ' W31 luno Iulod -uodas 6uol 'Voda Yo4S - Wld m v � m „ p 'la rs 9 7, m c !i .Y ` c Ia c Z ¢In m m Eo m m c e m CL 5 x E CL Im a St 4 ni _ c m ? ti E ti n 1 w s 4 111 11 c`+n ac ns 0 Y31 9�iC 7 3 E o c CD ¢ w x 3 R E aN LC 0 2 5 = 0la da t=n = i au E — X Ix d ,Ld 3 0 c �D au= ® ati o w Cp0 m~r W® Ir iia_? o E a 9 a y E g m a 0 2 K li O tR7 Am i ~ N Ci tl7 t0 i'� cD Oi z IN O E� z z' J B1 J m jL €> m E S E F= WII 0 N ff o Y m u y o O- Q d. u' {]M X d m b U W w a Sjau�eauo� IC c j .� 3 w apo xuieyy esiv / h1 _ 0 ewnjaq aldweg • N3N20 I uoyealplueno JO ,+ P10A _ UafjEOylttJEno t0 •,^a pd !qA UOIBE7L}Uueno JO •t+ Sna1nE'S � UOsI"queno JO •j+ '.SUJJOpgDO OJ _.. _.. ,-_.-.. ._..__» _._...„ .. ...... .... U00DIlquenp JO •f+ 119:3 m ... . , .»... � UOsle7ljkJuSnCy JO •f+ ;un0a aJE@d 71gCPi3y ..ry .BIJBpSf-I S ... ,.. ..:... .__......_ ,.. e. _ _,.. _......._ � _._ ... r+ EIIeuOwIES .... HJ 3W . SOtNVOU0 ueOS S1948A awnd 60PIeM 'dMI 'S VHOH W IS)aii4vvV • SlV13W VHSC 800rL 'VCCrt VV3d - id-d tM'Pul-091 `Oen-mora 'yuen6.,wa : ".. luenO -ra 'CSI 'ZOVL d Wal 'Vd3HV - W31 - junoo Iwod ijoOan dual koaaJ 1,04S Wld M e mf C_ m a 7 E •� T in C' C i C-j f Q E 6Q jj�i��l m } T J Cn VI L1.1 C r r N r CrJ r tl 1f> l 0 r N M to r cc 01 0. r iC 1+ CO OI 0 r �y C? et Y1 ��pp 1� CD -1 r N N N Q U r r r r r N N N ICJ9 N N N C9 m C�! p1 @! d7 [7 !7 co E' V December 27, 2017 City of Wheat Ridge RE: Permit # 201601792 Address: 8000 W. 4401 Ave, Wheat Ridge, CO To Whom It May Concern: We, Julie and Louis Riccatone, are the current owners of the property listed above. We have permit# 201601792 in place to remodel the building at 8000 W. 40 Ave, Wheat Ridge. We initially were going to have Catamount Constructors perform the work and act as the General Contractor. At this time, we would like to transfer the above permit to Hill Commercial Construction- Chad Hill (GC) and get an extension on the current permit. The permit we have will expire on 1/27/2018. Please feel free to contact us if you have any questions or need further information regarding the permit and the work to be completed on the building. Thank -you, Julie Riccatone -7 71. Louis Riccatone 3 p '�Z i -W- "-) C) & C-)lq C-1 2- City of Wheat Ridge Commercial Roofing PERMIT - 201801474 PERMIT NO: 201801474 ISSUED: 05/22/2018 JOB ADDRESS: 8000 W 44th AVE EXPIRES: 05/22/2019 JOB DESCRIPTION: Reroof remove and install 60 Mil EPDM roofing system with 55 squares Pitch under 2/12 -flat. *** CONTACTS *** OWNER (720)219-6854 L Sc J INVESTMENTS LLC SUB (720)450-1485 Greg Magee 180147 3M Roofing *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 380 / Restaurants BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 48,000.00 FEES Total Valuation 0.00 Use Tax 1,008.00 Permit Fee 706.55 ** TOTAL ** 1,714.55 *** COMMENTS *** *** CONDITIONS *** In order to pass a final inspection on commercial elastomeric or similar type roofing, a letter of inspection and approval from the manufacturer technical representative stating that "the application of the roof at (project address) has been applied in accordance with the installation instruction for (roof material brand name) roof covering" is required to be on site at the time of final inspection. Effective December 1, 2014, asphalt shingle installations require an approved midroof inspection, conducted when 25-75 percent of the roof covering is installed, prior to final approval. Installation of roof sheathing (new or overlay) is required on the entire roof when spaced or board sheathing with ANY gap exceeding one half inch exists. Sheathing and Mid -roof inspections may be called in at the same time, 100 percent of the sheathing must be complete and 25-75 percent of the midroof may be complete. Asphalt shingles are required to be fastened to the roof deck with a minimum of 6 nails per shingle. A ladder extending 3 feet above the roof eave and secured in place is required to be provided for all roof inspections. Roof ventilation is required to comply with applicable codes and/or manufacturer installation instructions, whichever is more stringent. 14 4 -4 City of Wheat Ridge Commercial Roofing PERMIT - 201801474 PERMIT N0: 201801474 ISSUED: 05/22/2018 JOB ADDRESS: 8000 W 44th AVE EXPIRES: 05/22/2019 JOB DESCRIPTION: Reroof remove and install 60 Mil EPDM roofing system with 55 squares Pitch under 2/12 -flat. 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 le at, owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this ermi . her attest that I am le ally authorized to include all entities named within this document as parties to the work to be per or t all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of -OWf,IER 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 androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4, No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, anviolation of any provision of any � applicable code or aordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Cl fief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of iO VAI heat Iidgc COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 291 Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: perm its(cDci.wheatridae.co.us FOR OFFICE USE ONLY Date: Plan/Permit #2 Cl 0, Plan Review Fee: [ ! Ll J 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): —7)LA,C e Phone: '120 .zJq • ClzL,s . Property Owner Email: Tenant (Commercial Projects Only) LAv%.QCc_!,Q t't�. Property Owner Mailing Address: (if different than property address) Address: City, State, Zip: Architect/Engineer E-mail: Phone: Contractor: � ti"'1 ) City of Wheat Ridge License #: v I L-1-7 Phone: �Z0 4�So iib. Contractor E-mail Address: GxZ ;4 1�:) L.1U, For Plan Review Questions & Comments (please print): CONTACT NAME (please print): !�iye�3, �ext1" Phone: 1ZGQQ 146 CONTACT EMAIL(p/ease print): �C,; c; V .o���.L�c�tn�c7�L�(_ 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. tib v,,'A Sq. FULF '�ZUG BTUs Gallons Amps Squares Commercial Projects Only: Occupancy Type: C-14 -ISLa 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 ONE: (OWNER) (CONT CTOR) ojr/ (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and last name): .7 ` 1 DATE: �� 2 2 Printed Name: (�74eZ kLl J:2F ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: dL)i1-f()i VERSICO TOTAL ROOFING SYSTEM WARRANTY vsW-1 I Rev 3-18 Versico, a division of Carlisle Construction Materials Incorporated (Versico), warrants to the Building Owner (Owner) of the building described below, that subject to the terms, conditions, and limitations stated in this warranty, Versico will repair any leak in the Versico Total Roofing System (Versico Total Rooflng System) installed by a Versico Authorized Roofing Contractor for a period of 10 years commencing with the date of Versico's acceptance of the Versico Total Roofing System installation. However, in no event shall Versico's obligations extend beyond 10.5 years subsequent to the date of substantial completion of the Versico Total Roofing System. See below for exact date of warranty expiration. The Versico Total Roofing System is defined as the following Versico brand Materials: Membrane, Flashings, Adhesives and Sealants, Insulation, Cover Boards, Fasteners, Fastener Plates, Fastening Bars, Insulation Adhesives, and any other Versico brand products utilized in this installation. TERMS, CONDITIONS, LIMITATIONS 1. Owner shall provide Versico with written notice via letter, fax or email within thirty (30) days of the discovery of any leak in the Versico Total Roofing System. Owner should send written notice of a leak to Versico's Warranty Services Department at the address set forth at the bottom of this warranty. By so notifying Versico, the Owner authorizes Versico or its designee to investigate the cause of the leak. Should the investigation reveal the cause of the leak to be outside the scope of this Warranty, investigation and repair costs for this service shall be paid by the Owner. 2. If, upon inspection, Versico determines that the leak is caused by defects in the Versico Total Roofing System's materials, or workmanship of the Versico Authorized Roofing Contractor in installing the same, Owner's remedies and Versico's liability shall be limited to Versico's repair of the leak. 3. This Warranty shall not be applicable if, upon Versico's inspection, Versico determines that any of the following has occurred: (a) The Versico Total Roofing System is damaged by natural disasters, including, but not limited to, lightning, fire, insect infestations, earthquake, tomado, hail, hurricanes, and winds of (3 second) peak gust speeds of fifty-five mph or higher measured at 10 meters above ground, or (b) Loss of integrity of the building envelope and, or structure including, but not limited to partial or complete loss of roof decking, wall siding, windows, doors or other envelope components or from roof damage by wind-blown objects, or: (c) The Versico Total Roofing System is damaged by any intentional or negligent acts, accidents, misuse, abuse, vandalism, civil disobedience, or the like. (d) Deterioration or failure of building components, including, but not limited to, the roof substrate, walls, mortar, HVAC units, non-Versico brand metal work, etc., occurs and causes a leak, or otherwise damages the Versico Total Roofing System; or (e) Acids, oils, harmful chemicals and the like come in contact with the Versico Total Roofing System and cause a leak, or otherwise damage the Versico Total Roofing System. (f) The Versico Total Roofing System encounters leaks or is otherwise damaged by condensation resulting from any condition within the building that may generate moisture. OWNER: J AND L INVESTMENTS BUILDING: J AND L INVESTMENTS 8000 44TH. AVE, WHEAT RIDGE, CO ROOFER: GREG MAGEE, LLC 69335 EAST COUNTY ROAD 34, BYERS, CO 80103 DATE INSTALLATION COMPLETED: 05/14/2018 DATE OF ACCEPTANCE BY VERSICO : 05/17/2018 (ER Warranty) WARRANTY EXPIRATION DATE: 05/16/2028 4. This Warranty shall be null and void if any of the following shall occur. (a) If, after installation of the Versico Total Roofing System by a Versico Authorized Roofing Contractor, there are any alterations or repairs made on or through the roof or objects such as, but not limited to, structures, fixtures, solar panels, wind turbines, roof gardens or utilities are placed upon or attached to the roof without first obtaining written authorization from Versico; or (b) Failure by the Owner to use reasonable care in maintaining the roof, said maintenance to include, but not be limited to, those items listed on Versico's Care & Maintenance Information sheet which accompanies this Warranty. 5. Only Versico brand insulation products are covered by this warranty. Versico specifically disclaims liability, under any theory of law, for damages sustained by or caused by non-Versico brand insulation products. 6. During the term of this Warranty, Versico shall have free access to the roof during regular business hours. 7. Versico shall have no obligation under this Warranty while any bills for installation, supplies, services, and warranty charges have not been paid in full to the Versico Authorized Roofing Contractor, Versico, or material suppliers. 8. Versico's failure at any time to enforce any of the terms or conditions stated herein shall not be construed to be a waiver of such provision. 9. Versico shall not be responsible for the cleanliness or discoloration of the Versico Total Roofing System caused by environmental conditions including, but not limited to, dirt, pollutants, or biological agents. 10. Versico shall have no liability under any theory of law for any claims, repairs, restoration, or other damages including, but not limited to, consequential or incidental damages relating, directly or indirectly, to the presence of any irritants, contaminants, vapors, fumes, molds, fungi, bacteria, spores, mycotoxins, or the like in the building or in the air, land, or water serving the building. 11. This warranty shall be transferable upon a change in ownership of the building when the owner has completed certain procedures including a transfer fee and an inspection of the Roofing System by a Versico representative. VERSICO DOES NOT WARRANT PRODUCTS UTILIZED IN THIS INSTALLATION WHICH IT HAS NOT FURNISHED; AND SPECIFICALLY DISCLAIMS LIABILITY, UNDER ANY THEORY OF LAW, ARISING OUT OF THE INSTALLATION AND PERFORMANCE OF, OR DAMAGES SUSTAINED BY OR CAUSED BY, PRODUCTS NOT FURNISHED BY VERSICO OR THE PRIOR EXISTING ROOFING MATERIAL OVER WHICH THE VERSICO ROOFING SYSTEM HAS BEEN INSTALLED THE REMEDIES STATED HEREIN ARE THE SOLE AND EXCLUSIVE REMEDIES FOR FAILURE OF THE VERSICO TOTAL ROOFING SYSTEM OR ITS COMPONENTS. THERE ARE NO WARRANTIES EITHER EXPRESSED OR IMPLIED, INCLUDING THE IMPLIED WARRANTIES OF FITNESS FOR A PARTICULAR PURPOSE AND MERCHANTABILITY, WHICH EXTEND BEYOND THE FACE HEREOF. VERSICO SHALL NOT BE LIABLE FOR ANY INCIDENTAL, CONSEQUENTIAL OR OTHER DAMAGES INCLUDING, BUT NOT LIMITED TO, LOSS OF PROFITS OR DAMAGE TO THE BUILDING OR ITS CONTENTS UNDER ANY THEORY OF LAW. I I \/ERSICO P.O. Box 1289 Carlisle, PA 17013 BY ROOFING SYSTEMS (800) 992-7663 (717) 960.4035 FAX WARRANTY NUMBER: 1242658 o CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: L-1 0 4 Job Address: 45 o co o w y Permit Number: 'a o ► 1? o I L4 -7 1--1 ❑ No one available for inspection: Time {= qLj&PM Re -Inspection required: Yes 9 When corrections have been made, call for re -inspection at 303-234- Date:-S- 03-234-Date:S & 3 14 Inspector: T D DO NOT REMOVE THIS NOTICE A I1, !-a Teresa Crow From: Randy Slusser <rslusser@ci.wheatridge.co.us> Sent: Wednesday, May 2, 2018 8:47 AM To: Teresa Crow Subject: RE: Permit Modification, 8000 W. 44th Avenue Only if there was an added valuation to the project. Randy Slusser, CBO Chief Building Official Office Phone: 303-235-2803 I` m , City of Wheat gc (:OMMUt ITY Drvltt.nP.i ENT From: Teresa Crow <tcrow@hillcommercial.com> Sent: Wednesday, May 2, 2018 8:46 AM To: Randy Slusser <rslusser@ci.wheatridge.co.us> Subject: RE: Permit Modification, 8000 W. 44th Avenue Great! Thank you. I will bring the form to you today. Is there any fee for the review? Teresa Crow r� 0 hillcammercial C 0 N 3 T R V C T 10 N 6227 south santa fe drive littleton colorado 80120 p 720.412.8629 f 303.496.0128 www.hilicommercial.com The information contained in this communication may be confidential, proprietary or legally privileged. If you are not the intended recipient, or authorized employee, agent or representative of the intended recipient, please notify us immediately by reply email. Also, immediately delete all copies of this message and its attachments from your computer system without reading, copying, printing or forwarding them. Please be advised that any direct or indirect unauthorized review, use, disclosure, printing, forwarding, copying, dissemination or distribution of this communication, or any of its contents, is strictly prohibited. All rights have been reserved and are not waived. Thank you. From: Randy Slusser <rslusser@ci.wheatridge.co.us> Sent: Wednesday, May 2, 2018 8:45 AM review, use, disclosure, printing, forwarding, copying, dissemination or distribution of this communication, or any of its contents, is strictly prohibited. All rights have been reserved and are not waived. Thank you. From: Randy Slusser <rslusser@ci.wheatridge.co.us> Sent: Wednesday, May 2, 2018 6:11 AM To: Teresa Crow <tcrow@hillcommercial.com> Subject: RE: Permit Modification, 8000 W. 44th Avenue Teresa, Please see attached revision form. Thank You, Randy Slusser, CBO Chief Building Official 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2803 www.ci.wheatridge.co.us City of (,.cl.i�4t.rNt�t'Y C}t�°Et,4�i'MrN°1` CONFIDENTIALITY NOTICE: This e-mail contains business -confidential information. It is intended only for the use of the individual or entity named above. If you are not the intended recipient, you are notified that any disclosure, copying, distribution, electronic storage or use of this communication is prohibited. If you received this communication in error, please notify us immediately by e-mail, attaching the original message, and delete the original message from your computer, and any network to which your computer is connected. Thank you. From: Teresa Crow <tcrow@hillcommercial.com> Sent: Tuesday, May 1, 2018 4:19 PM To: Randy Slusser <rslusser@ci.wheatridge.co.us> Subject: Permit Modification, 8000 W. 44th Avenue Randy, You spoke to Chad Hill this afternoon regarding modifying a permit application for a project we are taking over. I am not finding the form online. Can you please let me know where I would find the form on the Wheat Ridge website? Teresa Crow 0 hillcornmerciall CR N8TRUCT10N 6227 I FOR OFFICE USE ONLY City of Date: Z Wheal jddge COMMUNITY DEVELOPMENT Add to Permit # 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 Building Permit Revision/Amendment Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: ?, n ( C ) -/C/ / h Property Owner (please print): e— ''-]L -r Phone: C ( - l ()1,6 Property Owner Email: Mailing Address: (if different than property address) Address: yj Cc l 1 Earn) a La - Submitting City, state, zip: L a- Submitting Company: 1 i V ai a C bn S 1 ru o T ()I Z Contact Person: (I a I Phone: 303 - %9 J - V X I? Contractor: 16 1) C,('; J y) / y "( /,a—/ e L') i-) 5 -7—r U L' T / OYL Contractors City License #: Phone: Contractor E-mail Address: ( _` i / , r 1Y Mel -% t i6d, P LA 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: P 01 d 1 j-- CVJ0 i 5-FrU77t �� -C7ra Sq. Ft./LF Amps 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 list that entity on this application. CIRCLE ONE: (OWNER) (CONTRACTOR) or (AUTHORIZE REP SENT eojf (OWNER) (CONTRACTOR) c y PRINT NAME: Thr' 1�' l SIGNATU DATE: ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COM ENTS: Reviewer: C2lzl1-3 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 OCCUPANCY CLASSIFICATION. Building Division Valuation: / • Structural Engineers Inc. 215 S. Wadsworth Blvd, Suite 320 1 Lakewood, CO 80226 Ph: 303.274.8656 1 Fax: 303.484.3777 www.smrcstructures.com Chad Hill hill commercial construction 6227 South Santa Fe Drive Littleton, CO 80120 RE: 8000 441h Avenue April 20, 2018 SM&RC conducted a site inspection on April 11" for the new south wall and roof framing at the structure noted above. Based on this site inspection and follow up photos provided by the contractor SM&RC concludes that the framing has been completed in accordance with the memo/sketch provided on March 2"d 2018. Respectfully submitted, Jeffrey Blanchette P.E. REVISION .•A. City of Wheat CoMMUNITy DEvEIOPME , APPROVED � 0—L SCF 442 ; i 0, 412-01181 4/201181 �SS��NAL ENG\' Reviewed for Code Compliance sL7,11g V.NdNv of sxrmn: the r1euon11 o/ a P —" or oPPfovpt of Plom specificohons and tomoutonons shalt not be a Ptrmn for, or on approval of, any v1okw- to arty of the Pfovrsions of the bWldinq cone or of ony City ordtnonces. Pefmifs pfeswni^S to aw oythonty to vnowe a conte, the provlslons of the SWldov codes of O&ff ordinances of the City sholl not be vohd F CEIVED MAY 0 1 2018 1(c D Analysis - Design . Design Drawing Preparation - Technical Specification Preparation e Project Coordination e Construction Support 2X10 Rll 2x10@24" o.c. SHALI ON 2X6 STUDS @ 1 E WITH A DOUBLE 2) PLATE & TREATE BOTTOM PLATE. 2X10'S BE SECURED WITH A SI H 2.L (3) 2X10 HEADER MIN W/ (2) 2X6 JACK STUDS & (2) 2X6 KING STUDS (10'-0" MAX SPAN) JLL LJ I I/ J .)J `rI\V VIL E- ' 5(2X6) MIN W/ SIMPSON ECCQ7.1—6SDS2.5 UNDER LVL IF CMU DOES NOT GO TO ROOF) city of Wheat Ridge Building Division •"C t - RK Structural Engineers Inc. 215 S. Wadsworth Blvd, Suite 320 1 Lakewood, CO 80226 Ph: 303.274.8656 1 Fax: 303.484.3777 www.smrestructures.com Fred Curless hill commercial construction 6227 South Santa Fe Drive Littleton, CO 80120 RE: 8000 44th Avenue March 2, 2018 As requested SM&RC prepared revised plans for the south room roof modifications for the structure noted above. These modifications were necessary due to extensive water damage that was not visible or possibly present during the initial 2016 design. Please see the following page for a sketch of the new framing. The new framing generally consists of 2x1O's @ 24" o.c. hangered to the previously called out LVL center beam. In locations where this framing bears on the rear existing 2x wall, damaged studs should be replaced with new 2x6 studs @ 16" o.c. This wall should have a double 2x6 top plate and treated 2x6 bottom plate. The bottom plate may be secured with 5/8" x 6" long Simpson Titen lid's @ 48" o.c. into the existing foundation. The wall should be sheathed with 7/16" osb sheathing w/ 8d @ 6" o.c. edge & 12" o.c. field. All dimensional lumber shall be hem fir #2 or equal. See the following page for additional information. Respectfully submitted, Jeffrey Blanchette P.E. city of Wheot Ridge Building Division Analysis . Design - Design Drawing Preparation o Technical Specification Preparation , Project Coordination < Construction Support 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: (16L Job Address: Foto yL% l aC� Permit Number: ,7?0 1) Q / -7 7 9 ,J No one available for inspection: Time r/- AM/ Re -Inspection required: YesNo%.r When corrections have been made, call for re -inspection at 303-234-5933 Date: 5`0;� ' /F Inspector: -- DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: (16L Job Address: Foto yL% l aC� Permit Number: ,7?0 1) Q / -7 7 9 ,J No one available for inspection: Time r/- AM/ Re -Inspection required: YesNo%.r When corrections have been made, call for re -inspection at 303-234-5933 Date: 5`0;� ' /F Inspector: -- DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial Remodel PERMIT - 201601792 PERMIT NO: 201601792 ISSUED: 01/27/2017 JOB ADDRESS: 8000 W 44th AVE EXPIRES: 07/22/2018 JOB DESCRIPTION: Interior remodel of existing restaurant, existing kitchen and food prep areas to be reconfigured for preparation of specialty meats. Existing dining area to be maintained with some portions becoming a deli line and another small grocery. *** CONTACTS *** OWNER (720)219-6854 JULIE & LOUIS RICCATONE SUB (303)349-9112 Chad Roberts 150097 Roberts Electrical Contracting SUB (303)797-3920 Mark Belmers 021093 Marxaire Inc. SUB (720)883-8801 Brent Pearce 110066 B & E PLUMBING LLC GC (303)994-4849 Chales Hill 110020 Hill Commercial *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: / SUBDIVISION CODE: 381 / BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 405,000.00 FEES Total Valuation 0.00 Plan Review Fee 2,014.55 Use Tax 7,290.00 Permit Fee 3,099.30 Misc. Fee 25.00 ** TOTAL ** 12,428.85 *** COMMENTS *** *** CONDITIONS *** WM: Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. All roughs to be done at Framing Inspection. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. Approval from presiding fire department required prior to final building inspection sign -off. City of Wheat Ridge Commercial Remodel PERMIT - 201601792 PERMIT NO: 201601792 ISSUED: 01/27/2017 JOB ADDRESS: 8000 W 44th AVE EXPIRES: 07/22/2018 JOB DESCRIPTION: Interior remodel of existing restaurant, existing kitchen and food prep areas to be reconfigured for preparation of specialty meats. Existing dining area to be maintained with some portions becoming a deli line and another small grocery. I, b 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 enmrt. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the pen -nit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180. days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3, If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Buildg Official Date REQUESTS MUST BE MADE'BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. M, INSPECTION RECORD Inspection online form: http://www.cl.wheatridge.co.us/inspection 0ancellations must be submitted via the online form before 8 a.m. the day of the inspection `J Inspections will not be performed unless this card is posted on the project site Requesinspection before MIDNIGHT (11:59 PM) to receive an inspection the following business day PERMIT, Q/ �-6032-C ADDRESS: 5606 IV qV& JOB CODE: �- Foundation Inspections Date Inspector Initials Comments 102 Caissons/ Piers 103 Footing / P.E. Letter 104 Foundation Setback Cert. 105 Stem Walls 106 Foundation wall Insulation 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. 105 Plu��t::,ny Underground Ext. 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 306 Mid -Roof " 307 Metal / Lath / Stucco 308 Rough Electrical Residential 309 Rough Electrical Commercial 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 PERMIT:_:'��[>_ ��j ADDRESS: , JOB CODE: 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 321 Moisture board / shower walls 322 Rough Grading 323 Miscellaneous Final Inspections Date Inspector Initials Comments 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 Finai Plurnnin y Cult rilerciai 409 Final RoofW.� 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 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. 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: L1 d q " f' "n1 9004 Job Address: 000 Ll 11q4A 4v -F, Permit Number: ? G 0022 L% t--- . �l gin. / i?cx) v( ❑ No one available for inspection: Time VI f M Re -Inspection required: Yes oNo When corrections have been made, call for re -inspection at 303-234-5933 Date: 3 i7/1 � Inspector: , a ;vt 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: A Permit Number: ON ❑ 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- Date:--3 03-234-Date:3 Inspector:3_i\ ._�_ 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: �� J� F ���% Job Address: v V y -�q Permit Number: Z 3 ail y ❑ No one available for inspection: Time (91PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date 1 Inspector: DO NOT REMOVE THIS NOTICE 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: 306-41fj pooh Job Address: 6�OU '' _ � N ve, Permit Number: 201MOT 2q 10,,d xr Aumv vd ❑ No one available for inspection: Time JL,00 ON/PM Re -Inspection required: Yes 6N � When corrections have been made, call for re -inspection at 303-234-5933 Date: 1/1 -`z 10 Inspector: LT DO NOT REMOVE THIS NOTICE City of Wheat Ridge Residential Roofing PERMIT - 201800324 PERMIT NO: 201800324 ISSUED: 02/01/2018 JOB ADDRESS: 8000 W 44th AVE EXPIRES: 02/01/2019 JOB DESCRIPTION: Residential re -roof and re -deck on garage with OC Duration TruDef asphalt shingles. Squares: 20.6 Pitch:5/12 *** CONTACTS *** OWNER (303)883-8788 L & J INVESTMENTS LLC SUB (303)789-1505 Jennifer Petersen 020371 Jenesis Roofing, LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 380 / Restaurants BLOCK/LOT#: 0 / ** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 5,294.00 FEES Total Valuation 0.00 Use Tax 111.17 Permit Fee 140.90 ** TOTAL ** 252.07 *** COMMENTS *** *** CONDITIONS *** Midroof & Final Roof inspections for ROOFS 6/12 PITCH & OVER: 3rd party inspection will be required for both the midroof and final inspections. The 3rd party inspection report AND THE ORIGINAL PERMIT CARD needs to be dropped off to the Permit Desk at the City of Wheat Ridge. The report MUST BE SIGNED by the Homeowner. REGARDING ROOF VENTILATION: Roof ventilation shall comply with IBC Sec. 1203.2 or IRC Sec. R806. The installation of ridge venting requires the installation or existence of soffit venting. For calculation purposes, one hat or turtle vent equal to one-half of one square foot of opening. Effective December 1, 2014, asphalt shingle installations require an approved midroof inspection, conducted when 25-75 percent of the roof covering is installed, prior to final approval. Installation of roof sheathing (new or overlay) is required on the entire roof when spaced or board sheathing with ANY gap exceeding one half inch exists. Sheathing and mid -roofs may be called in at the same time, one hundred percent of the sheathing must be complete and 25-75 percent of the mid -roof may be complete. Asphalt shingles are required to be fastened to the roof deck with a minimum of 6 nails per shingle. Ice and water shield is required. Eave and rake metal is required. A ladder extending 3 feet above the roof eave and secured in place is required to be provided for all roof inspections. Roof ventilation is required to comply with applicable codes and/or manufacturer installation instructions, whichever is more stringent. In order to pass a final inspection of elastomeric or similar type roof coverings, a letter of inspection and approval from the manufacturer technical representative stating that "the application of the roof at (project address) has been applied in accordance with the installation instruction for (roof material brand name) roof covering" is required to be on site at the time of final inspection. City of Wheat Ridge Residential Roofing PERMIT - 201800324 PERMIT N0: 201800324 ISSUED: 02/01/2018 JOB ADDRESS: 8000 W 44th AVE EXPIRES: 02/01/2019 JOB DESCRIPTION: Residential re -roof and re -deck on garage with OC Duration TruDef asphalt shingles. Squares: 20.6 Pitch:5/12 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 and and am authorized to obtain this permit and perform the work described and approved in conjunction with this pennit. I fu 'er attes that I am le ally authorized to include all entities named within this document as parties to the work to be performed an at all k to be performed is disclosed in this document and/oaccompanying approved plans and specifications. 