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1940 E. 1st Street
Address: 1940 E 151 Street i PREPARED 8/05/13, 12:54:41 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 8/05/13 - ---- --------------------------------——----------------------- ADDRESS . : 1940 E 1ST ST 130 SUBDIV: CONTRACTOR MERIDIAN BUILDERS INC PHONE (206) 686-4880 , OWNER PORT ANGELES PLAZA PHONE (206) 658-3104 PARCEL 06-30-12-5-0-7000-0000- APPL NUMBER: 13-00000149 COMM ADDITION ----------- ---------------------------- PERMIT: BPC 00 BUILDING PERMIT - COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ---------------------—----—---------—---------------—------------—--- BL3 01 3/28/13 JLL BLDG FRAMING 3/28/13 AP March 28, 2013 8:39:49 AM pbarthol. Matt 425-231-5170 March 28, 2013 4:27:05 PM jlierly. BL3 02 4/04/13 JLL BLDG FRAMING 4/04/13 AP April 4, 2013 8:42:27 AM pbarthol. Matt 425-231-5170 April 4, 2013 4:04:07 PM jlierly. - BLCG 01 5/01/13 JLL BLDG CEILING GRID 5/01/13 AP May 1, 2013 9:04:16 AM pbarthol. Matt 425-231-5170 May 1, 2013 4:14:32 PM jlierly. BL9 01 6/10/13 JLL BLDG SHEARWALL 6/11/13 AP June 10, 2013 8:22:04 AM pbarthol. Matt 425-231-5170 June 11, 2013 8:09:25 AM jlierly. BL3 03 6/13/13 PB BLDG FRAMING 6/13/13 AP June 13, 2013 8:45:32 AM pbarthol. Matt 425-231-5170 June 13, 2013 4:21:45 PM pbarthol. Framing for loading dock area. BL3 04 6/17/13 JLL BLDG FRAMING 6/17/13 AP June 17, 2013 9:04:37 AM pbarthol. Matt 425-231-5170 June 17, 2013 4:24:51 PM jlierly. BLI 01 6/19/13 JLL BLDG INSULATION 6/19/13 AP June 19, 2013 8:15:26 AM pbarthol. Matt 425-231-5170 June 19, 2013 4:00:30 PM jlierly. BL99 01 7/19/13 JLL BLDG FINAL 7/19/13 DA July 19, 2013 8:49:30 AM pbarthol. Dan 460-3172 July 19, 2013 4:14:02 PM jlierly. provide landings at all emergency doors/ Temp CO for stocking inventory only... JLL BL99 02 7/26/13 JLL BLDG FINAL 7/26/13 DA July 26, 2013 8:35:14 AM pbarthol. Dan 460-3172 July 26, 2013 3:51:39 PM jlierly. Electical final not complete, two new elec permits have been pulled and elec inspector request bldg final to be put on hold until he approves elect final.. ... JLL BL99 03 8/05/13 BLDG FINAL %%. 5, 2013 12:51:40 PM jlierly. —-—--—------------ COMMENTS AND NOTES -------------------------------------- PREPARED 7/26/13, 9:00:12 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 7/26/13 ------------------------------------------------------------------------------------------------ ADDRESS . : 1940 E 1ST ST 130 SUBDIV: CONTRACTOR MERIDIAN BUILDERS INC PHONE (206) 686-4880 OWNER PORT ANGELES PLAZA PHONE (206) 658-3104 PARCEL 06-30-12-5-0-7000-0000- APPL NUMBER: 13-00000149 COMM ADDITION ------------------------------------------------------------------------------------------------ PERMIT: BPC 00 BUILDING PERMIT - COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS - ----------------------------------—--- ---' BL3 01 3/28/13 JLL BLDG FRAMING 3/28/13 AP March 26, 2013 8:39:49 AM pbarthol. Matt 425-231-5170 March 28, 2013 4:27:05 PM jlierly. BL3 02 4/04/13 JLL BLDG FRAMING 4/04/13 AP April 4, 2013 8:42:27 AM pbarthol. Matt 425-231-5170 April 4, 2013 4:04:07 PM jlierly. BLCG 01 5/01/13 JLL BLDG CEILING GRID 5/01/13 AP May 1, 2013 9:04:16 AM pbarthol. Matt 425-231-5170 May 1, 2013 4:14:32 PM jlierly. BL9 01 6/10/13 JLL BLDG SHEARWALL 6/11/13 AP June 10, 2013 8:22:04 AM pbarthol. Matt 425-231-5170 June 11, 2013 8:09:25 AM jlierly. _ BL3 03 6/13/13 PB BLDG FRAMING 6/13/13 AP June 13, 2013 8:45:32 AM pbarthol. Matt 425-231-5170 June 13, 2013 4:21:45 PM pbarthol. Framing for loading dock area. BL3 04 6/17/13 JLL BLDG FRAMING 6/17/13 AP June 17, 2013 9:04:37 AM pbarthol. Matt 425-231-5170 June 17, 2013 4:24:51 PM jlierly. BLI 01 6/19/13 JLL BLDG INSULATION 6/19/13 AP June 19, 2013 8:15:26 AM pbarthol. Matt 425-231-5170 June 19, 2013 4:00:30 PM jlierly. BL99 01 7/19/13 JLL BLDG FINAL 7/19/13 DA July 19, 2013 8:49:30 AM pbarthol. Dan 460-3172 July 19, 2013 4:14:02 PM jlierly. provide landings at all emergency doors/ Temp CO for stocking inventory only... JLL BL99 02 7/26/13 ; BLDG FINAL —� July 26, 2013 8:35:14 AM pbarthol. Dan 460-3172 III -------------------------------------- COMMENTS AND NOTES -------------------------------------- PREPARED 7/19/13, 9:09:49 INSPECTION TICKET PAGE 2 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 7/19/13 ------------------------------------------------------------------------------------------------ ADDRESS . : 1940 E 1ST ST 130 SUBDIV: CONTRACTOR MERIDIAN BUILDERS INC PHONE (206) 686-4880 OWNER PORT ANGELES PLAZA PHONE (206) 658-3104 PARCEL 06-30-12-5-0-7000-0000- APPL NUMBER: 13-00000149 COMM ADDITION ------------------------------------------------------------------------------------------------ PERMIT: BPC 00 BUILDING PERMIT - COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------- BL3 01 3/28/13 JLL BLDG FRAMING 3/28/13 AP March 28, 2013 8:39:49 AM pbarthol. Matt 425-231-5170 March 28, 2013 4:27:05 PM jlierly. BL3 02 4/04/13 JLL BLDG FRAMING 4/04/13 AP April 4, 2013 8:42:27 AM pbarthol. Matt 425-231-5170 April 4, 2013 4:04:07 PM jlierly. BLCG 01 5/01/13 JLL BLDG CEILING GRID 5/01/13 AP May 1, 2013 9:04:16 AM pbarthol. Matt 425-231-5170 May 1, 2013 4:14:32 PM jlierly. BL9 01 6/10/13 JLL BLDG SHEARWALL 6/11/13 AP June 10, 2013 8:22:04 AM pbarthol. Matt 425-231-5170 June 11, 2013 8:09:25 AM jlierly. BL3 03 6/13/13 PB BLDG FRAMING 6/13/13 AP June 13, 2013 8:45:32 AM pbarthol. Matt 425-231-5170 June 13, 2013 4:21:45 PM pbarthol. Framing for loading dock area. BL3 04 6/17/13 JLL BLDG FRAMING 6/17/13 AP June 17, 2013 9:04:37 AM pbarthol. Matt 425-231-5170 June 17, 2013 4:24:51 PM jlierly. BLI 01 6/19/13 JLL BLDG INSULATION 6/19/13 AP June 19, 2013 8:15:26 AM pbarthol. Matt 425-231-5170 June 19, 2013 4:00:30 PM jlierly. BL99 01 7/19/13L BLDG FINAL _TsJuly 19, 2013 8:49:30 AM pbarthol. Dan 460-3172 PERMIT: ME 00 MECHANICAL PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS -------------------------------------------------------------— ME99 01 7/19/13 JLL MECHANICAL FINAL July 19, 2013 8:49:48 AM pbarthol. Dan 460-3172 PERMIT: ME 01 MECHANICAL PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------ ME1 01 4/12/13 JLL MECHANICAL ROUGH-IN ----------------------------------- CONTINUED ONTO NEXT PAGE -------- PREPARED 7/19/13, 9:09:49 INSPECTION TICKET PAGE 3 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 7/19/13 ------------------------------------------------------------------------------------------------ ADDRESS . : 1940 E 1ST ST 130 SUBDIV: CONTRACTOR MERIDIAN BUILDERS INC PHONE (206) 686-4880 - OWNER PORT ANGELES PLAZA PHONE (206) 658-3104 PARCEL 06-30-12-5-0-7000-0000- APPL NUMBER: 13-00000149 COMM ADDITION ------------------------------------------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ 4/12/13 AP April 12, 2013 8:31:15 AM pbarthol. Doug 425-343-9267 HVAC Rough-in April 12, 2013 4:30:53 PM jlierly. Partial rough in/jll ME1 02 5/10/13 JLL MECHANICAL ROUGH-IN 5/10/13 AP May 10, 2013 8:47:36 AM pbarthol. Matt 425-231-5170 May 10, 2013 4:34:17 PM jlierly. ME99 01 7/19/13MECHANICAL FINAL July 19, 2013 8:50:05 AM pbarthol. Dan 460-3172 PERMIT: PL 00 PLUMBING PERMIT REQUESTED . INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS --- --------------------- -—----- PL1 01 3/18/13 JLL PLUMBING UNDER SLAB 3/18/13 AP March 18, 2013 1:01:00 PM jlierly. Inspection was called into County from Tom's plumbing per phone message from tom's about 12 noon on 3/18/13/jll Called meridian builders and explained the process and will be doing the inspection on this date... jll March 18, 2013 4:04:12 PM jlierly. PL2 01 3/26/13 JLL PLUMBING ROUGH-IN 3/27/13 DA March 26, 2013 9:14:46 AM pbarthol. Craig 477-9396 *********LATE AFTERNOON**************** March 27, 2013 8:15:30 AM jlierly. 10' head on DWV required per code. No test available during inspection/jll . PL2 02 3/27/13 JLL PLUMBING ROUGH-IN 3/27/13 AP March 27, 2013 8:59:09 AM pbarthol. MATT 425-231-5170 March 27, 2013 4:30:31 PM jlierly. PL99 01 7/19/13 PLUMBING FINAL July 19, 2013 8:50:19 AM pbarthol. Dan 460-3172 -------------------------------------- COMMENTS AND NOTES -- CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT-.BUILDING DIVISION '- 321 EAST 5TH STREET, PORT ANGELES,WA 98362 Application Number . . . . . 13-00000149 Date 4/04/13ell Application pin number . . . 780082 Property Address . . . . . . 