11 Signal of OWNER or CONTRACTOR (Circle one) Date 1. T s permit was issued based on the information provided in the permit application and accompanying dans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, po icies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and maybe subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Offcial 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 notifyf he Building and Inspection Services Division in accordance with established policy of all required inspections and shall not pro d or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance o ran of4a'ennit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicalj�' coder a rdi ulation 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. �IB66� � Dina Kemp From: no-reply@ci.wheatridge.co.us Sent: Wednesday, January 31, 2018 12:57 PM To: CommDev Permits Subject: Online Form Submittal: Residential Roofing Permit Application Categories: Dina Residential Roofing Permit Application This application is exclusively for new permits for residential roofs and for licensed contractors only. This type of permit is ONLY being processed online --do not come to City Hall to submit an application in person. Permits are processed and issued in the order they are received and due to the volume of requests, time to process varies and is subject to change. YOU WILL BE CONTACTED WHEN YOUR PERMIT IS READY FOR PICK-UP AND WILL BE GIVEN A SPECIFIC DATE AND TIME WINDOW TO COMPLETE THE TRANSACTION. You will be notified if your contractor's license or insurance has expired, and you may update those documents at the time you are issued your permit. For all other requests: Homeowners wishing to obtain a roofing permit must apply for the permit in person at City Hall. Revisions to existing permits (for example, to add redecking) must be completed in person at City Hall. All other non -roofing permits must be completed in person at City Hall. The Building Division will be open from 7:30-10:30 a.m., Monday through Friday to process these types of requests. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN REROOFING UNTIL PERMIT HAS BEEN ISSUED. Is this application for a Yes residential roof? How many dwelling units Single Family Home are on the property? PROPERTY INFORMATION Property Address Property Owner Name 8000 W 44th Avenue Lou and Julie Riccatone Property Owner Phone 303-883-8788 Number (enter WITH dashes, eg 303-123-4567) (I 4a", . � t'n Property Owner Email Address Do you have a signed contract to reroof this property? Applications cannot be submitted without an executed contract attached below. Attach Copy of Executed Contract Field not completed. No Contract- 8000 W 44th Ave.pdf CONTRACTOR INFORMATION Contractor Business Name Contractor's License Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contractor Phone Number (enter WITH dashes, eg 303-123-4567) Contractor Address (Primary address of your business) Jenesis Roofing 020371 303-789-1505 1125 S Lipan Street Denver, Co 80223 Contractor Email Address Angelica@jenesisroofing.com Retype Contractor Email Angelica@jenesisroofing.com Address DESCRIPTION OF WORK - TOTAL SQUARES of 20.6 the entire scope of work: Project Value (contract value or cost of ALL materials and labor) Are you re -decking the roof? Is the permit for a flat roof, pitched roof, or 4,753.00 Yes Pitched roof (2:12 pitch or greater) i both? (check all that apply) What is the specific pitch of the PITCHED roof? How many squares are part of the PITCHED roof? Describe the roofing materials for the PITCHED roof: Type of material for the PITCHED roof: Provide any additional detail here on the description of work. (Is this for a house or garage? Etc) 5/12 20.6 OC TruDef Duration Asphalt Garage. 1 layer comp tear off. Re -roof. Re -deck SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that this Yes application is NOT a permit. I understand I will be contacted by the City to pay for and pick up the permit for this property. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have been Yes authorized by the legal 3 owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Name of Applicant Angelica Perez Email not displaying correctly? View it in your browser. 1125 S. Lipan Street Denver, CO 80223 Phone 303-789-1505 Fax 303-789-0830 PROPOSAL/CONTRACT THIS AGREEMENT AND CONTRACT BETWEEN JENESIS ROOFING INC., HEREINAFTER CALLED CONTRACTOR AND: DATE: 01/26/18 NAME: Lou Riccatone ADDRESS: 12668 W. 56t' PI. CITY, STATE, Arvada Co. HOME PHONE: 303-883-8788 EMAIL ADDRESS: riccatonel@comcast.net JOB LOCATION: 8000 W. 44th Ave. Wheat Ridge, Co. 80033 Outbuilding garage. THE ABOVE, HEREINAFTER CALLED PURCHASER, PROVIDES FOR PERFORMANCE BY CONTRACTOR OF THE WORK STIPULATED BELOW BY THE TERMS AND CONDITIONS SET FORTH BELOW. CONTRACTOR AGREES TO PERFORM THE WORK DESCRIBED BELOW FOR THE CONSIDERATION INDICATED BELOW, PURCHASER AGREES TO ASSIGN AND BY SIGNATURE BELOW DOES HEREBY ASSIGN TO CONTRACTOR ALL RIGHTS PURCHASER HAS IN ANY INSURANCE SHOULD SOME BE AVAILABLE TOWARD THE PAYMENT OF WORK PERFORMED BY CONTRACTOR NOT TO EXCEED THE AMOUNT OF THIS CONTRACT PRICE. SAID ASSIGNMENT SHALL NOT RELIEVE PURCHASER OF HIS OBLIGATION TO PAY IN FULL PER THE TERMS AND CONDITIONS OF THE CONTRACT. RE -ROOFING ESTIMATE • Remove one layer of existing of exiting roofing materials to wood decking on out building/garage. • Install 7/16 O.S.B. Decking over existing wood planks per the city of Wheat Ridge codes. • Remove all existing gutters and downspouts, • Install 2x2 pre painted metal drip edge per the city of Wheat Ridge codes. • Install ice and water shield per the city of Wheat Ridge codes. • Install 15 pound underlayment. • Install Owens Corning laminate. • Color of new shingles: T -8f)- • High wind nail shingles. • Install 4 attic vents. • Install all new gutters and 2 downspouts like existing on north side only. • Color of new gutters and downspout: White • Magnetic sweep of yard and complete clean-up of trash and debris after job completion. • Dump fees and permit are included. • All materials, taxes, insurance, permits and labor are included. Five year full workmanship guarantee. • ADDITIONAL WORK: Full payment is due on completion. THiS QUOTE iS GOOD FOR 30 DAYS; AND iS SUBJECT TO MANAGEMENT APPROVAL. Upon completion of work by contractor purchaser agrees to pay the sum of $4,723.00 DAMAGE: Should purchaser become aware of damage to Purchaser's property by Contractor, is agents, or emp oyees unng a course rooting workse o above, saiddamage shalt e roug e o a ention of the Contractor in writing prior to the time of payment for the roof in question. ff Purchaser fails to notify Contractor in writing of said damage, within 5 working days of occurrence then Purchaser shall waive all rights against Contractor, his agents, or employees concerning said damage. Not responsible for concrete damage. DELAYS: Purchaser hereby acknowledges that Contractor may be subject to delays occasioned by acts of God including but not limited to inclement weather, labor disputes, and material supply shortages which are beyond the control of the Contractor and Purchaser hereby accepts any delays occasioned by one or ali of these circumstances in the instaliation of his roof. Purchaser further agrees to pay to Contractor an amount equal to 10% of the total contract price as liquidated damages should Purchaser cancel his contract for any reason prior to Contractors initiation of work on Purchasers roof. THIRD PARTIES: ft is agreed that Contractor shall not be responsible, nor shali any warranty extend to, any damages to the property subject of this agreement caused by third parties. INTEREST: Purchaser expressly agrees that Contractor shali be entitled to interest at the rate of ten (10%) percent per annum on any past due amounts owed by Purchaser to Contractor under terms of this contract. ATIORNEY FEES: In the event it becomes necessary for Contractor to hire an attorney to coliect any amounts due under this agreement, Purchaser agrees to pay Contractor reasonable attomey tees ENTIRE AGREEMENT: This Agreement contains the entire agreement between the parties hereto with respect to the matters to which it pertains, and may be ammended only by written agreement signed by Purchaser and Contractor and by reference made as part hereof. I HAVE READ THIS AGREEMENT, UNDERSTAND ITS TERMS, AND ACCEPT ITS RIGHTS AND OBLIGAT NS. PURCHASERS SIGNATURE DATE r AUTHORIZED SIGNATURE _Ray DeLarber, DATE _01/26/18 1125 S. Lipan Street Denver, Co 80223 Phone 303-986-5080 Fax 303-986-6119 City of W heat midge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29"' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929 Permit Extension Request Form Permits expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days may be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. Please complete this form in its entirety and submit to the Building Division at permits4,ci.wheatridge.co.us or fax to 303-237-8929. Party requesting permit extension: Julie Riccatone Permit # 201601792 Phone # 720-219-6854 Property Address: 8000 W. 44th Ave, Wheat Ridge, CO Email Address: jjlcricc(a�comcast.net Reason for extension request: The work we had planned to have done under this permit didn't get completed in the allotted time frame due to a delay caused by our insurance company. It has taken this long to receive a check for damages that occurred to the building during the May 8, 2017 hail storm. Number of days requested: 180 days 22, Zo, 2, Printed Name: Julie Riccatone Signature: Date: 1/23/2018 For office use only This request has been: ❑ Approved ❑ Denied Extended until: F Approved by: Date: www.ci.wheatridge.co.us Dina Kemp From: Julie Riccatone <jjlcricc@comcast.net> Sent: Tuesday, January 23, 2018 11:22 AM To: Dina Kemp Cc: Louis Riccatone; Chad Hill; Julie Riccatone Subject: Extension of permit #201601792 Hello Dina, I understand you spoke with our general contractor Chad Hill regarding the above permit today. The work we had planned to have done under this permit didn't get done in the allotted time frame due to a delay on behalf of our insurance company. It has taken this long to receive a check for damages that occurred to the building during the May 8, 2017 hail storm. We are now ready to start renovating the building. Thank -you and if you have any additional questions, please feel free to contact either myself or my husband. Julie Riccatone (720-219-6854) Louis Riccatone (303-883-8788) / (0 0 ( "� 1� �_ A i 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: Job Address: Permit Number: F0 s1 Ca`✓ / a 5 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes N *When corrections have been made, call for re -inspection at 303-234-5933 Date:. a : / Inspector: .4;21' ., Y DO NOT REMOVE THIS NOTICE ity,of h 6 1 �ld w a�t 411� -V J C CXAX , j 9 OMMUNITY DEvELOPMENT Project Address: M 9�fk eve U,,J N,4,e W, Permit General Contractor: C - Electrical Contractor Company blame: A -c F- r -I State License 7`1q Saatu"re of Authorized Agent Company Name: 3S C-' State License #: 2-6 0� Wheat Ridge License #1 Signature of Authorized Agent Phone#: 3c,3 w&-gilcl Master #: -.u. 'S,- E u ( 7 Date Phone #: -?03 6S6 � ?00 Master #: LLLU _3) / Z f -4442-- Date L Mechanical Contractor - I Company Name Phone: 3' o 3 7 e7-7 - Y ;z- c� Wheat Ridge License #: 0 2 1oel3 S17ghature ofAuthorized Agent Date *This application must be signed by each sub -contractor confirming the same. City of -29-r Wh6atf� .0 CoMMUNrry DEVELOPMEN-1 FOR OFFICE USE ONLY , h) 5 te: 4 Da ��u�t�qx". PlanlPermit # /)—,C i (_1 01r7c_f Building & Inspection Services Division 7500 W, 291" Ave,, Wheat Ridge, CO 80033 Plan Review Fee: Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: peLMAs�,wheatridgecous Building Permit Application LTD A -U, Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. Property Address. �ovv W04 61qoA Property Owner (please print): Phone: '7o,2& _;2'j -655y Property Owner Email: C_ a _S �' AJL Mailing Address: (if different than property address), -rN , — " Wy C in,k Ak os,954 A,ddress- 3 C �4 i _5 0 310 �67 Anchitei9taftaL ct/E ' r, MW -5 .. I-- - ----- L_= LAf�" �R) - Arch itect/Eng! neer E-mail:1e5Phone: '7;?oq3? -R7�d !�f Vc�ovvk - Contractor: Contractors City License #: - I 10910 C' - Phone: �o,7 -677 -0087 Contractor E-mail Address: Parle-, g..rtv\ 0— Cc,+&~1vxt;,4c , Cvv-'k Sub Contractors: TA Electrical: V'V.R, City License Other City Licensed Sub: City License # Plumbing: WR, City License # Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides oft s form 9COMMERCIAL El RESIDENTIAL El 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.) AECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT DLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT I& E1ECTRICAL SYSTEMiAPPLiANCE REPAIR or REPLACEMENT Z OTHER (Describe) Interior remodel of (For ALL projects, please pro -if d V- C-1 U-1 G I C -t 119 %AV0%A 11JUVI I V1 VVVI fl, tV UC pul Ivi i lmuit proposed uses, sguamigg"e existin• condition vL amount of materials to be used, etc.) An interior remodel of an existing restaurant. Existing kitchen and food prep areas to be reconfigured for preparation of specialty meats. Existing dining area to be maintained with some portions becoming a deli line and another a small grocery. Refer to the drawings for appliance sizes, efficiencies and extents of remodel work. Sq. FULF 5,376 sf Btu's GMfons Amps 613 Squares Other �w w -2 City,of ho(�atR i OOOC�nt- L 9] YO'COMMUNITY DEvaopmENT Project Address: OX ��4k Ave_ �J ej N,4 W. Permit General Contractor: &J,,,,# c A,-tr,c, - Electrical Contractor Company Name: K,6,rjF State License #: 71(q,� S gnature of Authorized Agent Company Name:bC-- ?4,4,1-c, State License #: 2- 6. o Wheat Ridge License #: Signature of Authorized Agent Phone #: 303 .51b Master C)I- �,Uq ----------- - Date Phone #: 6, 6, food Master #: p, S—LL8:1, 3) / Z 7 Date Mechanical Contractor Company Name: Phone: "0 3 - 7 3 7;'7 -5 tY TE wucal mage License #: C111 U i afore f Authorized Agent Date *This application must be signed by each sub -contractor confirming the same. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all appli municipal codes, policies and procedures, and that I amt he legal owner or have been authorized by the legal owner of the property and m a thorized to obtain this permit and perform the work described and approved in conjunction with this permit. I fu eratwstlthat I am le all thorized to include all entities named within this document as parties to the work to be performed and that ll orkNbe pe rme is disclosed in this docu mer d/ or itaccompanying ,approved plans and specifications. A Signature of O ER o TOR (Circle one) Date 1. This permit wagissued based on the in rmation provided in the permit application and accompanyingplans and specifications and is subject to the compliance with those doc ents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. Thispermit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code ggr any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of Wheat Ridge Residential Electric PERMIT - 201601709 PERMIT NO: 201601709 ISSUED: 10/31/2016 JOB ADDRESS: 8000 W 44th AVE EXPIRES: 10/31/2017 JOB DESCRIPTION: New service - 200 amps *** CONTACTS *** OWNER (303)420-8400 ALLEN GREG GC (303)356-6365 Phil Smith 130218 Service Electric LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: / SUBDIVISION CODE: 112 / BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 2,250.00 FEES Total Valuation 0.00 Use Tax 40.50 Permit Fee 93.35 ** TOTAL ** 133.85 *** COMMENTS *** *** CONDITIONS *** Must comply w/ 2012 IRC & 2014 NEC. Subject 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 appli municipal codes, policies and procedures, and that I amt he legal owner or have been authorized by the legal owner of the property and m a thorized to obtain this permit and perform the work described and approved in conjunction with this permit. I fu eratwstlthat I am le all thorized to include all entities named within this document as parties to the work to be performed and that ll orkNbe pe rme is disclosed in this docu mer d/ or itaccompanying ,approved plans and specifications. A Signature of O ER o TOR (Circle one) Date 1. This permit wagissued based on the in rmation provided in the permit application and accompanyingplans and specifications and is subject to the compliance with those doc ents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. Thispermit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code ggr any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City Of Wheat jdg,e 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: perm its(a�cimheatridge.co.us FOR OFFICE USE ONLY Date: I ^' 3 ///I, Plan/Permit # X I � ^ 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): Property Owner Email: Mailing Address: (if different than property adddCdress) Address:_4� Vf\W) Q City, State, Zip: C\ a— Architect/Engineer 1 Architect/Engineer E-mail: Phone: Contractor: Contractors City License #: Contractor E-mail Address: Sub Contractors: Electrical W.R. City License # Other City Licensed Sub: City License # Plumbing: W.R. City License # Other City Licensed Sub: City License # P �C Mechanical: W.R. City License # Complete all information on BOTH sides of this form ❑ COMMERCIAL E RESIDENTIAL Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTUREECTRICAL 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/� In % El OTHER (Describe) I 1 L✓ Se (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) Sq. Ft./LF 0 1 Btu's ► Gallons Amps Squares_ Other Project Value: (Contract val or M cost of all materials and labor included in the entire project) 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 1 assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE. (OWNER) (CONTRACTOR) or (AUTHORIZED REPR TAI ) of (OWNER) (CONTRACTOR) PRINT NAME: �� L—sGNATURE: DATE: 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 OCCUPANCY CLASSIFICATION: TYPE OF CONSTRUCTION: SPRINKLERED: OCCUPANT LOAD: Building Division Valuation: $ MelissaMackey III I'll 11 11 1 From: Zack Wallace Sent: Wednesday, September 7, 2016 11;40 AM To: Melissa Mackey; Kimberly Cook Cc: Lauren Mikulak Subject: FW: 8000 w 44th av #2 new electric service FYI.. From: Zack Wallace Sent: Wednesday, September 7, 2016 11:39 AM To: 'Phil Smith' Subject: RE: 8000 w 44th av #2 new electric service We are currently processing your address service request. 8000 W. 44 1h Avenue #2 is not the appropriate address for this request, The City has established an addressing system which addresses different uses using unique identifiers which relay the proper use of the structure. The address you have written on the Xcel application does not comply with this addressing system. IN 1111111111111111111 11111 I'lli Planning Technician Phone: 303-235-2849 www.d.wheatririge.cc,,us C"ity of 'J��Wfieatp* , C, -4 ,.qgle COMMUN17Y DnOtWMAENT . Sent: Wednesday, September 7, 2016 11:18 AM To: Zack Wallace City of Wheat I is!ge id City of Wheat Ridge Municipal Building 7500 W. 24th Ave,. Wheat Midge, CO 80033-8001 P: 301235,21146 . 303.235.2857 September S, 2016 OFFICIAL Ili ESS NOTIFICATION NOTIFICATION is hereby given that the following address has leen assigned to the property/properties as indicated below; NEW IHSS: 8000B West 440'Ave SUBDIVISION:— LOT s : KEY:_52 SECTI `l Si 23 PARCEL NO: 39-233-00-002 NOTES: This is a coarct no ificatic n. Address Assignment is for electrical service ONLY. Address assignittrent shall not be considere ap oval f r any specific occupancy, use, or business within the structure. AUTHORIZED BY: DATE: DIST I til JON: I . Property Owner: RPA Ntrigntit, Wheat Midge Thiry Caf , LLC PO BoxS Evergreen, CO 80437 1 Tenant: Vincenzas, 8000 W. 4"' A.v= ., Wheat Ridge, CO 80033 3, Xcel Energy, ,y, A'f°"IN: Correspondence, 1123 W. 3rd Ave., Denver, r, CO 811223 4. Wheat Midge Planning Division 5. Wheat Ridge Building Division 6. Log File CTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY.- BATE: Site yk4giLmm A 460t~pl ~ m City of Wheat Ridge ot oRa0Commercial Sign PERMIT - 060888 PERMIT NO: 060888 ISSUED: 09/20/2006 - JOB ADDRESS: 8000 44TH AV EXPIIXES: DESCRIPTION: "re-skin" existing sign w/painted wood panels CONTACTS gc303/289-7446 Anthony R. Eppolito 02-2373 Admiral Sign Co, LLC owner 303/420-8400 Wheat Ridge Dairy LL PARCEL INFO ZONE CODE: C-1 . USE: UA SUBDIVISZON: UA BLOCK/LOT#; 0/ . FEE SUMMARY ESTIMATED PROJECT VALUATION: 650.00 FEES . Permit Fee 15.00 P1an Review Fee 25.02 1 ~1/+r~..~--711 Total Valuation .00 Use Tax 11.70 TOTAL 51.72 ~ Comments MR: Approved for face change only.KS: Must withstand 110 MPH 3-sec wind gust. Subject.to field inspetions. I hereby certiEy that the setback distances propoaed 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 allegat' ns made are accurate; that I have read and agree to abide by all conditions printed on this application an~i that I assume ull responsibility for compliance with the Wheat Ridge Building Code (I.B.C) and all other ap 'cable Wh¢at Ridge or 'n ces, Eor work under this permit Plans subject to field inspection. Si ure of contractor/o 'r qO date 1. This permit was issued in accordance with the provisions set forth in your application and is subject to the laws of the State of Colorado and-to the Zonin9 Regulations and Buildin9 Codes of Wheat Ridge, Colorado or any other applicable ordinances of the City. 2. This pesmit shall espire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 180 days. 3. If this permit expires, a new pesmit may be acquired for a Eee of one-half the amount normally required, provided no changes have been or will be made in the original plans and speci£ications and any suspension or abandonment has not exceeded one (1) year. If crianges riave been or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. a. No work ofany manner shall be done that will change the natural flow of water causing a drainage problem. 5. Contractor sha11 notify trie Buildin9 Inspector twenty-four (24) hours in advance for all inspections and shall receive written apprwal on inspection card before proceeding with successive phases of the job. 6. ' The issuance of a pexmit a proval of drawings and epeciEications shall not be construed to be a pesmit for, nor an apprwa any olation of provisions of the building codes or any other ordinance, law, rule or regulation. All pl ~ew~:esubj,;,. ~ ield inspections. . Signature of Chief Huilding Offical date INSPECTION REQUEST LINE: (303)234-5933 BUILDING OFFICE: (303)235-2855 REQUESTS MUST BE MADE BY 3PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. ~f WHEAT ; 'o o m C~~ORP00 City of Wheat Ridge P6fi-J-0, 06 Building Permit Number: Community Development Department Date: MINOR BldLlrl![L 1V PERLilIl A.CP4L lsCl lIVl ♦ ~ C:4 6$ A4C Property Owner: LjhpQ} 2 iclt~e, pP,t Y7~ Li-:C. ProperryAddress: 43CX~p yJ¢S} qyfih AVt 13hQ04 Qxdy (yo $W2PJhone:3C5.42,r,_4aqm Contractor License No.: aa 373 Company (2-0 Phone: 303- Q£5%• ~ ,_P4(.p OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT guildinp Dept. Valuation Figure: $ ~P op this permit application are that the setback distances ro osed b I hereb certif p p y y y accurate, and do not violate applicable ordinances, rules or regulations of the City of Va]Ue:$ Wheat Ridge or covenants, easements or restrictions of record; that all measurements P t F $ shown, and allegations made are accurate; that I have read and agree to abide by all OTCIlI eO: conditions printed on this application and that I assume full responsibility for compliance plan Review Fee: $ with the Wheat Ridge Building Code (I.B.C) and all other applicable Wheat Ridge Ordinances, for work under this permit. Plans subjec to field inspection. jJS2 TSX'$ (OWNER)(CONTRACTOR): SIGNE h DATE 7 ~ Total: $ (OWNER)(CONTRACTOR):PRINTED DATE Use of Space (description): Description of work: To reSfLwl "1Sf~~ ~f ~"~'1 YUt.t.~% paLt~`~ t.JfX.?j pR.Y12.~S 0.nCI du~i.i~l~P.ri'r)t L ChR~e., Q~ci ~i r Sq.Ft.added ` D U 1LLll~ COMMENTS: ~ ApprovaC Zoning: USE ONLY SIC: Sq.Ft.: J vaNTS: jlA ~J~it ,'il~ /y~~~ ~ J~.(.• W~"~O` APPr GUS~a VML' ~ WORKS COMMENTS: Approval: DEPARTMENT COMMENTS: Approval: Electrical License No: Plumbing License No: Mechanical License No: Company: Company: Company: Expiration Date: Expiration Date: Expiration Date: Approval: Approval: Approval: (1) This permit was issued in accordance with the provisions set forth in your application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 180 days. (3) If this permit a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been orwill be made in the original plans and specifications and any suspension orabandonment has not exceeded one (1) year. If changes have been or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done that will change the natural flow of water causing a drainage problem. (5) ContractorshallnotifytheBuildinglnspectortwenty-four(24)hoursinadvanceforallinspeciionsandshallreceivewriltenapproval on inspection card before proceeding with successive phases of the job. (6) The issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of the building codes or any other ordinance, law, rule or regulation. All plan review is subject to field inspeMions. Chief Building Official City of Wheat Ridge Building Permit Submittal List The following items are required for the minor building permit submittal for the property located at S~OCQ 1))p5f q~& /he_ . If any of the required items are not included in the submittal, the submittal will be considered incomplete and returned immediately without review. Minor permit is defined as: fence installation, signage, decks or covered patios, concrete work in excess of 500 square feet, sheds, garages and over the counter permits. You do not need to submit a site plan with over the counter permits. This sheet must be submitted with the building permit application. Please initial beside each required item, signifying that it has been included. Review Required by: n-Railding ❑ Planning ❑ Public Works SUBMITTAL DOCUMENTS: ~ PLANS: One (1) site plan Contents of plans detailed in the minor permits handout ❑ One (1) Elevations/details page DOCUMENTATION: ❑ One (1) completed building permit application ❑ One (1) property deed ❑ One (1) building permit submittal list Call the inspection line before 3 p.m. for a next working-day inspection City of Wheat Ridge Community Development Department 7500 W. 29t" Avenue Wheat Ridge, CO 80033 Building Division - 303.235.2855 Planning Division - 303.235.2846 ` DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Building Permit Number Date 10/21 /02 Property Owner: VINCENZA'S ITALIAN DELI Property Address : 8000 44TH AVE Contractor License No. : 21403 Phone : 420-8400 Company: JIM WHITE BUILDING CORP Phone: 877-4343 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 ihat I assume fWl responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all otherapplicable Wheat Ridge ordinances, forwork underthis permit. - (OW NER)(CONTRACTOR) Description : 6' X 7'4" OPENING IN CONCRETE WALL Construction Value : $700.00 Permit Fee : $29.60 Plan Review Fee : $0.00 Use Tax : $8.40 Total: $38.00 Use : BUILDING DEPZ&fia~~r~ts: \ 1 SIC : Sq. Ft. : Approval \ ~ Zoning ,C ffi• o ~ ~ J 2a l Approval : DM 0/21 2 ~ubiic~,Works;~ " Ys" Appr val : \ \ V Occupancy Walls : Roof : Stories : Residential Units : Electrical Lice se No : lumbing License No : Mechanical License No : Company: ompany: Company: Expiration Dat : Expiration Date : Expiration Date : Approval : Approval : Approval : (1) This permit was is ed in accordance ith the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Bm g Code of eat Ridge, Colorado or any other applicable ordinances of the City. (2) This pertnit shall expire i e work authorized is not commenced within siMy (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 720 days. (3) If this percnit expires, a new permit may be acquired for a fee of one-half ihe amount nortnally required, provided no changes have been orwill be made in the original plans and specifcations and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, fu0 fees shall be paid for a new permit. (4) No work of any manner shall be done that will change ihe naturel Flow of water causing a dreinage problem. (5) Contractor shall notify the Building Inspector hvenry-four (24) hours in advance for allinspedions and sha0 receive written approvai on inspedion card before proceediing with successive phases of the job. (6) The issuance of~ermit orthe pproval of drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions,~of,~,l b ~Id" ,I^ s r any other ordinance, law, rule or regulatioa Chief Bui ding Inspe r ~ DEPARTMENT OF PLANNING AND DEVELOPMENT BiTII.DING INSPECTION LTNE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 50215 - (303-235-2855) ~~~~~~OIV Building Pernut Number: Date: PropertyOwner: viN G~~+-~zp~`5 tTA~~C~t~ C7E~l PropertyAddress: 0~ooo w. ~47-4'?' p~vc_ Contractor License No.: 2 fIYO 2i OWNER/CONTRACTOR SIGNATURE OF i7NDERSTANDING AND AGREEIvIEM I hearby cer[ify that the setback distances proposed by this pumit applicalion aze accvcate, md do not violate applicable ordinances, rnles or regulallons ofthe CiTy of Wheat Ridge or covenauts, easemeNS or reshictions of record; that all measuremecAs shown, and alLegations made aze accurate; t}tat I have read md agree to abide by a71 conditions printed on fltis applications md that I usume full responsibility for compliance wifh the Wheat Ridge Building Code (C7.B.C) and all ofher applicaUle Wheat Ridge Ordinances, for work unda flils pemut Phone : 42 0 - ~(v0 Phone: 3 0 3 - F) Z'7-Iq 34 3 Construction Value: Permit Fee: Plan Review Fee: TOt31: .ZOU q~g?- (OVJNERxCONTRACTOR):SIGNED , Kj~~ DATH 2--~I OZ- Description: 7`-4 C3l°'~r7~rrv(~ tr~C,ONC-. ~wt~. Gva,LL- BUILDING DEPARTMENT USE ONLY SIC: . Co~u~ticrtts: .Spproval: Zoning: ,r ~ Apprwal: ; RM;Vi?MMmexits: Approval: Occupzncy: Wal:s: Rocf: Stories: Residenrial Units:' Electrical License No: Plumbing License No: kj/y_ Mechanical License No: jjl~ Company: Company: Company: Espiration Date: Eapitation Date: Eapiration Date: Approval: Approval: Approval: (1) 17tis pemtit waz issued in acwidaace with the provisions set forth ia yrns application md 'u subject to the laws of the State of Coloado md m the Zoning Regula4ons md Buildivg Code of Wheat Aidge, Colocado or any ofher applicable wduuncu offhe CiTy. (2) This pamit shall eny¢e if (A) the wotlc authorized is not rommenced vriflvn sixty (60) days frorzt issue date or (B) the building avthorized is suspended ot a6a¢doned for a period of 120 days. (3) If [lvs pernit expses, a new yermit may be acquired for a fee of one-helf fhe amamt nomially [equired, y[wided no chavgu have been or will be mzde in the orignalplans md specifica4oK md any suspeasion or abandonmeuthas aot acceeded one (1) yeaz. If chaogu luve 6een or if suspertsion or abandvmert exceeds one (1) yea[, fiillfees slull be paid fot a new pevnit (4) NoworkofanymannexsLallhedonet6atwilleLangethenahualflowofwateccausivgadca'vugeproblem. (5) Conhactor shallnotify tlte Building IaspecWr twenty-fms (24) Louas in ac(vance for all mpec4ons and slWl receive writtzn apprwal on =pection cazd befoce proceedingwithsuccessivephasu ofthejob. (6) The issuance of a pe¢nit or fhe approval of drnwmgs md speciLca4orts shall not be conshued to be a pemiit fw, nor aa appioval of, anyviolatioaof the p[ovisions af the build'wg wdes or arry othu ordinancq law, iule oi xegulation. Inspector ~ vINGir~z 4 IT" t 4r.4 'pe, i.- t bOOo w, 4 c.LC-t~n--r~2~ac~E Cco, ExtS-r~ ext-r 2~,a~ww LL„W~o ~MN ~ ~ .^tyNG 5l-k . 3 x !4'~ ~Tc.. P~zc-qf;'azep e-Y r.,c WN,-m 5v(~Ipru rj 03 8z'-434+3 ,9twm 100t/02 ~v VZk ~aO~ `ml M o•A-C . NeWO~'K~~r 'tb 7n M.4,rcH eeK rcar~z.'~ J oPaN f~-' Cf ~Ncr - F"-~C>cz- SE~-rionl t ~w -r -4 ~.T 1~1E~ DPN G 1 t4 wa1-L ~ ~ ~^.~.'.~T:o'v-•'-°~~~ 9 N It e ~ R , -"_-~---i ~7ClT COMMUNITY DEVELOPMENT DEPARTMENT BUILDING INSPECTION LINE - (303-234-5953) CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 - (303-235-2855) Building Permit Number Date 17534 8/9/2004 Property Owner: LINDA ROLDAN Property Address : 8000 W 44TH PL Contractor License No. : 21867 Company : M.S.O.W Phone : 920-7199 Phone : 340-2650 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certiy that the setback distances proposed by s permit application are accurate, and do not violate applicable ordinances, rules or re lati o e City of Wheat Ridge or covenants, easements or restridions of recor t at I asurements shown, and allegations made are accurate; that I have read and a-re t a d y all conditions printed on this application, and that I assume full respon ibi ty, or liance with the Wheat Ridge uilding Code (U.B.C.) and all other applicable e t idg r'riances, for work under ' er it. (OW NER)(CONTRACTOR) SIGNED DAT Construction Value : $468.89 Permit Fee : $30.55 Plan Review Fee : $0.00 Use Tax : $5.63 Total: $36.18 Use : Description : REPLACE WATER HEATER BUILDING DEPARTMENT USE ONLY 'n~AmXnen SIC : Sq. Ft. : Approval : Zoning : wflffiffi~~ Approval : Approval : Occupancy : Walls : Roof : Stories : Residential Units : Electrical License No : Plumbing License No :21867 Mechanical License No : Company : Company :M.S.O.W Company : Expiration Date : 2/6/2005 Expiration Date : Approval : OK/KS Expiration Date : Approval : Approval : (1) This pertnit was issued in accordance with the provisions set foAh in yopur applicafion and is subject to the laws of the State of Coloredo and to the Zoning Regulations and Buildin9 Code of Wheat Ridge, Colo2do or anyother applicable ordinances of the City. (2) This pertnit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue tlate or (B) the building authorized is suspended or abandoned for a penod of 120 days. (3) If this permit expires, a new pertnit may be acquired for a fee of one-half the amount nortnally required, provided no chan9es have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (i) year, full fees shall be paid for a new pertnit. (4) No work of any manner shall be done tha[ will change the natural flow of water causing a drainage problem. (5) Contrector shall notify the Building Inspectortwenry-four (24) hours in advance for all inspeclions and shall receive wntten approval on inspection card before proceediing with successive phases of the job. (6) The issuance of a permit or the approval of drawings and specifcations shall not he construed to be a permit for, nor an approval of, any violation of the provisions of the building codes or anyother ordinance, law, rule or regulation. Chief Building Inspector Please sign Terms and Conditions on reverse side of page. oF "'"E^r9 COMMUNITY DEVELOPMENT DEPARTMENT ~ g BUILDINGINSPECTIONLINE-(303•234•5933) CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 •(303•235•2855) APPLICAT/ON PropertyOwner. L: ,\d a R o I d 0.v\ Property Address: V000 W y y~ P' Contractor License No.: / 6 7 Company: M-S . p. i..D . TV\ e- 8uilding Permit Number. Date: Phone: 303- 920 -7/gg Phone: 303- 3y0 _ 2 6 sv OF UNOERSTANDING AND AGRE9tENT I hereby certify thai the selback distances applicable adinances, rules or regula6ons record; ihat all measurements shovm all conN6ans prinled on Nis applicafio , i Building Code (U.B.C) and all othera pli (OWNER)(CONTRACTOR): (OWNER)(CONTRACTOR)'. by Nis pemiit applicafion ere accurate, and do not violale of drr'e t Ridge or covenanLa, easemenLa or restricuons of accurate; mat I have read and agrea to abide by esponsibility for compliance with tlie Wheat Ridge dinances,torxrorkunderMisoermit.~ Construction Value: $ 416 P P9 Permit Fee: $ Plan Review Fee: $ Use Tax: $ ( Total Fee: $ 1 BUILDING DEPARTMENT USE ONLY SIC: Sq.Ft: ZONING COMMENTS: Approval: Zoning: BUILpNG COMMENTS: Appmval: PUBIJC WORKS CqdNENTS: Approval: Occupancy: Walls: Roof: Stories: Residential Units: Elechical License No: Plumbing License No: Mechanicai License No: Company: Company: /H, S. D. W• j Company: Expiradon Date: Expirat3on Date: Expirafion Date: Appmval: Approval: Approval: (i) Th18 pe1mN WM qeuatl In exoldante Witll the pfOVlelone aN folih (n youf applleBdon Bnd IB eubjeEtio the laWS otthe Sfete o! CololeAO enE b the Zoning Raguletlale aml Builtling Cotles otVYhat PoEge, CobraOO arany otlror eppllableartlinances of the CRy. (2) ihk pmntt shell uplte N W the Work aNhorized ic not commma0 wiMin aLtry (q tlayc hom issue tlak or (B) the 6ulldinp autharhed Ie cuapended or ahantlonM for a pMod A 120 days. (3) If thN pmmtt expirts, a new pertntt may be acqulraE for a fae of onahelf qw mowrt nolmtly rcqultatl, provldatl no chenges have been or wlli be matle In the orlginai pims ane apeelfimtlam and any auspenelon or abendanmmt hae not exaetled one (1) yac If changa have been or M wepenalon ar ahaMOnmeM aceede one (t) , year,NllhacehallDepaldbranawpsimR (4) NoworkofanymannrsheNbetlonethriwlllchangetheneturalflavofwffiercauaingadmfnapeproblam. (5) Canhactor ehall mtlry the Bulltling Inspecbr twe*.four (24) haurs In a0vanm for all hrepoetlons end shell receNe wrlllm approval on Inepxtlon carA 6eforc praceeElnB wNh auccesalve Phew W Melob. (6) The Issuance of a pmntt or the epprovN M Onwings and npMfiatlons ahaN not be mnshuod b be a pamtt Nr, nor an appmval o/, any vblatlon of the pmvlsionc of the 6ulitling wtla or my othx orClnmce, law, ruie or rcguhtlon. Chief Building Inspector BUILDING DEPARTMENT (303) 235-2855 CITY OF WHEAT RIDGE Job Located at 7evz v0 ' 1 have this day inspected this structure and these premises and have found the following violations of City and/or State laws gov- erning same: Correction Notice You are hereby'notified to correct the foregoing When corrections have been made, call for inspection. Date for Bullding DepL DO NOT REMOVE THFS TAG FORM WR6- l~l~- DEPARTMENT OF PLANNWG AND DEVELOPMENT Building Permit Number : 13086 BUILDING INSPECTION LINE - 303-234-5933 Date : 11/8101 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80275 - (303-235-2855) Property Owner : Property Address : 8000 W 44TH AVE Phone : 420-8400 Contractor License No. : 20448 Company : RC Electric Inc. Phone : 884-5930 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certiry 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 f assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Whot Ridge ordinances, for work under this permit. (OWNER)(CONTRACTOR) SIGNED DATE //-.W -O/ Description : MIS: ELECTRIC REPAIR. ELECTRIC TO FIRE ALARM Construction Value : $1,500.00 Permit Fee : $54.00 Plan Review Fee : $0.00 Use Tax : $22.50 Total: $76.50 Use: AGO Electrical License No : 20448 Company :RC Electric inc. Expiration Date : 2/28/03 Approval : OK/KS Plumbing License No : Company : Expiration Date : Approval: Mechanical License No : Company : Expiration Date : Approval : (7) . This permit was issuetl in accordance with the provisions set forth in yopur appliration and is subjec[ to the laws of the State of Coloredo and to the Zoning RegWations antl Building Code of Whea[ Ridge, Colorado or any other applicable ordinances of the City. (2) This pertnit shall expire if (A) the work au[horized is not commencetl wiihin siMy (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 120 days. (3) If this permit expires, a new permit may be acquiretl for a fee of one-half the amoun[ normaliy required, provided no changes have been or will be matle in the original plans antl specifcations and any suspension or abantlonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for anew pertnit (4) No work of any manner shall be tlone thatwill change the natural flow of water causing a drainage probiem. (5) Contractor shall notiry the Building Inspectorhventy-FOUr (24) hours in advance for all inspections and shall receive written approval on inspection card before proceetliing with successive phases of thejob. (6) The issuance of a permit or the approval of drawings and specifications shali not be construetl tobe a permi[ for, nor an approval of, any violation of the provisions of the ding cotles or an oiher ordinance, law, rule or regulatiort . .001 Chief Buildii Inspec o DEPARTMENT OF PLANNING AND DEVELOPMENT oE WHEqTq BUILDING INSPECTION LINE - 303-234-5933 ~ CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (,3{'0H3-H235-2855)5~ ~~CORPO~ 4~3"i"U~dtOllV Building Permit Number: Date: Properiy Owner: Property Address: '9000 W yy Contractor License No.: 5' 13 y . Phone : 30.3- vzv - d"/O 0 ComPanY: RL _T.,,c. Phone: 3o-a .944 ~ 1'30 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by Uvs pecmit application aze accurate, md do not violate applicable ordinances, mles or regulauons of the City of Whea[ Ridge or covenants, easemenTS or testricflons of record; tha[ a(1 measurements shown, and allegations made are accurate; that I have read md agree to abide by all wuditions printed on this application md that I assume ful] responsibiliry for compliance with the Wheat Ridge Building Code (U.B.C) md all other applicable Wheat Ridge Ordinances, for work undey,this pertnit. Construction Va1ue: / 3- Uo Pemut Fee: Plan Review Fee: Use Tax: TOtfll: (OWNER)(CONTRACTOR): SIGNED~M DA~/ ~~J Y" / Description: a • r- G/i:~..X /'M : P AKi~ BTJILDING DEPARTMENT USE ONLY SIC: Sq.Ft.: ZONING COMMENTS: Approval: Zoning: BUILDING COMMENTS: Approval: PUBLIC WORKS COMMENTS: Approval: Occupancy: Walls: Roof: Stories: Residential Units: Electrical License No: Plumbing License No: Mechanical License No: Company: Company: Company: Expiration Date: Expiration Date: Expiration Date: Approval: ApprovaL ApprovaL (1) Tltis peimit wu issued in accordance with the pmvisions set forth in yow application md is subjec[ to the laws of ihe Siaro of Colocado md to the Zouiug Regulations md Build'wg Codes of Wheat Ridge, Colorado or auy other applicable ordiuances of the City. (2) S7ils pennit shall exp'ae if (A) tfie work authorized is not commenced within sixty (60) days from issue date or (B) the building authoriud is suspeudzd or aba¢doned for a period of 120 days. (3) If tltis peimit ezp'ves, a new pumit may be acquired for a Fee of one-half the amount normally requ'ved, provided no changes have been or vrill be made in the odginal pl ans and specificafions md any suspevsiou or abandonment has not exceeded one (1) year. If changes have b een or if suspension or ab andovment exceeds ove (1) yeaz, full fees shall be paid for a new permit. (4) No work of auy manner shall be done that will chauge the naNal flow of water causivg a drawage problem. (5) Contracrorshall votifytheBuildiuglnspecroctwenty-fom'(24)hoursivadvanceForallinspec6onsandshallreceivewrittenapprovaloninspecfioncardbefore proceeding with suwessive phases of Wejob. (6) 77ie issuance of a pecmit or the approval of drawings and specifications shall mt be consirued to be a pelmit foq nor au approval of, any violation of Ne provisions of the 6nildivg codes or any other ordinance, law, rule or regufation. Chief BuIlding Inspector DEPARTMENT OF PLANNWG AND DEVELOPMENT Building Permit Number : 13080 BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE Date : 11/7/01 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Property Owner : Property Address : 8000 W 44TH AVE Contractor License No. : 20319 Company : Air Supply of Colorado Phone : 420-8400 Phone: 989-4626 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certiTy 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 fo compliance with the Wheat Ridge Building Code (U.B.CJ and all other applicable WheaQ QiQ ordinances, for work under this per ity(OWNER)(CONTRACTOR) SIGNED - DATE Construction Value : $1,200.00 Permit Fee : $44.85 Plan Review Fee : $0.00 Use Tax : $18.00 Total: $62.85 Description : INSTALL NEW 1000 CFM ROOF FAN TO EXISTING STOVE. INSTALL NEW 4" D-WALL VANT PIPING TO EXISTING SMALL STOVE. 222M BUILDING DEPARTMENT USE ONLY SIC : Sq. Ft. : Approval: Zoning : Approval : Approval: Occupancy : Walis Electricai License No : Company: Expiration Date : Approval: Roof Plumbing License No : Company : Expiration Date : Approval: Mechanical License No : Company: Expiration Date : Approval: (1) This permit was issued in accordance with the provisions set forih in yopur application and is subject to the laws of ihe Sta[e of Colorado and to the Zoning Regula[ions and Builtling Code of Wheat Ridge, Colorado or any other applicable ordinances of the City. (2) This permit shall expire if (A) [he work authorized is not commenced wiihin sixty (60) days from issue date or (B) the building au[horized is suspended or abandoned for a period of 120 days. (3) If this permit expires, a new permit may be arquiretl for a fee of one-half the amount normally required. Provided no changes have been orwill be matle in the original plans antl speciFlCations and any suspension or abandonment has not exceeded one (1) year. If changes are matle or if suspension or abandonment exceetls one (1) year, full fees shall be paid for a new permi[. (4) No work of any manner shall be done that will change the naturel Flow of water causing a dreinage problem. (5) ConVactor shall notify the Building Inspector lwenry-four (24) hours in atlvance for all inspections and shall receive written approval on inspection card before proceediing with successive phases of the job. - (6) The issuapf a p~the approval of drawings and specifca5ons shall not be construed to be a permit For, nor an approval of, any violation of ihe proy,~i~s;9 [if ofr iie 6 il des or any other ordinance, law, rule or regulatioa ~ Chief Building In ector Stories : Residential Units : DEPARTMENT OF PLANNIlVG AND DEVELOPMENT Building Permit Number: oE WHEqT,p BUILDING INSPECTION LINE - 303-234-5933 Date: ~ CITY OF WFIEAT RIDGE 7500 WEST 29TH AVENUE WfiEAT RIDGE, CO 80215 - (303-235-2855) C~<ORP00 ~~~UCATION ProperryOwner:Vj~cewZYFs --r4"vAo;e1 64~ry Properry Address: ~U 4v _ 1/':I4 A"e- Phone : ~J zO °'8--V60 Contractor License No.: / Company: ~cY ~c~o%1~ui .,n-f- 119AIr?= Phone: 1'5' - 411, 7I OWNER/CON1'RACTOR SIGNATiIRE OF iJNDERSTANDING AND AGREEM ENT I hereby certify that the setback distances proposed by [his permit application aze accutate, md do not violate applicable ordinances, rules or regulations of the CiTy of Wheat Ridge or covenants, easements or reshic[ious 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 md that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C) md all other applicable Wheat Ridge Ordinances, for work under this pecmit. (OWNER)(CONTRACTOR): SIGNED DATE I~ Description: 4cUSplg4/ //p4a JCVd4 G~-N"t Consiruction Value: 12-00' Pemut Fee: Plan Review Fee: Use Tax: TOt31: '5~-,SyS A'~X -~j 6/o"Gi- l y1iw I ' b-w."/ 'J~v.r ~ -7~ '2n& 5~-'C~54~ BUILDING DEPARTMENT USE ONLY SIC: Sq.Ft.: ZONING COMMENTS: - Approval: Zoning: BUILDING COMMENTS: Approval: PUBLIC WORKS COMMENTS: Approval: Occupancy: Walls: Roof: Stories: Residential Units: Electrical License No: Plumbing License No: Mechanical License No: Company: Company: Company: Expiration Date: Expiration Date: Expiration Date: Approval: Approval: Approval: (1) '17iis pennit was issued in accordance with the pmvisions set forth in your application md is subject to fhe laws of the State of Colorndo md to the Zoniug Regulatioas md Building Codes of Wheat Aidge, Cobrado or avy other applicable ocdinauces of fhe City. (2) 11tis pemit shall expire if (A) t6e work aullioriud is uot commenced wiihin sixty (60) days from issue daro or (B) the building authorized is suspended or abandoned for a period of 120 days. (3) If tltis permit expires, a new pemit may be acquired for a Fee of one-half the mnovnt nolmally required, provided no changes have been or will be made in the originalplans andspecificadons md any suspevsion or abandonmenthas mtexceeded one (1) yeaz. If chavges haveUeev orifsuspeasion orabandonment cxceeds one (1) year, fvll fees shail be paid for a new pelmit. (4) No work of any mamer ahall be done that wi0 change the naturai flow of water causing a draivage problem. (5) ContractorshallnofifytheBuildinglvspecrorhveury-fon:(24)hoursiuadvmmceforallinspecROUSmmdshatlceceivevrtitteuapprowaloninryectioncazdbefoce proceeding with saccusive phases ofthejab. - (6) The issuavice oF a pezmit or the appmval of dmwings md specificafious shall not be conshved ro 6e a pemiit foq nor an approval of, auy violation oF the provisions of the bnilding codes or any other ordinancq law, mle or regulafion. . Building Inspector DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 , CITY OF WHEAT RIDGE ° 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Building Permit Number Date 8986 5/28/99 Property Owner : Property Address : 8000 W. 44th Ave. Contractor License No. : Company : Phone: 303-467-2220 Phone : 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 o abide by all conditions printed on this application, and that 1 assume full responsi ili for complianyfe with the Wheat Ridge Building Code (U.B.C.) and all other applicable W a idge i 9 6es, for work under this per it. (OWNER)(CONTRACTOR) SIGNED _ DATE ~Z7A ' Description : Front entrance needs to be demolished Construction Value : $150.00 Permit Fee : $23.50 Plan Review Fee : $0.00 Use Tax : $3.75 Total: $27.25 Use: Electrical License No : Company : Plumbing License No : Company : Mechanical License No : Company: Expiration Date : Expiration Date : Expiration Date : Approval : Approval : Approval : (1) This pertnit was issued in accordance with the provisions set forih in yopur application and is sub7ect to the laws of the State of Colorado and to the Zoning - Regulations antl Builtling Code of Wheat Ritlge, Coloredo or any other applica6le ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within sizty (60) tlays from issue date or (B) the builtling au[horized is suspended or abandoned for a period of 120 days. (3) If this pertnit ezpires, a new permit may be acquired for a fee of one-half the amoun[ normally required, provided no changes have been or will be made in the original plans and specifcations and any suspension or abantlonment has not exceeded one (1) year. If changes are made or if suspension or abandonmeni exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done [hat will change the natural flow of water causing a drainage problem. (5) Contrector shall no[ify the Building Inspec[or twenty-four (24) houre in advance for all inspeclions and shall receive written approval on inspec[ion card before proceediin9 with successive phases of thejob. (6) The issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of the building codes or any other ortlinance, law, rule or regulation. or DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date : - 7500 WEST 29TH AVENUE WHEAT RIDGE, co soz,s . qPPLICAT~o N "1 Q~q(-s Property Owner : HAn~o "RSnN ~'~N~ Property Address :~ooo W 4`i fPhone :~f69_2Z2° Contractor License No.~~`" Company :Sf AS.~ hk-a9 r'+r+l • Phone : 354 9 4 2, SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit appliration are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheaf 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 printedon,this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Whept Ridge, oAmances, for work under this pertnit. (OWNER)(CONTRACTOR) SIGNED//, DATE S Construction Value Permit Fee : Use Tax : Totai : Use Description : rk-o ~'4- C-.-`TQk.~+C Q ii-e ot H n . BUILDING DEPARTMENT USE ONLY ~y ~y •.o ~ SIC: Sq.Ft.: Approval : Zoning : mn~ Approval : nfwq Approval : Occupancy : Walls : Roof : Stories : Residential Units : Electrical License No : Company : Plumbing License No : Company: Mechanical License No : Company : Expiration Date : Expiration Date : Expiration Date : Approvai: Approval: Approval: (1) This pertnit was issued in accortlance with the provisions set forth in yopur application and issub7ect to the laws of the Sfate ot Colorado antl to the Zoning Regulations and Builtling Code o! Wheat Ridge, Colo2do or any other appliwble ordinances of Ne City. (2) This permit shall expire if (A) the wodc auNonzed is not commenced wiMin sixty (60) days from issue tlate or (B) the 6uiltling authorizetl is suspended or abandonetl for a penotl of 120 daps - (3) If ths pertnit expires, a new pertnit may be acquiretl kr a fee of one-half the amount normally required, providetl no changes have been or will be made in the - ong inal plansantl specifications antl any suspension or abantlonment has not exceeded one (9) yeac If changes are matle or if suspension or ahandonment exceeds one (7) year, (ull fees shali be paitl for a new petmii. (4) No work of any manner shall be done that will change the naturel tlow of water causing a drainage problem. (5) Contracfor shall notiry the Builtling Inspector hventy-FOUr (24) hours in advance for all inspeMions and shall receive wntten approval on inspecfion card before proceediing with successive phases of thejob. .(6) The issuance of a permit or the approval of drawings and specifications shall not be wnsWetl to be a permit for, nor an approval of; any violatlon of the proJisions of the building codes or any otherardinance, law, rule or regWatioa . Chief Buiiding Inspector Af) ~ ~ R N Yr,y .'~A t . `s ~ yo ~ ' r . i ' r : . r ~ F ~ i ~ ~ { _ ; ~ . r ~ . ~ ~ ~ ~ y fi y ~ i , : ~ ~i n t t l _ j f ~ ~ . . 4 t. S a--F r~~:. ° r t4xa~ X' ~ ii~r .f' y 3 u twlrc f ' f 4 r Y a Y1 " 'F ~ ' ? ^ ~ yY ~ < t.~ F . 'S `f . } r f ' ~ a " ~ ~ _v ~ Y 4 ' ~ i ^-M1 r" } F Y 2 _ ~Y k ~ •4J ~ T \ f~ a l J k t { Y _ .f 1 ~ ~S ~ _ ~ , f E ~ ~ ? ~ 4 . S i 7 L Y 1 `~a+t {c _ ,cA~ ~ h \ 5 ~ . s _ ~f ' { M J ~ v ` ~ . '4 _ : S f r ovr~i~E ~T~~s . ~ rrb-r_::S~raw~ ; J~ \ * ~ k V : 1r t S } 1 F n Y ~ t eF . r~ ~ ~ ~ ' ~ i _ ,f ~ ~ , , ~ ; ~ ~55 gF ~ ~ : 2 Y i ~t X ! °t E^ ~ - + , , : ; , p~ "z ~ _ l 5 `-x ' j°' 4. { 1 x _ ~ _ ~ rc k ~ ~ " } ~ L .r ~ ~ t c . ~ ~ ~ i ' • . . . i : I . .t.' . iar . . y ~ ~4 ~ ~ ~`^v .1 $k ~ ~ r ~ vs G : t,s Y A'z:.s~^~~i.~~ 4 t- . T0. ~$~1~•,~"a' ~ t ~ r 4 :h. J~~ A 1 y TL'e SE ; t'~ a:, +~~~'1 _ - `z r "b u.. ~ a. . ~z...`s' s . t.z.~.S..'t' . ~ p> o 0 0 0° o o m~ a o ~ Y ~ n c v ' o E ° Q y¢ ~ n o n n e F ~ o ~ o + s m o~ a~ v~ N N ~ o p ~ ~ s f.a ° n o o - o n o~ w~ o 3. o o~ F o o a + c ~ a o~ oo ~ 2 O D E ~ p o A N- ~ R -Ci ~ m i m m m ° n ci z A -i r f ~ x z £ 3 ~ m ~ 1 z i u a, ~ ~ n z ~ c~ ~n r N O m m < 0 2 ~ !+1 ~I p m n O ~ 0 D ~ O -1 N ~ Z C m N p < 0 y i C Z -1 m n p y m < m z m n O N ~ ~ m o m ~ x o D = ~ F m ~ (l o N n C i m N N r ~ ~ N y y 31 J C n ~ (~/1 N m m 0 m r 3 N N ~ m ~ n D r -1 O O N m C ~ T O f/~ D C f D ~ D 41 Z N S m ~ ~ y f ~ T r D- ~ D ~ ~ ~ y ~ m = _ ~ $ 1 r ~ v N r O f D f 2 ~ ~ ~ m n n K y S N m m ~ F) m C 2 ]I m ~ N ~ m r m ry m t n Z m N ; W O Z C) M m A N ~ O ~ W ~ v A 1 S ~ 2 Q m r n C ~ s z o n N ~ T ~ *1 ( - 1 , T D ~ 0 0 n o m D p _ D ~ 1 ~ a d a ~ ~ Z N 2 ~ D ~ m m ~ m ; ~ ~ C ~ C C ~ m I p , ~ m R ~ 9 0 1 ~ ~ ~ G Z = N 'F D D O ~ Z N n 1 ~ m Z 0 y om y O ~ ~ ~ r '0 1 W ~ Z ~ rn m 0 r =o zn r m ~ y Z ° D O Z C v m m o r= o~ 0 xc=i Do.~ ;q y m r C D z T C o 0 ~g W ~GZi ~ Z D z ~ n O ~ O m m fN~l O N ~ D m N N cE'iio 0 i~ m D o ~ m m Z 09 o y m p D Z "z r o y c ~ p ~ o m -o ~n z p O D = < r D r ~ O 3 y mz D o ~w r z ~ K ~ Z m m ?m M z yC ~ r no ~ s ~ z N m y y cmi y O r z r~~ ~ H N O z - 1 ~ ~ ~ T ~ SIDE PROPERTY LINE A RK\ V S ~ ~ v~'~ < ~ r ~O 2 Z m SIDE PFtOPERTY LINE v n ~ t 2 O 1 p 1 £ mx ~m x n N = 0~ vN 02 (!n1 £ ~m m z£ N CZt 2 c O T m oz m z °v O S m ~ N 1 ~ C 1 c m GS < Gl V D n ~ Q~ A < r m N I ~ I m U) I W N - (M 1 N ~ m j ~ m ~ n x i N ~ ; ~ ? o i ~ < o' r 3 ~ m 2 ❑I F ❑I N ~ I sg a Q < g ° o i : 0 R ~ o - : -1 < i m 1 N C 0 e C 0 ~ O r ~ P 1 7 0 \ 0 a ~ O m H n ~ n ~ ~ 0 a = 3 °-na a ~ _ u a e _ o ~ ~ p N o~ o- e O J', Y W y O~ O> ~ O O o~ p o r. a ~ O ~ N s o m~ c o ~ ~c c e w n f c y° N~? n n 0 ~ o o F ~ ° ~n Q ~ ° y T u 0 a m a o 0 0 o ~ n - c y ? u ~ ° o o a E° cm ° 3- a° o =o _.nv o 0 3 e D>> E o o a o•< ~ ° ° no -A c v x o cn m D m 3 C x ~ p j m x 'n o m m m I J U) ~ rn n ~ n ~ ~ o ~ a ~CD y N r mZu~i n D ~ z Z ~0 m ~ _ 11~o VV ~ S~ m ~ m 0 I C - T F F F M ~ n C L ~ ; D -1 N f T C V = r cl Z -i z ~ 0 ~ 0 D 6 Z ~ X -i -1 r O ` D a S n m f m 3 m A w ~ Gl ~ { T ~ 4> N y p ~ r tn p Z ~ m Z 0 Z m m I m r m 0 y D O y C ~ N < ~ m Z m m ~ m ~ z m ~ n { z ~ ~ 4 y m ~ m _ r v ~ rn a ~ m o m M N o D ~ m p D n a py ~ p s ~ z 8 v v m m O m ~ ]J (+1 N N - r ~ ZJ m N ~ m ~ 3 x y n ~ 0 Y r ~ 9 O N C TF O D f .n A T = (p m 1 % N f 1 T = m f 2 ~ O = g T y D r 3» ~ F = ~ ~ ~ x A i D m m A m ~ m c z m m -Di ~ m A M ~ ~ m y N C m m K 0 r Z m o Z m ~ N ~ o ~ f!1 O A ~ 2 O !m' C ~ o m ~ n a -Ni ~ o f~l n p ' ~ ~ -i ~ 3 D w s T ~ (p 1 Z 3 g D p ~ m n ~ o ? D o ~ m X n p ~ x D i 2 ~ c~ o ~ ° (7 2 A N < Z C) ~ g D r m m v C G I ~ .ZI 3 m R w 0 $ N y O cl ? fn f D D O v ~ m a n Z n O m ti y r A ~ *Mn ~m r 0 F Z D T T y Z = D o z c ~ m m~ ~ r m ~ yn v m oyo p(.Zi ~ ~ m r ; ~ m ~ C ~ 2 ci x i Z m O z L7 D D m (Nil O r ow ~ ~ ~ m o n z~ D o A m m ~ ~ 9 n f^ T z r o cCr,.. ~ o~ry ~ 9 C y O ~ o m -o .z ~ O > D i ~ °n Z r z D ~ (7 N mz > O um r z M p ~ ? m m ~ Z m r sF s a o r ~ Z O 3 y mZ y 9 = m ^ ~ O ~ z ti 0 z SIfIF v ~ < 2 0 x ~ D mE ~ N ax ~m x n ~n = 02 vy 00 `mf nm y T N £ O S cm vT mm b Z m ~ Z $ O m ~ N -i m c ~ D i~ < c'> V 1 Z m ~ ~ ~ 1 < r m N o m ~ rn m ~ cz» w n~ - w ~u - a w N- N m m m m m D m~ ~ y D Z r o O o Z ~ ~ y g o - ~ o ~ ~ y ❑ ~ 0 v ❑ M T m N ~ ❑ ~ ~ -i ~ + < 0 r 0 r m o " m Z 0 2 o Z ❑ 0 0 ❑I v o ~ ° N ❑ Q N I ❑ ❑ ❑ m m ❑I ~ ❑I ` ^ F . = ❑I ❑I ~ ❑ \ 0 N s O N m e O m s$ o v R a; l ~ N I o I ~ 3 ° j a O D $ v 2 o $ o T y 0 o p N O ~ s O • o I R ° O { r rv O -5 m 0 Z O N O m m Z 0 L C. Z ~ 0 0 v D O = v m a z 9 Z ~ N D m y m ~ ~ N ~ n N 9 • O 0 m O w M cn -9 ~ O~ m ~ O~ II mZ C m m D b ~ ~c~ <om ~ ~c) 0 _ 2n O m(n 09 ~ n C m Z! z 00-1 mz< O O 0:~! m Q~< r- m P ~ r O~ Z ~ ~ rn Z -i ~I r ) R iI c . ¢ Ilr c -u m ~ 3 ~ Z O m ~ W ~ N rn N f+ 6.0 s e0 i o - j o 6 Q O~ O p O p ~ 7 fO ~ ~ o r ~ v s o \i 0 0 0° o o ' „m +a ~ v ^o a~r D = i=' ~ ~ o o m n o 0, ~ ~ c u' o F v ~ m - o c m ~ o a s m e o o n o E o m a 3' o o 3 c o' E o o~ , n ~ 2 p cCj) f~r7 ~ Rl D D m 3 ID N " v r' v =i 1n j ~ I p O IM m m m x A 9N N r m oa4p, oy~ Z N Z 0 m ~ Z N 'D m n O ~ n 0 C y 0 0 2 ~ ; G) v m ° z v' z c ~ m ~ r m y Z T ~ m < ~ ~ Z 0 t~l (~1 A A ~ ~ O y ~ ~ ~ tn < ~ m m ~T7 2 0 ~ a o ~ ~ ~ A o m ~ ~ ~ ~ m < m ; 2 rQi m Z n _ x r ° 'n i V m m o ~ v o y ~ O ~ i RI N r O ~ p N m x 0 ~ N v v m ~ m 0 m m u~ (n 7J m N N m ~ ~ n D r ~-1 ~ O N C m O D C f ~ o A N N O m 1 f D * ~ T _ Z ~ 2 I - s t n S r Jm.l 0 A L f£~1 = ]I 11 1 x D m m p m ~ r m c z M m ~ p r y m p m M v m f N Z C N y ~ Z o z ~ m ~ N ~ z 0 Zi w 0 A ~ Z ~ 0 m n ? -z z o n w 6 a g < O v ~ ~ m ~ a -1 m m ~ ~ 0 3 £ ~ RI o m n 2 D 2 Z Z o y 2 17 A ~ m m m m ~ ; L c c c m N u~ 3 R 0 0 7 ~ m ~ 1f Q C. l o . I A, 6 m ~ ^ = C ~ ~ n C ~ 1S "P 2 _ ~v ~ 3 m I 2 20 ? Nl f D ao v 9 m n c~ Z D om y O ~ v z > p D M:E :E crt'i n ~OD zD m m yZ K D 0 m ~ m m Z 0 r= m 3 ,n a m C z 31 X ~ 2 n y m r ; o m T A ~ C 2 z=Z m~, or" L) cni~ \ y T 141r1 m0 n~ , y u ~mm n~ T m 1 ~ D o m ~ m l~ z y N n ~ T Z r 0 ~l O K ~ I 9 C g ~om ~n z 0 m o `n = < ~ r D r 9 m z ~ O ~m r z ~y v z m m m y ~ z~ tic ~ r S F D no ~ p s my m 0 y O r = r~ o ~ < ~ 0 z SIDE PROPERTY LINE ~s obvo e~s ~ v` ~ C\ n D -9 r Z m z m m SIDE PROPERTY LINE ~ T < z 0 [m! ~ 2 A n m~ m~ ~m s~ N = 0~ L y 00 m `i £ C -Im m z£ N c m O T m oz m 2 a 0 x m ~ 1 .ll c ~ D m ~ < ii V w D n m N ~ ~ ~ < r Z N x 0 a Z ° j m O 'n Uf Z D ~ D = Z z D ° m c i CUI) c i m N o 7] N W N - W IV ~ P(Y N- C V~ m ~ , m m m m m A m~ A x ~ ~ } N ~ tn ~ O _ ~ 0 o g0 ' " v ~o n ❑ v " o a ❑ m i m ° 7 C i cr y A ~ K❑ r N i C ~ C ~77 ~ m o ~ Z n O \ m o m m ` z a z 0 ❑I ~ R, ~ ❑I a ❑I ~ El . / ~ ~ El El v ° ° 0 n D O v D O. = p ❑I S ~ m ❑I ~ ❑ m m Z m m m 9 Z n N Q -4 0 o ~ ~ s Y o m o„~ O 71 ° s R - ' o o ~ \ s, ~ f 71 s a ' S 9 ~ 0 2 s 1 ~ ao ° g oo 3 e s ~ N ~ 3 ~ T „ o • R ° \O \ V 0 I ! ~ ~ ~ ) J / ~ A O ~o ~ y o~ 03 ~ ~ ~ m Z C m m D ~ 1 c3 :~r.m <o~ ~~Z O = Z ("t O 4n~ M -I 2 ~ Z ~ rt' o 0 0;~! m O 0Q z .u dc m 2 i -0 m ~ ~ ~ Z O ~ W ~ ~ W ~ ~ J 7500 WEST 29TH AVENUE P.O. BOX 638 WHEAT RIDGE CO 80034-0638 (303) 234-5900 City Admin. Fax ti 234-5924 November 18, 1993 Police Dept. Fax # 235-2949 Wheat Ridge Dairy 8000 W. 44th Avenue Wheat Ridge, CO 80033 Dear Sir: The City of G1Vheat GRidge This letter is to in£orm you that the wiring in the walk-in cooler is dangerous. This wiring must be repaired by a licensed electrician with all associated permits obtained and work completed by November 22, 1993. If the work is not repaired by this date, the City will require that the walk-in cooler be turned ofP and all associated wiring be de-energized. i£ you have any questions, please cali me at 235-2853. Sincerely, ~"11_ 4,/ 'cz'04- John W. Eckert Building Inspector JWE/at 1trWheatRidgeDairy c, h~,,,,~„~~•.,,,., 7500 WEST 29TH AVENUE • WHEAT RIDGE, COLORADO 80215 June 29, 1999 Robert Attleson, Architect 11 Federal Blvd. Denver, CO 80219 TheCityof ~~pFWHEqT O GWheat ~r ~m GRidge C'°coRa~) o RE: Wemphey's Cafe ~ -/Y -L~ Dear Bob, The following is in response to your fax dated June 25, 1999. Include spot elevations throughout lot and detail how new paved area is to drain to the north. Don't worry about the lot to the west since it is existing. The dumpster screening will need to be non-combustible material, block, chain link w/ slats, etc., please note on submittal. The Planning Division would like to keep the parking just as they have noted on the redlines to try and get as close to the required number of stalls as possible. Adjust parking in the rear to allow for an access aisle to the french door to accommodate the additional stalls. Access to the service door can still be maintained through the existing parking lot if a car is parked in the stalls at the NW comer of the building. If there becomes a problem with the adjacent property owner and a complaint is received we will adjust parking at that time. The way you have the restrooms is fine; make sure you sib th8m properly and proper access is provided to all restrooms. Sincerely, Dann Mor~ Codes Administrator cc address file Alan White, Planning and Development Director Meredith Reckert, Senior Planner (303) 234-5900 • ADMINISTRATION FAX: 234•5924 • POLICE DEPARTMENT FAX: 2354949 JUN 25 '99 11:34 ATTLESONiRRCHITECT FAX TRANSNIISSI ' N: P.1/4 AOBEAT W. ATTLESON AFiCH!'t'iCT 11 P@DEiiAL 'ELVO. D6NViq, GO. 9ofc'1H t303) - 082- 6'161 FAX TU: MR DARIN MORGAN CQDES ADMINISTRATOR THE CTTY OF WHEAT' gtIDGE 7500 W. 29'H AVE. WHEAT R:IDGE, CULOR.ADO 80215 FAX NO : 303-235-2857 DATE: Jupe 25, 1999 FAX FROM: ROBY-FLT W. ATTLESON, ARCHITECT PHONE OR FAX: 303-922-6151 TOTAL N[7MBER OF PAGES (I1VCI.,UDING'THIS SHEE1): / PLEASE.CALL 303-422-6151 1T' ANY PROBLEMS RECEIVING THIS FAX. REFERElVCE: WEMPHY' S C:AFE / OL17 WHEAT RIDGE DAIIZY: ATTENTION: DARIN MORGAN 1HAVE REVIEWED YOUR COMMENTS ON MY PRIN'fS SUBNIITTED, ANI} HAVE THE FpLLOWING QUESTIUNS/COMMENTS. PLEASE RLVIEW AND GET BACK TO ME TODAY TF POSSIBLE. Iv10ST O.F WHAT T SEE TS MLNOR. I HAVE R1:f2EADY SHOT SPOT CrRA.DES; HAVE INCLUDED SOME UF THESE ON TFE PROPOSED FLOOR pLAN; AND WILL PUT ON SITE PLAN AS ( FIN[SH IT. SLOPE/DRATNAGE IS GENERALLY FROM THE SQUTH TO 4e` AVE. ON THE NORTH. NOT MUCH CAN BE DONE TO CHANGE "t'I-iAT. THERE IS A STORM SEWER ACCESS AT THE NORTHEAST CORNER OI' THE LOT. MAXBE, 'UVE CAN AGCESS THIS DIt2ECTE,Y IF THIS BECANIE n NESSEC[TY. WE ARE REAi.LY WORKING WITFI LESS THAN AN ACI2E, AND RrTENTTON AND CONTItOLLEI3 RUNOFF WOUI..D BE DIFFiCULT AND EXRENSIVE TO DO. ALSO, THERE iS SOME RUNOFF ONTO TFIIS SITL; FROM T'HE PARKING LUT "i'O.1`f-M WEST, WHICH IS.NOT LJNDER OUR CONTROL. JUN 25 '99 11:35 PTTLESONiARCHITECT P.2i4 . FAX TO• DA1tTNi MORGAN 06/25199 PAGF. 2 OF 2 DUMPS'I'ER I,OCATION WILL BE ?iT SOUTHEAST CORNER OF LOT, EASI' OF EXfSTING GARAGE. SCREENING IS C1IVDBTERMINED AS OF I'ET. 1 WTI.L, 6E PROVIDIN(i DETAIL OF PLANTER AND PLANT MATERI?iLS WITH NEXT SUBMISSION. WITH REGARD TO YOUR PROPUSED CHANGES TO PARKING LAYUU'f. THE ADDITIONAL STALL WES'r OF SOUTH HANDTCAp STaLL BLOCKs ACCESS 'I'O SERVICE ANll LOADING DOOR A"I' WEST SIDE NEAR KITCffEN AND STQFLAGE. t WOUI.D RATHER KEEP THIS ACCESS OPEN. THE TtVVO ADDITIONAI, STALI,S ADI?ED IIvIMEDTATELY SOUTH OF TE{F3 BUILDING WERE INTENTTpNALLY LEFT OC11' BECAUSE OF THE DC)USL.E FRENCfi I?OOR ENTRANCE HERE, TO 'FHE COFFEE CA:FE. AGAIN, T WOULD RATHER NOT HAV6 TT-fESE. THL, OTH.Eft TWO WEST OF THE GARAGE ARE FINE. T1TTS L,EAVES US VJTTH 57 SPACES FLUS I'WO kiANDICAPS, OR 7U8T ELEVEN SHOIZT OF THE 70 O12IGTNALLY REQUESTED. TN LIGHT OF Tt-fE REDLFCED UCCUI'ANT LOAD, i WOlJLL7 THINK THAT THIS WUULD BE AI)EQUATE. C HAVE TNCLLJDED HERE MX PARAGRAPH FItOM MY EARLXBit FAX CONCEftNTNG THE ACCESSIBLE BATHROOMS. ATI'ACIiED IS A PLAN DF..TAIL OP PiZOPOSED HANDICAP ACCESSIBLE REST1tOONIS, pNE FOR EMPLOYEES AND ONE POR GUESTS. "fI-US WOULD BE bONE TNSTEAD OF ADDTNG ADDITIONAL ACCBSSIBLE RI:S"fTZOOM NEXT TO EXISTING IN GAML KUUM A[LEA. I USED DENVER CODE ACCFPTABLE MIFVIMUMS FROM TfE1R MODIFICATIONS TO UBC '94 (COP[ES AT'fACHED), IN LA'Y'TNG OUT THESE. Hr1Mlli H?,S AT'P[tOVED TFIBSE AND IS W1L1.1NG TU DO IF ACCBPTABLE TO YOU. "1'[YIS GET'S OUR PI:UMSING OVER THE t3SMT. OR CRAWLSl'ACE FOR BET"!'Elt ACCESS TO EXISTINCi. I THOUGHT "IHAT YOU SAID THAT THfS WOUI,D BE ACCEPTABI,E, YET YOUR REDLINBS SEEM TO SAI' OTHERWISE. DOINCr THIS GTVE5 [IS TVJQ HANDICAP RESTROOMS FOR TFiE PtJBLTC AND ONE FOR THE EMPLOYEES. THiS SHOULD DO'THE TRICIC. SINCERELY, RQBERT W.ATTLESON JUN 25 '99 11`•35 RTTLESONiARCHITECT V #1 / O r+ i i ~ ~ Q P.3i4 ~ n ~ %a ~ ~ w T ~ . Oa 4 ;o ~ C H ~a nv ~ a ~ °s N ~ 9 W 1 ' ~ O im 4 ~ c ~ ~ . JUN 20 '99 15:27 RTTLESON/RRCHITECT . . P.1i7 ` AOBEAT W. ATT4EiON ARCFi1TECT I1 F6D@A.4L BLVD. GENVEFa, CO. 60u'1B F" TRANSMlSSION: C303s mail - gls, FAX TO: MR. DARIN MORGAN CODES ADMTNISTRATOR TBE CITY OF WHEAT RIDGE . 