1940 E 1ST ST 130 ASSESSOR PARCEL NUMBER: 06-30-12-5-0-7000-0000- REPORT SALES TAX Application type description COMM ADDITION on your state excise tax form Subdivision Name . . . . . . Property Use . . . . . . . . to the City of Port Angeles Property Zoning . . . . . . . COMMERCIAL ARTERIAL (Location Code 0502) Application valuation 450000 Application desc TENANT IMPROVEMENT /3400 4Q FT ADD ITION ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ PORT ANGELES PLAZA MERIDIAN BUILDERS INC ASSOCIATES LLC 6869 WOODLAWN AVE NE 650 S ORCAS ST, STE 210 SEATTLE WA 98115 SEATTLE WA 9810.8 (206) 686-4880 (206) 658-3104 Other struct info . . . . HARD SURFACE AREA ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL PERMIT Additional desc 8 ROOF MOUNTED HVAC UNITS Permit Fee . . . . 238.80 Plan Check Fee .00 Issue Date 4/04/13 Valuation . . . . 0 Expiration Date 10/01/13 Qty Unit Charge Per Extension BASE FEE 50.00 2.00 14.8000 EA ME-FURN/HP/FAU < OR = 5 TON 29.60 6.00 18.2000 EA ME-FURN/HP/FAU > 5 TON 109.20 1.00 50.0000 HR ME-ADDITIONAL PLAN REVIEW 50.00 ---------------------------------------------------------------------------- Special Notes and Comments February 13, 2013 2:32:11 PM tamiot. existing 400amp electrical service to be removed. New 600amp 277/480 volt service from existing transformer at the SW corner of the building. Electrical permit will be required for all electrical work. February 14, 2013 4:55:03 PM tamiot. material with in loft of existing transformer shall be non-combustible. February 21, 2013 9:41:42 AM tamiot. There shall be minimum loft unobstructed clearance in front of pad mount transformer. see figure 12 in electrical service requirements and guidelines. February 21, 2013 9:45:08 AM tamiot. no less than 3ft unobstructed clearance from non combustible service on the side of the pad mount transformer. February 7, 2013 2:29:09 PM rbecker. Are you going to extend the fire sprinkler system to the new addition? If you are going to have a closed fire system, you will need to install a double check valve backflow assembly Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provision o any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: t FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW /Engineering, 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit CITY OF PORT ANGELES `� DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT-BUILDING DIVISION = BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) V PLUMBING: Under Floor/Slab Rough-in Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) ` T-Bar INSULATION: Slab 0 Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW I Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit MECHANICAL TNTMEL'011 k7 City of Port Angeles 321 East 51h Street Port Angeles,WA 98362 Pat Bartholick Pat, Thank you for the conversation regarding our work at the Port Angeles Plaza. l have enclosed two sets of our drawings completed by Franklin Engineering. We were told from Dibble Engineering(Structural Engineers)that the unit locations,framing,and structural upgrade details were included in the building permit set. Feel free to contact myself or Brent at Franklin Engineering if you have any questions. Sincerely co Harrison President TNT MECHANICAL LLC I HEATING&AIR CONDITIONING 1 22833 BOTHELL-EVERETT HWY#110 1 BOX 1164 1 BOTHELL,WA 98021 [P]425.486.4327 [P]425.806.9952 1[E]scotth@tntmechanical.com I[w]www.tntmechanical.com CHL 1" NEES 1L CITY Or F For City Use W A S H 1 N G T 0 N, U . S. ermit# Date Received: P!3 321 East 5`h Street Port Angeles, WA 98362 ate Approved P: 360-417-4817 F: 360-417-4711 t -..- permits@dtyofpa.us Building Permit Applic tion Project Address: Main Contact: Phone # E-Mail: (-06) -7,QL -ZZ Property Name Phone Owner Mailing Address Email city state Zip Contractor Name& w/� ' � Phone Mailing Address Ema' 4U11 �/ .* city lea,, t/ state 61t)4 Zip Contractor License# Expiration: /VT/YJeL - /1,9 ::::1 �5 /� Project Value: Zoning: Tax Parcel# Lot# $ 9 my Type of Residential ❑ Commercial ❑ Industrial ❑ Public ❑ Permit Demolition ❑ Fire ❑ Repair ❑ Reroof(tear off/lay over) ❑ For the following,fill out both pages of permit application: New Construct' n ❑ Remodel 11 Addition 1:1 Tenant Improvement ❑ Mechanical Plumbing ❑ Other ❑ Existing Fire Sprinkler System? Maximum height of structure Proposed Bedrooms Proposed Bathrooms Yes ❑ No ❑ Project . Z=> �.1�15 i.✓� ,�2?U U /`7'S W/ Description vA//-S 11V&ZjP1A16 c/A/17-s Al .4G'/cl,7/i&0 ,�,��,4: ������ Dc�c�v 2/--� I have read and completed the application and know it to be true and correct I am authorized to apply for this permit. I understand that it is my responsibility to determine what permits are required and to obtain permits prior to worlang on projects. I understand that the plan review fee is not refundable after plan review has occurred. I understand that I will forfeit the review fee if I cancel or withdraw the application before the permit is issued. I understand that if the permit is not issued within 180 days of ceipt,the application will be considered abandoned and the fees forfeit. Date Print Name Signature Residential Structures For Office Use Area Description(SQ FT) Existing Proposed $$value Basement First Floor Second Floor Covered Deck/Porch/Entry Deck Garage Carport Other(describe) Area Totals Commercial Structures For Office Use Area Descriptions(SQ FT) Existing Proposed $$Value Existing Structure(s) Proposed Addition Tenant Improvement? Other work(describe) Area Totals Lot/Site Coverage Calculations Footprint(SQ FT)of all Structures: Lot Size: %Lot Coverage SQ FT Site coverage(all impervious+ %Site Coverage structures Mechanical Fixtures Indicate how many of each type of fixture to be installed or relocated as part of this project Air Handler Size: -,57 T # Haz/Non-Haz Piping #of Outlets: /rp Appliance Vent # Heater(Suspended,Floor,Recessed wall) # Boiler/Compressor Size: # Heating/Cooling appliance # repair/alteration Evaporative Cooler(attached,not # Pellet Stove/Wood-burning/Gas # portable) Fireplace Gas Stove Gas Cook Stove/Misc. Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # Furnace/Heat Pump/ Size: # Ventilation System # Forced Air Unit Plumbing Fixtures Indicate how many of each type of fixture to he installed or relocated Plumbing Traps # Fuel gas piping #of Outlets: Water Heater # Medical gas piping #of Outlets: Water Line # Vent piping # Sewer Line # Industrial waste pretreatment # interceptor Other(describe): T:\BUB.DING\APPUCATION FORMS\BUILDING PERMIT 081212.DOCX 1 % �. CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 1 Application Number . . . . . 13-00000149 Date 3/11/13 Application pin number . . . 780082 Property Address . . . . . . 1940 E 1ST ST 130 ASSEiRCEL type description 06-30-12-5-0-7000-0000- ApplicationMAIzREPORT SALES TAX Subdivision Name . . . . . . on your state excise tax form Property Use . . Property Zoning . . . . . . . COMMERCIAL ARTERIAL to the City of Port Angeles Application valuation 450000 (Location Code 0502) Application desc TENANT IMPROVEMENT / 3400 SQ FT ADD ITION ---------------------------------------------------------------------------- Owner Contractor PORT ANGELES PLAZA MERIDIAN BUILDERS INC ASSOCIATES LLC 6869 WOODLAWN AVE NE 650 S ORCAS ST, STE 210 SEATTLE WA 98115 SEATTLE WA 98108 (206) 686-4880 (206) 658-3104 Other struct info . . . . . .HARD SURFACE AREA ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT - COMMERCIAL Additional desc . . TI WORK / 3400 SQ FT ADD Permit Fee . . . . 2980.25 Plan Check Fee 1937.16 Issue Date . . . . 3/11/13 Valuation . . . . 450000 Expiration Date . . 9/07/13 Qty Unit Charge Per Extension BASE FEE 1020.25 350.00 5.6000 THOU BL-100,001-500K (5.60 PER K) 1960.00 ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL PERMIT O, Additional desc . . TENANT IMPROVEMENTS Permit Fee . . . . 96.95 Plan Check Fee .00 Issue Date . . . . 3/11/13 Valuation 0 Expiration Date 9/07/13 Qty Unit Charge Per Extension BASE FEE 50.00 1.00 18.1000 EA ME-AIR HAND >10_,000_CFM 18.10 \R 1.00 10.6500 EA ME-VENT SYSTEM (NON-HVAC) 10.65 �ti! 1.00 18.2000 EA ME-FURN/HP/FAU > 5 TON 18.20 --- -- ---- ------------------ ------------------- Permit . . . . . . PLUMBING PERMIT Additional desc . . NEW RESTROOMS. . . Permit Fee . . . . 156.00 Plan Check Fee .00 %j Issue Date . . 3/11/13 Valuation . . . . 0 Expiration Date . . 9/07/13 Qty Unit Charge Per Extension BASE FEE 50.00 6.00 7.0000 EA PL-PLUMBING TRAP 42.00 1..00 7.0000 EA PL-WATER LINE 7.00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Vt Print Name Signature of Co tractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections. 