7500 W. 29TH AVE. WHEAT RIDGB, COT.ORADO 80215 FAX NO.: 303-235-2857 DATE: 7une 20, 1999 RAX FR0M: ROBERT W. A'TTLESON, ARCHITECT PHONE OR FAX: 303-922-6151 TOTAL NUMBER OF PAGES (iNCLl1D1NG TH1S SHEET): 7 PLEASF., CAT.L 303-922-6151 TF ANY PROBLEMS RECENTNG THIS FAX. REFERENCE: WEMPHY"S CAFEl.OLD WEE-AT:I2IDGB DATRY: oo o t,~ . y y ATTENTION: DARIN IAURGAN CALC(]tiATED NUMBER OF OCCUPANTS AND PARKING: PER TIiF, ATTACHED CODE REVIEW DAI'ED 6/20/99, ! HAVE CALCUbA"fED THE NLTMBER OF OCCUPAN`fS TU t3E A T'OTAL OF 182. 1N l2EVIEWING WHEAT 12tDGE PAI2TCCNG ORDINANCE, F DO NOT FIND A WAY TO MATCH REQUIRED PARKING SPACES TO CALCULATED TOTAI, UF OCCIJf'ANTS. CO(ILD YOTJ HELP IvIL UUT QN THIS? C CAN GET 47 TO 50 SPACES WIT.H 2 HANDICAP ON TFIE SITE WITHOtJT TH£ ADJACLNT TO THE WES"I'; AN17 S`tlT,L MATNTAIN REA SONABLE CTRCU7 A`1 TUN. HOPEFUT.LY, THIS WILL BE ADEQUATE. STILL SUME CdNFUSION ON STATUS OF PARKING LOT ON WEST SIDE. I FOUND WHAT I BELIEVE TO BE THE WATER METL"R PT:1' POR THE DATT2Y, LOCATEI7 TiJ!'fIE VJF-ST GURB C[7T TO THTS LOT. DU YOU HAVE A PROBLEM WITF3 DOMESTIC WATEk LINE CONFiNG ACROSS THIS LOT TO THE CAFE, AND THE WATER METER PIT NO'!" BEING UN THE PROPBRTY? I AM TRYING TO FIND OUT WHAT THE REAL STATtiS OP THIS LUT TS. I AM RBASONABL'Y SURE THAT FT BELONGED AT ONE TIME TO THE DAIRY. JUN 20 '99 15:28 RTTLESON/RRCHITECT P.2i7 FAX TO: DARIN MOR6AN 06l20/99 PA6E 2 OF 2 A'FTACHED IS A PLAN DETAIL OP PROPOSED IiANDICAP ACCESSIf3LE RGSTROOMS, ONE FOR EMPLOYEES AND ONE FOR GUESTS. THIS WOULD BE DONE TNSTLAD Ol? ADbINfi ADDITIONAI, ACCE;SSIBLF RESI'ROUM NEXT TO EXISTING IN GAME 1200M AREA. I USED DENVER CODE ACCEPTABLE MINIMUMS FROM T'HETIL MODIFFCATTONS TU CJBC'94 (C01'lF;S AT"lACI-ILTJ), IN LAYING UUT THESE. F3ANftL5 HAS APPROVED THESE AND IS WILLING. TO DO IF ACCEPTABLE TO YOU_ T'fl1S GE'I:4 OUIi PLUMBING OVER THE BSMT. OIt CRAWT.SPACE FOR B£I I'ER ACCESS TO EXISTtNG. ROBERT W. ATTLESON JUN 20 '99 15:28 RTTLESONiRRCHITECT CODE 12EV1F:W: 06/20J99 PAGE 1 OF 3 CODE REVIEW: WEMPHY'S CQFE PROJECT: WEMPMY'S CAFE 8000 W. 44T" AVE. WFfEAT F21DGE, COLORADO 80033 QWNER: FOUR SEASONS M4INAGEMENT, INC. 8400 W. 44T'' AVE. WHEAT RIDGE, COLORADO 80033 CONTACT: MR. HAMID HURSAN CELL: 303-356-8942 PAGER: 303-203-0964 ARCHITECT: RQBER7 W. Q7TLESON, ARCHiTECT 11 FEDERAL BLVD.; SUITE #4 DENVER, COLORADO 80219 GONTAIC7: ROBERT W. A7TLESON 303-822-61.51 GENERAL CONTRACTOR: CQNTACT: BUILDING GOD.E: PRQJECT A.DDRESS: LEGAL DESCRIPTION: SITE AREA: 20NING: EXISTING STRUCTURE: MEMD CONSTRUCTION SERVICES 9250 KIPLING 8T. LAKEWOOD; COLORADQ 80215 HECTQR CHACON 303-274-1969 UNIFORM BtJtLDING CODE, 1997 EDITION 8000 W. 44TH AVE. WHEAT RIQGE, COLOftADO 80033 37,026 SQ. FT. .$56 ACRES P.3/7 51NGLE STORY WITH PAF271AL BASENFF-NT TYPE V CONSTRfJCTIpN 5,506 SQ,FT. GROSS ON MAIN LEVEL UNFINISHED BSMT. OF APPROX, 1,240 SQ.FT. PRESENT USE: VACANT JUN 20 '99 15:28 ATTLESONiRRCHITECT CQpE REXiEW: 06/20l99 PAGE 2 OF 3 PREVIOUS USE/OCCUPANCY: PROPOSED USE/OCCUPANCY: PROPOSED KITCHEN AREA: PROPOSED KlTCHEN OCCUPANT l.OAD: PROPOSED OtNING AREA: PROPOSEp d{NING OCCtJPAN7 LOAD: PROPOSED GAME AREA: PRRPOSED GAME AREA OCCUPAN'E LOAD: PROPOSED CCIFFEE ROOM PROPOSED COFFEE ROQM OCCUPANTLOAD: PRQPOSED TOTAL OCCUPANT LQAD:. RE$Tt1RANT; GRQUP A-3 OCCUPANCY P.4i7 FAMILY $TYLE CAFE; GROUP A-3 OCCUPANCY . NO OCCUPQNGY CHANGE ANTICIPATED 1,427 GROSS SQ.FT. 1,427 SF! 200[SF = 8 KITCHEN OCCUPA►dTS: 1,921 GRO$&SQ.FT. 1,921 SF / 15/SF = 128 DINING QCCUPANt5 1,300 GROSS SQ.FT. ASSUME 26 OGCUPANTS PER I.AYQUT 510 GRdS$ SQ.FT. ASSUME SEATING FOR 20 OGCUPANTS A3SUME TOTAL OF 182.OCCUPANTS OFFSTREET PARKING PROVIDEQ: 47 TO SO WI1'H 2 HANDICAP; 1 VAN ACCES8IBLE.• LANDSCAPtNG BUFFER: 5 FOOT WIDE.X 58 FOQT LONG LANDSCAPE BUFFER PROt/1DED BETWEEN THE TWO CURB CUTS. TWO TREES WILI BE PROVIDED, PLUS SHRUBS. SETBACKS: EXISTING SETBACKS WILL BE MAINTAiNED FIRE PR07ECTION: FULIY.ADDRESSABLE FIRE ALARM SYSTEM `fU' BE PROVIDED. ONE HOUR SHEET RpCK ON BSMT. CEILING WlLL 66 PitOVIDEU. RESTROOMS: TWO ACCESSIBLE RESTRQOMS PROVIqEO FOR.. : PUBLIC; EAGH WlTH WATER CLOSET AND LAV. ONE ACCESSIBLE RESTROOM PROV1DEq. FO.R EMPLOYEES WVITH WATER CLqSE7 & LAV. JUN 20 '99 15:29 ATTLESONiRRCHITECT CODE RE.VIEW: - 06120194 _ PAGE 3~ OF 3. P.5/7 TWO ADD1T(ONAL WATER CLOS£TS, QNE URINAL, AND TWO ADDITIONAl. LAVS PROVtDE.D, . EXITS: 70TAL.OF FOUR (4) EX1TS WILL BE PROVIpED; ' TWO (2) REQUIRED EXfTS WILL BE ACCESSIBLE, ~ EXfST[NG. MECHANICAL: TWO (2) GAS-FIRED, FORCED AIR FURNACES; ONE LOCATEQ IN BSMT. SUPPLY TO C7FFIGE & RESTROQMS; ONE LOCATED IN MECH. ROOM SERVING BAtANCE OF BUILDING. NO ADDIT{QNAL VENT[LfiTION WILL BE FROVIDED ELECTRICAL: NEW SERVIGE ENTRANCE, METER, AND MAIN DISTRFBUTION PANEL WIIL 6E INSTALL OUT5IDE AT EXIS7ING WEATHERHEAD. SCOPE OF WORK: NEW IN7ERIQR AND EXTERIOR FINISHES NEW KITCHEN EQUIFMEN7" NEW HOOD &.EXHAUST FAN & FIRE . SUPPRESSION NEW CASEWORK MINOR MECHANICAL WORK MINOR ELECTRICAL WQRK FIRE PROTECTION ADA AGCESS JUN 20 '99 15:29 RTTLESON/ARCHITECT P.6i7 ~ 1 . 4 ~ A-# vy:. el, ' ' - " ~`JUN 20 '99 15:29ATTLESONiRRCHITECT~ P.7i7~ ~ . . _ . . ~ - . . . - . - - ~ - . - $ ~ . ku Y 5 y~ i : 2.s ~n ~+nmmos - - ' ~ ~T I I G ~ e ~ Q 61 a 9 a ~ ~ „v ~ s ti ~ a 5 F~ ~J ~ d« Ny S b c ero m ` s by aa + {i V~ ~ d v 4 ~ `m E h - ~ c. O] ~ ~ ti 7 G ~ CQ n m ~ i ¢Xt- y2~: Q E C r'3 m~ 0 ~ C a e~ ~ V ~ ;J ~ a _ 6 m _ S' I n ~ I . a J f I u m . - . . . ~ . _ ~ ~ . .v ~ .c A~ , ...:46,~:~. ..e' ~ ~ ~ . ~ »z aI Type Hood systs. iildi DEPARTMENT OF PLANNING /aND DEVELOPMENT Building Permit NumLer : e ` BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date : 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 APpLICATIo N Property Owner: °roperty Address : Phone : Contractor License No. :;~D~ 3 g G Company :~-d-O Phone :&a-9 3 0 ~ OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value 5;. I hereby certify that the settiack distances proposed by this permit applieation are accurete, P@ffltlt F02 : and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or 5 covenants, easements or restrictions of record; that all measurerrr-ats shown, and allegations 67 S-V made are accurete; that I have read an e to abi~e~b~ al e6nditions printed on this Use Tax : application, and that 1 assume full responsibi o£ r~p1f . fth the Wheat Ridge Bui ing . Code (U.B.C.) and all other applicabl ~ Whe ge ofdA a s, for work under this pe it Total 75 (OWNER)(CONTRACTOR) SIGNED~ DAT~✓ Description BUILDING DEP ~ 1 ENT USE ONLY X r\%•' Sq Ft•~ Approvai : r ar ~ .!'~v ~ % Zoning : i?, F-D RE~~~ Approval Approval:4 Occupancy : Wails : Roofy;' or Electrical License No : Plumbing License No : Mechanical License No : Company: Company: Company: Expiration Date : Expiration Date : Expiration Date : Approval : Approval : Approvai : (i) This permit was issuetl in accortfance with Me provisions set forth in yopur ap0licafion and is subject to Ne laws of Ne State of Coloretlo and to the I.oning Regulations and Builtling Cotle af Wheat Ridge, Coloratlo or any oUerapplicable aNinances of the Ciry. (2) This pertnit shall expire if (A) Ne woAc authanzed is not commencetl within sixty (60) tlays (mm issue tlate ar (B) the building authonzed is suspended or atan0oned for a period of 720 days. . (3) If Mis pertnit expires, a new permit may be acquired for a fee of one-halt the ainount nortnally require4 provitletl no changes have been or will be matle in Ne . ongmal plans and specifiptions antl any suspenswn or abantlonment has not exceeded one (7) year. If changes are made or iF suspension or abantlonment exceeds one (t) year, full fees shall be paitl kra new petmit (4) No work of any manner shall be done that will change the natural flow of water causing a tl2inage pmblem. (5) Coniraclor shall notiy the Building Inspec[ortwenty•tour (24) hours in atlvance forall inspections and shall receive written approval on inspecUOn prtf before proceetliing wkh successive phases of the job. (6) The issuance ot a permit or the approval of d2wings and specifiw6ons shall not be consWeO to Oe a pertnit for, nor an approval of, any violatlon of the provisions . of Ue builtling co ~r any other nce, law, rule or reguladon. Chief Buildina I ector - ~ p V' m ~ ~ ~~u~~samsn~s~~in.~as/~al►~p y a ~ 6~~t~-SSfrt~~~ . . a~ ~a O~ff 0~ p~ ~ ~ z ~ a r 0 ~~00$ C?~ `~~R!~i 3~~qrV[ a~ruaA ~ d 4j~'b /V! OOQ$ ~ O$ ' t~'9 [ XO8 ' , u~tuab~ t3 d i u~~y suos~~ ano R S ~ W ~ `'S3~ti~~35 J~~Ti~lt3~ a ~ -4 o~ .LN'~t~T~153~ S;A~fdW3tN a . a C ~ t3 v ~ ~ ' ~ ~ IJ v ~ ~ p ~ ~ ~ ~ a ~ ~ w ~a G ~ y 3 ~ ~ o ~ c 0 ~ u a,o v~o ~ S Ua 'w Z~ ro N u~ N ~ ~ 13 ~ ...y N Q J ~ l~ C ~ ~ ~ ~ C L' .w"` ~ u ~ Q . ~ v d1 ..~~a ~ ~ ~1 ~L~1 ~ ~ ~ 'a+ , .V 'p ~ p ;1~ . u 0 ~ tft „ Z > ~ C j 91 u ~CS ~•1 e.. EU ~ W Rf S~ a U CU a ~ ~ y N tIJ W ~ 8l ~yj ~ L ~11 ~r' a ~ F- 0"OV Z'J ~y ~ .SCw ~a,! ~ a ~ v s~ a u. Vi w ~ ~ ,~~^,~oa ~ vsu 4 ~~W 4 ~ 0' Q ~ ° C N s~ ~ ~ y.,~ ~ q m ,o ~ 9 1 0 - ~ ^ G J i+ W~ a+~t V M ~ f Q ~ ~ C ~ c~ ~ " M' - . = R! "t aL " ~ t p0 . .,...i• __._.s._.._._._ __..K., _~_~._..____....__....~_w.~._._._ --tr;----- _ -ta._t~___ _e_,,.__. ~ ,..t1 _ _ _ _ _ _ ~,.-R.w ~rr ~ ~.m.~.__.. _ _ - _ ~ e(~'~ y U c~ ay ~ ~ U~ G~' bt ttl ro~ - C7`___-_ Q L ~ c ~a ~a ~ ~ o o ~ ~o cs z ~ a ~ g ~ ~ ~ W 0 u ~ C i~ ~ ~ p Sl C~ ~ EU i~.. C ~ ~w ~ ut q U~ U c cs ~ w n, d ~n o ro+~ m t~ ~ 0 o w +r , > ~ ~ CS q CJ ~ p r.+ ut tii ~ 6i 0 u0 C Q? `.G Y' ..~t ~ ~ M lt~ tQ q ~ ~ ~ w ~ KU RS iY ~L 'C ~ ?t m u r~ .r F' V) ~ ~ y ~ ~ ~3 ~ C fi ~ ~ CO Vt ~ ~ d~. ~ p , ~ ~ i0 C~ ~ ~ F'vv 00~ ~ w ~ a ~ U a p~ W Q u' ~ ~ qt ~ Q~ X ~ a+ t.. ~ a n.' p' y~,, ~ C 5~' y ~ T V1 3 ~ 4 ~ ul U ~ p _ ,...~.._...,a ~ ~ ~ ~ ` ~ 0 ~ = ' ~ 0~J ~ 4 y ~ rtl ~ J X ~ ~ ~ ~ ~ ~ v- 4 = nr ro,~ c~ H~~ 1!~ o ~ U w u. iy. Vt 6i. t,~ 04. ~ «.cc~n" ~,M ~N ,x Z , ~ c~ ovarQ~y~ o~y~ C~ ~ ~ M ~~~W~~~ a;: a~, 3roaa~ac~ p~a 3~roL a~ ~ c~ tu ~ v~ h U U I- Q I- ~ I- Q U F- ~C M - pL p, ~ cv ~ . , , h ~ p ~ u. _ . . . ~ ~ CC1 ~ a a 4 1 V V 1 {L Q U fV tlf 't3' tf1 W I'~ f"' ~5 tV M1'Sh ....~,..~„~.~~,,>,.,,.,.a«.~,«.~.,,..~., ,.w .,....w.. . u1 t!1 qCj ~ ~ ~ , "._..m. b ~ ~ q' Cr1 tA ~ E"" ~ UQ ~ ~ C itf ~ 0 ~ V y ~ ~ ~ ~4 ~ . ~ ~ i~ ~ L i, ~ 0 C X V i~ ~ . . . ~ u ti! L W V ~1 h ~ Q J ~ Li. ~ w n~+ ~ C,., w Q d ~5 ~ ~OJ ~ ' Z RS ~ ~ ~ w N ~ ' ~ , h ~ , S ~ ~ C Q ~ 1%1 0 3 ~ ~ s~„ ~ rtf ~ a~i O~i 0 u. U ~ ui 2 ~ ~ O i+ ~ _ j ~ y U _ fs ~ ~ ~ y i~ ~ - C~ CI ~ ; V w , cc ~ C ql ~r ~ ~i ~ ~ LL ~ 7 s ~w.. ~ o a ~ U 6~ fA ~ ~ y ~ u~ on ~ a. rp ~ o s. w m ,r,, {1 ~ C F 3 p, ~ ~~p 'i `r pO.V~ V Q w, v1 I~ ~ ~ ~ - ~ o ~ ~ C~ C~'~ 3 lL U Q v1 0~~ Q U ftl w Q 'CI tii ~ ~ A A ~ ~ . U'? ~ ~ ~ , _ ~ Q : t~ r ~ ~I i V . ~ k V+ v I ~ ~ ~ . a.-,..-.~.~-.-~--.-..,,+..A...~.~,. . . ~ . ~ ~ 1 ~ 0 0 ~ ; , ~ A . ` u1 . . . . ~ ~ a N W S ti tl J, r~ I t f z ~ 2 E N+ ~ ~jt C~ M I . A ; u w u:. m ~ ~ ~ x ~ , x _ _,~_.~...m__._.._._--____ _ ~ _ : ~ ` ' ~ s,,., , o a ~ ~ . ,~,..,.__...,.~..~M~ ; ui ~n N m t» 'c ~ ~ ~ ~ ~ ~ ; ~ c~ - ~ h-~. ~ O 0 C ~ v r_ 4) ~ ~ o ~ ; .,~I M= ~q ? 'll ~ u t/~'i U p ~ L e. ~ ~ ~ i ~ r4 k 44 ~ ~ ~ 4~ ~ ~ ~ 0 I ~ o 2 ~ ~ ~ ~ ~ V k. 1.. ry d ~ ; ~ c~ ~ c!3 ':4 c~ ~ o ° O_ A U _ ~ ~ .i. = V1 nt p 1~ ~ J U N" ~ • +q~~ Vt s ~!r r(~ ~ I ~ ' 6Y p~ - .L ~ ~ V~ 4~ , ~ ~S ~ ~ ~ , 0 ~ ~ ~ ~~1.~ ~ ~ ~ s a cs~ i ~ ~ o ~ 4- ~ ~ c 3 ~ ~ ~ ~ 'd'~ ~ ~ ~ V . ~ . ~1y~ St . 1 W . . ~l .y . 3~ e/~' ~ `T W ~4 ~ i u ~ ~ ~ 1 ~ > ~ ~ ~ ~ ; , x ly ~ > Y uf ; ~Y,yti . ~ ~ Q .N ~ ~ 1 ~ ~ ~ v U} ~ ` w : 4 i Y % t at E ~ ~ ~ t ~ ~ r ~ t t 1 C{„ 1 -I- ' E ~i ~ ~ ~ ~ a ~ ~ w . ~ A _ ~ S ~ _ , ~ ~ ~ ~ ~ ~ . a ~ ~ ~ • ~ t~ ~ ~ ~ ~ ~ ~ 6 ~ C~ ~ ~ _ ~ ~ an ~r~ ~ ~ ~ ~ ~ z ~ ~ ~ ~ W ~ ~ ~ ~r ~ ~ i ~ ~ ~ h ~ ~ ~ ~ ~ ~ , ~ ~ v m ~ C., , ~ U. q !~1 i ~ ~ ~ ~ ~ ~ ; m ~~v~~ 1' a- ~ - ~ ti L" _ . , ~ v ~ ` J~ ~ ~ ~ ~ ~ ~ ~ ~ c d, ~ ~ -ra ~ n .o ~i O ~ ' ~ G~ ~ ca 0 l 1 ~ ~ 4' ~ Q ~ r,f ~ c5 ~ l~ d t11 ` ; q ~J -c~i ~ ~ Q 0 ~ f ti. ~ c.~ ~ ~ ~ mt~bm~,~o i - ~ Y~ J } i.,. cu ~ c~ ~ a c~ ° m -4 , t/~ 3 ca ia n~.~ E~,,~_; 'vs ~ ~ ~ ~ ~ n ~ G ~ c ~ ~ g Q w-. q ~ 0 x c o ~ ir7 M i ~ ~ ~ ~ ~ ~ ~ c.°.~ ~ ~ ` ~ gp~ I = ~ C"'"t ~ z ~ ~w ~ ~ ~ ~ a ~t q 1 C1 ~ ~ ~ ~U ~ 4 ~ ~ ~ ~ i ~ ~ rr, ~ i , T z ~ a 0 P ~ xw v, x f _ v~ oa ~ ~ ~ ~ Z ~ W ~ ' - r. o rf+ , , ~ ~ ~ ~ ~ ~ ,V 0 C) ~ _ "w' " ` ~ - ~ > t~ ~ ~c ~ ~ ~ ~ ti ~ ~ « A y~ ~ ~ ~ N ~a ~ ~ , ~ ~ . d ~ (1~ ~ ~ d ~ ~ ~ ~ M ~ o , t~ ~ F~ ~ w ~ U1 ~ w 3 ~ C` ~ m o , 0 = ~ a F~ ~ v~ , - ; ~ m ° ~ri ' C~ _ ° ~ ~ t7~ o2J C ~ ~ ~ ~ r~ ~ ~ h ~i~ CI V? ~ 0 ~ ? x ~ h . ~ . { ~ ~ ~.~.,.r..,.~....... m,.,_.~ .,..~.~ti,•~,~..~.,, , ! ~ € a~ , ~~r ~ . , v ~ „ E 'a ~ m ~ ~ ~ m ~ L. ~~x~a~ ~ i caaaapoor. ~ "v ~ ~ ; u ~.~.oaocsocvr.m rn ~ ~ ~r . ~ ~ ~ tYl N N N t~ (V r IJf N Ct Q Sl Cf. "s j ~ 61 tJ ~ U ~ ¢ oooaoo.-oc~ cv ~ ~ E ~ ~ ~ ~ m ao ao m GO OD OD ~t ~ ~ a c~ h ~ ~a ro ro ~ L f~. r Q1 m 0 RI fe tV 05 ~ ~ ~ R~ ~ ~f t» q N ~ 'N ~ O et d' ~ ~ Z7 R3 13 ~ a~ ~N Q O C 7 C i O u ~ F-~ uf C i ui . 9~ c U t U ~ ; ~ ~ A ~ . ~ c~ ~ ct 3 ~ 0.C7IX.1OM ~ ~ ~Q ~ ~ ~ tj1: ~ oorvoa w a v~i"' ~.-oo nt a , . ~ ~ . ~ ~ li Il N ~ uv~i L Cd ~ C ~ ~ ~ s~. ~ . ~ u1 ~ ~ ~ ut tA ~ ry ~ ~ L n ~ a O CO tJ C5 d d' l0 ~3 i3 T7 Tf rs v is ~ :a ~ CQ C7, C~ d --i N w~ ~ c0 O q O O -.1 ~ v 0 p p p v~ o 0 0 0 N a x x~~ ~ v~ ~n ~n sn Q v ~ N N N ts"! c0 ~n sn v0i ~n rv cv m cv ev ' ~ x x x x w a 1~ Z ~ a, ~ ch ~ ~ (C Rf l~ ~ x x re K x ~ ~ 0,- t4 C5 O tn q tfl n- C ~ ~ N V" ~+a t~ 01 ~ Or~-OtWrOt-OQ 01 ttl (..)ON ~ qx 1.~ V ~ ~ tL~ ~ N to 4. ~ Q O G ~ ~ w E'" y s+ ~ ~ + r+ r + ~ u C ar 4 N ~ ~ a~, ~ v ~ ~ o ~ ~ ~ U (,J Cmm u, ~ ~ If q d n J 4 .1w r a n. 2 J U ~ 0 w U v U 4R Q ~ .t m G1 Q/ G1 0.~ y j, y '.I p ~ ~ t~ 2 Q ~ ~~~~~v~~~o ~,E F.. ~ ~~h- ~ 3 ~ t~ ~~aaG~~v~~o~ ~b 0 i'n '~ro ~ ~ v a~p ~s~~~~nd ~ 3 ua. , ,x~,~~s~~__ v E ~ y co c~. bm ~ „ - ~ a ~c „t d a+dan v~o°o op ~ ~ ~ ~ m C1 u.aU z~=v~I wh ~ v~ ~ ~n a c~ ~ CSt- i, y ~ a tm e ~ 3 ~ ~ 3 ~ Q ro 4 ~ ~ ~ y ~ t~ ro V a.,° w a~ ~ w 3 3 Z, cc 3 A = = Q ~ ~ d • c°. a° c~ ~ ~ x ~ : ~ ~ ~ ' x ~ ~ - _ _ - ~ ~ ; - ~ ~ ~ 1 ~ C . .,,~,,.,k.., . . . . . ' 2 ~ 2 0 ~ n ~ ~ ~ ~ • ~ ~ ~ ~ ~ ! i ~ ~ ~ 1 i ! ~ f ~ ~ ~ . . . ____._._____.,_w .w _ _._._.~____....__m.._._._ s € f ~ ~ . . , . . _ ~ ~ ! i ~ ~ ~ E ~ I i i i i ~ ~ i I ' ~ I ~ ~ Y ~ ~ F §y d ~ ~ . . ~ . . . . . ~ . . . . . ~ + . . . ~ . . . . . ~ . , , _ ~ . . . ~ . . r v' ~ { ~ ~ VI I ~ ~ a i ~ s :y ~ A 3 ~ ~ ~ ~ ~ , s ~ i ~ ~ ~ ~ i ~ ~ i ~ r! ~ - i flk ' ~ „ ~ ~ ~ t r ~ ~ ~ ~ F ~ ~ ~ ~ ~ ~ ~ 4 Q~ pt ~ ~ , d ~ y ~ ~ ~ ; J F ~ x ~ ' ~ ~ ~ ~ : . ~ ~ ~ ~ p! ~ ' V' i ~ • ~ g T° ~ C ~ ~ ~ C t L ....a. ~ ~ ; _ ~ ~ ~ ~ ~ 1 ~q ~ , ~ ~ ~ ~ ~ ~ ~ C ~ f~ ~ ~ ~ ~ . ; y~~ r ~ s ~ ~ ~ . ~ ~ ~ " ~ . t ~ , ~ _ ~ i 3 ~ ~ ' ' ~ i ' ~ ~ ' • r x ~ ~ < ~ ~ F ~ ~ 1 i ~ ~ ; ~ u~ ~ ~ ~ ~ ; e , ~ t ~ 3 ~ ~ ' ~ t ~ I r ~ ~ t ~ I ' ; # 1 i ~ k ~ ~ j S ~ ~ ~ ~ ~ {q ~ s ~ ! : ~ E~ . " .4. ~ ~ . ~ . . . y . S t 1 (pF ~ t ~ f ~ S ~ { ~ 1 , . _ i........ 1 i / ~ ~ ~ ~ ~ I ~ ~ p D n , ~o ✓ - - _w_............., ~ ~ `t ~ ~....,,~,a...~. t r i I ~ ~ ~ L w 0 : ~ ~ m c1 ~ ~ ~ ~ ~ o ~ ~ r ~ ~ ~ ~ ~ c~ t~ ~ _m, n o ~ ~ qF ~ v~ ~ ~ g ~ ~ ~ } r t't : : m ~ ~ ~ ~ ~ ~ ~ - ~ ; ~ r r~ w ~ ri~ ra ~r C. ~ . i C n { ~ M o ~'"~"I i i5~ [0 ~ r+' l~ ; - ; ~ a ; ~ ~ ~ ~ n 3 i f ; N ~ ~ t.' ~D Er► ~ ~-a ' ~ ~ ~ X . , ~ ~ ~ . M . !I~ ' . I~ V( ~ . . ~ - ! ~ . . i t" . . . . t ~ ~ ~ ~J ~ ~ d , ~ ~ ~ ~ , ~'1 F* 7 ~ € .~u (~8 a _ ~ r. ~ . _ _ ~ ~ i ~ tn ~ _ „ _ d ~ _ , ~ _ ~ _ . , ~ ~ ~ , rn ~ ~ - ~c ~i ~ 3 ~ ~ s 4 ''s ~ ~ ~ ~ ~ t i ~ ~ ~ ~ _ =~pZ ~ ~ ~ ~ r,~ ~ p ~ , ~ s ~ ~ n ~a 1 . a ~ ti. ~ , ' a ~ _ ! ~ p cn o o cn a a~ o m ' ' ~ ~ Q ~ WEMP Y'S ~ESTA1fR~~T , F~ _DAILEY .SEE~.Il1~E LLC. ~ t i W ~ N ~~ur S~asans Management P,O, BOX 1681 ~ N ~ r~ N xn . ~ ~44U ~4 _...Ave~u~ ~lhe.~t .R~.d ~4 8.4U34 ■ . ~ U o , 9~ ~ ~ Wheat ~ Cfl ~~4~3 ~Q3 4 - ~ ~ ~ / 55 ~~~9 ~ ~ ° ~ail~ s e ~ y/ ~N€~$$~I,~$1N8$C,Cf~~ a ~ x ~ ~ ' ~ ~ m G 0 2 t ' o 4 R P ~ r _ _ r ~ Q n ~Q~+ • ? 7 ^ ^ 3 ~ ~v @ t~Y ~s ~ ~ 0w~ ~ y m~ v ~ ~ ~ @ ~ C r ~ a q B4 0} aq 8 9 0' b ~ 7 T ~ ] 2 ~~2 ~ . ~ g5 43 63 q~ 6 $ 43 ~ IS1 ` ~ ~ ~ ~ ~ ~ t~ N } ~ ~ ~ ~ ~ ~ ~ ~ b ~ + bw o a a ~ _ c o + ~ ~ ~ ~f _ ao w v ~ wo ~ ~C ~ ~ ~ a ~ ~ ~~p _.__7 ~ ~ o ' ~ Cr ~ ~ ~ V ~ ~ ~ ~ i ~ 5 N w ; ~ 3 ~ r ~ ? m C tD ~ ° ° i m ~ . O ~ ~ a N ~ ~ ~ Aa ~4 b. m v a_ 'E' _ 1 ~ t ~s ~ " m m ~ rm s ~ o ; a a ` M 9a m m m ae... -tr o ' ~ m y L~ ~n~tvG~,~ . ~1~' ?~'~A~~ ~ ry~~.a+~~ re ~p ~r>Jt~~~ ~ ~ ~ Q y~ „~r ~ ~A ~ aN ~~~,~,N p ~b r ~ v a~ o ~ ~ ~ , ~m ♦ ~~~q,~~ o a r~ w~ ' "'"p-~v~ ~ ~C' ~ o~ ~,-a+~'"f~D~~ pni ~ ~ ~ ~ Q, n N ~ , f~t ~ ' tD ~ ~ Q' ~ ~ lD...~ w ~ ~ I r~ ~ y ~S" '^J r~, I ~m~ • ~~n~,~N~. ~ ~ai ~G~p ~~~n li~ ~ N i ~ ~ X =ri c~a m ~ w ~ • , s~ u, ~ b -p ro ~-Iro S1, ~ eryi~.@mC%r~` . , = 1~' ~ ~ a p,.~ Q- @ ~ ~ S h ~ ~ ~ ~ tFJ Q ty w n a. M = m ~ ~ ~ ~ a t~lsl ~ ;c+ N ~ cr ~ u~ s ~ t~ t t' I" ,o~ ~ p a~ a ~ U~{ C n o n n s- n r' ~ ~ d o s n ~ a~ Z l C) a q ~ ~ i i ~ ~ ~ ~ m ~ R ~ ~ ~ ~ R~ Q- S~- A~ ~ y v C n 3 I~ ~ V' 1 V 1 i r ~ T ~~'q ~ r C ' O ~ o ~ ~,y ~ N tl. - 4 0 -n p~ b ~Gti~~~ ^ a e : u ~ tn = 2e~~ ~`.m e ~ jV - ~ ~ r+ ,.~r N 3' rr 11~ A 6 ~A N (p 3' ~ ~ ~M/~M t9 p p ~tpNi►~C~1 , ~ U1 v1 3~ fu y pp r" 3»0 "~A ~ti~a ~ o ; (/f t'► v ~.r n ~ IU !1 ~ ~ ~ ~ , 7~ 7R ~ ~ C~ 0 ~/y = ry... p~ A~ ^1 0 ~ tC .i ~ ~ ~ _ ~ tD ~ ro a,. 4.~~ ~Q'S At ,~p, ~ !9 ~ n ~~~n R~~ ~ ~n 3 z - r~ y Q~ ~ a . ~ C7 ~ Q y f . F' ~ % CA W - ~ ~ ~ ; r, ~ _ (n _ +o ~o ~m ~ r # ~ ~ Y ~J1 ~p ~ ~ i~l 6 ~ .w~ .~e t(~ ~ ~ t \ i \l , . 3 x m as c ~ ~ ~ -1 S p . N t~t N m o~ ~ 0 ~ ~ ~ p~~' 111 Z r VI = ~ - ~ lD . C. { \ ^ „n ~ x p , ` ~ ~ V ~ ~ _ ~ ~ C " ~ m ~ o C) ~ mD CF' , b r~ ~ 3 v ~r~~~~ ~ tsoo-+ ; ' f , ~ ~ 1 1 z ~ m ~ 0 ~ + , t ~ ~ = z c~ ~ ~ ~ ~ O ~ ~ ..isti. + ~ . ~ C . ~ O a _ _ _ ~ ~ 6 + t~ _ ~ ~ ~ i 0 ~ ~ ~ _ ~ li _._Q ~~iw~s 0 + ~1 (jl ~ . . ~ . ( B ' NO?-t p S: ~ l~ + y m ~ ~ ('y ~ ~ 'I' ~ 0~ 0N + fA pp m t- ,i - ~ ~ DmNR~Lir_ ~ I 'J ~ Np ! ~ ~ W 7p~ 0"' 0° Dm :3~ ° 0 i 0~ °D~ p, Q K B' ? ~ ~ ~ .m.~ - ~,~a 0. m ~.y i C7~j N-NI 0„> °~NnDO ~ cn a~ p, v D ~ c n m w cn ~ 3 am. u 4 ~ p ~ Q l ~ 0 > a+ m - z O~~o~ n~ O~ gg ~,~ri' 61 pf W ; ~ Z~ 9 ~ ~ ~ m ~ ~ nt ; , j p~C~c 'N ~ @'~ o aN ~ ~ , N= 0 ~ a ~ OR ~ ~ .C, ~ ~ ~ Q 0 Z ~ o ~ 9 b ~ ~ ~ W ~ 0 e ~ '0 t3 / 'R N C ~ ~ m ~ ~ 1 J ~O ~ re `p~ , ~ 0°F ~m~o~C~ '^o w nA ~ z ~ ~ 'C7 ~ N~ y N ~ O ~ ~ 3 ~ ~ ..`'i ~ C~ ~ ~ a - '~c ~ f3 _ 1~ ~ ,'~D v ~m o ~ ~ ~ ~ ~ ~ 3~ m»a^ ~ 3~ a. $ryro . ~ 9 L ~ iJ _ _ _ _ _ . _ _ _ _ _ _ _ . . _ _ . _ ~C~fl . o ~ _ _ _ . ~ ~ N z ~ (~oo-~ t ~ ~ ~ ~ ~'f! G a cm~ ~ mm 3 z-~ ~oo~ ~ ~~~Cw y 8~ ~~.~1 ~m aD~ o~m°~ ~ ~ ~ NQ~~' ~ ~ " ~ 0 ~ m ~ ~ O ~ ~ O m ~ ~ ~ UJ ~ ' c~~m. 'S a ~ e y N~~ n.Ut= D~`) o ~ ~i ~ . 3 m mm,.M~ c'~o 04 ° or~ ci ~~~o~ m 0~ a ~ m ~ tn~C ~ m ~ L y, ~ m ~ ~ c ~'D .a + ~ ~ ~ Q~3~'C m'? ammp w ~P ~ ,,~„~nN ~a ,o, ~or~~ ~Q ~ . f ~ . ~o~~ mC ~03~ D ~ y o o'dn ~p »Q~ e~ m ~ ~ °,A o~ -n p m ;i ' ~ ` •p - a s: ~ r; ~ ~ ~ Q Uf Q p iA Q ~ ~ ~ ~ N 3~ INEMP Y'.S_ . TAll T i ~ .DAILEY SERV[~ L..1.. ~ ~ L c~ ~ a • Four ~~asons Ma~.ag~mer~t P.~?, B~3X 1 fi8l , ~ ~ _ ~ th . ~ 0 84Q0 W. 44. . Auer~~e Wheat Rrd ~ ~ u 9~, C~ 8~~34 ) 1 ~ ~ ~ ' Wheat ~id. e, ~i? _ 8~D33 . 9 .303/45.5-U~89 ~ ~ dd1~2Y5EtVICt5~U5W95t.fl~t ~ ; _ ~ ~ a ~ s._.._~.~ _ _ ~ ' . w . , `.,f 1~'~'r~.a i k~~ ,y ~ ` " . ..-.~.-..v. __..,i.... . .l , ~ . . . . ~ l ~ _._.rt_..____.,. r__.__..__. . . _ __._._.u__.~ • I ~ ~ fI ~ ! , ~,~,~.~~.~c~ ; ~ ( ~ 1 ~ ~ I~' G'~.# y ( '~R'~- i ~ ~ i I~~ ~ i`' t~~j; ~I r~ ; t , ~ ~ ' ~ ~ ~ ~ , ~ ~ ~ ~ ; w,. ~ , _ _ _ ~ - ~ ~ _ ~ ~ , , , I ; ~y,, ~ I i ; ti ~ ~ ~~i,~ ~ ~ i f i 1 I 1 ~ ';I p ~ ~ ~ ~ ~ . I , Y~..~~~'~."~:~~J*~,~5 fr' ~ , ~ : 1 9 t7 ~ ~ ~ ~ ~r ; c ~ ~ ~ ~ ~ . . '~y~J ~ f! t+`f wtt~`m:., , . , ~ +I~ ~ 7 e.~' . ~ I~'~ ~ , j ` ~ ~ . 1 ~ u ..~j C.~. rG~ t.~`~ , "L~-} ~ , . ~ ~ . . "'F "..7 . , ,p.r r~~ . ~ ~ . . V' ~ ~ \ b ~ . ~ ~ ~ s ~ ~ ~ ;1 ~ ~ ,c~~ ~ a aa~k , ~ ' ~ ~ ~ y ~ , : ~ ~ ~ ~ ~ ~ ~ _ ~r~ ~ f ' ~ ~ ~ ~ , . . . . ~ , ~ ; ~ .CC~* ~4 f~a ._'~1,~ ~ /x ~.r;~'' ~ ~ l f" ~ ' i „ ~ a~. ~ ~ ,.1 -C,r N` '`J -~»"t~~..~ B ~ _ . _ . _ . _ ~ _ _ . Q~~ E s ~ B~ Q~ ~ ~ . . k---4-.-_.______.~..~__ "'~-,,3 1'~... ~"„i,,,,i . . . . . ' ' ~ ~+k-~ '~l'~`~f';~.r~` ~ . ~ E +}h= t~~' ~ , ~ s ~ j F~~'<-i ~ U I ~ : _ ` ~ t~ i ~"'P1 i _ I ~ ? ~ ; ~ . ~ ~ ~ I ~ I ~ ~ ~ . _ ~ ~ E ~~r ,~7 f, ( ~ ~ ~ , ~ ~ . . _ ~ ~ 1 E ; v' _ t , ~y ..~py f f Fs.+ j ~ M r.r ~.F,-A~~` +V , ti. . - , __._w_ ~ , , , _ . _ _ _ f ~ ~ . _ ~ r,. _ _ ~ , _ _ ; ~.~M = , . . , ; . r ~,~~„ta i.xr~' .~..~~,'~`Y { . ~ \ . . ' ~ ~ - ~ ~ ~ :4iy~ 1 ' i ff~ 4t i Y ~ Y~ ~.~i i` ~„t ~ ; r ` ~ ~~s~,s a ~ t•~; ~ } I i ~ f 1~.: E G ~ ~ ~ t`'`~..+~kS~,, ~ ~ ~ ~ r ,r~' .,~t~,.S~'`;7 I ~ ~ ( ~ ~ 1 ~ { ~ _ , ~ar;~; ! ~ ~ t" ~ r'~ ~ I . , . ~ , ~ ~ f . ? ~v'"~.~ ~ ^ ~,i ~ i ~ ~ ~ ~ , ~ ~ ~ ~ ~ ~ a, a~ ~ ~ , _ w...~.~r_._.~_~~,.___~~. ~ , . ~ ~ ~ ' ij ' ~1C °~i u+`~!' 3 _ e ~ , j , ~ y~~ ~lP i ~ k ~ ~ ~t`~u ~ ~r `~si:.i . < ~ I _ , . r - . ~ ° ~ ~f1~. ~ ~ ~ ~ ' i ~ , ~ _ ~ . . . . , ~ _ , , ~ ~ ~ m. , ~ ~ , i. d° ~ ~q ~ , ~ i ~ - ---r ' ,y ' ° ~ ~ . w ~ . ' ' " ~ ~ + ~ ~ l.~ ~i~ ~ ~ ~ ~•a~~ ~'.T t..? f ~~^'"~""~ti ~ ~ /~:~„~d a..-~ f ~ ~ ~ s'~'~ +~d,`:M` i , , . ; ~ ~ _ d _ . . _ ~I ~ ~ C~ , ~ , . _ ~ _ _ ~ ~ , - , : _ _ _ _ , _ ~ - -t~-- 4--.._. ~ ~ ~ i ~ . s -~t ~q?~~' /q~~ ~ /~"v .-r^' ~ ~yq~ l~-^ ~ ~'s T ~ ""f~ ;.r~ w?~.,..1S~J' , M-. . 1 . " „ . 3,~ -~,t,, ~ , , ~ ,y ~ ~ , ti'"'" ~ ; ~ . ~ ~ ~ V~. ~ ~ .~P° : ` ~ _ _ _ _ ~ . ; ~ , t~k , , _ _ _ . . . ~ , i i „ L~`~ ~ _ _ . ' , , r 6 r~ i j~ ; ~ ~ ~ ~ ~ ~ , ~ ~ s ~ ~ r~ > l _ ~ ~ G~1 ~ ~,d ~ . ~ i ~ ~ ~ ~-7 . a r.., ~ e , ^~~y r~~i `~~x ~s~ m .._~a~~.,.~,~..m-W ~ '~~1 ~ ~ 6 ~ - J~) h i~ ~ ~y~~~ ' ° ,~y,,,'"~' , s ~ _ _ ~ . ~ ~ ~?t,.,, i ~ t~ / `w` ,.e ~ ~°m",~0. t t t .«-G~ Ewe/ . ~ ~ ~ ~ ~f"",~~'i ~ ~ t.~ i,.a ~~a~. ~ , . ~ '4'~~ ~ ~ ~ C~~..! ~ 4~.p, , _ _ _ r ~ T .Y ~ - - ~ ~ ~ ~ ~ ~ ~ ~ a~ ~1~g~ ~ ~ ~~w ~e. .;~s~Y~.,~ ~ ~ ~ ~ ~ ~ ~ ~ ; r < t. 1 ~ ~ ~`*M~.~~.... i~'~ '-~~.a f k k ~ , _ ~ ~ , _ _ , „ i,-~ r-.- . ~ ( ~ r~ y_ r, ~ I rk~ y~ ~ Ll ~ l,,•t K-~~ ~y .n m„= .a `'K. $ r,,> eat! ~ ~ y,~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ $ , ~ L1~ r ~ C..~..~~ ~ ~ ~Gt~ ~ ~J ~ , , T~~ -r~ ~~'u~- s-y~~ ~-_.__.~_____-~-=w-_4_ _ E ~ ~ f , ° i jj Q E ,'I ' ~ _ ' ~ ' ~j!" ~ ~ t~4 W,~~. ~ ~ ~ ~ , , ~ i p;; ~ ~ , ~ ~ ~ ~ • '~5I ~ ~ ~ r y= ' i ~'w n~' C,~J ' ~ i; ; r f!. I -b 1ae s~b,~r~ ~ c~ ~h , ~ r ~crY+S -~6 D. ~ ~ ; ; f ' ; ~ ~ f 3t i s i~~ °~;i~'''°°°~~~~~~yyy ji ~ ~ ~ a~ i f S ~ i i ~ ~ ..u..:.~. . ~......,.,.._._.,...s... _,..u... ~.,a...'..a._..~-a.--,......:,..~.. ~ ~ f x ~ , . . r . . ! ,r , v~r e ~ ~ 1 ~?t-.r"'q~,, ~ ~ DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : 9559 BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE Date : 9/30/99 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Property Owner : Property Address : 8000 W 44TH AVE Contractor License No. : 20412 Company : Mend Construction Service 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 the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit. (OWNER)(CONTRACTOR) Description : Tenant remodel "Wheat Ridge Dairy" to Wemphy's Cafe. Handicap ramp and change bathroom doors Phone: 7203405718 Phone : 274-1969 Construction Value : $3,000.00 Permit Fee : $83.25 Plan Review Fee : $0.00 Use Tax : $45.00 Total: $128.25 Use: Electrical License No : 20533 Company :Wright Electrical Service LLC Plumbing License No : Company: Mechanical License No : Company : Expiration Date : 2/28/2001 Approval: Expiration Date : Approval: Expiration Date : Approval : (1) This permit was issued in accordance wi[h the provisions set forth in yopur application antl is subject to the laws of the State of Colorado and to the Zoning Regulations antl Building Cotle of Wheat Ridge, Coloredo or any other applicable ordinances of the City. (2) This pertnit shall expire if (A) the work authorizetl is not commencetl within sixty (60) days from issue date or (B) the building authorizetl is suspentletl or abantloned for a period of 120 days. (3) IFthis permit expires, a new permit may be acquired for a fee of one-half the amount normalry required, provitled no chan9es have been orwill be made in the original plans antl specifications and any suspension or abandonment has not exceedetl one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done ihat will change ihe naturel flow ofwater causing a drainage problem. (5) Contrector shall noliry the Builtling Inspector hventy-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceediing with successive phases of ihe ~ob. (6) The issiya e of a pe " or the approval o~drdwings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of t~,Y e Sild" i9 c ny other ordinance, law, mle or regulaiioa . , Chief Building I . pector DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : 9570 , - BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE Date : 10/4/99 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Property Owner : ~~_~.•k~.~„~;<lj;,,,,,d r 5 p Property Address : 8000 W 44TH AVE Phone : 467-2220 Contractor License No. : 20412 Company : Mend Construction Service Phone : 274-1969 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 restridions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordmances, for work under this permit. (OWNER)(CONTRACTOR) Construction Value : $92.00 Permit Fee : $30.00 Plan Review Fee : $0.00 Use Tax: $1.38 Total: $31.38 use: Description : Replace face plate on existing sign w/vinyl lettering, no illumination Electrical License No : Company: Plumbing License No : Company : Mechanical License No : Company: Expiration Date : Expiration Date : Expiration Date : Approval: Approval: Approval: (1) This pertnit was issued in accortlance with the provisions set forth in yopur application antl is subject to the laws of the State of Colorado and to the Zonin9 Regulations and Buildin9 Code of Wheat Ridge, Coloretlo or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work authorizetl is not commencetl within sixty (80) days from issue date or (B) ihe building authorizetl is suspended or zbandoned for a periotl oF 120 days. (3) If this permit expires, a new permit may be acquired for a fee of one-half the amoun[ nortnally required, provided no changes have been or will be made in the original plans and specifications antl any suspension or abandonment has not exceedetl one (1) year. IF changes are made or if suspension or abandonmen[ exceeds one (7) year, full fees shall be paid for a new permit. (4) Noworkofanymannershallbedonetha[willchangethenaturalflowofwatercausingadrainageproblem. (5) Contractor shall notiiy the Building Inspector hventy-four (24) hours in advance for all inspecGons and shall receive written approval on inspection card before proceediing with successive phases of ihe job. (6) The issuance of a permit or the approval of drdwings and specifications shall not be construed to be a permi[ for, nor an approval of, any violation of the provisions . of the builtling codes or any other ortlinance, law, rule or regula4oa C.hA Il(.