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor �e Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY&ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 13-00000149 Date 3/11/13 Application pin number . . . 780082 Qty Unit Charge Per Extension REPORT SALES TAX 5.00 7.0000 EA PL-DRAIN VENT PIPING 35.00 on your state excise tax form 1.00 15.0000 EA PL-SEWER LINE 15.00 to the Cit of Port Angeles 1.00 7.0000 EA PL-WATER HEATER 7.00 Y 9 ------------------------------------------------=-------------- (Location Code 0502) Special Notes and Comments February 13, 2013 2:32:11 PM tamiot. existing 400amp electrical service to be removed. New 600amp 277/480 volt service from existing transformer at the SW corner of the building. Electrical permit will be required for all electrical work. February 14, 2013 4:55:03 PM tamiot. material with in loft of existing transformer shall be non-combustible. February 21, 2013 9:41:42 AM tamiot. . There shall be minimum loft unobstructed clearance in front of pad mount transformer. see figure 12 in electrical service requirements and guidelines. February 21, 2013 9:45:08 AM tamiot. no less than 3ft unobstructed clearance from non combustible service on the side of the pad mount transformer. February 7, 2013 2:29:09 PM rbecker. Are you going to extend the fire sprinkler system to the new addition? If you are going to have a closed fire system, you will need to install a double check valve backflow assembly installed. If this is going to be an open fire sprinkler system then you do not need a backflow assembly. If you have any questions call Ron Becker at 360-417-4886, Fax: 360-452-4972, or E-mail: rbecker@cityofpa.us A full acceptance test will be required for the fire alarm system. This project will require a seperate permit and fire alarm plans for review. Address numbers shall be plainly visible from the street. Address numbers shall be a minimum of six inches high and be of contrasting color from the background. A minimum 2A-10BC fire exinguisher is required. Extinguishers must be mounted, with the top no more than 5' off the floor. Suggested extinguisher placement is adjacent to an exit. A KNOX locking keybox will be required. Contact the Fire Department at 360-417-4653 for KNOX keybox ordering information and mounting location. Call for cover inspection for all sprinkler installations. This project will require seperate permit and fire sprinkler plans for review. February 8, 2013 11:33:01 AM sroberds. The proposal will result in a tenant improvement in the CA zone. No additional lot coverage. No land use issues anticipated. Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD - PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections. 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit i CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES,WA 98362 Page 3 Application Number . . . . . 13-00000149 Date 3/11/13 Application pin number . . . 780082 --------------------------------------------------------------- Special Notes and Comments REPORT SALES TAX Water meter relocation, excavation to be completed by owners on your state excise tax form contractor at the owners expense. Contractor to expose water to the Cit of Port Angeles service connection at water main corporation stop. City to y g relocate water meter to new location, owner to pay for (Location Code 0502) Cities cost to relocate. Contact Public Works Engineering to coordinate work at 360 417-4831. Sewer service relocation to be completed by owners contractor at the owners expense. An inspection is required by Public Works inspector. Contact inspector prior to start of work at 360 417-4831. All connections to storm system requires an inspection by Public Works. Contact inspector at 360 417-4831 prior to start of work. ---------------------------------------------------------------------------- Other Fees . . . . . . . . STATE SURCHARGE 4.50 Fee summary Charged Paid Credited Due ----------------- -------- ---------- ---------- ---------- Permit Fee Total 3233.20 3233.20 .00 .00 Plan Check Total 1937.16 _ 1937.16 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 5174.86 5174.86 .00 .00 Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD — PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— i< Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. V� POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in tA Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs o Skirting PLANNING DEPT. Separate Permit#s SEPA: v Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW I Engineering 417-4831 Fire 417-4653 ~ U. Planning 417-4750 (7 Building 417-4815 T:Forms/Building Division/Building Permit CITY OF PORT ANGELES � ! w PUBLIC WORKS & UTILITIES 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 13-00000149 Date 3/11/13 Application pin number . . . 780082 Property Address . . . . . . 1940 E 1ST ST 130 REPORT SALES TAX ASSESSOR PARCEL NUMBER: 06-30-12-5-0-7000-0000- Application type description COMM ADDITION on your state excise tax form Subdivision Name . . . . . . Property Use . . . . . . . . to the City of Po,/rt Angeles Property Zoning valuation , .. . COMMERCIAL ARTERIAL (Location Code 0502) App450000 Application desc TENANT IMPROVEMENT / 3400 SQ FT ADD ITION ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ PORT ANGELES PLAZA MERIDIAN BUILDERS INC ASSOCIATES LLC 6869 WOODLAWN AVE NE 650 S ORCAS ST, STE 210 SEATTLE WA 98115 SEATTLE WA 98108 (206) 686-4880 (206) 658-3104 Other struct info . . . . . HARD SURFACE AREA ' ---------------------------------------------------------------------------- Permit . . . . . . PUBLIC WORKS INSPECTION Additional desc . . SEWER, WATER, STORM CONNECTION Permit Fee . . . . 165.00 Plan Check Fee .00 Issue Date . . . . 3/11/13 Valuation . . . . 0 Expiration Date . . 9/07/13 Qty Unit Charge Per Extension 3.00 55.0000 HR PW INSPECTION 165.00 ---------------------------------------------------------------------------- Special Notes and Comments February 13, 2013 2:32:11 PM tamiot. existing 400amp electrical service to be removed. New 600amp 277/480 volt service from existing transformer at the SW corner of the building. Electrical permit will be required for all electrical work. February 14, 2013 4:55:03 PM tamiot. material with in loft of existing transformer shall be non-combustible. February 21, 2013 9:41:42 AM tamiot. There shall be minimum loft unobstructed clearance in front of pad mount transformer. see figure 12 in electrical service requirements and guidelines. February 21., 2013 9:45:08 AM tamiot. no less than 3ft unobstructed clearance from non combustible service on the side of the pad mount transformer. February 7, 2013 2:29:09 PM rbecker. Are you going to extend the fire sprinkler system to the new addition? If you are going to have a closed fire system, you will need to install a double check valve backflow assembly installed. If this is going to be an open fire sprinkler system then you do not need a backflow assembly. Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days, if construction or work is suspended or abandoned for a period of 180 days after the work as commenced,or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. / 1 natur of Contracto or Autho ized Agent Date Signature of Owner(if owner is builder) Date T:Forms/Building Division/Public Works Permit PERMIT INSPECTION RECORD CALL 417-4831'FOR UTILITY INSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INA CONSPICUOUS LOCATION. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE INSPECTION TYPE DATE ACCEPTED COMMENTS YES NO PW UTILITIES (Engineering Division) WATERLINE/METER SEWER CONNECTION SANITARY STORM SITE DRAINAGE SITE EROSION CONTROL PARKING SIDEWALK CURB&GUTTER DRIVEWAY APPROACH BACK-FLOW DEVICE FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO CONSTRUCTION R.W./PW/ CONSTRUCTION-R.W. ENGINEERING 4174807 PW/ENGINEERING FIRE 417-4653 FIRE DEPT. PLANNING DEPT. 417.4750 PLANNING DEPT. BUILDING 4b7- BUILDING 4815 T:Forms/Building Division/Public Works Permit °,`°R'""°F CITY OF PORT ANGELES `�'1♦�N PUBLIC WORKS & UTILITIES 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 13-00000149 Date 3/11/13 Application pin number . . . 