~J. eQf . . . . . . . . . . . . 4 014 17 ~ . DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date : 7500 WEST 29TH AVENUE WHEAT RIDGE, co 80215 AppLICATIo N PropertyOwner: 0ANi%D l-~ve:Snw Property Address : I Doo w y(( t~ A L4 Contractor License No. : Company : ) aL/_12 4 ENi3 weMf A7s CIA f$) Phone R ~t r7'r Phone e.f6?_ ZZZa 9a L-Sn1-6 OWNERlCONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distanees pmposed by this pertnit appiicafion are aceure[e, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrtIXions of record; that all measurements shown, and allegations made are accurete; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable WhgafRidge o; Qmgnyes, for work under this pertntt. (OWNER)(CONTRACTOR) SIGNED ___~DATE ~I 2$ Description : (1 4 Ca, I~a Cc 0 4't 9.v ¢,v 15 It Construction Value : Gl'~~00 Permit Fee : '3D,pD- Use Tax : l 3 ~ Total : Use : ~ d „ . _ ,A , , ,r l Approval : Zoning : n%10 nRaRomrnenrs~ Approval: ~✓i Approvai: Occupancy : Walls J .~V . •~{,e'~6.r~4. P 1' f ! BUILDING DEPARTM NLY ~QCS1 C~YSV L a~bR - SIC . Sq. Ft. . "Um'~,?1" mR _ PlesseNote: Owner/ contractor is responsibfe for locazing property Iines and construating improvement; according to the appmved plan and required development standards. The City is not responsible for inaccurate informatic ; submitted within the plan set and any const:uci_M errgoopu(tlng from ingoru~reas ;ir.{'orr.~atiu~esidential Units : Electrical License No : Plumbing License No : Mechanical License No : Company : Company : Company : Expiration Date : Expiretion Date : Expiration Date : Approvai: Approval: Approvai: (i) This pertnit was issued in aceartfance wiN the provisions set torth in yopur applicatian and is subject ta the laws of the State of Colo2da antl to the Zoning RegulaHans and Buildinq Cotle o! Wlieat Ridge, Colorztlo or any oNer applicable ortlinances of the Ciry. .(2) This pertnit shall expire ff(A) llie work authorized is not wmmenced wRrin eixty (EO) tlays trom isue date o: (0) the bui!ding aWionzetl ia suspantled or abantlonetl for a penotl of 120 tlays (3) It lliis pertnit expires, a new pertnit may be acquired for a fee of one-h:alt the amount nortnally required, pmvidetl no changes have been or will 0e made in the onginal plans antl specifiptions antl any suspension or aEandonment has nat exceetled one (7) year. If changes are matle or if suspension or ahandonment exceetls one (1) year, PoII fees shall be paid for a new permR (4) No work of any manner shall be tlone that will change the naN21 Bow of water causing a tl2inage problem. (5) ConVactor shall nolity the Builtling Inspector twenry•four (24) hours in atlvance for all inspections antl shall receive written appmval on inspection nrd before proceediing wiN successive phases of the job. (6) The issuance of a pertnit or the apPmval of tl2wings and specifiptians shall not be consWeE ro be a permit for, nor an approval of, any violaGOn of the provisions of the buil ' S ar any ONef OfdinanCe, lew, Nle of regulatlon. - Chi f Buii ' Inspector ~ ~ ~t \ , . . ' _ . 111 , r'r . . ,i.~_~ ki .Q ~ N M ~ ~ M ;O U ~ ~ 11-21-99 ATPENTION DAk2IiQ MORC,AN: . Mend CQnsfruction Servi, ~ (303I-274-1969 pgr 251-8879 ' THIS IS IN REFEREvCE TO pERMIT N0. 9559 CONTRACI'OR LICIIVSE N0. 20412 PROPERTY ADDRESS: 8000 W.'441H AVE. ;,zyw"o '2~ a" ~ ~i•-- - . ~~G3-Le . ~G < . ✓1~/ZP~ : NII2. MORGAN, MEND CONSTRUCTION HAS COMPLETED WORK AT THIS In. ' ~-l~ ~y~ " " ~ II I TI-IEREEORE WE WANT TQ y ~ <<:..DRMIT -;kID7I?ER: MENI3 ~CON~TP.UGI~YON~' WORK PERFORMED UNDER CONSTRUCTION CONTACT, AS FOLSIJWS. DOORS TURNID AROUND AS RF.OUIRID 13Y CITY. INSTALL 36 INCH, NEW DOOR. HANDICAP RAMP IN FRONT OF BUILDING. SMALL RAMP ON THE SIDE OF BUILDING. WE WANT TO MIINPION THAT ALL PLUMBING AND FS,ECPRICAL WORK, BEING DONE TO TfIIS BUILDING, IS NOT BEING PROVIDID BY ME[VD CONSTRUCTION. TI-IEREFORE I"IEND CONSTRUCPION IS NOT RESPONSIBLE FOR ANY OTfER WORK, NOT MENTIONED IN THIS LETPER. BUILDING DEPARTMENT (303) 235-2855 CITY OF WHEAT RIDGE Correction Notice Job Located at n Pi'/Jt'`/ 6a1. Z(y t, aA 6119 I have this day inspected this structure and these premises and have found the following violations of City and/or State laws gov- erning same: You are hereby notified to correct the foregoing violations. ' When corrections have been made, call for inspection. Date DO NOT REMOVE THIS TAG FORMWHB•22 . ' DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Building Permit Number Date 10151 2/24/00 Property Owner : Property Address : 8000 W 44TH AVE Contractor License No. : 17979 Phone: 433-6814 Company : Safety Systems Phone : 466 2393 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDWG AND AGREEMENT I hereby certiy 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 allegatlons made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit. (OWNER)(CONTRACTOR) SIGNED DATE Description : Fire protection system for range hood at Wemphy's Construction Value : $1,800.00 Permit Fee : $63.15 Plan Review Fee : $0.00 Use Tax : $27.00 Total: $90.15 Use: Electrical License No : Company : Expiration Date : Approval: Plumbing License No : Company : Expiration Date : Approval: Mechanical License No : Company : Expiration Date : Approval: (1) This permit was issuetl in accortlance with the provisions set forth in yopur application and is subjectto [he laws of the State of Coloratlo and to the Zoning Re9ulations and Building Code of Wheat Ridge, Colorado or any oiher applirable ordinances of the City. (2) This permit shall expire iF (A) the work authorized is not commenced wiihin sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 120 days. (3) If this pertnit expires, a new permit may be acquired for a fee oFOne-half ihe amount normally required, provided no changes have been orwill be matle in [he original plans and specifications and any suspension or abandonment has not exceetletl one (1) year. If changes are made or if suspension or abantlonment exceeds one (1) year, full fees shall be paid for anew permit (4) No work oF any manner shall be tlone that will change the natural flow of water causing a dreinage problem. (5) Contractor shall notify the Building Inspector lwenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceediing with successive phases of the "ob. (6) The issuan f a permit orthe approval o~drawings and specifications shall not be consWed to be a pertnit for, nor an appmval of, any violation of the provisions . of the 2Z ' tle or o[her ordinance, law, rule or regulafion. )'1r^.. . . Chief Building In ector , DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date : 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 qppLICATIo N Property Owner :0RM p~ y's cu 6-c- Property Address :~-6 ao GJ Y 4T 5 )`i"-t- Phone :/,/3 3 6~- 1y Contractor License No. : 3 03 ~ Company : sA(=t i 7 SYS7 G h') 5 Phone : y _)7' SSO o OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value : I9_00 , 00 1 hereby certify that the setback distances proposed by this pertnit application are accurete, and do not violate applicable ordinances, rules or regulations of the City of Wfieat Ridge or covenants, easements or restnctions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all wnditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this pertnit. (OWNER)(CONTRACTOR) SIGNED 4-7' Q/L~a~GD'ZT~ DATEa'QS'Od Description : L) P ( t~.~ Permit Fee : Use Tax : Total : Use: 616 lke cf,a nA~i-c.~n QCm.c~ BUILDING DEPARTMENT USE ONLY ~ ii., g;om~~~....._a Approval : Zoning : Approval: Approval: Occupancy : Walls Electrical License No : yy Company : Roof Plumbing License No : Company: Mechanical License No : Company : Expiration Date : Expiration Date : Expiration Date : Approval: Approval: Approvai: (7) This permit was issued in accortfance with the pmvisions set forth in yopur appliwtion and is subject to the laws of the State of Coloratlo and to the Z.oning Regulations anBBuilding Cotle of Wheat Ritlge, Coloratlo or any oNer applipble ordinances of the Ciry. (2) This pertnit shall expire if (A) the work authonzetl is not commenced within sixry (80) Cays from issue date or (B) the builtling authonzed is suspendetl ar abantloned for a periotl oi 120 days. (3) If this permit expires, a new pertnit may be acquiretl for a fee of one-half the amount nortnally fequired, providetl no changes have been ar will be matle in the on9inal plans and specifications antl any suspension or abantlonment has not exceeded one (7) year. If changes are matle or if suspension or abandonment exceetls one (1) year, full fees shall be paitl kr a new pertnit (4) No work of any manner shall be done tha[ will Uange the naturzl flow of water causing a C2inage problem. (5) Coniractor shall no6y the Building Inspector twenty-four (24) hours in a0vance for all inspections antl shall receive written approval on inspeclion card before proceetliing with successive phases of Ne 1~ob. (6) The issuance of a permtt or Me approval of drawings antl specifca6ons shall not be consWetl ta be a pertnit for, nor an approval of, any violafion of the pmvisions of the huiltling cotles or any other artlinance, law, mle or regulation. SIC : Sq. Ft. : Stories : Residential Units : Chief Buiiding Inspector I~ SG o ' I tn a m ~ 5 - ri N ~ ~ aQ v ,J r ~ T s 3 0 0 ~ o N 3 0 u ~ 0 a i t O > N ~ ~ m ~ IA Q $L) d. u- N ~ ` ~ u pp W tn ~ N .1 ~ ~ N a~ U) C Ni - 0 W .14 tn N t:y (d in O 43 F1 ~ ,rA +3 N U ~ 43 Ol p~.~ 0 ~k W N N x N r-~I N O k' rti b r-al N N0 ~ N N o ~i ri ~ ~ ri ~ 01 N -3 ~ .t-~~ N ~ w v N N o N ~ U) [N.7 r a qh w 'i ^ ~ m r ~-O1, utOi N 00 _ o~o W N rn '-i ry N rn H r1 N '"4 m r-I ~ m "q ri in o0°i ri rq m M r-1 qi ftl r4 o0 r V~ N - ,N - - - - - - - - Ln - - '0 - ~ (b Q~ i Q 0 •H ~ a N ~-t w 4-1 ~ ? ,NV cD P ,NU U a N c~n m N H u in . l O ~n N ~ O~ a~ ti '-I N ~n N '-I Ol n N e~i N e-1 m N ri 4 z: ~ 0 I. ~ x x d ~ o u a 2 ~ 0 s_ p p c ~ ~ C v ~ C ~ ~ Ni ~I oj O N I. '11 r-11 I . DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : 9559 BUILDING INSPECTION LINE - 303-234-5933 s° ~A CITY OF WHEAT RIDGE Date : 9/30/99 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Property Owner : Property Address: 8000 W 44TH AVE Phone: 7203405718 Contractor License No. : 20412 Company : Mend Construction Service Phone : 274-1969 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 the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit. (OWNER)(CONTRACTOR) SIGNED DATE Permit Fee Plan Review Fee Use Tax Total $3,000.00 $83.25 $0.00 $45.00 $128.25 Use: Description : Tenant remodel "Wheat Ridge Dairy" to Wemphy's Cafe. Handicap ramp and change bathroom doors Electrical License No : Company: Plumbing License No : Company : Mechanical License No : Company: Expiration Date : Expiration Date : Expiration Date : Approvai: Approval: Approval: (1) This permit was issued in accordance wiih the provisions set forth in yopur application antl is subject to the laws of the State of Colorado and to the Zoning . Regulations antl euiltling Code of Wneat Ridge, Coloredo or any other applicable oMinances of the Ciry. (2) This permit shall expire if (A) the work authonzed is not commenced within sixiy (60) days from issue tlate or (B) the building authorized is suspendetl or abandoned for a period of 720 tlays. (3) If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not ezceeded one (1) year. If changes are matle or if suspension or abandonment ezceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done ihat will change the naturel flow of wa[er causing a tlrainage problem. (5) Contractor shall notiry the Building Inspec[or hventy-four (24) hours in advance Por all inspections and shall receive written approval on inspection cartl before proceediing with successive phases of thejob. (6) The issuance of a pertni[ or the approval of tlrewings and specifcations shall not be consW ed to be a permit for, nor an approval of, any viola6on of the provisions of th i in d any other ordinance, law, rule or regulatiort D=1PARTfVIENT OF PLANNING AND DEVELOPMENT Buiiding Permit Number : [3l.iaLDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date : 7500 WEST 29TH.AVENUE WHEAT RIDGE, CO 80215 A PPLI CAT Io N Properry Owner :%Ltk. F1A-/it; d Ncc.es.e,c~-~'aufL S6AJbN5 /y~LVH9EpSEVrSiu~. PropertyAddress: V860 W. 44t7*Aue. wh~o-:dr~C~o• phone: o1d-3`/o 9.e~-9~D3°d03`o`tbR Contractor License No. : a64 I Q~- Company : M4Faucl Cc»~tSY/'/~GeY:aKS~Phone :3a3 -a 7e?'" 7 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value : 3,, I hereby certify that the setback distances proposed by this pertnit appliwtion are accurate, ~3" and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or Permit Fee : covenants, easements or restnctions 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 Use Tax : Q5.0 d application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordmances, for work under this pertnit. TOt81 : ~ 177 (OWNER)(CONTP.ACTOR) SIGNE~ ~~pq7E "3-L' USB : mari c, Description c,+p ~ ~ ~ (?fj~nr~-e R,~a7"hRe~K1 ~i~oos ; ` ~ ,J~ BUILDING DEPAR?"MENT USE ONLY ~ \ n ..r SIC : . ~ Approval A Zoning RECEIV ED Approvai AUGp',3 1999 APProval Occupancy : W Ils : Roof Stories : Re _ its : ~ Electrical License No ' ense No : ical Lice se No ~ Company: Company: ~^1 om an P Y~ Expiration Date : Approval : Expiration Date : Approval: Expiration Date : Approval : (7) This permR was issued in accoMance with the provisions set forih in yopur application and is subject to the laws of the State of Colorado antltn the Zoning Regulations and euilding Code of Wheat Ridge, Colo2do or any ofher applicable ortlinances o(Ne Cily. . (2) Th ispertnit shall expire iF (A) the work auNOnzed is not commenced within siaty (60) days from issue tlate or (B) the building authorized is suspended or abantloned for a penotl of 120 days. (3) If ihis permit expires, a new permit may be acquired (or a fee of one-half the amount nortnally requiretl, provided no changes have been or will be made in the onginal plans and specifications and any suspension or abantlonment has not exceedetl one (i) year. If changes are matle or if suspension or abandonmenl exceeds one (1) year, full fees shall be paid for a new pertnit (4) No work of any manner shall be tlone thai will chanqe Ihe natu2l flow of water causing a d2inage problem. (5) Contractor shall noliry the Building Inspector iwenty-four (24) hours in atlvance for all inspeciions and shall receive written approval on inspeMion card before proceediing wi[h successive phases of thejob. (6) 7he issuance of a permit or the approval of tlrawings and specifications shall not be consWetl to be a pertnit for, nor an approval of, any viola6on of the provisions ot the 5ildirg codes or any other ordinance, law, rule or regulalion. Code Correction List August 10, 1999 Owner: Four Seasons Management , ,1\ V' Builder: Mend Construction Services Address: 8000 W. 44"' Ave ~ Description: Commercial Alteration fl/ 1. Submit mechanical information for new hood system. Provide roof plan. 2. Provide make-up air information for review. 3. Show horn / strobe locations on plans. 4. Provide documentation that the existing grease trap is functioning and has been cleaned. 5. Provide note on plans stating cross-slope of ramp shall not exceed 1:50 or 2% and running slope shall not exceed 1:12. 6. Address all redline items on plans and resubmit 3 sets to the building department and one set to the Wheat Ridge Fire District for review and approval. Please make these additions or corrections to the submittal and resubmit for review, if you have any questions or comments please feel free to contact me at 235-2853. Sincerely, ~ Darin Mor Codes Administrator 7500 WEST 29TH AVENUE • WHEAT RIDGE, COLORADO 80215 The Ciry of 464~'N G Wheat GRidge LETTER OF NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATE ?!L ADDRESS Appp 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 u have any questions, please contact me at 235-2868. 5 erely, / / Gre Kn~pdson, M.P.A. Development Review Engineer , cc: File (303) 234-5900 • ADMINISTRATION FAX: 234-5924 • POLICE DEPARTMENT FAX: 235-2949 oF W~ T DEPARTMENT OF PUBLIC WORKS BU/LD/NG PERMIT APPLICATION REVIEW Date:9 ~T151 Location: 00000 44'6 tJs Attention: Building Department I have reviewed the attached materials submitted in application for approval of a)pNt~a at the above referenced address. Please note the summary comments below. l. ~ Boundary Closure: OK Not OK; refer to stipulations. - 2. Drainage: a. Drainage plan and report needed b. Drainage plan not needed c. Lot drainage/grading to be review ed bg Buildin- Division d. Site drainage/grading provisions have been reviewed and aze: X OK Not OK; refer to stipulations. 3. NPDES Pernut Required: _ Yes No 4. Public Improvements: a. street paving needed: Yes x No b. curb and gutter needed: Yes X No c. sidewalk needed: Yes x No d. street lights needed: _ Yes _x No e. storm sewer needed: Yes s No f. letter of credit required: Yes No If a letter of credit is requued, for what improvements? Amount of letter of credit 5. Subdivision Improvement Agreement required: Yes X No 6. .i Development Covenant required: Yes x No If Yes, for - - 7. ✓ Traffic impact analysis and report required: Yes ~ No 8. ~ State Highway Access Permit needed: Yes )c No 9. ~ New roadway or alley R.O.W. dedication recommended: Yes ~c No If yes, what is recommended? - 10 ~ All ei ting dedicated roadways/alleys meet the standazds of the City:~ Yes No If , w'ch do not and what is requested: 11. PR VAL: The blic Wor Department has reviewed this request and hereby gives its ap ro al, subject t the above d/or attached stipulations. 9~2z)99 Sign re Gre udson Dat~ 12. _ NO APPRO AL: The Public Works Department has reviewed this request and does not give its approval for the reasons stated: ~ Signature Greg Knudson Date 13. _ Stipulations attached: _ Yes ~ No 14. SummaryComments: PUBLIC WORKS REVIEW FEE STRUCTURE FOR BUILDING PERMIT APPLICATIONS Date 7's_ Applicant memp o{ruon Phone # 3&3 ~ 2,74C " 1,11109 Location of Construction %Ooo W . ~4-0 A, Purpose of Construction ~td5. fC/Y✓LIXdG( Building Permit Value ?.00_ Single Family Commercial X Multi-Family _ DEVELOPMENT REVIEW FEES Development Review Processing Fee: $50.00 $ (for document processing) Single Family Residential Review Fee: $25.00 $ ~ 0~ (for review of applicable technical documents ) Commercial/Multi-Family Review Fee: $50.00 fee (for review of existing technical documents), $500.00 fee (for review of technical documents for ClD construction in right-of-way, final drainage report and erosion control plan). $ Subdivision Improvement Agreement Fee: $125.00 $ (for document processing and recording) Development Covenant Fee: $125.00 $ 'O' (for document processing and recording) CDOT Access Permit Fee: $100.00 $ '0~ (for document application and processing) Traffic Impact Study Review Fee: $100.00 $ (for document review and processing) Flood Plain Variance Review Fee: Class I=$100.00 Class 11 =$150.00 $ ~ (for document review and processing) O TOTAL REVIEW FEES: (due at time of building permit issuance) $100, O~ 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. Signature of Applicant Date O~ ~ _ - /Z,/ /Z ~ WHEAT RIDGE FIRE DISTRICT ' "Dedicated To Serve Through Excellence° i P. O. Box 507 • 3880 Upham SL • Wheat Ridge, CO 80034 • 303-424-7323 • Fax 303-940-0350 ~ ; i ~ . . . . . . . . . . i . . . . . . . . . .i , . . . - . . . . . - . - ) September 17, I999 I i i To: Darin Morgan coaes aamin;sttatoF i . City of VYheat Ridge I Whext Ridge, Eo. ~ 84033 ~ Snbject: Plan Review foF Wemphy's Cafe Remodel, 8000 W. 44 Aee; Wheat Ridge, Co:; 80033 Dear Darin, i ; Atter a review of the proposed plans for the remodel of Wemphy's Cafe, 8000 W. 44 Ave, I am requiring the following items concerning this project: I 1. Provide complete plans and cut sheets for fire alarm system including attic area and i basement. ~ ; ; ~ 2. Provide compaete plans for Hood & Duct replacement. j 3. Provide complete plans for Hood & Duct Suppression system to be installed. I! i 4. Provide complete plans for required interlocks with hood & duct & supply air. I 5. Trash enclosure shown on plans must be non combustible and not attached to any ~ structure. i. I 6. Issues and or items not addressed will be addressed as the need arises. i Should the developer/contractor haue any questions regarding the above requirements, they can contact the Fire Marshal Office at 303-424-7323, to set an appointment to discuss the issuea RespectfiillY, i I ave Roberts ~ F.M., W:R.F.P.D I _ i / SUbiiiittai -r"~e~age: FIRE A-LARM SYSTEM ViiEM-PHY's CAFE Four 5easo~s Management 8000 44', Avenu:e Vi/heat Rid-ge, C-0 8003 3 Desiyn 5y: DD,11LEY SERVICES, L.L.C. P.O. s0h 1681 'vlr ~e kL ai d 0 r, co 8 0 0 3 ; 303/455-e889 a ua..:~uc.,.y:52NiCc _5i.~ ,,.U.5 W25a ,.i1 _.2. t tdc. 1 E33 S Y Manitoreo y: =2f1Ci8i S'~iCUfiiy CinTfi7lAniLaiioP15 1117 811. ;venue Greetey, C ; 80631 3C3J825oi95 Accaurt Na.l[a ue assigney~ Receives tiv. (to be assigned) SpecnAlert'" Homs and Strobes Listings ~ UL, CSFAA, FM, MEA SpectrAlert Horn/Strobes ULC Canadian models availahle NOTIFICATION SPECTRALERT HORN$ AND STROBES Red Model P1215 White Model P1215W Voltage 12 Candela 15 Avg. Gurrent- (a rvom. vuc 124 mA rvg. i.urrew e,.~••• 167 mA P121575 P121575W 12 15/75 752 mA 181 mA P2415 P2415W 24 15 68 mA 78 mA P241575 P241575W 24 15/75 74 mA 82 mA P2430 P2430W 24 30 92 mA 100 mA P2475 P2475W 24 75 148 mA 167 mA P24110 P24110W I 24 110 165 mA 209 mA SoectrAiert Strobes Red Model 51215 White Modei 51215W Voltage 12 Candela 15 Avg. GurrenP (d Nom. wc 114 mA nvg. i.urrcm ~w .U",. 157 mA 5121575 5121575W 12 15/75 742 mA 171 mA 52415 52415W 24 15 43 mA 60 mA 5241575 5241575W 24 15/75 49 mA 64 mA 52430 52430W 24 30 67 mA 82 mA 52475 S2475W 24 75 123 mA 159 mA 524110 524110W 24 110 140 mA 191 mA SpectrAlert Horns Red Model VJhite Model Voltage Candela Avg. Current' @ Nom. VDC Avg. Current' @ Nom. fWR H12/24 112/24W 12/24 NA 10/25 mA 10/18 mA HC12/24 (for coded power) HC12/24W (tor mded power) I 72/24 I NA I 10/25 mA I10/18 mA SpedrAlert SynrCircuit Module Red Model White Model Voltage Candela Avg. CurrenY @ Nom. VDC Avg. Current' @ Nom. FWR MDL MDLW 12/24 NA 16 mA 24 mA Spec[rAlert Weatherproof Red Model Description Votlage Candela Avg. GurrenP (d rvom. vuc nvg. ~urrern ~ P241575K horn/strobe 24 15/75 74 mA 82 mA P2475K horn/sirobe 24 75 148 mA 167 mA P24110K hom/strobe 24 110 165 mA 209 mA 5241575K stmbe 24 15/75 49 mA 60 mA 52475K strobe 24 75 123 mA 159 mA 524110K strobe 24 110 140 mp' 191 mA H12/24K horn 12/24 NA 10/25 mA 10/18 mA HC12/24K horn 12/24 NA 10/25 mA 10/18 mA . SoedrAlert AGENT, EVAC, FUEGO Models Red Model Description Voltage Candela Avg. Gurrenr (d rvom. wl: .vvg. wrrem ~ P241575AG AGENT Horn/Strobe 24 15~7b 74 mA 82 ~"A P241575EV EVAC Hom/Stro6e 24 15/75 74 mA 82 mA P241575F FUEGO Hom/Simbe 24 15/75 74 mA 82 mA 5241575AG AGENT Stro6e 24 15/75 49 mA 64 mA 5241575EV EVAC Strobe 24 15/75 49 mA 64 mA 5241575F FUEGO Strabe 24 15/75 49 mA 64 mA 'For a complete listing of SpectrAlert current requirements, please refer to the SpeQrAlert Current Draw Tahle or Instailation Manual. Hom and hom/strobe wrrent draws assume horn is set at temp 3, eledromechanical tone and high audibiliTy. SYSTEM SENSOR 1999 CATALOG 21 Horn/Strobe with Standard Plate Features Strobe with Small Footprint Plate • 24 volt strobe models: 15, 15/75, 75 and 110 candela • 12 volt strobe models: 15 and 15/75 candela • Horn models operate on 12 and 24 volts ~ • Low current draw: reductions as high as 45% • Two field selectable/reversible horn tones - 3000 Hz Interrupted - Electromechanical • Field selectable/reversible high-low dBA output on hom (low output on 24 vol[ models only) - 101 peak dBA @ 10 ft. high output* - 96 peak dBA @ 10 ft. low output* • Field selectable/reversible temp 3 pattern or non-temp 3 continuous pattern on horn • Horn/strobe can be wired either in [andem or independenfly Specifications • Universal mounting plate included wi[h each unit • One screw mounting of strobe and horn/strobe to mounting plate • Spec[rAlert strobe and hom/strobe take up zero room in the back box. • Single gang mounting wi[hout [he use of a mounting plate (hom model only) • Self-coatained screw covers • Aesthetically pleasing design • Synchronize horn and strobe with SynrCircuitT"' module • Silence hom on horn/strobe over a single pair of wires using Sync•Circuit module ' Sound output varies with tone and ou[put options selected; sound levels based upon anechoic room measurements. Wallc test: SpectrAlen horn/s[robe and horn only work on "walk Mounting: tests° with time durations of 4 seconds or greater. Input terminals: D'unensions Strobe and hom/strobe with universal plate: Strobe and horn/strobe with small footprint plate: Horn wi[h universal mountlng plate: Horn without 12 to 18 AWG S" X 55/8" X 215/16" 33/8 " X 55/8 " JC 25/16" 5" x 55/8" x 11/1e' Indoor opemting temperature: Weatherproof operating temperature: Voltages: Opera[ing voltage range*: Operating voltage range* (with Sync•Circuit module, MDL) 4" x 4" x 1112" or 2" x 4" x 1'/8" standard boxes 32° to 120° F(0° to 49° C) 320 to 151° F(0° to 66° C 12 or 24 VDC and FWR un 12 V, 10.5-17 V; 24 V, 20- 3OV 12 V, ll-17; 24 V, 21-30 V ) filtered ihese products should be opera[ed within their mted voltage cange; UL does. hawever, tes[ funcuonal integriry m-20% and +10% of manufacmrer's stated ranges. mounfing piate: 21s/,6' x 51/16" x 1'1,6' • Weight, hom only: 71 oz. Weigh[, strobe and hom/strobe: 8.8 oz. uL F M MEA approved APPHOVED (Indoor madel listings anly. Fo~ additional listing infarmation see "Notes" on bonam oi page 6.) ~ System Sensor 9/97 This document is not intended to be used for installation purposes. A05-936-04 Horn with Standard Plate General Description System Sensor SpetvAler[ Series s[mbes, horns, and mmbina[ion horn/ strobes are UL lisred for primary signaling in life satery sys[ems and meet ADA public mode visible signaling requiremen[s. SpeclrAlert produc[s can be connected ro the atarm indica[ing circuit of a fire alarm con[rol panel and are compa[ible wi[h DC line supervision. The SpectrAter[ produc[ line moun[s to s[andard back boxes with fhe use ot a universal moun[ing pla[e included wi[h each uniL An optional small footprin[ mounting pla[e fi[s [o a single gang box. An accessory back box skirt gives a msmeiic tinish [o a 4' x 4" x l'/ " or a 2" x 4" x 171e" surtace moun[ed back box. All svobe and hom/sttobe moun[ing op[ions require only one screw a[[achment of product [o plate. These produc[s are designed for 12 and 24 VDC and tull wave rec[itied unfiltered powec Full wave rec[ified opera[ion requires more curren[ [han DC operation. Por de[ailed curren[ draw informa[ion, consul[ [he table below. The horn/svobe mmbina[ion produc[s are facrory assembled with jumper wires for imtandem opera[ion. For independen[ wiring o( horn and s[robe, remove jumper mires. When wired for independenf operation, the s[robe will continue m mn while [he horn can be silenced. However, the strobe mus[ 6e running ior hom m opem[e. Xorn The SpectrAler[ Series horns and horn/strobes provide tmo different (ield selectable/reversible tones, a high-low fietd selectable/reversible sound output se[ting (low setting on 24 vol[ models oniy) and a(ield selectable/ reversible temp 3 panem or nom[emporal cominuous pa[tern. These tield Spec#rAlert Current Draw Table selectable teatures are acromplished with [he use oi pins and iumpers loca[ed on Ihe back of each SpectrAlert horn and hom/strobe. An accessory module is no[ needed [o make [hese tield selec[ions. The horn on horn/ strobe models wi(( operate on a coded power supply. The horn only model designed (or coded power supplies (tIC12/24) will also opera[e on a mded power supply. Strobes The ADA compliant SpectrAlert strobes are electronic eisible warning signals tha[ t7ash at l Hz over their operating voltage range. These products are available in 24 wl[ models at 15, 15/75, 75 and 110 candela in[ensities and in 12 volt models at IS and 15/75 candela intensi[ies. SpectrAler[ products teature drama[ic reductions in curren[ requirements. Sync•Cireuit Module The Sync•Circui[ Module is available for the synchroniza[ion of stmbes and horns and can synchronize two Style Y(class B) circuits or one Style Z (class A) circuiL The module can also genera[e a synchronized temp 3 mne for Sys[em Sensor's Multi-Alert" and PA400 hom produc[s.' The synchronization module allows the SpectrAlert homs on mmbination horn/ strobes m be silenced on 2-wire systems. SpecvAlerPs Sync•Circui[ Module can be daisy chained (or mul[iple zone synchroniza[ion. The Module shall not opera[e on a coded power supply. "For Multi-Aler[ and PA400: S(ro6es mus[ be wired m a con[inuous source o( power (nan-coded power suppiy). Strobe Onty AVE PAGE C UHFENrymA) PEAK CUR FENT (mA) IN FUSH CUFiBENT (mA) 12V Model s 24V Model s 12V Motlel_5 24V Motlel s 12V Mptlels 26V Motlels 10.5V 12V 17V 20V I 24V 30V 10.SV 12V 17V 20V 26V 30V 10.SV 12V 17V 20V I 24V 30V Cantlela or, F r A cc oc vwA uc r a oc Fwa oc cwa oc rwA ec swa oc ewa nc rwa oc rwA oc rwa uc rwa oc rwa oc rwia c rwrr~ cc r 15 133 159110157 81 128 5911201 53 BO 4679 660 460 E50 460 020 080 150 270 150 270 160 250 80 108 92 126 140 190 170 230 220 280 27013701 15l75 168 tE2 1 42 1;1 99 150 i6 92 66 93 58 1ffi 490 520 49015201 460 080 17 0 2')0 170 270 160 DO ]6 104 88 126 1fi0 185 1>0 230 210 270 270 360 75 NA Nq ~ DIA NA NA NA 105 1]0 123 159 1W 141 N/ NA NA I NA NA NA 950E60 300 460 330 JBO NA NA NA NA NA NA 1901 240 230 290 290 380 110 NA I NH NA I NA NA NA 169 220 160 191 115 1%4 NA NA I NH I Nq NA NA 460 560 450 570 EYO 620 NA NA NA NA NH NA I^01 230 220 290 290 3%0 Horn Only Hiqh/Law Temp Tane Volume /NOn AVERAGEC 12V Motlels 10.5V 12V i]V oc Fwa oc Fwa oc vwA UFRENT(mA) 20V Motlels 2011 20V 30V oc Fwq oc rwa oc rwa E12Ch0High T2111 1o tl 10 10 14 14 25 18 29 26 rt12Ch. N0~ 14 i6 10 19 25 23 3J 30 62 Low T2m NA NA Nq NA NA NA 13 13 1] 15 NOn NA NA NA NA NA NA $ 10 19 1] 26 3000 Hz High T21n 11 13 Ii 11 i6 16 28 23 3] ~3 IOtE~mpl. NOn it 1) 11 21 14 28 2> 99 95 45 LOw T2m NA NA NA NA NA NA 14 1] 15 21 19 NOn NA NA NN NA NA NA 13 18 i6 21 22 25 Horn/Strobe -15 cd HighlLOw Temp Tone Volume Non AVERAGE CURfiENT (mA) 12V Madels 24V Madels 10.5V 12V 17V 20V 24V 30V oc rwa oc ~wa oc Fwa oc Fwa oc Fvua oc rwa E12Ch0- HiJh TEfrip 143 170 126 16] 95 142 ]8 101 ]8 98 75 141 mech. Non 103 1]0 t26 t6] 95 142 69 98 76 100 76 138 LOw TErti N/ NA NA NA NN NA 70 92 66 93 63 132 Npp NA NA NA NA NA NA 71 92 67 93 63 132 3000Hz High Tem 104 172 125 11 68 W 144 83 106 Bi 103 83 146 Inteffupt. Non 104 173 125 t68 95 146 78 102 BO tOfi 81 142 Low Tem NA NA NA NA NA NA 73 94 70 95 fi] 13 NOn NA NA NN NA NA NA 12 92 69 96 68 132 Horn/Strobe -15/75 cd Migh/LOw Temp Tone Volume iNOn AVEFAGECUPRENT(mA) 12V Mode a 24V Matlels 10.5V 2V 77V 20V 29V 30V oc Flva oc Inve oc rwa oc Flva oc ewA oc wua EI2CV0- High TErti il0 193 1521 181 113 164 113 91 111 BJ 153 mech. Non t]8 193 152 181 113 164 110 89 113 88 150 Low Tem NA NA NA NA NA NA 87 104 J9 106 ]5 144 NA NA NA NA NA 104 80 106 ]5 144 3000 Hz High Tem 1)9 t95 152 183 115 t66 1 t18 94 11fi 95 156 IntermpL Non ll9 196 152 183 113 t68 11a 93 119 93 154 LOW Tem NA NA NH NA NA NA 10fi 83 108 ]9 1Jfi NOn NA NA 106 02 107 80 104 Page 2 Horn/Strobe - 75 cd HighlLOw Temp Tone Valume INOn AVERAGECURFENT(mA) 12V Motlels 24V Matlels t0.5V 12V 17V 2UV 26V 30V oc rwr+ oc vwa oc ~wa ec =wAI ^c awa oc rwA EIECVO- High TEm N/ NA NA NA NA NA 166 191 148 167 131 161 mECh. N0~ NA Nq NA NR NA NA 163 1881 146 169 132 169 Low T2m NA NA NA NA NA NA 156 1821 136 162 119 156 N0n NA NA NA NA NA NA 157182 137 162 119 19 3000H2 High T201 NA NA NA NA NA NA 169 1961151 172 139 170 Int¢rzUpL NOfI NA NA NA NA NA NA i66 192 150 175 137 1]] LOw T2fli NA NA NA NA NA NA 159 184 140 160 123 160 N00 NA NA NA NA NA NA 158 1881139 163 126 162 Horn/Strobe -130 cd AVEFAGECURRENT(mA) 1 2V Motlelc 24V Madel s HighlLOw Temp 10. SV 12V 77y 20V 24V 30V Tone Volume INOn oc Fwe oc Fwa oc rwa oc ~a ec ~a oc Fvua 9 E12Ctro- High T2m NA NA NA NA NA NA 18 o 209 144 200 mELh. NOn NA NA NA NA NA Nq 18 211 145 202 Law TEm NA NA NR NA NA NA 18 204 132 189 N00 NA NA NA NA NA NA 18 204 132 190 3000H2 High Tem NA NA NA NA NA NA 19 214 ffl 152 20] Int2lNpL N0n NA NA NA NA NA NA t9 21] 150 210 LOw Tem NA NA NR NA NA N/ t8 20fi 136 193 NOII NA NA NF NA NA N/ ^ 2D1 205 13] 195 This documen[ is no[ intended [o be used for installa[ion purposes. 