780082 REPORT SALES TAX -- ------------------------- ------------------------------- Special Notes and Comments on your State excise tax form If you have any questions call Ron Becker at 360-417-4886, to the City of Port Angeles Fax: 360-452-4972, or E-mail: rbecker@cityofpa.us A full acceptance test will be required for the fire alarm (Location Code 0502) system. This project will require a seperate permit and fire alarm plans for review. Address numbers shall be plainly visible from the street. Address numbers shall be a minimum of six inches high and be of contrasting color from the background. A minimum 2A-10BC fire exinguisher is required. Extinguishers must be mounted, with the top no more than 5' off the 'floor. Suggested extinguisher placement is adjacent to an exit. A KNOX locking keybox will be required. Contact the Fire Department at 360-417-4653 for KNOX keybox ordering information and mounting location. Call for cover inspection for all sprinkler installations. This project will require seperate permit and fire sprinkler plans for review. February 8, 2013 11:33:01 Am sroberds. The proposal will result in a tenant improvement in the CA zone. No additional lot coverage. No land use issues anticipated. Water meter relocation, excavation to be completed by owners contractor at the owners expense. Contractor to expose water service connection at water main corporation stop. City to relocate water meter to new location, owner to pay for Cities cost to relocate. Contact Public Works Engineering to coordinate work at 360 417-4831. Sewer service relocation to be completed by owners contractor at the owners expense. An inspection is required by Public Works inspector. Contact inspector prior to start of work at 360 417-4831. All connections to storm system requires an inspection by Public Works. Contact inspector at 360 417-4831 prior to start of work. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 165.00 165.00 .00 .00 Plan Check Total .00 .00 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 169.50 169.50 .00 .00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days, if construction or work is suspended or abandoned for a period of 180 days after the work as commenced,or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Signature of Contractor or Authorized Agent Date Signature of Owner(if owner is builder) Date T:Forms/Building Division/Public Works Permit PERMIT INSPECTION RECORD CALL 417-4831 FOR UTILITY INSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. IT IS UNLAWFUL TO CUVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT IN A CONSPICUOUS LOCATION. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE INSPECTION TYPE DATE ACCEPTED COMMENTS YES NO PW UTILITIES (Engineering Division) WATERLINE/METER SEWER CONNECTION SANITARY STORM SITE DRAINAGE SITE EROSION CONTROL PARKING SIDEWALK CURB&GUTTER DRIVEWAY APPROACH BACK-FLOW DEVICE FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO CONSTRUCTION R.W./PW/ CONSTRUCTION-R.W. ENGINEERING 4174807 PW/ENGINEERING FIRE 4174653 FIRE DEPT. PLANNING DEPT. 417-4750 PLANNING DEPT. BUILDING 41,7- BUILDING 4815 T:Forms/Building Division/Public Works Permit CERTIFIC TATA E OF--,GC PAN Y � CSU C City Port Angeles - Building-Division This certificate is issuedpu�suant to the requirements-of Section 111 of th`e.2009 In tern a tion al Building Code certifying that at the time of issuance this structure was in compliance Ah the various ordinances o the Ci re latin "'buldin construction or use_or the _ollow n` f t1' g g / f f g Business name: Big Lots Business address; 1 940 E 1 s` Street#130 Business owner: .-Big Lots � Business owner'yddress.- 1940 E 1 s` Street#1'30=Port Angeles, WA 98362 Automatic fire sprinkler-system: Yes - --- Use &occupancy classification: Mercantile Occupant load. Per'-201,2 IBC, Table_1.004.1.1. Type of construction: VB______ - 10/28/2013 Sue Roberds, Pla ning Manager Date Post on the premises in a conspicuous place. -his certifcateshall--no'� t be removed except by the Building Official. DIBBLE ENGINEERS, INC. Structural Professional Structural Engineering Services Memo r Meridian Builders Matt Comstock 6869 Woodlawn Avenue NE 1 Suite 110 Seattle, WA 98115 June 7,2013 DEI Project: 12-013 FIV "N Re: Port Angeles Plaza—Big Lots Tennant Improvement Port Angeles,WA Dear Mr. Comstock: In response to your inquiry, it is acceptable to use 2x6 wall framing above the 10"concrete wall at the loading dock. The 2x6 wall will replace the CMU wall originally specified. Please reference the attached plans and details for additional information. Please contact us with any questions or clarifications. Sincerely, kin-1 A• -�I DIBBLE ENGINEERS, INC. John C.Mayfield,EIT Project Engineer Attachments: SK-7, SK-8, SK-9, SK-10 , 1029 Market Street Page 1 of 1 P. 425-828-4200 Kirkland, WA 98033 F. 425-827-6131 Po /+NGELES pl-&ZA BIG LOTS -r- 1. bE L S k - 7 ! rr: F rrING fi L.o A-V I H E Pock 0607 -13 JGM 7 201 02 203 04 37'-0' 20'-0" 20'-0" of 20'-0" EDGE OF PAVING 24 -10" Zxt; tT�DS tb " %� Lt/ HANGED SHEATNIH6 � , Yy PEE SHEq-K VM-L TYPE 6v- 6., 4 1p" Go►.tL.WA-LL- aF-LO w 4" GUTTER6 u fl REAM 4 " c4NrlLC-V D.S. 10,-p" MIH B KSPAN � 1 X , ROOF c'jI N=I �i 3 EDGE I .� P.T. 412 LEDGER rn A-V44�RGCK 0- LEDGED U O J I DIBBLEENGINEERS, INC. Project No. Sheet No.12- -013 s GL_ f( Projectn Date Fa p--r A RC.CL..FS L-/fz-.,Jr ZrG Loos T 1_ ©b-OZ- f. 3 Subject �- By 3 KALI-1 HG rrz_ Al T-/ eoo F 2�, S4-tTc tA �, /r ►��t AG�uKS PES 5k7. c RO EI-Fs P LA-Z,+ l3I L-01-S T !, DEt 'sk- �! StIPro t'r F"+"V1 e Poor- ov'vgHkt-i6 ©6-07 - t3 3 c A 5'-6" 10, z 15/32" AP —RATED PLYWOOD = FACE GRAIN PERPENDICULAR w I I FRAMING, INAIL W/ 8d @ 6"l 0 8d @ 12 'OC FIELD (UNBLOC Sbc—l0 D.S. N 6x u Ra. M �X I I N CANTtLEVElZ I N II DBL 7"-4 " M l H Q•4 K S Pf}-N I ° TRUSS Al MECH UNI I � o IXCo (ifI U Iv Q°o ° �� ° a- N @) (N) MECH U COVERED EXIT o°C/) COORIDOR °� ° Project No. Sheet No. DIBBLEENGINEERS, INC. � - r Project Date Pg i ' A r-c 6 fl r� Pt-,A�A �� i S 4 Subject Q m a Q V CR�H e' H C 13 F-,-A T/ V4 By F�rC TY P, T-6 _ f �sCS , `�, g- Sk-� r ©Q F . t � Zk b PL4v, - I DIBBLE ENGINEERS, INC. ProIZject N-©13/o. aShSeetIS-No6. ol Int✓ � , Date Project Pia IZ 1' A r4r c a r s Pi-&7,,4 B c, L O T S 0 Li-2 Subject (�J vss To (�� w� �� t��✓iS��N 'Yo cM Niel- FDS NA-!L-I tJT ?-xf- C� �G H17�:. • 3 .. ' CNN ROOF01Z, : i 111 mTN�fs Aw v rs p �Z z _; (F—) T1 L 1 - ISP PA-M�-°C:�, � NPROBUIld TRUSS DIVISION 2081567 th Avenue, Arlington,WA 98223 360-925-4155 Warnings: 1. READ ALL GENERAL NOTES AND WARNINGS BEFORE ERECTION OF TRUSSES. 2. BUILDER AND ERECTION CONTRACTOR MUST READ ALL GENERAL NOTES AND WARNINGS BEFORE ERECTION OR INSTALLATION OF TRUSSES COMMENCES. 3. COMPRESSION WEB BRACING MUST BE INSTALLED WHERE INDICATED BY ® ON THE TRUSS ENGINEERING. 4.ALL LATERAL FORCE RESISTING ELEMENTS SUCH,AS TEMPORARY AND PERMANENT BRACING, MUST BE DESIGNED BY THE DESIGNER OF THE COMPLETE STRUCTURE. ProBuild's Truss Division ASSUMES NO RESPONSIBILITY FOR SUCH BRACING. ----� 5. NO LOAD SHOULD BE APPLIED TO ANY COMPONENT UNTIL AFTER ALL BRACING AND FASTENERS ARE COMPLETE AND AT NO TIME SHOULD ANY LOAD GREATER THAN DESIGN LOADS BE APPLIED TO ANY COMPONENT. f 6. MITEK HAS NO CONTROL OVER AND ASSUMES NO RESPONSIBILITY FOR THE FABRICATION, HANDLING, SHIPMENT AND INSTALLATION OF COMPONENTS. l: 7.THESE DESIGNS ARE FURNISHED SUBJECT TO THE LIMITATIONS ON TRUSS DESIGNS SET FORTH BY THE TRUSS PLATE INSTITUTE IN"BCSI-B1 SUMMARY SHEET—GUIDE FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES"A COPY OF WHICH IS ATTACHED. 8. DO NOT INSTALL DAMAGED OR BROKEN TRUSSES. 9. DO NOT CUT,ALTER OR DRILL ANY CHORD OR WEB MEMBER OF THE TRUSS. General Notes, Unless Noted Otherwise 1.TRUSSES DESIGNED TO SUPPORT LOADS AS SHOWN ON TRUSS ENGINEERING. 2.TRUSS DESIGN ASSUMES THE TOP AND BOTTOM CHORDS TO BE LATERALLY BRACED AT 2'-0"o.c.AND AT 10'-0"o.c. RESPECTIVELY UNLESS OTHERWISE NOTED. 3.2X4 IMPACT BRIDGING OR LATERAL BRACING RECOMMENDED WHERE SHOWN BY ON THE TRUSS ENGINEERING. 4. INSTALLATION OF TRUSS IS THE RESPONSIBILITY OF THE RESPECTIVE CONTRACTOR. 5.TRUSS DESIGN ASSUMES TRUSSES ARE TO BE USED IN A NON-CORROSIVE ENVIRONMENT-AND ARE FOR"DRY CONDITION"-OF-.USE-. - - 6.TRUSS DESIGN ASSUMES FULL BEARING AT ALL SUPPORTS SHOWN.SHIM OR WEDGE IF NECESSARY. 7.TRUSS DESIGN ASSUMES ADEQUATE DRAINAGE IS PROVIDED. 8. PLATES SHALL BE LOCATED ON BOTH FACES OF TRUSS AND PLATED SO THEIR O CENTERLINES COINCIDE WITH JOINT CENTERLINES. 9. DIGITS INDICATE SIZE OF PLATE IN INCHES. 