11 ~ ;105-936-04 General SpectrAlert homs, strobes and hom/svobes shall be capable of mounting [o a s[andard 4" x 4" x 1 y:' back box or a single gang 2" x 4" x 17/,` back box using the universal mounting plate included with each SpectrAlert praduc[. Also, SpectrAlert praducts, when used in conjunction wi[h the accessory Sync•Circuit Module, shall be powered from a nomcoded power suppty and shall operate on 12 or 24 vol[s. 12 volt rated devices shalt have an operating voltage range of 10.5 - 17 volts. 24 volt rated devices shall have an operating voltage range of 20 - 30 volts. SpectrAlert products shall have an operating temperamre of 32 to 120=F and operace from a regulated DC or iull wave rectified, unfiltered power supply. Horn Hom shall be a System Sensor SpectrAlert model capable o( opera[ing at 12 and 24 volts. Horn shall be lisred to UL 464 for iire pro[ec[ive signaling sys[ems. Tlie hom shall have nvo mne opfions, nvo audibility options (at 24 volts) and the option ro switch 6enveen a temporal 3 pattern and a non-temporal continuous pat[ern. The horn only model designed for coded power supplies (HC12/24) shall operate on a coded power supply. Strobe Strobe shalt be a System Sensor Spec[rAtert model listed [o UL 1971 and be approved for (ire pmtective service. "Che strobe shall be wired as a primary signaling noti(ication appliance and comply with the Americans with Disabilities Att requirements for eisible signaling applianws, tlashing at 1 Hz over the sirobe's en[ire operating voltage range. The s[robe light shall ronsist ot a xenon tlash tube and associated lens/retlecror system. Com6ination Horn/strobe shall be a Sys[em Sensor SpectrAlert model listed m UL 1971 and UL 464 and shall be approved for fire procec[ive service. Horn/stmbe shall be wired as a primary signaling nociFication appliance and comply v([h Ihe Americans wi[h Disabili[ies A[[ requiremen(s for visible signaling appliances, Ilashing a[ 1 Hz over i[s entire operating voltage range. The strobe light shall consist o( a xenon flash tube and associated lens/retlecmr sysrem. The horn shall have [wo mne op[ions, [wo audibiliry op[ions (af 24 volts) and the op[ion ro switch benveen a temporal 3 pattern and a nomtemporal con[inuous pattem. Strobes shall be powered independently ot the sounder with the removal of (ac[ory insialled jumper wires. The horn on horn/s[mbe models shall operace on a coded or non-coded power supply. Module Module shall be a Sys[em Jensor Sync•Circui[ model lis[ed [o UL 464 and shall be approved for (ire protective service. The module shall synchronize SpecvAlert strobes at 1 Hz and homs a[ [emporal 3. Also, [he module shall silence Ihe horns on horn/strobe models, n•hile operating Ihe strobes, over a single pair ol wires. The module shall be capable oi mounting m a 4 -/1:" x 4"/,~." x Z'/.+' back bux and shall conVOl two Style Y(class B) or one Style Z(ctass A) circuiL Ylodule shall be capable of multiple zone synchronization by daisp chaining multiple modules together and re-synchronizing each oiher along the chain. The Module shall not opera[e on a mded power supply. SpectrAlert Dimensions ~ I i ~ !i il Horn/Strobe with Small Footprint Mounting Plate (same dimensions for strobe only) I-- 2,5i16°- ~ ~ 55I~~1fii O I I \-l Horn Only ~ ~ 25/ts' Horn/Strobe with Universal Mounting Plate (same dimensions for strobe only) ~ --i p„ I- - i c-~0 170 O y'I O p II V Sync•Circuit Module Page 3 This document is not intended to be used for installacimi purposes. A05-936-04 SpectrAlert Wiring Diagrams TANDEM OPERATION INDEPENDENT OPERATION HORN/STPOBE COMBO xoxx nxo srAOe[ 'LE 6PEx ::4U NE%T Y uTO "RE TONE%T 1 xaaxoni~ oxxore xnnox. OEVICEOFe<EOL SiflOEOPMEMITYCHE FRCP.OE EOL OP PPEVIOIIS FPGTOPYINSTALLEO OEVICE o o~E JUMPEPS xOimawnSppenu. 1-I I, N E fl \ I P 0 N V N ~ XORN HOPNBTpOBE STF09E ONLY (H NI l~l ( ~ FOUflWIflE5V5TEM C COMBOMOOELS ^ ^ E T40WINESYStEM :0 WIflED FOflINDEPENDENT ~ RNYMI%OFMODELS M OPEPATON \ I V \ I V ~ WIPED FORTANDEM 'a (HORNCPNBETURNEOOFF OPERPTION I~ ATiHEVANELWMILESTPOBES CONTINOETOOPEflATE) S 5 T A T A - E O O O B B ~ E E f-I Norns Silenced Over Two-Wire Circuit Temp 3 Coding of Multi•Alert and 1. Any mix of Horn/Strobes or Strobe oniy devices is accepta 6le pp400 Sounders 2. Hom control connects to interruptible power source Mom~e, rncr. Note: Sirobes must be oweretl from non-coded P rnoouLei suPPI Y -lc o E ..o. u o'.f' rorvexr J ~ SPECiP<IEPT O > oev W ' U. ' ECe oA ' o l OL NpC l RCV ~ Y COxPOL O i L O 0 NEST DEVICEOF ~ ~ j l J EOL l JO > 1 l"El N G I NNC x iilo u? I i g inaueL[ P Z J Lo .voESOr SPECTH PqNP N EVI CES: > l ( ~ ~ ~ L XOPNSTqOBE l t sL SiPOBEONLY NACR iPOYB O ' : oui L ' I x O TONE%T w~ DEVICEOP r[ua-acxoss l( O\ XLPVE Oui EOL MODVIE t ~ LO ~ ~ eo"z..w eelempo rel FPCVet P- > o o 10 NEST ECTRALERT TEMP JVMPEPON co4edenOlnsync I~I .~p 1 ou' ICEOR oV NqGi j EOL ~-1 l > A'~ ~ra Tnoua1[ , ~ ~ jO 6PECiPPIEPT l s oui `-XOPNONIV DEVICEOR O w EOL J ` qll ♦['nvrvu v[xwF M 1 . 0e1 ro Mawillopemainaync. NOTE: 1) qnymliol50ec1MleMthomsVOEe.SVOteonly. arM1OmonlyCpviC05ie 911owablelarzonel. 2) Notlevle- Or M1Ornonlyareellawe0onzone2l(no Eevicea an maelletl an zone 3. ormineto EOL realator eeM1Om eantmlterminel. Sound Output Guide (dBA) UL Reverberant Room dBA@ volts DC Anechoie Room Peak dBA @10 ft./volfs DC 10.5 12 17 20 24 30 10.5 12 17 20 24 30 Temporal Low Tone Electromechanical NA NA NA 75 75 79 NA NA NA 94 96 98 3000 Hz Intermpred NA NA NA 75 79 79 NA NA NA 94 96 98 High Tone Electromechanical 75 75 79 82 82 82 94 95 98 100 101 102 ' 3000 Hz In[errupted 75 75 79 82 85 85 94 95 98 100 101 102 ~ Non- Low Tone Electromechanical NA NA NA 79 SZ 85 NA NA NA 94 96 98 Temporal 3000 Hz Inrermpced NA NA NA 82 82 85 NA NA NA 94 96 98 High Tone Electromechanical 79 79 85 85 88 88 94 95 98 100 101 102 3000 Hz Interrupred 79 82 85 88 88 88 93 95 98 100 101 102 Page 5 This document i s not intend ed m be used for installation purposes. A05-936-04 Spec#rAlert Ordering Information All weatherproot models m s use weatherproot 6ack box model WBB. Avg. mA' dvg. mA' Red While Voltage Candela 0 Nom. VOC C Nom. FNR" f~ Horn / Strobes P1215 P1215W 12 15 124 167 P121575 - P121575W 12 15/75 152 181 P2415 P2415W 24 15 '6 , 98 P241575 P241575W 24 15/75 91 111 P2475 P2475W 24 75 148 167 P24110 P24110W 24 110 165 209 P241575K (weatherprooQ - 24 15p5 91 lll P2475K (wea[he[proof) - 24 75 148 167 P24110K hweathe[oroofl ld 1I0 765 209 Canada P2415A P2415WA 24 IS ;S 98 P241575A P241575WA 24 15/75 91 111 P2475A P2475WA 24 75 148 167 P24110A P24110WA 24 1l0 165 207 P241575KA (weathe[proof) - 24 15/75 91 111 P2475KA (weatherprooi] - 24 75 ld& 167 P24110KA (wea[he[pmo[) 24 110 I65 107 La[in America P241575F (FUEGO) . 2+ I5/75 91 Ill Strobes SI215 51215W 12 IS 114 157 5121575 S121575W 12 l5/75 142 171 52415 52415W 24 15 53 80 5241575 5241575W 24 15/75 66 93 52475 52475W 24 75 123 159 524110 52411O W 24 110 140 191 5241575K (meacherpmot) - 24 I5/75 66 93 52475K pveatherprooQ - 24 75 123 159 524110K (weatheroroa0 2+ ❑0 I40 191 Canada S2415A 52415WA ?J 15 53 SO 5241575A 5241575WA 24 IS/75 66 93 S2475A 52475WA 24 75 123 149 R4110A 524110WA 24 110 140 191 5241575KA (weatheiproof) - ?d 15/75 66 93 52475KA (weatherproof) - 24 75 123 I49 S?JlIOKA hrealhcrpmaq - 11 ❑0 140 191 Wtin Anterica 5241575F (F'UEGO) 2+ I5/75 66 93 Xorns H12/24 H12/24W I2/24 NA 12 /23 12 !2I H12/24K (weatherprout) - 12/24 NA 12 / 23 12 / 21 HC12/24 (for co(ted Vower) HCI2/24 W (fo[ coded power) 12/24 NA 12 / 23 12 !'_I HC12/24K Ifor coded oowec wedtherpmnil 1224 NA 12 /_'3 I_' ''_I Cdndda HI?/24A HI2/24WA 12/24 NA 12 / 23 I'_ / 31 HI3/24KA (weatherproop - 12/24 NA Il / 23 12 / 21 HC12/24A (for mAed power) HC72/24 WA tior coded paweq 12/24 NA 12 / 23 I? / 21 Sync•Circuit Module \1DL \4DLW 12j24 NA IG 24 Canada b1DLA MDLWA 12/24 NA 16 24 Small Footprin! MouMing PIffie tor Single Gang Only 5-MP S-MPW NA NA \A VA Surhaea Mount Baek Box Skirt BBS BBSW SA NA VA VA Universal Mounting Plale(replaeement) D.41P D-MPW kA NA SA tiA Weatherproof Back Boz NBB - NA NA \A NA No[es: Agency Listings - Indoor models: UL, ULC, EM, CSFbI, MEA. Weatherproof models: 11L, all others pending. Hom tor toded power: UL, IJLC, FM, CSFM, MEA. AlI 5pecttAlert produtts are designed for wall moimt only. Instailation of less than 75 candela s[mbes may be permissible under [he equivalent tacilitation dause of the ADAAG (Sec. 22). However, i[ is the responsibilim of the person or entity designing the iire alarm sysrem ro decermine che acceptability of less chan 75 candela strobes. All 15/75 candela stmbes oc horn/saobes are remmmended for 20' x 20' rooms or less. ' Hom and hom/strobe curtent drmvs assume horn is se[ at temp 3, elec[romechanical mne and high audibility. " FWR = FWI Wave Rectified System Sensor Worldwide Manufacturing & Distribution In Canada: In [he Far East: In Italy: In the Onited Kingdom: Telephone:905-812-07G7 Telephone:852-2191-9003 Telephone:39-40-9490-111 Telephone:44-1403-27G500 ~ Fas: 905-812-0771 FaY: 852-2736-6580 Fax: 39-40-382137 Faz: 44-1403-276501 In China: Telephone:852-2191-9003 Fae: 852-2736-6580 In India: In Singapore: Telefax: 91-022-8202564 Telephone: 65-273-2230 Faac: 65-273-2610 Page 6 This documen[ is not intended to be used for ins[allation purposes. A05-936-04 Motlel Nominal yoltage V Nominal Capacity A.H. Current@ 20 hr.rate mA Len th ; in. mm Witlth in I mm Hef ht in. mm Ht. Over Terminal in. mm Wei ht Ibs. kg. Termi- nals PS-260 2 6.0 300 1.97 50 1.34 34 3.94 700 4.13 105 0.90 0.41 F1 PS-445 4 4.5 225 1.89 48 2.09 53 3.70 94 3.86 98 1.4 0.65 1 F2 PS-470 4 7.0 350 2.52 64 2.08 53 3.70 94 3.92 100 7.9 0.9 F1 1S-490 4 9.0 450 3.97 101 1.73 ! 44 374 95 4.02 102 2.8 128 F2 PS-4700 4 10.0 500 4.02 102 1.97 50 3.72 94 3.92 700 3.1 1.4 Fl PS-605 6 0.5 25 224 57 0.55 14 1.97 50 1.97 50 20 .09 WL PS-610 6 1.0 50 2.00 51 1.65 42 2.00 51 220 56 0.6 0.3 F1 PS-612 6 1.3 65 3.82 97 0.94 24 2.00 51 2.19 56 0.6 0.3 F1 PS-630 6 3.0 150 528 134 1.34 34 2.35 60 2.56 65 1.5 0.7 F7 PS-632 6 32 160 2.60 66 1.30 33 4.65 718 4.80 122 1.5 0.7 F1 ' PS-640 6 4.5 225 276 70 1.89 48 4.02 102 425 108 1.95 0.9 F1orWL PS-650L 6 5.0 250 2.63 67 2.63 I 67 3.78 96 428 109 2.0 0.9 S rin PS-665 6 6.5 325 3.66 98 220 56 4.05 103 4.05 103 3.0 1.4 P ' PS-670 6 7.0 350 5.95 151 1.34 34 3.70 94 3.86 98 3.0 1.4 F1 6S-682 6 8.0 400 3.86 98 220 56 4.65 118 4.65 118 3.3 1.5 Fl otWL ' 3-695 6 9.5 475 I. 426 108 275 70 5.54 141 5.54 141 4.9 22 P ' r'5-695 To 6 9.5 475 426 108 2.75 70 5.54 141 5.54 141 4.9 22 TS or TH PS-6100 6 10.0 500 5.95 151 2.00 51 3.70 94 3.86 98 4.6 2.1 F1 or F2 PS-6120 6 12.0 600 4.26 108 2.75 70 5.54 141 5.54 141 52 2.4 P PS-6120T 6 12.0 600 426 108 275 ~ 70 5.54 141 5.54 141 52 2.4 TSorTH' PS-6200 6 20.0 1000 6.18 157 327 83 4.92 125 4.92 125 82 3.7 NB PS-6360 6 36.0 1800 626 159 3.35 85 6.50 165 6.95 776 73.8 62 F2orNB PS-632 8 32 160 528 134 1.42 36 2.49 63 2.70 69 1.9 0.85 Fl PS-1208 12 0.8 40 3.78 96 0.98 25 2.42 62 2.42 62 0.8 0.35 WL PS-1212 12 12 60 3.82 97 1.65 42 2.00 51 2.13 54 1.3 0.6 F1 PS-1220 12 22 110 7.01 178 1.34 34 2.36 60 2.56 65 1.9 0.85 F1 i PS-1223 12 2.3 715 7.17 182 0.94 24 2.42 62 2.42 62 1.76 0.8 PC PS-1229 12 2.9 145 I 7.01 178 1.34 34 2.36 60 2.56 65 22 1.0 F1 PS-7230 12 3.0 150 523 134 2.64 67 2.36 60 2.60 66 2.6 12 F1 PS-7242 12 4.5 225 3.54 90 2.76 70 4.02 102 425 108 3.8 1.7 F1 PS-1252 12 5.0 250 3.54 90 2.76 70 4.02 102 425 108 42 1.9 F2 PS-1270 12 7.0 350 5.95 151 2.56 65 3.70 94 3.86 98 5.7 2.6 I Fl PS-1282 72 8.0 400 3.86 98 4.40 712 4.65 118 4.65 118 6.7 3.0 Fl PS-12100 12 10.0 500 5.95 151 4.00 102 370 94 3.86 98 92 42 FtorF2 ! PS-12120 12 12.0 600 5.95 151 3.86 98 3.70 94 3.94 100 9.0 4.1 F2 PS-121201_ 12 12.0 600 8.38 213 2.75 70 5.50 140 5.50 140 10.7 4.8 P I PS-12180 12 18.0 900 7.13 181 2.99 76 6.57 167 6.57 167 13.1 5.9 F2orN6 PS-12260 12 26.0 1300 6.89 175 6.54 166 4.95 126 4.95 126 20.8 9.4 F2orN6 ! PS-12260 12 28.0 1400 6.54 1.66 4.95 126 6.89 175 6.89 175 20.8 9.4 NB PS-12330` 12 33.0 1650 7.70 196 5.19 132 6.10 155 6.85 174 26.5 12.0 HP PS-12400 12 40.0 2000 775 197 6.50 165 6.75 172 675 172 30.5 13.8 NB PS-12550' 12 55.0 2750 9.01 229 5.45 138 820 208 8.97 228 41.1 18.7 HP PS-12600' 12 60.0 3000 1025 260 6.60 168 820 208 927 235 r 54.4 247 HP PS-12750' PS-12800' 12 12 75.0 80.0 3750 4000 1025 12.00 260 305 6.60 6.60 168 168 820 820 208 208 927 9.45 235 240 55.1 25.0 62.4 28.4 HP HP '9-121000' 12 700.0 5000 12.00 305 6.60 168 820 208 9.45 240 65.7 29.8 HP `Also available with handle. To order, add "H" to model numbec Note: for 12550H, 12600H, 12750H, 12800H and 121000H overall length increases. The PSG Series of batteries are models which correspond in size to Gates (Hawker-Sidley) batteries of the same voltage and capacity: PSG-450 4 5.0 250 3.54 90 . 1.94 17 0.8 F2 PSG-480 4 6.0 400 3.54 90 1.94 I 49 4.00 102 4.00 102 2.5 1.1 F2 I PSG-625 6 2.5 125 4.15 105 1.63 41 2.70 68 270 68 1.5 07 F1 PSG-650 6 5.0 250 528 134 1.94 49 3.00 76 3.00 76 2.5 1.1 F2 PSG-680 6 8.0 400 528 134 1.94 49 3.99 101 3.99 101 3.7 17 F2 ~ v Rechargeabie Sealed Lead-Acid Batteries September 21, 7999 At-700 nns-9200(c/E) (B Fire-uTeraLarms Addressable APfRWATCOMPANY Fire Alarm Control Panel Section: Addressable GENERAL The Fire•Lite MS-9200 is a compact, cost-effective, ad- dressable fire alarm control panel with a capacity of 198 Fire•Lite 300 Series devices. A single Signaling Line Cir- cuit (SLC) loop supports up to 99 smoke detectors and 99 control or monitor modules. The panel uses surface-mount technology and is designed for ease of installation and programming. It features the latest in fire protection tech- nology, including maintenance alert and automatic detector test. FEA7URES • includes new larger enclosure capable of housing 12.0 AH batteries (e/lective 1111198). • SLC supports up to 198 addressable devices (99 detectors and 99 monitor or control modules). • SLC can be configured (or Style 4, 6, or 7 operation. • Dual Integral Notification Appliance (bell, signal) Circuits (NAC's), Style Y or Z(Class B or A). • 3.0 Amp Noti(ication Appliance (bell, signal) power, ex- pandable to 6.0 Amperes. • NAC'smaybeprogrammedtorSteady,MarchTime,Tem- poral or California Code (requires soRware P/N 73750 or greater). • Alarm, trouble and supervisory relays, standard. • Maintenance alert warns when smoke detector dust accu- mulation is excessive. • Optional UDACT-F Digital Alarm Communicator reports 56 zones or 198 points to a Central Station. • Optional LCD-40 Series alphanumeric, 40-character, backlit remote serial annunciators operate over high-speed EIA- 485 port. Up to 32 may be supported by MS-9200 (requires soNware P/N 73750 orgreater). • Optionalprinterinterface - ULlistedforpermanentattach- ment. • integral 40-character LCD display with backlighting. • Keypad programmable on panel, with two user-defined passwords, plus an Autoprogram feature. • Custom English labels per point may be manually entered or selected from an internal library file. • Autoprogram and Walk Test features identify two or more devices set to same address. • Real-time clock/calendar. • History file with 500-event capacity. • WateAlow or supervisory selection per monitor point. • System alarm verification, smoke only. • Presignal delay option per NFPA 72. • Silence Inhibit and Auto Silence timer options. • Battery charger tor up to 60 hours of standby power. • Fuseless, power-limited technology meets new UL power- M-ea-EAE F M (MS-92008M302) OU~ 3-94-E (M300, M307, OX9A3.AY 1300 5624 (MS-9200, CP300, SD300, CP300) (MS-9200, MS-9200E) SD300, BG-10LX, 326-94-E M300. M301, M302, (SD300T,C304) California C304,1300) SIdIB PIfB (RequiresDP4-8) ~~rsh M~al OY6A3.AY(SD300n C 7765-0075:158 UL (MS-9200) 7300-0075:159 CS68 (M300, M301,1300, C304) 7300-0075:762 (MS-9200C) (M302) 7272-0075:172 (SD300, SD300T) • Rapid poll algorithm for manual stations. Responds to alarm/activation in less than two seconds. • Operates with untwisted, unshielded wire (up to 1,000 ft./ 304.8 m) for retrofit applications (U.S. Patent 5,210,523). • 300 Series addressable devices feature decimal address selection. Address of each device can be easily set in the field by use of a screwdriver. Smoke detectors also feature a plug-in wiring connector for ease of installation and serviceability. • Remote Acknowledge/Silence/ReseUDrill via M300 mod- ules. • SLC loop maximum length 10,000 tt. (3,048 m) @ 12 AWG uummul ly 1eyuiroinenis, eriec[rve may i, iaao. (3.25 mm`) This document is not intentled to be used tor installation purposes. We Iry to keep our protluct information up-to-tlate antl accurate. We cannot cover all specific applications or ISO-9001 anticipate all requiremenis. All specitications are subject to change without notice. For Engineefing and Manu(acluring more inbrmalion, wntact Fir&Lile. Phone: (203) 484-7761 FAX: (203) 484-7118 Qualiry System Cedi(ied to ~ Ftre-ureaLarms One Fire-Lite Place, Northtord, ConnecticN 06472 lntemational Slandard I50-9007 Maae in the U.S.A. DF-51276 - Page 1 0l4 SYSTEM PERIPHERALS Optional Reverse Polarity/ City Box Output (order RTM-SF) LCD-40 LCD-40L Alphanumeric Annunciator Alphanumeric Annunciator Requires DIM-485 intertace Module (see Notes). NAC Power 1 1 ♦ C304(A) Supervised Notification Appliance Circuit or Form-C Ralay EIA-985 ~ o 0 0 0 0 24 VOL' a o 0 0 0 p_ o 0 o~ o- AFM Series Annunciators Notification Appliance (bell, signal) Circuits (NAC's) EIA-232 ~ (3 wires) LDM-32F Graphic Annunciator up to 56 zones or 198 poinls 24 VDC ~ I L Optional EIA-232 interface module for PC computer or diagnostic printer (PIM-24 required, see Nofes.) MS-9200(C) 8 Optional Form-C 5 Amp Relays (order RTM-817) s,xMi.wm' Pege 2 0f 4- DF-51276 SLC Loop (2 wires) supports 198 devices (99 Detectors199 Modules) SD300(A) CP300(A) SD300T(A) Photoelectric lonization Photoelectric smoke detector smoke detector smoke detec[or with thermal sensor 24 VDC 24 VDC E/A-485 (4 wires) UDACT-F D.A.C.T. can be installad within MS-9200 or remotely In ABS-8RF or UBS-1 F remote backbox Notes: 1) A" sulfix should be included when ordering Canadian version 300 Series devices. 2) "C° sullix designates Canadian version MS-9200. 3) LCD-40 and printer option cannot be used simultaneously. COMPATIBLE ADDRESSABLE DEVICES SD300(A) Addressable Photoelectric Smoke Detec- tor. Includes mounting plate and plug-in wiring terminal block. SD300T(A) Same as SD300, plus a 135°F (57°C) thermostat heat detector. CP300(A) Addressable lonization Smoke Detector. BG-10LX(A) Addressable Manual Station based on the popularFire•Lite 13G-1 OLdual-action station. M300(A) AddressableMonitorModule(oronezoneof normally open dry contact initiating devices. Mounts in standard 4" (10.16 cm) box. Includes plastic cover plate and end-of-line resistor. Features polling/alarm LED and decimal address switches. May be configured for either Style B(Class B) or Style D (Class A) operation. M301(A) Miniature version of M300. Excludes LED and Style D option. Connects with wire pigtails. May mount in device backbox. M302(A) Similar to M300, but may monitor up to 20 conventional two-wire detectors. Requires externa124VDCpower. Consult/actory for compatible smoke detectors. C304(A) AddressableControlMOduleforoneStyleY/ Z(Class B/A) zone of supervised polarized Notification Appliances, or may be configured as a dry contact (Form-C) relay rated at 2 amps. Mounts in standard 4" (10.16 cm) box. Features polling LED and decimal address switches. Notification Appliance Circuit option requires external 24 VDC powec Consult factory /or compatible Notilication Appliances. 1300(A) This module isolates the SLC loop from short circuit conditions (required /or Style 7 operation). NOTES: 1) "A" su/lix should be included only when order- ing ULC listed units (e.g. SD300A, M300A). 2) For more detailed inlormation on Compati6le Addressable Devices lor use with the MS-9200, please see the lollowing data sheets (document numbers): SD300/SD300T (DF51320), CP300 (OF-5131 f), MS•9200 Addressa6/e Modules (DF- 51339), and BG-fOLX (DF51366). COMPAi1BLE ANNUNCIATORS LCD-40 Series: 40-character, backlit LCD-type fire an- nunciators capable of displaying English-language text (re- quires one DIM-485 per MS-9200 panel to interface with up to 32 LCD-40 annunciators). AFM/AFM•X Series: LED-type tire annunciators capable of providing up to 56 software zones of annunciation. Avail- able in increments of 16 or 32 with expandable (AFM-X Series) and non-expandable (AFM Series) configurations to meet a variety ot applications. LDM Series: Lamp Driver Module series for use with custom graphic annunciators. NOTE: For more detailed information on Compatlble An- nunciators for use with the MS-9200, please see the lollow- ing data sheets (document numbers): LCD-40 (DF57474), AFM/AFM-X (DF-51465), and LOM Series (DF51384). FIELD-PROGRAMMING PEA7URE5 Off•Line Programming: Create entire program in your office using a Windows&based PC computer (order pro- gramming kit PK-9200W separately). Upload/Download sys- tem programming locally to the MS-9200 in less than one minute. Auto-Programming: Command the MS-9200 to pro- gram itselt (takes less than 30 seconds). In the Auto- Program mode, the MS-9200 scans for all possible devices at all addresses, stores the device types, and addresses tound, and then loads default values for all options (General Alarm). It also checks for two or more devices set to the same address. On-Line Edit: While still providing fire protection, the MS- 9200 may be programmed from the front panel. Simple menu trees displayed on the LCD allow the trained user to perform all functions without referring back [o lhe program- ming manual. English Label Library: Quickly select labels from a standard library of more than 50 adjectives/nouns, such as "FLR 3 HALLWAY," or enter custom labels letter-byletter. Use recall function to repeat previously used label. Program Check: Automatically catch common errors, such as relays not linked to any zone or point. MAINTENANCE ALERT The MS-9200 continually monitors each smoke detector and responds to a reading of 80% of the detectors alarm threshold. If the detector continually reports an 80%thresh- old reading (8/10 of what is required to be an alarm condi- tion) for 24 hours, a trouble condition is created. This reduces the risk of false alarms due to dust and dirt by alerting a trouble (maintenance) condilion rather than initiat- ing a talse alarm. AUTOMATIC TEST OPERATION The MS-9200 performs an automatic test of each detector every two hours. Failure to meet the test limits causes an AUTO TEST FAIL trouble type. System Reset clears this trouble. NFPA STANDARDS The MS-9200 complies with the following NFPA 72 Fire Alarm Systems requirements: • LOCAL (Automatic, Manual, Waterflow, and Sprinkler Supervisory). • AUXILIARY(Automatic, Manual, and Waterflow) (requires RTM-8F). • REMOTE STATION (Automatic, Manual, and Waterflow) (requires RTM-8F or UDACT-F). • PROPRIETARY (Automatic, Manual, and Watertlow). • CENTRAL STATION (Automatic, Manual, and Waterflow) (requires UDACT-F). SPECIFICATIONS • Primary input power for MS-9200 and MS-9200C: 120 VAC, 50/60 Hz, 2.3 Amps. Primary input power for MS-9200E: 220/240 VAC, 50 Hz. • Total 24 V system power: 3.6 A(expandable to 6.6 A). • Standard Notification Circuits: 2(Style Y or Z). • Expansion Notification Circuits: up to 99 (using C304 module). • Notification Appliance Power: 3.0 A(expandable to 6.OA with XRM-24). DF-51276 - Page 3 ot 4 Four-wire detector power: 300 mA ` • Non-resettable regulated power: 300 mA.• • Non-regulated power: 2.5 Amps maximum.• 'NOTE: Subtract /rom total24 V system power. • Battery charger range: 7 AH -18 AH (BB-17F battery cabinet for 18 AH batteries). • Remote charger (panel charger disabled, requires MS-9200 circuit board #71741, available June 1, 1998): 25-120 AH (use CHG-120F). • Charge float rate: 27.6 V. • Charger current limited to 0.8 A. • Control panel Alarm, Trouble, Supervisory Relay contact ratings: 2.0 A@ 30 VDC. CABINET SPECIFICATIONS EHective 1111198: Door: 17.11" (43.46 cm) high x 14.71" (37.36 cm) wide x 0.375" (0.95 cm) deep. Backbox: 16.90" (42.93 cm) high x 14.50" (36.83 cm) wide x 4.50" (71.43 cm) deep. Trim Ring (part ik TR-4-R): 20.02" (50.85 cm) high x 17.62" (44.75 cm) wide. SYSTEM CAPACIi'Y • Total programmable inpuVoutput points: 198 • Addressable Detectors: 99 • Addressable monitor or controi modules: 99 • Notification Appliance (Bell) Circuits (NACs) in panel: 2' • Programmable software zones: 56 • AFM/LDM/LCD-40 Series Annunciators per System: 32 • UDACT-F Digitai Alarm Communicator Transmitter: 1 'NOTE: NAC's can be added using C304 control modules. CONTROLS AND INDICATORS LED INDICATORS 1. AC POWER (green). 2. FIRE ALARM (red). 3. SUPERVISORY (yellow). 4. ALARM SILENCE (yellow). 5. SYSTEM TROUBLE (yellow). MEMBRANE SWITCH CONTROLS 1. ACKNOWLEDGE/STEP 2. ALARM SILENCE 3. DRILL 4. SYSTEM RESET (lamp test) 5-16. 12-key pad with fuli alphabet 77 - 20. 