10. FOR BASIC DESIGN VALUES OF MITEK PLATE, INDICATED BY THE PREFIX"Mil", SEE ICC ESR-1311. s 11.THE MITEK NET SECTION PLATE HAS THE SUFFIX "HS",THE DESIGNATOR (18) INDICATES 1 18 GA. MATERIAL IS USED.ALL OTHERS ARE 20 GA. ' 1 Y.r SUPPORT OF B.C. OF STANDARD OPEN END MIUSAC - 7 JACK USING PRESSURE BLOCKS 3/30/2004 PAGE 1 .Q MiTek IndusWes,Inc, Western Division Loading (PSF}: " 13CDL 10.0 PSF MAX. ~ 2xd bot anorri of jack Carrier truss r - ►.x'(.131"X3.0"MIN)'i J' , . w Ni41LS(tyP) ! sack -between", -i,,1 truss nailed to carrier bch� truss w/8 W/(.131"X3.0"MIN) I nails.spaced at Y'o.c I CAL HIP" SUB r . GIRDER I i 8•Is•D GIRDER 24'TYP PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss 2-(131"X3.0"MIN)NAILS(typ) -- BOTTOM CHORD OF OPEN END JACK /2x4lock between jacks,naked to carrier BC W1 6-(.131"X3.0"MIN)NAILS @ 3"o.c. r z 30496 N JUL 23 1010 Q WARJOM yerlljy desiga pararneters and RF+sD NOTES ON=AND rNCLUOED 14T7EK REFERENCE PAGEJM 7473 DEroAS V6E. - 7777 Greback Lane - a® Design void for use onlywilh 141ok connectors;This dasign is based ony upon poramelers shown:-and k for on�indlvidual building component. Suite Ibsen AppicaNily of design poromenlers aact popar incorporolion of co Oononl 6s,esponsibiily of butldnp designs{.•not Inrss designer.&oclrig-shown CiiJNS HeiPhIS,CA,9581 i b for lateral support of indivk'juol web mambe..nty. Adddionnl lemporory bracing loins. IL slaMdty during coni/ lion k.ihe responsib ily of the ereclor.Addilionol permoneni bracing of the overoll structure Is the responsbilly of the budding designer;For generof guidonceregordrng i fot4icollon,quoity control slorage,delivery•erecllon and biocing,consult ANU/IPII Quality Criteria.DSO.89-and 8CSI1 Building:Component �. l --Sat*ty Information ovWobte from Truss Plole Insliiule,583 D•onoldo Drive,Madison.WI 53739. _--`— _ — _ A 1A1-T Bi 1 i STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 1 OF 2 MITek Industries,Inc. © Westem Division SHEATHING (BY OTHERS t *DIAGONAL OR L-BRACING REFER TO TABLE BELOW 124'MAX 2a•o.C. SEE PAGE 212 FOR r 4X4—_ ALTERNATE BRACING DETAIL 3 1/2" �1 1/2° TYP 1X4 OR 2X3(TYP) 2X4 LATERAL BRACING VARIES AS REQUIRED PER TO COM. 12 NOTCH AT TABLE BELOW TRUSS i 24"O.C.(MIN.) 6' 3.. #: A A M DG TOP CHORD H T NOTCH DETAIL 3x 3x5= CONT. BR END�• 4c o I WALL IGID CEILING MATERIAL/A VERTICAL STUD DETAIL TYPICAL 2x4 L-BRACE NAILED TO 2x4 VERTICALS W/W NAILS SPACED AT 8"O.C. SFCTIf�N A_A LATERAL BRACING NAILING SCHEDULE LOADINgpso SPACING 2-0-0 VERT. HEIGHT #OF NAILS-AT END TCLL 50.0 Plates Increase 1.15 UP TO 7'-0 " 2 - 6 TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES -011 — - 6'v 3 16d BCDL 10.0 Code IBC/IRC OVER 8'-6" 4 - 16d LUMBER TOP CHORD 2 X 4 DFUSPF/HF-No.2 BOT CHORD 2 X 4 DFUSPF/HF-STUD/STD OTHERS 2 X 4 DFUSPF/HF-STUD/STD MAXIMUM VERTICAL STUD HEIGHT �� SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L-BRAC 16 INC12 H O.C. 6-7-0 13-2-0 1-0-0 24 INCH O.C. _ 7-9-0 �� xwi. - - --.NOTES—__ _ .5IR_E D8-01-10 - 1)VERT.STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3-SECOND GUST,EXP.B,HEIGHT 30 FT �+.+.. 2)CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.3)FURNISH COPY OF THIS DRAWING TO (�[Q CING INSTALLATION. 4)BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSUOR FOR LT BLDG.ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT SE 10 2009 BRACING OF ROOF SYSTEM. 5)DETAIL A(SOWN ABOVE)APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT.STUD HEIGHT OF 6'-e". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24"O.C. ATTACH SCAB(EQUAL OR GREATER TO THE TRUSS T.C.)TO ONE FACE OF THE TOP CHORD WITH 1 OD NAILS SPACED AT 6"O.C.IF STUDS ARE SPACED AT 24"O.C.AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2)NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3)LUMBER MUST MEET OR EXCEED VISUAL GRADE#2 LUMBER AFTER NOTCHING. 4)NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 " Q WARNING•VerVy design Parametore and READ N07W ON T=AND U✓LMSD WMIC REFERENCE PAGE MI-7473 RAPORE USE. 7777 Greenback Lane �® Design void for use a*with kAffek connectors.This design Is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design oromenlers and proper Inc component po Y Ing designer not truss designer.Brocing shown Citrus Heights.CA,9581 pp incorporation of co nand is ras ndbl6l of bund d is for lateral support of Mdividuat web members only.Addillonal temporary bracing to Umm stability during construction Is the responslbABty of the erector.Adr91bna1 permanent bracksg of tlse wem9 alruclae is the reaporsslb®ly of the buBdug designer.For general guidance regarding Ia6rtcalion,quofly control,5loroge,deivery,erecrron and hoeing,consWl ANSI/fPil�ua9ty Crllerta,DSB-89 and 9CSI1 Building Component A's'�'��� Saley Intonna0 available from Inns Plate kalBule.583 D'Onolrla Drive,Modison,WI 53719. M i r 1, Y STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 2 OF 2 4-10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF-L BLOCK 2- 10d---.• (TYP) I I X;i I L 2X4 BLOCK i SIMPSON A34 OR EQUIVALENT ��+_45° \��� '2X4 S DOR BTR SPACED @ 5'-0"O.C. —_- \ SHALI BE PROVIDED AT EACH END OF LEDGER------ ' BRAC EXCEPT FOR BRACE EXTENDED 2X4 No.2 OR BTR STRONGBACK INTO E CHORDS& CONNECTED TO 2X4 No.2 OR BTR CHOF I S W/4- 10d NAILS. MAX. NGTH =T-0" GABLE END, 6'-3" MAX TO BEARING WALL STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE BRACING DETAIL NOTES 1)2X4 NO.2 OR BTR.FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6"O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITH 4- 10d NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACKARE 10d BOX NAILS (0.131"DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO_STRUCTURAL GABLE.END. . IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS=8'-6",UNLESS OTHERWISE SPECIFIED BY PROJECT ENG.OR QUALIFIED BUI IN ESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT.CHORDS=7'-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0"O.C.MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. 496 s bNAL�� e SEP 10 2009 EXPIRES 08-01.10 Q WARRING•VerW deignP.rametere and READ N07ES ONTJW AND INCLUDED A07EICREFZRZNCE PAGE MU-7473 SEJORE USE. 7777 Greenback Lane ee�eee® Design vogd for use ony with M iTek connectors.This design is based any upon Paamelers shown,and Is for an hsdividuol building component. SWIe 108 App6cobiElyo' de:ign ppaarorarneniers and proper Incarpaollon of component 6 reipohs�l9ty of bUildHsg dsiigner not Buss deslgruu.Brocing shown Citrus Heights,CA,0581 b la lateral suppport of indrviduol web members any.Addlllonol temporary broctng to insure sfaWily dudng consfruelion B the responsidgly of the erecta.Addllbnal parmonenl brodng of the overo.structure k the respondb®ly of the bulld4rg designs.fa general guidance regarding fobricatksn,quogly canlroL stooge,deBvery,erection and txadng,consu.ANSI/TPIt pua.ly Cdleda,OSB•89 and BCSIi Bu.ding Component �A'�+km Solely Inform....waflohie from Truss Plate In:lllufe,SB3 O'Orwfdo Drive,tvbditors,WI 53719. ,vt e Y' 1 t I DETAIL FOR COMMON AND END JACKS ST-EJ-8 8/15/2012 PAGE 1 MAX LOADING (psf) SPACING TYESBOT TCLL 25.0 Plates Increase CING TCDL 15.o Lumber Increase CHORD Sheathed. BOLL o.D Rep Stress Incr CHORD Rigid ceiling directly applied. BCDL 10.0 MEAN ROOF HEIGHT=30 FEET CATEGOEXPOSUREBORY 11 LDING REFER TO TRUSS DESIGN DRAWINGS EXPOSURE B OR C PARTIALLY EXPOSED FOR LUMBER AND PLATE SIZES MAXIMUM WIND SPEED=90 MPH CONSULTING LLC ASCE 7-05 TOP CHORD EXTENSION. LENGTH OF EXTENSION AS DES GN REQ'D,20'-0"MAX. METAL CONNECTOR PLATE AT SPLICE PER TRUSS DESIGN DRAWING OR 2X4X2'HF No.2 SCAB ON ONE SIDE OF TRUSS CENTERED AT SPLICE.ATTACH SCAB ATTACH END OF TOP TO TRUSS WITH 2-ROWS OF 10 (0.131X3")NAILS SPACED CHORD EXTENSION @ 3"OC. TO HIP GIRDER WITH 4-10d(0.131X3") TOE-NAILS -2-0-0 6-0-0 3 NOTE: TOP CHORD PITCH:4/12-8/12 s-D-O MAX. BOTTOM CHORD PITCH:0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND PRO IDE BOTTOM CHORD TO BE°2°MIN. CHORD EXTENSION AT NO MORE THAN DIATE SUPPORT TO OP SPACING=24"O.C. TOP CHORD OF S PPORTING TRUSS. 6'-0"OC VIA SUB GIRDERS. ATTACH TO JACK TRUSS TOP CHORD/EXTENSION WITH FRAMING ANCHOR CAPABLE OF RESISITNG REACTION PROVIDED ON TRUSS DESIGN DRAWING. SEE BELOW FOR CONNECTION OF BOTTOM CHORD OF JACK TRUSSES TO BOTTOM CHORD OF SUPPORTING TRUSS. 8-0.0 B-0-0 6-0-0 EXT. 2-0-0 4-M 2-0-0 EXT -'•" _—� EXT . 