4 cursor keys 21. ENTER LCD DISP LAY 40 characters (2 x 20) with long-life LCD display, backlit. COMPATIBLE ADDRESSABLE DEVICES See page 3 of this document. EIA-Z3Z PORT MODEL DESCRIPTION PIM-24 PrintedPC Interface Module, Cable, D89F Connector and 9-pin male to 25•pin female adapter. DIM•485 LCD-40 Display Interface Module. NOTE: P/M-24 and DIM-485 options are not availa6le simultaneously. COMPATIBLE DEVICES, EIA-485 PORT UDACT•F: Digital Alarm Communicator Transmitter. LCD-40 Series: 40-character, backlit LCD-type fire an- nunciators capable of displaying English-language teM (re- quires one DIM-485 per MS-9200 panel to interface with up to 32 LCD-40 annunciators). Page 4 014 - DF•51276 AFM/APM-X Series: LED-type fire annunciators capable ot providing up to 56 software zones of annunciation. Avaii- able in increments of 16 or 32 with expandable (AFM-X Series) and non-expandable (AFM Series) configurations to meet a variety of applications. LDM Series: Lamp Driver Module series for use with custom graphic annunciators. NOTE: For more detailed information on Compatib/e EIA- 485 Port Devlces /or use with the MS-9200, please see the /ollowing data sheets (document numbers): UDACT-F (DF- 51294), LCD-40 (OF-51474), AFM/AFM•X (DF51465), and LDM Serles (DF-51384). PRODUCT LINE INFORMATION MODEL DESCRIPTION MS-9200 Addressable Fire Alarm Control Panel. includes LCD display, single printed circuit board, and cabinet. MS-9200C Same as above with ULC listing and DP-t-B dead-tront panel. MS-9200E Same as MS-9200 with 220/240 VAC, 50 Hz transformer (UL listed). RTM-8F Plug-in Relay Transmitter Option Module. Provides eight Form-C relays, plus municipal box and remote station connections. DP-1•B Full-lengthinternaidead-irontpanel(required foiFMapplications; inc/uded whenoidering MS-9200C). UDACT-F Digitai Alarm Communicator Transmitter. XRM-24 120 VAC,100 VATransformer. Expands system power supply. Expands Notification Appliance power from 3.0 amps to 6.0 amps. PIM•24 Printer Interface Module required to connect a 40- or 80-column printer. DIM•485 LCD-40 Display Interface Module required to convert EIA432 to EIA-485 for use with the LCD-40 Series annunciators. PK-9200W Programming Kit for Windows@-based PC computer (requires PIM-24 and associated hardware). TR-4•R Trim fling for semi-flush mounting. BB-17F Battery box, required to mount PS-12180 batteries. BB-55F Battery box, required to house two (2) PS- 12250 batteries and one (1) CHG-120F battery charger. For batteries greater than 25 AH, consult lactory for housing/mounting arrange- ments. CHG-120F Remotebattery chargingsystem.Required/or charging 25 to 120 AH batteries (can on/y be used in conjunction with MS-9200 circuit board #71741 available June 1, 1998). PS-1270 Battery, 12 volt, 7.0 AH, (two required). PS-12120 Battery,l2 volt,12.0 AH, (two required). PS•12180 Battery,l2 volt,18.0 AH, (two required). PS-12250 Battery, 12 volt, 25 AH, (two required; requires CHG-120F). PS-12600 Battery,l2 volt, 60 AH, (two required,• requires CHG-120F). FCPS-24F Remote Power Supply expands NAC outputs by 6 Amps or total system power by 4 Amps. Windows@ is a registered trademark of Microsok Corporalion. MS-9200 Monitor Modules Common Features • lED flashes during normal operation and latches on in • Buiit-in type identification automatically identifes device alartn. NOTE: M301 Mini-Monitor Module does not in- clude LED. as a monitor module to the control panel. . Two rotary switches for direct-dial entry of DECADE ad- • High noise (EMI/RFI) immunity. dress (01-99). M300 Monifor Module The Fire•Lite M300 Monitor Module is used with the MS-9200 to monitora single Initiatlng Device Circuit (IDC) of nortnally- opan contact devices. It can be used to monitor a zone of four-wire smoke deteo- tors, manual fire alarm pull stations, waterflow devices, or other nortnaliy open dry-contact aiartn activation devices. The monitored circuit may be wired as an NFPA Style B(Class B) or Style D(Class D) Ini- liating Device Circuit. Features • Tertninalswith SEMSsaewsanddamp- ing plates for ease of wiring. • Built-in magnetic alarm test switch. • Mounts In standard 4' square (2-1/8' deep) junction boxes. Ordering Informafion M300 Contact device monitor module. M300A Contact device monitor moduie, ULC listed. M02-04-00 Alartn Test Magnet. SMB500 Optional surtace-mount backbox. M301 Mini-Monitor Module Though the Ffre•Lite M301 wn be used to monitor an entire Class B inlUating cir- wit, R is ideally suited for monftoring single N/O contact devices. The M307 Is small enough to fit inside a single-gang Junction box behind the device being monitored. Its small size and light weight allow It to ba installed without the need to be rigidly mounted. It can be used to monitor a single device or a zone of four-wire smoke de- tectors, manual fire alartn pull stations, wa- tefiow devices (per local authority) or other nortnally-open, dryconfact devices. It may also be usad to monitor normaliyvpan su- pervisory devices with special supervisory indiptlon at the control panel. The moni- tored circuitldevice is wired as an NFPA Style B(Class B) lnitiaUng Device Circuit Feafures • Compact size; only 2.75 p0 mm) high x 1.30" [33 mmj wide x 0.50" [72.7 mmj deep. • Tinned, stripped leads for wiring ease. • Ciass B(Style B) IDC only. • Capable of mounting behind monkored device in single-gang box. Ordering Information M301 Contact device mini-monitor module. M307A Contact device mini-monitor module, ULC listed. F-I ~ To a 2-wlre ~ I To MS-9200 Class-8 !n(tlaBng pddressable elrcuft LaoP M30Z 'IWvo-wire Conventional Smoke Deteator Monitor Module The Fire•Lite M302 Monitor Module fs used with ihe MS-9200 to monitor a single Initiating Device Circuit (IDC) of compat- ible two-wire smoke detectors. The moni- tored dreuit may be wired as an NFPA Style B(Class B) or Style D(Class A) Initiating Device C(rcutt Features • Supports compatible two-wire smoke de- tectors. • Supervises IDC wiring and connection of extemal power source. • Built-in magnetic alartn test switch. • Mounts in standard 4" square (2-118' deap) junction boxes. Ordering Informafion M302 Two-wire detector monftor module. M302A Two-wire detector monitor module, ULC listed. M02-04-00 Narm Test Magnet. SMB500 Optional surface-mount backbox. 0 OL'JO O 0 I A O~ ~ , : O 0 1-1 O O O O M300 and M302 apeciricarions M300 M301 M302 OperatlngvoKaBe: Mazimum eurrent In aW'm: 15-28VDC(peak) see Untmode 200 Teohnfcal Manual 15-28VDC(peal) see Unlmode 200 Technhel Manual 75-28VDC(peak) 90 mA Skndby eurtent Tempenture range: 400 yA maxlmum 32'F W 120°F (0°C b 49'C) 400 {W marlmum 32'F b 120'F (0•C W 49'C) 300 yA max. (Style D, 1.3 mA) 32•F b 120'F (0'C l0 49•C) Ralatlvehumldlly: 10%W93k 10°hb83% 10%b93% WelghL• 150 grams (5 oz) 150 grams (5 oz) 150 g2ms (5 oz) EOL reskWr value: IDC loop bnpth: 47 K ohn 2,500 feet (7.62 km) marlmum 47 K otm 2,500 feet (7.62 km) maxlmum 3.9 K oMn 2,500 feet (7.62 km) maxlmum IDC Ioop rasictanca: 40 ohms mexlmum 20 oFms mexlmum 25 oMS maxlmum Page 2 of 2- OF-51339 Face plate for M300, M302, C300, and 1300 ~ Fire-LireOaLarms mcorPOraTeo Section: Addressable Devices E300 0Y2A3.AY (M300) California A C OY4A4.AY (M301) State Fire 1 V 1 G/'y I ~ Marshal F M 0Y1A7.AY (M302) s ~ L~ 3•94-E (M300, M301, 1300) 0V2A3.AY (1300) 7300-0075:159 16-94-E (M302) OY6A9.AY (C304) CS68 CS68 (M300, M301, 1300, C304) 326-94-E (C304) (non %1'suKx) (;4" suffix only) 7300-0075:162 (M302) C304 CONTROL MODULE The Fire•Lite C304 Control Module is used with the MS-9200 to provide a Styie D(Class A) or Styie B(Class B) Notification Appliance (Signal) Circuit (NAC). AI- ternately, the C304 may ~ Q ~ Q be converted to an ad- o dressable Form-C relay by removing a break off tab. The C304 may be programmed to operate dry coniactsfordoorhoid- ers, Air Handling Unit ~ shutdown, etc. ° Features kjO O ~ • Internal circuitry and relay powered directly by lwo-wire SLC loop. NAC con- figuration requires second loop for notifica[ion appliance power. • Integral LED blinks each time it communicates with the MS-9200 and latches ON in alarm. • Mounts in standard 4inch square (2-1/8" deep) junction box. Direct-dial entry of DECADE address (01-99). Specifications • Opereting voltage: 15-28 VDC (Peak). • Maximum current in alarm: referto the MS-9200 Tech- nical Manual. • Standby current: 400 NA maximum. • Contact rating: 2.0 amps @ 30 VDC (resistive) 0.6 amp @ 30 VDC (inductive, 0.35 PF) 0.3 amps @ 110 VAC (0.35 PF) 0.6 amps @ 30 VDC (inductive, 0.35 PF) • Temperature renge: 32°F to 120°F (0°C to 49°C). • Relative humidity: 10% to 93%. • Weight: 150 grams (5 oz.). I300FAULT ISOLATOR MODULE The Fire•Lite 1300 Fault Isolator Module is used with the MS•9200 to protect the system against wire-to-wire short circuits on the SLC loop. The 1300 should be placed between each ~ O O ~ device on the SLC loop, to isolate a short-circuit problem between the 0 modules. It is required fortrue Style 7 operation so that other devices ~ can continue to operate normally in the event of a short-circuit on the Q O O Q SLC. Feafures • Powered by SLC loop directly, no extemal power required. • Mounts in standard 4-inch square (2-118" deep) junction boxes. • Integral LED blinks to indicate normal condition. Iilumi- nates steady when short circuit condition is detected. • High noise (EMF/RFI) immunity. Speeifieations • Operating voitage: 15-28 VDC (peak). • Maximum current upon activation due to short cir- cuit: refer to the MS-9200 Technical Manual. • Standby current: 450 uA maximum; 1300 is not isolat- ing - relay closed. • Temperature range: 32°F to 120°F (0°C to 49°C). • Relative humidity: 10% to 93%. • Weight: 150 grams (5 oz.). Ordering Information 1300 Isolator Module. 1300A Isolator Module, ULC listed. SMB500 Optional surface-mount backbox. Ordering Information C304 Addressable Control Module. C304A Addressable Control Module, ULC listed. SMB500 Optional surtace-mount backbox. This tlocument is not intentled to be usetl for insWllation purposes. We try to keep our producl information up-to-date and accurote. We wnnot wver all specific applications or anticipate all requirements. All specifications are subjed to change without notice. For more information, cantacl Fire•Llte. Phone: (203) 484-7167 FAX: (203) 484-7118 FIY2-LIT@'AL8fT5 12 Clintonville Roatl, Northford, ConnecliCUt 06472 rcarror.reo April 16, 1998 MS-9200 Addressable Modules I$O•9001 Engineering and Manufacturing Quality Syslem Certified lo . Intemational Standard I50-9001 Made In Ne U.S.A. DF-51339 - Page 1 0( 2 February 20, 1998 ~ Fire-ureOaLarrns mcorPOraTeo E-100 SD300(A)/SD300T(A) Addressable Photoelectric Detectors Sec6on: Addressable Devices GENERAL The SD300 and SD300T Addressable Photoelectric De- tec[ors are used exclusively with the Fire•Lite MS-9200 Addressable Fire Alartn Controi Panel. Since these de- tectors are addressable, they will help emergency person- nel quickly locate a fire during its early stages, potentially saving precious rescue time while also reducing properry damage. The SD300T offers the same features as the SD300 while adding a 135°F internal thermal element. FEaruees • Unique optical sensing chamber. • Optional integral 135°F (58°C) fixed-[emperature ther- mal detector (SD300T). • Superior signal-to-noise ratio. • Stable photoelectric operation. • 1.6% nominal sensitivity for panel alarm threshold level. • Fully coated circuit boards and superior RF/transient protection. Addressable by device. • Direct DECADE 01-99 entry of address. 2-Wire loop connection. • VisibleLED"blinks"every time the unit is addressed, and illuminates steady on alarm. • Integral communications and built-in device type identifi- cation. • Compact, stylish design. • Built-in functional test switch features push-in pin type activation. • Low standby current. • Listed to UL 268. Buiit-in tamper-resistant feature. • Designed for direct surface or electrical box mounting. • Sealed against back pressure. • Removable tertninai block. • Easywiringviaremovable6-pintertninalblockallowsthe detector to be removed from system without loss of power to remaining loop. • Mounts to: single-gang box, 3.5" or 4" octagonal box, or 4" square electrical box (using a plaster (ng). • Utilizes separate mounting bracket for ease of installa- tion and maintenance. • 94-VO plastic flammability rating. • Removable cover and insect screen for field cleaning. Remote LED output connection. California ~ State Fire Marshal U L U LC ~ 7272_0075:172 icnvnn cnqnnn 51059 ML369 ' (SD300A, C A M~r+ SD300TA) 3-94-E (SD300) F M 326-94-E (SD300n OY1AI.AY (SD300) OY6A3.AY (SD300, SD3007) APPLICATIONS Photoelectric detectors are often faster than ionization de- tectors in sensing smoke from slow smoldering fires. lon- ization detectors are often better than photoelectric detec- tors at sensing fast, flaming fires. CONSTRUCTION These detectors are constructed of LEXANO in an off- white color. The SD300 Series of direct-wire smoke detectors is de- signed to commercial standards and offers an attractive appearance. LEXANS is a registered trademark of GE Piastia, a subsidiary of General ElecVic Company. This document is not inlendetl to be used for installation purposes. We lry lo keep our IS0-9001 produd intortnation up-lodate and aaurate. We cannol cover all specific applications or anticipate all repuiremenLS. All specifications are subjecl to change wilhoul notice. For Engineering and Manufacturing more information, wnlacl Ftre•Lite. Phone: (203) 484-7161 FAX: (203) 484-7178 QUality Syslem Certified lo @ F1ITZAL8ffT1S 12 Clintonville Road, Northforcl, Connecticut 06472 Intemational SWndard ISO-9001 Made in Ne U.S.A. nc_91 19n - Paae 1 of 2 03-01-00 10;46;27 FROM: SYSTEM SENSOR FAX T0: 3034550889 PAGE 2 INSTALLAiION AND MAINTENANCE INSTRUCTIONS MDL Module For use caddi the following models: Horns: 12/24 volt: H12/24, HC12/24, MA12/241), PA400 Strobes: 12 volt: 51215, 5121575 24 volt: 52415, 5241575, 52430, 52475, 524110 ComUo: 12 volt: P1215, P121575 24 volt: P2415, P241575, P2430, P2475, P24110 Por ULC uwuels adti sutG ..A•., avzilcolr in-colt r.:uceis unly. Auu suitix ?9" (m Mhi:e r.:uuel>. AJd suiiix "F" (ur NEGO r.iucal>. 241575 uni:s onl)'. Add suffic "R" for weatheroroai ctouels. _-LiS, 2430. 2d75, 24110. H12i24, HC12124 units onlv. ,icJ suilis "El"' lor El:~C, or 'AG' far dGENT,'_41575 unis unl~. Speaflcations Uo1Wge Raznge: Maximurn Load on Loup Ciurent: Operating Teinperariu•e: SYSTEIVI SL/ VSOR A Divisiun oi Pitncz}' 38'5 Ohio Avcnua St. Chzrtcs. Iflinais 60174 1-800-SENSOR2. FAX: 630-3; ; -u4S5 SPECTPAlert. DC or Ful1 Wave Rediiied ll tu 30 Uolts (Note: Supply voltage raiige at 12 volts - 11 to 17 VDC; at 24 volts - 21 to 30 VDC) 3A Volta e Average Peak In-rush g DC FWR FWR 12 V lOmrl llm.4 a n 122mA 24 V llnv~ 15mA 2GLme1 0`Cto49'C(32`Fto12 0`F) General Description The MDL Module is designed to work cN2th the SpectrAlert seiies of hoilis, swobes, and horn/strobes to provide a means of synclu•oiuzing the Temporal-coded horns, syn- clu•onizuig the one-second dasli uiniiig of the stivUe, and silencuig die homs of the hom;snnbe wmbniation uver a two-xaire circuit wtule leavui-, the strobes active. NOTICE: Tlus manual shall be leit with the ocvner/user of tkus equipinent. Module Conrtiguration Each MDL module has die capabIlity of connectung two Style Y(Class S) ciicuits or one Sryle Z(Class A) cu'cuit. The zone output(s) irom the panel are wiuiected to flie zone uiputs of the IvIDL inodule and the zone output(s) hotn the MDL module are comiected to the notification loop(s). Supeivision is acmmpiished 'ui the module by a di- rect coimection between the zone input and the zone out- put of each of die two zone circuits comiected to the normai end-oi-line device. The FACP "sees" the EOL device through the NIDL moduie. VVlien either or both outputs fi•om die module are wu•ed to the SpectrAlert products, the hornc snd chrobee in bodl zonec cvili be c;mclu•oiuaed. The MDL inodule can be conrigured so diat inore than txvo zones can be spnclnunized by the iRieimm7ec[ion of the slave input and output (see Figiues 1 and 2). Zunc t Inpur. iUis inCUt pmcas theN]DL irodulc. Tliis hiput must havc vottage pmscnt irom the FACP bo- forc amahllig will work. This zlso supplics eufc- aQr rn 70110 7 nnrpnt Zonc ]npuc This input only supplics cultzgc [u Zanc ? out- pu[. Votc: If Zunc 1 uiput is nat powcrca. thc noti;icauon devices attzched m the Zone 1 out- put will not be po«cmd. Horn CoutroC This hiput cnables [hc ltorns on thc Spcc[rAlcrt noUfication appliazices. 6'ultage present mcans liorns are cnablcd. No vuttage p[cscnt means hIDfRS dCC d15dblCd. Slave In: Cpmiects to Master MDL lv]odute slave ou[. $ldvC Ofl[: CJIll1CC[S [0 SId4C !VIDL SIdGC lll. 03-01-00 10:46:27 FROM: SYSTEM SENSOR FAX TO: 3034550889 PAGE 3 Synchronize SpedrAlert Horns and Strobes • Each module can power nvo 3-amp circuits «2red in class B or one 3-acnp cucuit pmvered as Class A. • Each module wi11 svncluniuze 2 zones. • Additional inodules can be added and inail be s~nicluo- tuzed to all other modules bp intercoimectiiig the "slave" input and output terminals benveen modules. L►CAUTION Hom control vuiring inust be contained witiiui cominon en- closiue oi module. iacaunoN Slave Qut - Slave In wuing must be tontained witlun either the coaunon enclosure of modules or enclosures witlun 20 teet oP ead7 odier cvith wiiiiig uiside conduit. AcnunoN Ii Zone i input is not powered ur iails duiiiig alarm, the notiiication devices attached to the Zone 2 output tivill not be powered. CoMrolling Sounder On/Off Over 2•Wires Using Module Horn Control • Comiect the cun•ent source to die hom control input. If a zone output is used ior dte somce, you must use an EOL on the horu conuot uiput tennuial. • When multiple modules are used, the horn control cir- cuits can Ue ivired in parallel. Ii iv2red in parallet and a zone output is used Irom panel, LLse an EOL un the last module tor supeivision. AcnunoN Hom controt cviring must be contained witlun conunon en- closLUe oi inodule. AcaunoN Slave Out - Slave In wiiing must be mntauied Nvidiin either the coincnon enclosiue of modu1es or encloslres cvidun 20 ieet oi each other with wuuig uiside conduit. Figure 1: 1v07'E: Ii zone 1 output oi inodule is coiuiected to snobes or horn/strobes, zone 1 uipu[ supply power inust be mntinuous ior proper operation. c } FR:G c rt3a_ r__ Qy~ ~Y 7 1 r xaci y f~ ~ zaos~ { r J L r~~ J ~ I V VE1 \ s,.LE: (LLASSAI NAJ TJNEYT r' DEVL'E JP F]L - ~ TONE %T DEVI~ E JF EJL All SpeclrAbn norns. HOYII/6YOUBS, dlttl 6t1Ob8 unry eawces wm operateln sync. 16TYLE2:OLAS4F{: NOTE: Claec A conliguretion requirea special panaL Consult alth panel manulacWrer. Flgure 2: NOT'E: It zone 1 output oI module is connected to strobes or horn/sri•obes, zone 1 inpuc supply power inust be continuous ior proper operation. HORNS SILENCED OVER TWO WIRE CIRCUIT MASTEFi MODULE HORN CONTROL CONNECTS TO INTFARUPTABLE POWER SOURCE FACPe1 , i I : EOLi' I HORN WNEI . ~ TONF]('f NACi SPECiAP1Qif oEtncEOn , ZJNFI SONE] EDL NA(R ix our - N4p; T" s~xEt ix srxe ° I _ EIWOP TONIXT SIRECIRALWf oIVncE ow I ve aoVEJ='.~' i - ! mt TEMGJ161PEXOFF I I• I~II ~ ~ AcnunoN j SLAVEMOOUIE FA~ r2 I r ' Ii Zone 1 input is not powered or iails dwir~ alarin, the I ~ J :JNTRDL ~011! l l I \ notification devices attached to die Zone Z output will not i ~ V ~ 'a~ECTRALFR~ I ~ be powered. Nnc, :oNE, ~,E: f~ )'-1 ~ oencEaa ~ ~ ~ • L ~ IN Wf \ 1 ~ ~ I SpvM Hl VGIISid .PPa\iGIIS ~ I I ~ A latchuig Relay wntac[ is provided in case the syncYu-oniz- NAQ I ONF3 SYM x EMOR {o S,ALEFT17 ing signal to the notification devices is uitenupted. The :°E"'L°" output can be wu•ed so that a uouble signal wi11 Ue amuui- suve suve {o I L- ciated at the panel. If flie syncluonization ptdse fails in dze TEMG ' All SpectrAlert homs, JUMiEP JFF hnrnisirnhes. and strobes 03-01-00 10:46:27 FROM: SYSTEM SENSOR FAX TO: 3034550889 PAGE 4 NOTE: The MDL Module is iacton, set with die svnc error contacts ni the open state. These contacts ina}, close duru7g sluppuig. Approsimately two semnds aiter power-up, lliese contacts will open. NOTE: Tlus contact could Ue nved to a separate moiutor- ing uiput at FACP. Figure 3: Single MDL Using Sync Error NOTE: Ii zone 1 output oi module is mnnected to strobes or horn/strobes, zone 1 input supply power must be contuiuous ior proper operation. ~~XOflN ONTFOL ZONEf IO C Ollf ~ FALP l NAC.1 1ZIN ONE1 ZONE2 IO OUf l O ~ NAC2 I I ~V ~ ZONE] SYNC IN FAPOF o~ o suve suourve 0 in r1 0 SEPARATE MONITORING INPUT Flgure 4: Multiple Devices Using Sync Error NOTE: If zone 1 output oi module is mnnected to stroUes or l;orn/suobes, zone 1 input supplp power must be cuntinuous ior Pr puEoperaaon. o AW i I I I Ir-~-:: xonx coxleoL zoxei out ~ c' . I j 1 O NAC1 pyT \v L i ~.l 2JNEE SYN' : jr • i- NRC2 W EPROR \ - 4~ BUVE BYVE W WT SEPAHAIE MOWTOPING iNPVf MODVLE2 I P) xan~ I CONTFd. OUT l G L H~.9 I ZONF 1 ZONE f1~ w ou1 la NAC4 zoxev svxc r W EPPOP c. Temporal Coding on MA32/24D and PA400 (Won- SpectrAlert Horns); See Figure 5 • Program module to provide temporal codiiig b}l iiLertiiig juinper plug per iiutructions. • Coiuiect oiily sotuiders producitig a contuiuous tone to the tnodule zone output(s). ACAUTION Sunbes camiot be used on a inodule providiiig teinporal codiiig to homs. Shobes must be wired ior independent operation. NOTE: Temporal juinper should be inserted across both puis on1v un non-SpectrAlert products that are to be pocvered Tor tetnporal somid output. Figure 5: NOTE: Ii zone 1 output oi module is connected to suobes or hornisuobes, zone 1 input suppl}, power must be continuous tor proper operation. ' ' I ~ . ' . c ~ ~ i a urrsx oii FACP TO NEXT OEVICEOFi l EOL NACt l]AJE1 ZtNE2 IN " ~ -"I NAC2 . ZaNE3 SYrC IN EWiOFi TO NEXT OEVICEOR EOL ' su~~ su~ ~ -J IN C{If I I ' y i I Xomswill6eTemporal cadatl anE in sym. 7Et8. JUNPER ON ~1 3lAVE SUVE ix _ our _ • 5104 Fire Control Communicator ` The speed, reliability and value of digital communications from the company you can trust As pioneers in digital fire technology, Silent Knight delivers superior systems at an outstanding value. Our 5104 Fire Control Communicator has become the industry standard by proving itself in years of field-tested operation. This four-zone fire control communicator provides fast, reliable digital communication of fire and trouble conditions. It transmits via ordinary phone lines - eliminating the need for expensive leased line arrangements. Use it as a stand-alone, or incorporate it into your existing system.Why spec any other digital communicator? Go with the industry standard - the 5104 Fire Control Communicator from Silent Knight. For more information, please call 1-800-446-6444, or in Minnesota, call (612) 493-6435. Model 5104 Fire Control Communicator The Silent Knight Model 5104 is a four-zone fire control communicator providing digital fire reporting over ordinary telephone lines, eliminating the need for costly leased lines. IPs UL 864 and NFPA 72 approved for monitoring local evacuation controls. As a stand-alone unit, it can be used to monitor: • Sprinkler systems for watertlow, supervisory, and gate valve tamper conditions. • Automatic fire detection systems for structures that are not required to have a fire alarm system but want property protection (e.g. to call the fire department after hours). • Monitors dry contact alarms, trouble and supervisory outputs, then transmits a separate code for each. The Model 5104 is fully supervised. Its microprocessor constantly runs programs to monitor AC, standby battery, zone inputs and telephone line connections. If a fault condition is detected, it sounds a local trouble audible and reports the condition to the central station. If one of the telephone lines faults for more than 60 seconds, it will automatically switch to the other to report the failure. The communicator will signal activation, restoration and trouble conditions on any of four inputs. If an application requires a different input configuration, the individual input styles may be changed by using a Model 7181 Fire Zone Converter Module. The 7181 also allows use of two-wire type smoke detectors, instead of the normal four-wire contact type, for automatic fire detection applications. Features • UL 864 Listed for NFPA 72 Central Station and Remote Supervising Station Fire Alarm System Service. • Can be used as a stand-alone or as a Slave DACT. • Four fully supervised inputs: one Class A(Style D) input, and three Class B (Style A) inputs. • Downloadable for remote programming. • Fuseless overload protection with automatic reset circuitry and fault indicators - eliminates the cause of most field calls. • Dual phone line interface Automatic self tests every 24 hours with report sent to central station. • Reports in SIA and most major communications formats. • 60 hours of standby power. • Operates on loop start phone lines ahead of the building PBX system. • A single, programmable output is provided for alarm or dialer failed conditions (cannot be used for evacuation purposes). SILENT PKNIGHT 5104 Fire Control Communicator 120VAC 60 Hz UL-LISTED LOCAL FIRE CONTROL SILENT KNIGHT MODEL 5104 4 Channel Communicator Silent Knight Mode15230 (optianal) Remote Annunciator (3 max per system) Trouble Contact . I Tel 1. Line #1 Tel. Line #2 MODEL 5104 BLOCK DIAGRAM Slave DACT Application To RJ31X 120VAC 60 Hz Class A Input (supervised) O--O- Max 5 watertlow devices as per NfPA 72 Class B Inputs rc Gate vasupervisor- must connect normally open I L SILENT KNIGHT MODEL 5104 4 Channel Communicator Mode16712 12VDC 7 AH Tel. Line #2 MODEL 5104 BLOCK DIAGRAM Stand-alone Waterflow Application Modei 5230 (optional) Remote Annunciato (3 max per system) Tel. Line #t To RJ31X 0 Wheelock MB•G10-12-R 5104 Fire Control Communicator Specifications Electriral Slave Applications - Not UL Listed Input: 24VDC from a UL Listed Fire Contml Panel Total DC load: 75mA minimum at 24VDC 600mA maximum at 24VDC Current Standby 50 mA Alarm 135 mA Stand Alone Applications Input: 120VAC 60Hz. 40 watts Standby: 12 volt 7 amp hour rechargeable battery (supplied) 5230 Remote Annunciator (three maximum per system) Load: 60A standby 120mA alarm Indicator Lights (LEDs): Power On (Green) Trouble Silenced (Yellow) Until Trouble is Cleared/Flashing = Supervisory Dialer Failure (Yellow) Telephone Line Fault (2 Red) Inside Cabinet at L1 and L2 Inputs ~ - _ ..~..a ■~~0~~~ ~ Model 5230 Telephone Requirements: Type of Jack: RJ31X (2 required) FCC Registration AC698R-17462-AL-E RINGER EQUIVALENCE 0.08 Mechanical: Dimensions: 1225" W x 14.5" H x 3.0" D (31.1cm W x 36.8 cm H z 7.6cm D) Weight: 151bs. (6.75 kg) Color: Red Optional Accessories: 5230 Remote Annunciator/Programmer 5561 Download Package 7181 Fire Zone Converter Module 7860 Telephone Connecting Cord for RJ31X Jack (2 required) Communication Formats: SIA, SK 3/1, Sescoa 3/1, Contact ID, SK 4/2, Radionics BFSK Approvals: UL Listed - UL8641NFPA 72 Central and Remote Supervising Station Fire Alarm System Service. FM Approved CSFM Approved MEA - New York City ULC - Canada Model 5230 Remote Alphanumeric Annunciator The 5104 can be programmed through the use of the optional Model 5230 Remote Alphanumeric Annunciator. Programming options include: telephone numbers, reporting format, account number, loop response times (electronic retard), test time, output activation, user and installer codes. System programming is stored in a non- volatile EEPROM chip which is reprogrammable hundreds of times. The 5104 accommodates up to three remote annunciators via a four-wire connection. A quick- connect plug allows temporary connection of the annunciator for programming. The Model 5561 Downloading Package Allows for remote programming and status checking of the 5104. Includes a 3 1/2-inch disk and Silent Knight proprietary modem. Allows the installing company to view the default programming, modify it, and if necessary, troubleshoot the system. Designed to be used on an IBM or compatibie PC. The downloading software also contains programs for other Silent Knight downloadable products. 5 1/4-inch disks availabie upon request. . 5104 Fire Control Communicator ~ SILENT KNIGHT MODEL 5104 120VAC 60 Hz Silent Knight 4 Channel Mode15230 Class A Input Communicator (optionai) (supervisetl) Remote Annunciator (3 max per system) O Class B Inputs Wheelock (supervised) MB-G10d2-R Heat tletectors, manual LIf72 #1 (OPtIOfIBI) TBI pull stations and contact type Model 6712 1 . TO RJ31 X smoke detectors 0- 72VDC 7 AH Tel. Line #2 MODEL 5104 BLOCK DIAGRAM Stand-alone Automatic Fire Detection Appiication (For communication only) ARCHITECT/ENGINEER telephone lines, seize the phone line setting a program within the panel. SPECIFICATIONS and send the alarm signal on one or b th li ith t th dditi f The digital communicator shall provide o nes w ou e a on o any a secondary power supply utilizing The contractor shall provide an more equipment. It shall test each rechargeable batteries. The secondary approved digital communicator to telephone line (number) at alternating supply shall be capable of supplying transmit the fire alarm and supervisory 24-hour intervals in accordance with power, under maximum normal load, and trouble signals to a central station. NFPA 72. It shall sound a local trouble for 24 hours for central station or The digital communicator shall be UL signal if the telephone service is proprietary applications or 60 hours for or FM listed for fire reporting to a interrupted for longer than 60 seconds remote supervising station system central station and shall conform to the and it shall transmit a signal indicating application in accordance with NFPA requirements of NFPA 72. the loss of phone line service to the 72 The digital communicator shall provide central station over the remaining phone line. A signal shall also be The communicator shall be able to power and necessary components for transmitted to indicate the restoral of transmit all signals in the Standard SIA four supervised detection circuits. One Phone service. The format (Security Industry Association). shall be Class A St le D and three ~ y ~ control/communicator shall be able to The alarm signals transmitted to the shall be Class B(Style A). The report the loss of either phone line central station shall indicate which of detection circuits shall accommodate without regard to which phone line the four zones is in alarm and which sprinkler flow switches, gate valve failed first. If both lines fail, a local zones are in trouble. Restoral from supervisory switches, thermal detectors signal shall sound. alarm or trouble shall be capable of and contact-type smoke detectors intermixed as desired and permitted by The control/communicator shall have communicating to Silent Knight, and NFPA 72. the ability to send a test signal to the other industry standard receivers. The control/communicator shall have central station every 24 hours. The test the capability to supervise two signal shall be able to be transmitted at a specific time of day or night by SILENT KNIGHT 7550 Meridian Circle, Maple Grove, MN 55369-4927 MADE IN AMERICA 800-446•6444 or in Minnesota 612-493-6435 FORM# 350349, Rev. 11/98 FAX:612-493-6475 Worid Wide Web: http://www.silentknightcom Copyright o 1998 Silent Knight Chemetronic's". Effective: January 1996 Heat Detectors Series 600 The Heat Detectors Series 600 are suppiied with the following standard features: • Rate-of-Rise and Fixed Temperature • One or Two-Circuit, Normally Open • Easy Instaliation • Low Profile • Visual Indication • Operation Testing Description The Series 600 Heat Detector is attractive and durable, and features combination rate-of-rise and fixed- temperature detectors. Heat detectors are available in 135°F and 200°F temperature ratings Rate-of-rise detects heat by quickly responding to rapid temperature increase. Rate-of-rise units have wide spacing allowance of 50-foot centers. See Specification Tabie for details. Fixed temperature reacts to heat by responding to a specific temperature setting. Series 600 Detectors use the same reliable pneumatic rate-of-rise element used in former models, but offer added aesthetic appeal. The pneumatic rate-of-rise element responds to a rapid rise in temperature, approximately 15°F. (8°C) per minute, by expansion of air within the sealed chamber faster than it can escape through a calibrated vent. The resultant increase in pressure depresses the diaphragm, causing the etectrical contact to close the circuit. The fixed temperature element uses a fusibie alloy. When activated, the external heat collector drops away to provide quick visual confirmation that the element has operated. The units protrude only 1% inch from the ceiling surface with a junction box mounting. They have pleasing contours and an all-white finish that conforms to ceiling aesthetics. Installation Each detector includes a patented reversible mounting plate. In one position, it easily attaches to 4" junction box, 3'/." octagon box or plaster ring. In reverse, the plate can be used for open wiring without a junction box. A'/." space between detector and mounting surface allows for wire connections. All mounting screws are concealed. The detector simply attaches to the mounting plate with a push and twist motion. No tools required. Mounting plate is molded of white self-extinguishing thermoplastic rated at 105°C. The plate is extremely strong yet adapts to uneven mounting surtaces. Juncfion Box Mounting Ceiling SuAace Mounting n n " 3-714br4" Cuflor suAace Reveisible Ouilel Box or maunfing Mounting 4"Square Box ~ 7 Plate ~ Feversible Mounting Plate ~ " ~ 8-32 832 Flat Round : Head Head Sciews Wood 518fo1" 0 SCrews Series 600 Testing Methods Models 601/621 and 602/622 can be tested by the appiication of quick heat from any convenient source. A portable hair dryer is recommended. However, do not apply heat that exceeds the fixed temperature rating of the detector. Models 603/623 and 604/624 cannot be tested. However, the fusible alloy element is generally considered so reliable that testing is not necessary. All righis reserved (1/96). Chemetmnics is a irademark of Chemetronics Caribe, Inc. ~~-......~1 ~heme ron~cs 0 Effective: January 1996 nn.,.fai anl antf 991 Mode1602 and 622 Model 603 and 623 Model 604 and 624 No Marking OGray Ring G2y Spot Gray Ring and Dof Mode1601 (1 cirouif) Mode1602 (1 circuit) O Mode1603 (1 circuit) O Mode1604 (f cirouit) O Model621 (dual circuit) Model622 (dual circuit) _ Mode1623 (dual circuit) Mode/624 (dua/ circuit) Rate-of-nseandFixed Ratero/-nseandFixed Fixed Temperature only, Fixed Temperature only, Temperatwe,735°F(57°C) Temperefure,200°F(94°C) 735°F(57°C) 200°F(94°C) Application: Norma/ temperature Applicafion: Normal temperature ilin i d Applicatlon: Unusually violent temperature fluctuations and Applicafion: Unusually vio/ent temperaNre /luctuations and flactuations and ceiling temperatures not ezceeding g ons an ce flucfuat temperatures ezceeding ceiling femperaNres nof ceiling temperaNres exceetling ° ° 700°F(38°C) 100°F(38°C)bulnot750°F(66°C) notexceeding700°F(38°C) C) F(66 700°F(38°C)bulnot150 Maximum Spacing allowance' Maximum Spacing allowance' Maximum Spacing allowance' Maximum Spacing allowance' 50/tz50ft-UL 50/tx50ft-UL 25Rx25R-UL 15itz15k-UL nna„anw_..r ankr9nff-FM 20RX20ft-FM ' Refer to Na6onal Fire Alarm Code Standartl NFPA 72 for application requirements. Screw Terminals Standard Single Dual Circuit Detector Circuit Detector Used to send two Independent signals. Wire /rom alarm Wire connected to pane/ or previous next detector or detector. end of line resistor. e • Wire from alarm • O• panel or previous O detector. a • wire connected ~ Wire connected ro next detector to next detector or end olline or end of line resistor rgSiStOf. NOTE: All single NOTE: All dual circuit models circuit models come come with one (2) normally with one (1) open dry contacts. normally open dry contact. Important Special Notes Application: Heat detectors should be used for property protection. Reliance shouid not be placed solely on heat detectors for life safety. When life safety is involved, smoke detectors MUST also be used. Detectors must not be painted. Battery Back-Up: Heat detectors should be electronically supervised with battery back-up at the panel. The rate-of-rise mechanism may be subject to reduce sensitivity over time. Annual testing of the rate-of-rise operation is recommended. Electrical Ratings 6-125 Volts A.C., 3.0 Amp. 6-28 Volts D.C., 1.0 Amp. 125 Volts D.C., 0.3 Amp. 250 Volts D.C., 1 Amp. Listings Approvais • Listed by Underwriters Laboratories (UL) • Factory Mutual Approved (FM) • California State Fire Marshal Approval (CFSM) • City of New York (MEA) Listing No. 188-94-E • Listed by Underwriters' Laboratories of Canada (ULC) Distributed by The seller makes no warranties, express or implied including, but not limitetl to, ihe implied warranties oF merchantabiliry and itness for a particular pur- pose, except as expressly stated in sellefs sales contract or sales acknowl- edgment fortn. We Iry to keep our product infortnation up to date and accurate. All specific Applications cannot be covered nor can all requirements be anticipated. All specifications are subject to change without notice. Chemetronics, Caribe Inc. P.O. Box 779, Rt. 992, Km. 02 Luquillo, Puerto Rico 00773 USA Phone: (800) 496-8383 or (809) 889-4370 Fax: (800) 496-7272 ~ All rights reservetl (1/96). Chemetronics is a tredemark of Chemetronics Cari6e, Inc ~ FirelTecaLarms A PITfWAY COMPANT July 29, 1999 ' F-100 BG-10 Series Manual Fire Alarm Stations Section: Conventionai Initiating Devices GENERAL The Fire•Lite BG-10 Series Manuai Fire Alarm Stations provide dual-action, normally-open contact alarm initiating points for use with UL listed fire alarm conlrol panels. The BG-10 Series features non-coded, dual-action operation. FEATURES • Within ADA 5 Ib. pull (orce when used without break-tube (models manufactured after 10-1-96, identifed by an 0 under station spring). • Impact-resistant, durable LEXANO (or polycarbonate equivalent) housing. • Back plate made of 16 gauge steel. Highiy visible. Easily operated. Attractive shape with lextured finish. Semi-flush or surface mounting. Operates with or wilhout a break tube. Handle latches in down position to clearly indicate thal the station has been operated. • Optional lock with standard Fire•Lite key. • Optional N.O. contact for auxiliary functions. • Optional pre-signal circuit. • Spanish (FUEGO) version available. APPLICATIONS The BG-10 Series manual fire alarm stations are intended for use as fire alarm initiating devices, with any fire alarm initiating circuit to be operated by a contact closure. The stations are for indoor or outdoor (BG-10WP) use and should be installed in compliance with applicable NFPA standards, local building codes, and plans and specifications. INSTALLATION The BG-10 Series manual fire alarm stations mount to stan- dard single-9ang electrical boxes. A terminal block with screws allows for fast and easy wiring. OPERATION Pulling the handle down causes the BG-10 to latch in the down position and to close the normaliy-open switch. The handle is reslored manuaily by unscrewing the allen-head screw so the lop of the case can pivot forward, allowing the spring-loaded handle to return to its normal position. The case can then be pivoted back to its normal position and secured with the allen-head screw. The BG-10L utilizes a mechanical key instead of the allen- head screw. The BG-10P/T has a normally-open auxiliary switch which is closed by ro[ating a key clockwise. (The key is non-remov- Califomia y,~'~y"~~ State Fire 1\(J~:;;='. Marshal s 9 ; J 7150-0075:103 S711 CS115 ADA FM OGSAS.AY SPECIFICATIONS Physical: BG-10 SB-10 WP-10 Height 5.500 inches 5.500inches 6.000 inches (139.700 mm) (139.700 mm) (152.400 mm) Width 4•125inches 4.125inches 4.690inches (104.775 mm) (104.775 mm) (119.126 mm) Depth 1.375inches 1.375inches 2.000 inches (34.925 mm) (34.925 mm) (50.600 mm) Electrieal: Current Capacity: 3 Amps @ 30 VRnns. LEXANB is a registered trademark of GE Piastics, a subsidiary 3ble in this position.) of General Electnc Company This document is not intentletl m be usetl for inslallation purposes. We Iry to kee0 our product information up-to-dale and accurele. We cannot cover all specific aODlicalions or I$O•900~ anlicipate all repuiremenls. All specifications are subjecl lo change wilhout notice. For EngineefinJ and ManU(2CWfing more inlormation. conlact Fire•Lite. Phone-. (203) 4844161 PAX: (203) 484-7118 Quality Syslem Cedified to ~ Fire ure' al_arms One Fire-Lite Place. Nonhbrd Connecticul 06472 Inlernational S(andard ISO-9001 Maae In Ine U.S.A. ur-5t2o3 - -age i oTZ Wiring of Standard Unit: BG-10 TO CONTROL PANEL DETECTOR LOOP OUTPUT Additional Switch included With Models: BG-10A BG-10LA TO i,-_ TERMINAL BLOCK FOR N.O. CONTACT FOR AUXILIARY FUNCTIONS Additionai Switch (Key-Operated) Included With Models: BG-10P BG-10T TO TERMINAL BLOCK FOR TEST, OR TO PRESIGNAL CIRCUIT (KEY OPERATED) The BG-10SP PRODUCT LINE INFORMATION Model Description Staridard unit. Dual action. Works with or BG-10 without a crush tube. hcludes a tertninal block with screws for fast and easy wirirg. BG-10A Staridard wit plus an ainfiliary N.O. switch to provide annunciaWr contacts. BG-10T Staridard unit plus key-test feahre. BG-10P Staridard unit plus N.O. switch for pre- signal operation. BG-10L Standard unit plus key locking feadae. Standard unit plus an auxdliary N.O. switch BG-10LA to provide annunciator coMacts, plus key locking feature. Sfandard unit with a weather gasket BG-10WP (BG-10W). Includes appropriate surface backbox (WP-10) for outdoor applicatiore. Spanish version of standard unit. BG•10SP Dual ac6on. Works wiih or without a cnuh tube. Includes a tertninal block. WP_10 Surface backbox for outdoor applicadons (used witlYncluded with BG-10WP). SB-10 Surface-mouM backboxfor all BG-10 models. BG TR Optlonal trim ring. suov,.m ARCHITECTURAL/ENGINEERING SPECIFICATIONS Manual Fire Alarm Stations shall be non-coded, break-tube (or non-crush tube) type, with a key-operated test-reset lock (or Hex reset) in order that they may be tested, and so designed that after actual Emergency Operation, they cannot be restored to normal except by use of a key (or Hex). An operated station shall automatically condition itself so as to be visualiy detected, as operated, at a minimum distance of 100 feet (30.48 meters), front or side. Manual Stations shall be constructed of LEXAND (or polycarbonate equivalent) with clearly visible operating instructions on the front of the stations in raised leiters, 1.75 inches (44.45 mm) or larger. Stations shall be suitable for surface mounting on matching backbox, or semi- flush mounting on a standard single-gang box, and shall be installed within the limits defined by ihe Americans with Disabilities Act (ADA) dependent on manual station accessibility or per local requirements. Manual Stations shall be Undenvriters Laboratories listed. Page 2 ot 2- DF•51203 TO NEXT DEVICE OR E.L.R. INSTALLATION The SD300 Series direct-wire detectors use a separate mounting bracket to simplify instaliation, service and main- tenance. Mount the base on a box which is at least 1.5 inches (3.81 cm) deep. Suitable boxes include: • 4" (10.16 cm) square box with plaster ring. • 4" (10.16 cm) octagonal box. • 3.5" (8.89 cm) octagonal box. • Single-gang box. NOTE: Because of the inherent supervision pmvided by fhe SLC loop, end-of-lina resistors are not required. Wdng T-taps" or brenches are permitted Por Style 4(Class B7 winng. OPERATION Each SD300/SD300T uses one of 99 possible addresses on the SLC loop. It responds to regular polls from the control panel and reports its type and status. It blinks its LED when polled, and tums the LED on when commanded by the panel. The detector uses the light scattering principle. It repre- sents the latest in smoke sensing technology. COINMON SPECIFICATIONS Voltage range: 15 - 28 VDC (peak). Standby cunent: 150 NA @ 24 VDC. LED current: 7 mA @ 24 VDC (latched "ON"). Airvelocity: 3000 ft./min. (15 m/sec.) maximum. Diameter: 5.0 inches (12.7 cm). Hetght: 3.0 inches (7.6 cm). Temperature: 0° - 49°C (32° - 120°F). Relative humidity: 10% - 93% non-condensing. SD300i' SPECIFICATIONS Includes 135°F (58°C) fixed-temperature thermal element. PRODUCT LINE INFORMATION Mode► Description SD300 Addressable Photoeledric Sensor with mount- ing bracket and removable terminal block. SD300A Same as above with ULC listing. SD300T Addressable PhotoelecVic Sensor with built-in 135°F (58°C) fixed-temperature thermal ele- ment. SD300TA Same as above with ULC listing. RA400Z Remote LED. Mounts to a single-gang box. Page 2 of 2- DF-51320 o O S 3 s r v m m z a ' 3 I 3 IC ~ 'm v Q O o 0 C ~ v v 0, N o = 3 ~ ~ m f° 3 n a O ~ S N N C ~ N A ~ N ? c ~ ~ c a 0 0 ~ ~ m ~ 0 z ~ m 0 O m A m p ~ ~r CN7 D o z 0 N n z C ~ O 00 ~ o m o O O E ~ • ~ ~ A ~ ~ rF lCI 3 ~ n E N ~ $ C fD N N Sl1 F c a w ~ CF CF S ~ O n W O O W W n w O S2o ~ 0 N < m O ~ ~ ~ ~ c+ ~ a d 2 Z ~ ~ A N ~ ~ ~ O ~ N 3 ln ~ c+ ~ ~ D O O .Z7 ~ OD 0 O O ~ 4'- c+ n < N ~ C N z:: S N a c+ TJ a ~ N m ~ v3, af.m < o~m N O ~ ~ T N o a 3,~ N N n ~ 6 O ~ 3aa O o A ~ C n ~ ~O Q m~N Q d ~ v noa 3 Bo 6 *N m O3~ ama 0 O3O o ~~*n A O 3 p -n N ~p rt ~ (D 3 ~ C 6 = C a n Mgn ac nc 0 nn~ mQ N O O ' N ~ ~ fl (D ~ 3 3 N a d 3 N ~ Q N ~ O Q < m ~ ~ ~ z ~ 6 m ~ ~ ~ ~ ~ 3 ~ y V ~ . ~n 0 A°O to ~C fD N C nwx 0 3 v G D i oN w o ~ m O d r~r N ~ ~ ~ H I~1 I~I ~ ~ l ~ O IML O n V ~ z^ l 1 ~ A PA/a, /1-K T6 ~f- i~~, ~tS l¢~f✓ LS fo iN ~9✓~f'~ /0<l 114 it n f Y~.~/~!h --flu ~tY.S~ CA~ 7'ACc Ui -f4 i..~ 10 7a iq 6n 7 S 71 b !t yJv✓ L" I v. 5:~.., /(x 1 ~ ~ t1 /d F+ 1"D fa April 07, 2000 R and D Asphalt vl~ 583 S Lowell Blvd . k ` Denver colo 80219 Te1 303 922 1044 -Fax 303 922 8198 Yroposal & Contract Customer Name & Address Job Address Wemphy,s Cafe 8000 W 44 Th Ave 2 ~ a ~ New Inctall . approximately 1043 sqyards prep sub grade and remave weeds apply weed kiler compact sub grade instalt new hot asphalt at 4" depth compact and allow to cure $ 10,436.00 nv rlav overlay entire parking lot clean weeds and dirt of the existing pavement apply tock coat tack oil install 2" new hot asphalt new asphalt shall be a smooth transition on concrete entrances all joints and asphait shall be raked smooth prior to rolling and compacting to prevent voids and uneven edges $ 7,735.00 R ctrin new stripe parking stalls and cross hatching to match existing specifications paint used is heavy higway tipe $ 275.00 TOTAL JOB COST .-s-WW•»~.~w~~t,wu+w wnnquaurywwiananshipmstandarpractices anyalterafiun ordeviation from above specificalion involviog ewca oost will be euearied only upon wtiri¢n orders and become eaVa charch over and above the estimate nis wniract is void Wilfling 30 d8y A~r,.ep an of~ropocal the above pri.zs spci6cations and conditions are hereby accep[ed and I agree to pny IZ flpd D ASPhfl1Y you aze authorized to do the wotk as specified paymien[ will be made az outlined above in the event 1 do not comply with the above payment outline I agree to pay 18%per annum intere3 ia the even[ collec[ion eH'ons are necyssary I agro Yo pyY all colleclion locating atiomey and court fees 1 also undersland that stwuld a cbeck be rewmed &om the bank for any reason a$ 25.00 tee well be usuud [o may account and I agree to pay that fee I wderstand [ arn responsible for the entve amoun[ of my accouut - RESPECFULLY SUBMITTED BY Rodrigo Dclgado ACCEPTED BY TITLE COMPANY DATE \YN'\ John Todd, Inc. Pumping Septic Tanks Md Grease Traps •/nspections • Reports 9464 NoAh Moore Road • Littleton, CO 80125-9517 Phone (303) 791-0520 Fax (303) 791•0522 Fed I.D. # 84-0470016 Member ofBBB 18296 1NEMaHYS' 8000 1N 44TH AYE 1vHE,4TFiIL'GF CO E0033 (::03) 629-7'3'h"e., ti~~~~aGO r ❑ ~-t~~ ~-7 ❑ ~ lJ LJ V •O ~ ~ ~ UE UP+Jid riECE P-i DESCRIPTION QUANTITY / UNIT AMOUNT GPEAst r«aN sFRvicE cGLL B.i ARRiv ;L 629-7: a:s Length of hose ~ Compartment tank Depth of the tanklid s! Condition of all tees/baff (es. Be Specific__C_,A,~ ~ Comments: Gallons pumped 1.0 @ 18_).00i:-0/G.ALI1000 1 1 00.00 CUSTOMER CERTIFICATION As an auihorized representative of the above named customer, I certify, under penalty of law, that the above information is irue and correct to the best of my knowl- edge, and further certify that the material being pumped does not contain hazardous wastes as defined by the Federal Resource Conservation and Recovery Act, and is generated from domestic discharges or from food ser- vice operations. A Service Charge of 7%% per month / on all accounts 30 days past due. . /fl YA DS CROSSED AT CUSTOMER'S RISK. ANNUAL RATE OF 18% i HANK YOU f'RGM ALL OF U:. H£RE AT JOH14 TOUD CONIPAIVY SUB-TOTAL TAX TOTAL 160.00 0.00 16`v.00 NET TO PAY FOOD EST JEFFERSON COUNTY DEPARTMENT OF HEALTH AND ENVIItONMENT _ ' 260 S.' Kipliri¢ St. Lakewood. CO 80226 (303)239-7075 xetaomeme [ 9 ownm/Mavager Addras Fooo eJ. 4N 4vc- 9&33 I Rouane Compluvt Fire Ma Day Yr GlrreotLittmePwhA ImpeerioeT~e Fdlowwp etiov Qwurc D'ueue Prropeo : GmWt YES NO M inspec[ian ofyour establishment was made on this 8ate in accordance with the RULES AND REGUI.ATIONS GOVERNING THE SAN17'ATION OF FOOD SERVICE ESTABLISHMENTS IN THE STATE OF COLORADO. You are hereby ordered [o conect ihe deHciencies marked below. Failure ro comply may resul[ in fur[her acfion by the regulaWry agency. to a. Approved source d. HACCP plan b. Wholesome, free of spoilage e. Consumer advisory a Cross-contamination 'Employee Health Hygienic Practices a. Personnel w/infections restricted c. Hands washed as needed b. Wounds properly covered - d. Hygienic prac[ices e. Smoking, eating, drinking Demonstration of Knowledge . -f. Training neededTemperature Control Procedures a Rapidly cool foods to <41 °F d. Required cooking temperature b. Rapidly reheat to 65°F e. Cold hold a[ <_41 °F I a Hot hold af'?1400F 'Temperature Control of Equipment f. Use of food thermometer (probe type, accurate [o2°F) g. Adequate equipment to maintain food temperatures Temp/ConcentraUOn . Sanitizer a: Manual Chlorine b. MecUaznical Quat c. In-place O[her a Safe water source c. Backflow, back siphonage b. Hot & cold water mmder pressure d. Sewage disposal a Adequate numbeq location b. Accessible c. Soap a nviaence oi mseas or b. Pesticide application a. Properly stored b. Properlyloere, I Non-critical Items I a. Orignal container, properly labeled b. Food protected from contamination, thawing I a. Food contact surEaces c. b. Non-food contact surfaces a. Kefrigeration uni[s provided w/ accurate, conspicuous thermometer : b. Dishmachine provided with accurate thermometers & gauge cock c. Chemical test kits provided, accessible a Food con[act surfaces c. Dishwashing operations b. Non-food contact surfaces d. Wiping cloths opm a Utensils provided, used, stored b. Single-service ar[icles stored, dispensed, used c. No reuse of single-service articles a. Plumbing: installed, maintained e. Ventilation b: Garbage & refuse f. Locker rooms c. Floors, walls, ceilings g. Premise maintained d. Ligh[ing h. Separate living, laundry I a. ' Personnel: clean cbthes, hair restraints, authorized b. Linen propedy stored ✓ ~ " / a- II ~ By.4r✓WV'_' / d"~'-'.----~~.~.~ P~p ~/I I eceived BY~ fe . Y fk p--*~ PJZ I Page ot ~ II c. Animals prohibi[ed a Properly used 7~ opd'+o EstablishmenV / i' c5~ 't ~ Address •e-~• f~~~ ~~lL~%C C Mo ~ Day 7.2 Yr Ci0 _ G ' A'Y"'1'ENll AN EXCN;LLENCE 1N N'UUll SAN'P;"1'Y CUURSE (303)239-7075 iZV:'T ITEM # COMMENTS ~ ~ coRREcT sY A ~i'f.c-Cy'?"Z'Ll?!~ ~izf e~2~"~•GiC~(-G/~'~. d O 112 ~ A. '.;~f'~I-:}"v'L'l../'i~~^E' . ~✓-L- tQc'T/c'.r/'L 'v~"/ °✓v°'z'D''~ "°"%C..~-~---~ ~ /'f,~~i~tC~a? ''`G(-- ~ ~ /✓a G` / f e , /~4.-~~~t ~ .W,.~~~G~~%~ ~v40Z~..7' ° C._. C f~l"'C_.~ yTj'~~f~ % • yF' ) G1~~ ~p 'j ~ ~q J ~ J / ' / 1~ ~ / f . P /J pppyyy~~~JJJy~ /t ~/Y i; l/// Y_~ / ( t.NN 8✓K...~'~ ~ ~ / .li ~ ~ ~ ~d~/ ~ ~ . F Y . i ' j Inspecfed v' d ~y ecei ~ ot' j~ J ~Page f DEP'E1RT'MENT OF PLANNINC ANt~ DE~/ELOP~/Fa'NT 3 03 234-~ BUILDING INSPEC dON LINE = ,3 CITY OF Ui1HEAT`RID~E 7500 WEST 29TH AVEN.UE WHEAT RIDGE, CO 80215 - (303-235-2855) Building Permit Number Date 10206 3/9/00 Property Owner : Property Address : 8000 W 44TH AVE Contractor License No. : 20597 Phone : 467-2220 Company : Daliey Services, L.L.C. Phone : 455-0889 OWNERlCONTRACTOR 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 the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit. (OWNER)(CONTRACTOR) SIGNED DATE Construction Value : $3,200.00 Permit Fee : $97.25 Plan Review Fee : $0.00 Use Tax : $48.00 Total: $145.25 Use: Description : Fire alarm system to Wemphy's 'k~ F(Jt- I.sIZiW) Electrical License No : Company: Expiration Date : Approval: Plumbing License No : Company : Expiration Date : Approval: Mechanical License No : Company : Expiration Date : Approval: (1) This permit was issued in accordance with the provisions set forth in yopur applica[ion and is subject to the laws of tYie State of Coloredo antl to the Zoning Regula6ons and Building Cotle of Wheat Rid9e, Coloredo or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within siuty (60) tlays from issue date or (B) ihe builtling authorized is suspentletl or abandoned for a periotl oF 720 days. (3) If this permit expires, a new permit may 6e acquired for a fee of one-half the amount normally required, provided no changes have been or will be matle in the original plans and specifcations and any suspension or abandonment has not exceeded one (1) year. If changes are matle or if suspension or abandonment exceetls one (1) year, full fees shall be paid for a new permit (4) No work of any manner shall be tlone that will change the natural flow of water causing a drdinage problem. (5) Contrac[or shall notify the Buildin9 Inspeclor hventy-four (24) hours in advance forall inspeciions and shall receive written approval on inspection card before proceediing with successive phases of fhe job. (6) The issuance of a permit or ihe approval of drewings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of the building cotles or any other orUinance, law, rule or regulalion. Chief Building Inspector DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855)= Building Permit Number : 10151 Date : 2/24/00 Property Owner : Property Address : 8000 W 44TH AVE Phone : 433-6814 - Contractor License No. : 17979 Company : Safety Systems Phone : 466 2393 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 the Wheat Ridge Building Code (U.B.C J and all other applicable Wheat Ridge ordinances, for work under this permit. (OWNER)(CONTRACTOR) SIGNED DATE Use: Description : Fire protection system for range hood at Wemphy's Electrical License No : Company: Plumbing License No : Company : Mechanical License No : Company: Expiration Date : Expiration Date : Expiration Date : Approval : Approval : Approval : (i) This permit was issuetl in accordance wilh the provisions set forfh in yopur application and is subjectto the laws of the Siate of Coloredo and to the Zoning Regulations and Building Code of Whea[ Ridge, Cotoretlo or any o[her applicable ordinances of ihe City. . (2) This pertnit shall expire if (A) the wofic au[horized is not wmmenced within sixty (60) days from issue date or (B) the building authorized is suspentled or abandoned for a periotl of 120 days. (3) If this permit expires, a new permit may be acquiretl for a fee of one-half the amount normally required, provided no chan9es have been or will be made in the original plans antl specifications and any suspension or abantlonment has not exceeded one (1) year. If changes are made or if suspension or abandonment ezceeds one (1) year, full fees shall he paid for a new permit. (4) No work of any manner shall be done thatwill change the natural flow of water causing a drainage problem. :(5) Coniractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspeclion card before proceetliing with successive phases of the7'ob. (6) The issuance oF a permi[ or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of ihe building cg.os or any other oMinance, law, rule or regulalion. ConstructionValue: $1,800.00 Permit Fee : $63.15 Plan Review Fee : $0.00 Use Tax : $27.00 Total: $90.15 BUILDING DEPARTMENT (303) 235-2855 CITY OF WHEAT RIDGE * * Correction Notice Joblocated at G G,v. '-e'e-/ ~---~~~t, . 1 have this day inspected this structure and these premises and have found the following violations of City and/or State laws gov- erning same: e(7?-~5p e7d '~o4nt~ S: h Y IrsS ~'.ti~ ~641601a~4 c- ~/~~lV'/~1'~.i .~g„. Q L./ D 4 '4 ` ~ ~ /_421 4a,,°o 1~-..,~-a ~ T~ e~ - &/0s You are hereby notified to correct the foregoing violations. When corrections have been made, call for inspection. Date 1~-~- . . Inspector for Building Dept. . DO NOT REMOVE THIS TAG FORM WR6-22 . . . , ~ . _...s~a BUILDING DEPARTMENT (303) 235-2855 CITY OF WHEAT RIDGE * * Correction Notice Job Located at ge2(/'O 1/~. tf 4. I have this day inspected this structure and these premises and have found the following violations of City and/or State laws gov- r erning same: ` You are hereby notified to correct the foregoing violations. When corrections have been made, call for inspection. Date ~-dPc'~~~ 12 . Inspector)6f Building Dept. DO NOT REMOVE THIS TAG FORM WR6-22 ~ y i i _,i~ f~Pd1 ..H ~ ~ 1 ~ . . BUILDING DEPARTMENT (303) 235-2855 CITY OF WHEAT RIDGE ~~~1 * * ~ Correction Notice Job Located at O~x 'w i 7q I have this day inspected this structure and these premises and have found the following violations of City and/or State laws gov- erning same: j/~50mf nro1.~ h' eaP 107~9 A60e2T You are ereby notified to correct the foregoing violations. When corrections have been made, call for inspection. Date Inspector for Building Dept. DO NOT REMOVE tHIS TAG FORM WR6-Y2 BUILDING DEPARTMENT (303) 235-2855 ~ CITY OF WHEAT RIDGE ~ * * V Correction Notice Job Located at («t oir> "l ftu-e_ You are hereby notified to correct the foregoing violations. When corrections have been made, cail for inspection. Date Dept. DO NOT REMOVE FOFiM WR6-22 I have this day inspected this structure and these premises and have found the following violations of City and/or State laws gov- erning same: 7500 WEST 29TH AVENUE P.O. BOX 638 WHEAT RIDGE. CO 80034-0638 (303) 234-5900 City Admin. Fax # 234-5924_ November 18, 1993 Police Dept. Fax # 235-2949 Wheat Ridge Dairy 8000 W. 44th Avenue Wheat Ridge, CO 80033 Dear Sir: The City of ";Wheat '-Ridge This letter is to in£orm you that the wiring in the walk-in cooler is dangerous. This wiring must be repaired by a licensed electrician with all associated permits obtained and work completed by November 22, 1993. If the work is not repaired by this date, the City will require that the walk-in cooler be turned off and all associated wiring be de-energized. If you have any questions, please call me at 235-2853. Sincerely, ~Z"-4 w 6Cz'0P_4'--- John W. Eckert Building inspector JWE/at 1trWheatRidgeDairy 0 M .,t, i,,,,, DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Building Permit Number Date 10206 3/9/00 Property Owner : Property Address : 8000 W 44TH AVE Contractor License No. : 20597 Company : Daliey Services, L.L.C. Phone: 467-2220 Phone: 455-0889 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 wnditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit. (OWNER)(CONTRACTOR) SIGNED DATE Description : Fire alarm system to Wemphy's Construction Value : $3,200.00 Permit Fee : $97.25 Plan Review Fee : $0.00 Use Tax : $48.00 Total: $14525 Use: Electrical License No : Company: Plumbing License No : Company: Mechanical License No : Company : Expiration Date : Expiration Date : Expiration Date : Approval : Approval : Approval : (1) This permitwas issuetl in accordance wi[h the provisions setforth in yopur applicatlon and is subject to the laws of the State of Colorado and to ihe Zoning . Regulations and Builtling Code of Wheat Ritlge, Colorado or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commencetl wiihin sixty (60) days from issue date or (e) the building authorized is suspended or abandonetl for a penod of 120 tlays. (3) If this permit expires, a new permit may be acquired for a fee of one-half [he amount normally required, provided no changes have been or will be made in the original plans and specificatlons antl any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceetls one (1) year, full fees shall be paitl for a new permit. (4) No work of any manner shall be tlone that will change the natural flow of water causing a drainage problem. (5) Contrac[or shall notiry the Building Inspec[or hventy-four (24) hours in advance for all inspedions antl shall receive written approval on inspection card before . proceetliing wi[h successive phases of ihe job. .(6) The issuance of a permit orthe approval of tlrawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of the building cotles or any other ordinance, law, rule or regulalion. Chief Building Inspector DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date : 311121~ 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 APPLICATIoN Property Owner: ///dnlb °ropertyAddress: SO°D L=' 44 Phone: q (67- Z"t-ti3 Contractor License No. :__X)d~GJ `7 '19 i- 5o Z 6 Company: 1)(%, OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this pertnit application are accurete, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit. (OWNER)(CONTR4CTOR) SIGNED DATE Description : F/_96 ra (a.2n Sys~h Construction Value : '2, 00 Permit Fee : q7•2 S Use Tax : d F• aU Total : ~ 4 S. a- Use: BUILDING DEPARTMENT USE ONLY •o In , om~ SIC : Sq. Ft. : Approval : Zoning : ui n_ -o Approval : ` Approval : Occupancy : Walls : Roof : Stories : Residential Units : Electrical License No : Plumbing License No' Mechanical License No : Company: Company: Company: Expiration Date : Expiration Date : Expiration Date : Approval : Approval : Approval : (1) This permit was issued in accortlance wiih the provisions set torth in yopur appliralion and is su6ject to the laws of the State o( Coloredo antl to the l.oning Regulations antl Builtling Code of Wneat Ritlge, Colo2tlo or any other applicable ordinances of the Ciry. (2) This permit shall expire if (A) the work auNOrized is not commenced within SiMy (60) days hom issue date or (B) the building authonzed is suspentled or aban0onetl tor a penod of 120 tlays. (3) If this pertnit expires, a new permit may be acquired for a fee of one-halt the amount normaily required, provided no changes have been or will 6e matle in the original plans antl specifirations and any suspension or aCantlonment has noj exceeded one (7) year. If changes are matle or i( suspension or abandonment exceetls one (1) year, full fees shall be pai0 for a new permit (4) No work ot any manner shall be tlone Nat will change the naN21 flow of water causing a d2inage problem. (5) ConVactar shall notlty the Builtling Inspectortwenry-four (24) hours in atlvance For all inspections and shall receive written appmval on inspection wrd betore proceeAiing with successive phases ot the job. (6) The issuance of a permit or the approval ot drawings antl specifipbons shall not be consWed ro be a pertnit For, nor an approval of, any violaLOn o( the pmvisions of the builtling codes ot any oNet ortlinance, law, rule or regulatlon. Chief Building Inspector Phone: yss_ o`a,j,y