2-0-0 "'4-16d(0.162X3.5")TOE-NAILS OR EXT. 2.0.0 ' SIMPSON TJC37 JACK TRUSS CONNECTOR 2 0 0 (OR EQUAL) 4-10d(0.131X3")TOE-NAILS MINIMUM CONNECT ON OF TOP CHORD OF JACK TRUSP TO HIP BEAM "'3-10d'(0.131X3")TOE-NAILS 3-10d 0.131X3")TOE-NAILS BOTTOM CHORD LENGTH MAY BE 2'-0" CONNECT BOTTOM CHORD OF JACK TRUSS ORA BEARING BLOCK. TO BOTTOM CHORD OF SUPPORTING TRUSS WITH 2-10d(0.131 X 3")OR 2-16d(0.162 X 3.5"1 24)-0 TOE-NAILS OR SEE DETAIL ST-PRESBLK F I 8-0-0 FOR ADDITIONAL INFORMATION. NOTE:NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT t JUNE 12, 2012 TYPICAL HIP CORNER NAILING ST-HIP CR NAIL Page 1 of 1 OPEN END JACK CONNECTION DETAIL CONSULTING LLC J a (A) (2)12d(0.131 X 31/4")TOE-NAILS @ TOP&BOTTOM 0 CHORD CONNECTIONS BETWEEN JACK TRUSS AND w - — "HR"GIRDER. 2 MONO TRUSS MAX.REACTION(Ibs)FROM TRUSS DESIGN DRAWING Z LDF= 1.15 1.25 1.6 a __ 0 I TOP CHORD 135 150-1 195 2I BOTTOM CHORD 1 35 1 150 1195 t7 (A) JAC o (3)12d(0.131 X 31/4")TOE-NAILS @ TOP&BOTTOM y I CHORD CONNECTIONS BETWEEN JACK TRUSS AND "HR"GIRDER. _ w (A) JACKI I I MAX.REACTION(Ibs)FROM TRUSS DESIGN DRAWING w � — LDF w (A)JAC I TOP CHORD 205 225 290 D � � BOTTOM CHORD 205 225 290 \\ \-u GIRDER �5t� NG NEF `Ss'i '% vc��' I s►iq. - Q- 8 028P 'DETAIL ASSUMES ALL LUMBER IS MINIMUM 2X4 HF' ?,ORE-GG N 11/2" �q�qRY A F0 J. 21- u// Z04 1-lvl3o/Z04 NAILS TO BE INSTALLED STARTING 1 1/ "BACK FROM THE END OF THE JACK AND PENETRATE fZ 1 1/2" A MINIMUM OF 1 1/8" INTO THE"HR"GIRDER "HR" GIRDER / , 1 1/8" \� 1 1/2"8 MIN OPEN END JACK TRUSSES Conforms to:IRC 2000/2003/2006/2009 250 - 750 IBC 2000/2003/2006/2009 l� 1 I CORNER RAFTER 8'-0" SETBACK M11/SAC - 9 -8SB 25-7 3/31/2004 PAGE 1 MINIMUM GRADE OF LUMBER LOADING (PSD Mitek Industries,Inc. I TOP CHORD:2X4 HF 165OF 1.5E Western Division 00 BOT CHORD:2X4 HF 165OF 1.5E TOP 25 7 t STIR.INC.:LUMB=1.15 PLATE=1.15 SPACING:24.0 IN. O.C. REPETITIVE STRESSES NOT USED NO.OF MEMBERS=1 NOTE:1.ALL CONNECTIONS TO SUPPORTS BY OTHERS- 2.ALL PLATES ARE MITEK MT20 -- 3-0-0 -> $'_0" SETBACK TENSIO SUPPORTS SHALL BE PROVIDED ' ALONG EXTENSION @ 5'-8"O.C,M 181 PLF SPLICE MAY BE LOCATED ANYWHERE IN THE 12 EXTENSION 3x10 splice plates may be replaced 2,83 a.24 �� with 22"2x4 HF No.2 or Mr.scab -� o one face with.131x3 min.nails @ 3"o.c.2 rows 6x6 —_3x6(TYP.)UNIFORMLY SUPPORT DISTRIBUTED j I �,�.--• �.�L,�-'"�" 3x10•:� f 1/2"GAP MAXIMUM BETWEEN SUPPORT AND END OF RAFTER aS PPORT ....... i I R=683+EXT. l R=341+OH. V LENGTH OF HEEL TE 2 (MIN.4') t-_ -- 11-3-12 y 4 y� �Z�rC r 0496 JUL 2 3 2010 Q -RM-•r-fy dolga parameters:and READ NOMI ON 7MS AND INCLUDED B rEK REIPFENCE YAGS 1M 74r3 asrDRs USE. 7777 Greenback Lane Design valid la use any wBh MBek connectors.This design h hosed only upon parameters shown,and is for on inclividssol building component. su9e 109 ® I AppricaNity o'design porarnenlers and Proper incorporallon of component Is responsi7ily of building designer-not truss designer.8rocing slgwn oboe Heights,c,,,9561 i h for bterel wppOrl of individual web members only. Aciditlonai temporary bracing to insure stabilityd responsibimly of. I erector, Additional permanent brocing of the overall structure is the responsibily of the buld'asg d far talionis the fabrication, control storage,deliva brocing,consuB ANSI/Ml 9uidars�regarding _--�-- Q�StY--_o g e I erection and fivalBy Criteria,PSB-89 and BCS11 Building Compossenl Safety tniormalion woitoble from Truss Plate Institute.58]D'Orofrb Drive,Madison.WI53719. M`�ffek� SUGGESTED SINGLE PIECE HIP RAFTER SUPPORT DETAIL, i 3-12d TOE NAILS (I ONE SIDE, 2 OTHER SIDE) PERIMETER SOLID OR VENT BLOCKING {+ 1�Y 2X4 HIP RAFTER BEARING BLOCK w/2-12d NAILS TO WALL TOP PLATE OR (BEARING BLOCK MAY ALSO BE SECURED w/2-12d TOE NAILS FROM TOP PLATE TO BLOCK Pro Build Arlington Truss Div. #668 20815 67th Ave NE Ar#ngton, WA 98223 phone 364-925-4155 For wind uplift considerations see faX 360.925-4637 Building Designers sections and details. (i1 *Elite SCORE „'+Slor Ex W 91-00-00 C�] F A GC W'��� ppl' •0,.. C 99 V SOV�i •.�Q . 3 m N L pp ED N O �Lv�T2,73� Adjusted wall height of 14'-8 7/16" A �.5 H iv?o °'•� S�.Vw`mgr,epi ¢rnd.� �w �gmuQ o 3"A03" 41- F trusses N s �m e notL s o2-8gD�� D to O U exceed o fV 4 °'^2 48" a Q co C 6 on-cent r �o c M A012'► � � N U ¢ 3-04-03 M � Wi Tru ssesnot to e cee Iz N 4 24' on- ent r except s > d °` M 00 d not � � M M 0 M. °o NQQ � o 0 U 2 c rn 1� c m v v J � � r y 4X Ledger to be T-8 11/16"above lower wall ;CIS c t 0 0 m iv RT - 1 CONSULTING LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: J1302366 MiTek 20/20 7.2 Big lots The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Arlington WA). Pages or sheets covered by this seal: I6732336 thruI6732338 My license renewal date for the state of Washington is May 18,2014. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by the MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. �gSEP" p Owl May 13,2013 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing,solely for the truss component(s)depicted. The design assumptions, loading conditions,suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1.The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job Truss Truss Type Qty �R7&bg lots16732336 J1302366 A01 SLOPING FLAT 42 Reference(optional) ProBuild Adington,A iington,WA 98223 7.250 s May 112011 MiTek Industries,Inc. Mon May 13 22:08:412013 Page 1 I D:RKTpbkTjfedqu3lAAhAeeOziH VA-3jXvyx29Q40pgL8WMB?Vv37haFJ354U MxjyJAtzGnN4 -0�0 5-6-2 10.10.4 16 2-6 21-68 26-10-10 32-2-12 38-2-0 0.'3 0 5 6 2 5 4 2 5 4 2 5-4-2 5-4-2 5-4-2 5-11-4 Scale:3/16"=1' 0.25F1_2 4x4= _ 5x8- 5X6 2x4 II 10x10 = 4x6 = 7x10 MT18H = 6x6- 5� - 6 7 4 8 9 10 11 12 3 4 9 1 O 15 14 13 24 12 20 23 19 8_ 17 16 4x4 = 7x14 MT18H= 4x6 2x4 4x10 = 6x8 - 5x6= 7x14 MT18H WB = 4x4 = 0.25 12 5-6210.10.4 16-2-6 21-68 2610.10 32-2-12 38-2-0 5-6-2 5 4 2 5.4-2 5-4-2 5 4 2 5-4-2 5 11-4 Plate Offsets(X,Y): [2:0-G-1,0-2-0),[11:0-3-8.0-5-01,[12:Edge 0.3-8] [18:0-3-8,0-3-01 LOADING(psf)5 0 SPACING 2-0.0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(Roof Snow--25.0) Plates Increase 1.15 TC 0.85 Vert(LL) -0.97 15-17 >465 360 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.57 Vert(TL) -1.84 15-17 >246 240 MT18H 185/148 BCLL 0.0 ' Rep Stress Incr Yes WB 0.89 Horz(TL) 0.12 22 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 1.00 15-17 >452 240 Weight:220 lb FT=20% LUMBER BRACING TOP CHORD 2 X 6 DF 2400E 2.0E TOP CHORD Structural wood sheathing directly applied or 3-2-0 oc purlins, except end verticals. BOT CHORD 2 X 6 OF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2 X 4 HF Stud/Std*Except* WEBS 1 Row at midpt 3-20.9-13 2-20:2 X 6 DF No.2,3-20,11-13:2 X 4 DF 240OF 2.0E 3-18,5-17,615,7-14.9-13:2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 20=1545/0.5-8 (min.0-2-10),22=1488/0-3-8 (min.0-2-8) Max Horz 20=309(LC 15) Max Uplift 20=-692(LC 12),22=-673(LC 17) Max Grav 20=1598(LC 11),22=1537(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-20=-283/139,2-3=451/321,3-4=-7516/3250,4-5=-7389/3129,5-6=-8961/3842,6-7=-8987/3849, 7-8=-7574/3253,69=-7505/3187,9-10=-47952090,10.11=-4818/2128 BOT CHORD 20-23=-2270/4840,19-23=-2406/4978,18-19=-2407/4979,17-18=-3451!7699,1617=-3888/8996, 15-16=-3887/8996,14-15=-3729/8863,13-14=-3249!7571,13-24=-650/933,12-24=-546!767 WEBS 3-20=45592013,3-18=-1391/3121,5-18=-832/427,5-17=-8G4/1689,617=426260,7-14=-16281787, 9-14=-187/501,9-13=-3058/1391,10.13=-392224,11-13=-1998/4540 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=6.Opsf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category Il;Exp C;Fully Exp.;Ct=1.1 3)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. �.op 5)All plates are MT20 plates unless otherwise indicated. ^' 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord �. and any other members. 8)Bearing at joint(s)20,22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 692 Ib uplift at joint 20 and 673 Ib uplift at joint 22. 10)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a total drag load of 1200 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33)Connect truss to resist drag loads along bottom chord from 0.0-0 to 1-0.0,3611-0 to 37-11-0 for 600.0 plf. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. n�op LOAD CASE(S) Standard 0 70 May 13,2013 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, MfNSULT/NG LLC delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. yy Job Thus Truss TypeDry Ply Big lots �f 16732337 J1302366 A02 SLOPING FLAT 2 2 Job Reference(optional) ProBuild Arlington,Arlington,WA 98223 7.250 s May 112011 MiTek Industries,Inc. Mon May 13 22:08:52 2013 Pa gge 1 ID:RKTpbkTjfedqu3lAAhAeeOziH VA-Egi3GiB2gSMFU2Ud W?h4rN4fnh6N91lzTx6P2kzGnMv -0- 0 5 6-2 10-10-4 , 16-2-6 21-6-8 26-10-10 32-2-12 38-2-0 0-x'-0 5-6-2 5 4 2 5 4-2 5 4 2 5_4_2 4 2 5-4-2 5 11-4 Scale:3/16"=1' 0.25 F12 3x6= 4 5x6 5x6 x4 4x4= 5x6= 4x4= 2x4 II 8x16= = = = 4x4 II 8x8 = 5 6 23 724 8 9 10 11 � g 1 2 3 4 � IN N� B 1 Imi� 16 15 14 13 26 12 20 25 19 18 17 2x4 11 8x8= 5x6_ 5x12 MT20H= 4x4= 5x12 = 3x4 II 4x6= 4x4 = 0.25 12 5-6-2 10-10-4 16-2-6 21-6-8 -1 32-2-12 38-2-0 5-6-2 5 4-2 5-4-2 5-4-2 26 5-4 20-10 5-4-2 5-11-4 Plate Offsets(X,Y): [11:0-6-15,0-4-0].[18:0-3-8,0-4-01 f21:0-3-0,0-()41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.60 15-17 >757 360 MT20 185/148 (Roof Snow--25.0) Lumber Increase 1.15 BC 0.40 Vert(TL) -1.13 15-17 >400 240 MT20H 165/146 TCLL 10.0 Rep Stress Ina NO WB 0.92 Horz(TL) 0.07 22 n/a n/a BCDL 0.0 ' BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) g 0.62 15-17 >735 240 Weight:437 Ib FT=20 LUMBER BRACING TOP CHORD 2 X 6 DF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std*Except* 2-20:2 X 6 DF No.2,3-20,11-13:2 X 4 DF 240OF 2.0E OTHERS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 20=1741/0-5-8 (min.D-1-8),22=1692/0-3-8(min.0-1-8) Max Horz 20=309(LC 15) Max Uplift20=-773(LC 12),22=-758(LC 17) Max Grav 20=1795(LC 11),22=1741(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-20=-287/140,2-3=479/332,34=-8825/3797,4-5=-8697/3676,5-6=-10974/4683,6-23=-11096/4729, 7-23=-11021/4660,7-24=-8973/3841,8-24=-8966/3835,8-9=-8890/3764,9-10=-55422402,10-11=-55682442 BOT CHORD 20-25=-2557/5528,19-25=-2693/5666,18-19=-2694/5667,17-18=-3998/9008,16-17=-4729111009, 15-16=-4729/11010,14-15=-4608/10967,13-14=-3831/8963,13-26=-068/976,12-26=-552/810 WEBS 3-20=-52512303,3-18=-1659/3762,5-18=-1008/500,5-17=-11092419,6-17=-036/348,6-15=-219296, 7-14=-2367/1096,9-14=-277[716,0,13=-3722/1667,10-13=-410/232,11-13=-2310/5283 NOTES 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2 X 6-2 rows at 0-9-0 oc,2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;100mph;TCDL=6.Opsf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 �O)SEPH 0�, 4)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category Il;Exp C;Fully Exp.;Ct=1.1 W �. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. j. 7)All plates are MT20 plates unless otherwise indicated. O� 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Bearing at joint(s)20,22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 773 Ib uplift atjoint 20 and 758 lb uplift at joint 22. 12)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Q 13)This truss has been designed for a total drag load of 1200 Ib.Lumber DOL=(1.33)Plate grip DOL=(1.33)Connect truss to resist drag loads along bottom chord from Q 0-0-0 to 1-0-0,36.11-0 to 37-11-0 for 600.0 plf. 14)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 May 13,2013 Uniform Loads(plf) Vert:1-2=-70,2-23=-70,23-24=-150,11-24=-70,12-20=-10 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindusl .com. Job Truss Truss TypeOry Ply Big lots 16732338 J1302366 A03 SLOPING FLAT 2 3 Job Reference(optional) ProBuild Arlington,Arlington,WA 982237.250 s May 112011 MiTek Industries,Inc. Mon May 13 22:09:02 2013 Page 1 ID:RKTpbkTjfedqu31 AAhAee0ziHVA-ylJrM61KTX1 rhaFY55tQFUUKL]'VUVfNRmUYwP9zGnMl 0 -0 5 6 2 10-10-4 16-2-6 21-6-8 26-10-10 32-2-12 38-2-0 0 -0 5 6 2 5 42 5 4 2 54-2 5 4-2 5 4 2 5 11-4 Scale:3/16"=V 0.25 12 3x6= 4x4 = 5x6= 4x6= 2x4 II 8x16= 5x6 = 4x6 = 4x4= 11 4x4 II 6x10 = 5 6 23 724 8 9 10 m ' 2 3 4 � I l o 15 14 26 12 20 19 18 17 16 8x10 4x6 2x4 4x6 = 25 6x6 = 6x18 MT18H= 4x4= 4x4 = II = 4x4 = 0.25 12 56-210-10-4 16-2-s 21-6 8 26-10 10 32-2-12 3a 2-0 5-6-2 5 4 2 5-4-2 5 4-2 5 4 2 5-4-2 5-11-4 Plate Offsets(X Y): [11:0-0-150-4-0] [12:Edge 0-3-8] [21:0-3-0,0-041 LOADING(psf) SPACING 40.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.72 1517 >631 360 MT20 165/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.48 Vert(TL) -1.36 1517 >332 240 MT18H 220/195 TCLL 10.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.09 22 n/a n/a BCLL 0.0 ' BCDL 5.0 Code IBC2oo9/TPI2007 (Matrix) Wind(LL) 0.74 1517 >612 240 Weight:656 lb FT 20% LUMBER BRACING TOP CHORD 2 X 6 OF 240OF 2.0E TOP CHORD 2-0-0 oc purlins(6-0-0 max.), except end verticals BOT CHORD 2 X 6 OF 240OF 2.0E (Switched from sheeted:Spacing>24)-0). WEBS 2 X 4 HF Stud/Std*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-20:2 X 6 OF No.2,3-20,11-13:2 X 4 OF 240OF 2.0E JOINTS 1 Brace at Jt(s):2,11 3-18,517,6-15,7-14,9-13:2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 20=3287/0-5-8 (min.0-1-13),22=3180/0-3-8 (min.0-1-12) Max Hoa 20=389(LC 15) Max Uplift 20=-1412(LC 12),22=-1382(LC 17) Max Grav 20=3340(LC 11),22=3229(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-20=-570/278,2-3=-785/488,3-4=-16163/6884,4-5=-16048/6763,56=-19792/8379,6-23=-19945/8436, 7-23=-19667/8368,7-24=-16413/6956,8-24=-16405/6949,8-9=-16329/6881,9-10=-10182/4344, 10-11=-10196/4366 BOT CHORD 20-25=-4455/9966,19-25=-4591/10127,16-19=-4593/10128,17-18=-7096/16360,16-17=-8433/19824, 15-16=-6432/19825,14-15=-8317/19614,13-14=-0942/16400,13-26=-840/1419,12-26=-672/1253 WEBS 3-20=-9593/4112,3-19=0/298,3-18=-2909/6757,518=-1798/883,5-17=-1739/3934,6-17=-1014/559, 6-15=-230/329,7-15=-12/278,7-14=-3826/1714,9-14=-417/1173,9-13=-6621r2889,10-13=-805/457, 11-13=-4153/9673 NOTES 1)3-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2 X 6-2 rows at 0-9-0 oc,2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All toads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;100mph;TCDL=6.Opsf;BCDL=3.Opsf;h=25ft;Cat.ll;Exp C;enclosed;MWFRS(low-rise)gable end zone,cantilever left and right exposed;end .�. vertical left and light exposed,Lumber DOL=1.33 plate grip DOL=1.33 JO 4)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp C;Fully Exp.;Ct=1.1 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 9)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Q 10)Bearing at joint(s)20,22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1412 Ib uplift at joint 20 and 1382 lb uplift at joint 22. 12)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. •VVAA[f� 13)This truss has been designed for a total drag load of 1200 Ib.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0,36-11-0 to 37-11-0 for 600.0 plf. 14)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. May 13,2013 15)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Ll WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design ontinuAh page thr use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTINGLLC SBCA at www.sbcIndustry.com. Job Truss Truss Type Qty Ply Big lots 16732336 J1302366 A03 SLOPING FLAT 2 3 Job Reference o tional ProBuild Arlington,Adington,WA 98223 7.250 s May 112011 MiTek Industries,Inc. Mon May 13 22:09:02 2013 Page 2 I D:RKTpbkTjfedqu3lAAhAeeOziHVA-ylJrM61 KTX1 rhaFY55tQFUUKLjVU VfNRmUYwP9zGnMl LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pn Vert:1-2=-140.2-23=-140,23-24=-220,11-24=-140,12-20=-20 ID q May 13,2013 AWARNING-Vedy design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability 11wi of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DS&89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4' Center plate on joint unless x,y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g.diagonal or X-bracing,is always required.See and fully embed teeth. BCSI1. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative T,I,or Eliminator bracing should be '1/16 r 1 2 3 considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced Wsses. c1-2 c2.3 4. Provide copies of this buss design to the building designer,erection supervisor,property owner and all other interested parties. WEBS X30 4 5. Cut members to bear tightly against each other. Q2 p 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint O �� ��� 3 Q:f locations are regulated by ANSI/TPI 1. u° y O= 7. Design assumes trusses will be suitably protected from the environment in accord with For 4 x 2 orientation,locate U plates 0-'/16"from outside O v O ANSI/ TPI 1. B. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. edge of truss. c�� csa CL Cs 6 O 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. BOTTOM CHORDS 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General This symbol indicates the practice is to camber for dead load deflection. required direction Of slots in 8 7 6 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirement. 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that connector plates. specified, 13.Top chords must be sheathed or purlins provided at spacing indicated on design. *Plate location details available in MiTek 20/20 14.Bottom chords require lateral bracing at 10 ft.spacing,or less,if no ceiling is installed,unless software or upon request. otherwise noted. JOINTS ARE GENERALLY NUMBERED/LETTEREDCLOCKWISE 15.Connections not shown are the responsibility of others. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 16.Do not cut or alter truss member or plate without prior approval of an engineer. THE LEFT. 17.Install and load vertically unless indicated otherwise. PLATE SIZE 18.Use of green or treated lumber may pose unacceptable environmental,health or performance CHORDS AND WEBS ARE IDENTIFIED BY END JOINT risks.Consult with project engineer before use. The first dimension is the plate 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing 4 x 4 NUMBERS/LETTERS. width measured perpendicular pictures alone is not sufficient. to slots.Second dimension is 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. the length parallel to slots. 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes approval,through the building designer or owner of the trusses,of the loads and related PRODUCT CODE APPROVALS design assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual LATERAL BRACING LOCATION design drawings. ICC-ES Reports: 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSI/TPI 1 and related proprietary information. Indicated by symbol shown and/or ESR-131/,ESR-1352,ER-5243,96046, 23.It is extremely important to properly install temporary lateral restraint and diagonal bracing,in b text in the bracing section of the accordance with BCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). Y 9 9730,95-43,96-31,9667A 24.Sheathing applied in the plane of the truss is not considered in the design of the individual truss output. Use T,I or proprietay bracing NER-487,NER-561 components unless specifically noted. (e.g.eliminator) if indicated. 95110,84-32,96-67,ER-3907,9432A 25.Graphical purlin representation,if shown,does not depict the size or orientation of the purlin along the top and/or bottom chord.Pudins must be designed by others for size,and positioned in such a way as to support the imposed load along the ciearspan of the pudin. BEARING 26.Due to the lateral thrust developed by scissor type trusses,if scissor type trusses are part of this design,careful consideration should be given to bearing wall conditions.Bearing walls of scissor type trusses should be designed in such a manner that the walls will safely withstand Indicates location where bearings the lateral forces of the trusses.Consideration of these items is not a part of this truss design (supports) occur. Icons vary but 02011 DrJ Consulting,LLC All Rights Reserved and is not the responsibility of the truss plate supplier,the truss designer,nor the truss reaction section indicates joint g' g fabricator.Competent professional advice should be secured relative to these items. number where bearings OCCUr. 27.The accuracy of the truss design drawing relies upon accurate metal plate connector design values as published by MiTek and accurate design values for solid sawn lumber. Design values(E,Emin,Fb,Fc,Fcp,Ft,and Fv)for solid sawn lumber and approved, grade stamped,finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing Industry Standards: agencies approved by the Board of Review of the American Lumber Standards ANSI/TPI1: National Design Specification for Metal Committee in accordance with the latest edition of ANSIITPII Section 6.3. Plate Connected Wood Truss Construction. ME ` DSB-89: Design Standard for Bracing. DrJ Consulting, LLC BCSI1: Building Component Safety Information, 6300 Enterprise Lane Guide to GPractice for Handling, CONSULTING LLC Madison,WI 53719 & Installing Bracing of Metal Plate Connected Wood Trusses. 3 5o4t � �r M MY 1. Wr` r w . _ 4 w V � I .. e- W oAi `ti. h A. - � '^*.,....,. ow E / � .• :gar .. .x� ,,,• # -j j7� .� s"f 1-� �3,''-at '` ,err '�Y _`�' �- r'' 4 �t- " �s t r ♦ 'o .. - `� �. �+ :• ..., �i f Pay a�.� _ .. n,- `►�^a +�s��'� '�:• _ '' - .. � A _ J k y , ai _o G AP r r s f a , A h. r 14 y '� �� � •� .... �, _ as _a. �, +.uy r.. g. b w ZT +► _ ,... ` ,j i. w r s r 3 ,r.m. 4 iF r� , w s. i r 1 j-. t w m ocnv+►d WAW �1 mcva ETION ; r e1 y 1, i 1 mak. �r i i 1 I All � f tow l qq •� 2. r , , (f ,I r James Lierly From: Matthew Comstock [matthew@meridianbi.com] Sent: Monday, June 17, 2013 3:22 PM To: James Lierly Subject: FW: Revised Framing Details Attachments: DEI Structural Review Letter 06-07-13.pdf ]im, The approved plans called for a CMU wall at the dock-lift area. The idea was that the delivery semi-truck would back up into a bollard that was positioned in front of the CMU wall protecting it. When the engineer became aware that this was the plan, he veto'd it because his experience told him that bollards cannot be backed into regularly without being sheared off, which would leave the CMU wall unprotected. Because CMU cannot be relied on to take a bump from a truck he designed the CIP half- wall on the outside of the dock-lift area and the CIP concrete buttress on the inside of the dock-lift to attach the truck bumpers to. This was followed by the elimination of the CMU all-together. That is the first issue. The second has to do with the trusses. The trusses in the plans were too expensive and had too long of a lead time when we were ready to order them. We contacted a truss builder for another option and these drawings are for the attachment details for the re-designed trusses. You'll find the engineering for the re-designed trusses and the approval from Dibble Engineers, Inc. in the packet you took from the site today. Please contact me back with whatever I've missed. Thanks, Mat From: John Mayfield [john@dibbleengineers.com] Sent: Monday, June 17, 2013 2:41 PM To: Matthew Comstock Subject: Revised Framing Details Hello Matt, Attached is the letter and details with the revisions requested. Thanks, John Mayfield, EIT Project Engineer Dibble Engineers, Inc. www.dibbleengineers.com<http://www.dibbleengineers.com> 1029 Market Street Kirkland, WA 98033 p: 425.828.4200 Ext 226 f: 425.827.6131 1 l DIBBLE ENGINEERS, INC. Structural I 3 Professional Structural Engineering Services Je1110 i I Meridian Builders Matt Comstock 6869 Woodlawn Avenue NE Suite 110 Seattle, WA 98115 June 7, 2013 DEI Project: 12-013 Re: Port Angeles Plaza—Big Lots Tennant Improvement Port Angeles,WA Dear Mr. Comstock: In response to yotir ingtiiiy, it is acceptable to use 2x6 wall framing above the'10"concrete wall at the loading dock. The 2x6 wall will replace the CMU wall originally specified. Please reference the attached I plans and details for additional information. Please contact us with any questions or clarifications. Sincerely, DIBBLE ENGINEERS, INC. John C. Mayfield, EIT l inject Enbineer Attachments: SK-7, SK-8, SK-9, SK-10 i i I i l 1029 Harket Street Page I of I P. 425-828-4200 Kirkland, 4NA 98033 F. 425-827-6131 Poo 1. A HC,C.L� F�-,Ar 7-4 0 1-o;3 7 F�.�in i NC: ROC k ?7 201 202 203 204 37'-0" 38'_9" lo 20'-0" 20'-0" 20$-0)l EDGE OF PAVING 24'—10" oll/ 2.x Jru Ps L v HANGED C- PUZ ASF E+K T-YPE tO" GIOH( LC) W BEAM VVI' 4" GUTTER D.S. f"=XXXXXX xx XX)*p C-0 xROOF c cl:� EDGE e4 P.T. 4x12 LEDGER q) - 1 r T-u -Lu� WA-RGCe 0 C-4 IJIBBI.,.E ect No. Sheet Mo. ENGINEERS, INC. Project 12- —013 Project -F Date po I-L x..01_-S ()6--0 7- Subject B L y PA-Hn— FP6F KA-IL-1 rIG Pfl (Z, �I,Alll J-/ pe & 6 4o L Pr iz k - 0(,Cogs PH Po V' A K C cz,I- g P LA-Z A — B I— s 5'—6 15/32" AP —RATED PLYWOOD < FACE GRAIN PERPENDICULAR Li FRAMING, (NAIL W1 8d @ 6"( 8d @ 12"OC FIELD (UNBLOC D.S. CA NT'l f�VF-K 04 A d ic S Pt}-t--1 I DBL TRUSS Al CD MECH UN[ co x 0 <10 Ll- 21 Li Of (N) MECH U cl- COVERED EXIT C:):V)cf) i=D COORIDO ':�t of I CN I-- fi Project Na. Sheet No. DIBBLEENGINEERS, INCO "' I PrqjectTDate PL,A it LO �s Subject C,4 By can I KI 1 v LA TIO 1el1 Florist. III)GIE Thu I pf c PI,At 011.�A,,IIN-f 4 IHEff-- I L L-, sc I-Ir 0 LLj�, if Roo rc, AM S E's Vy R t J3 jJ PG poor i's S — rf g- FL A- _Zj r THE F _. Y CITY OF LE A,- /3 For Cit Use :. W A S ' H I N G T O N , U . S . Permit# Date Received: / 3 321 East 51 Street Port Angeles, WA 98362Date Approved P: 360-417-4817 F: 360-417-4711 permits@cityofpa.us Building Permit Application Project Address: J ' 9 STV4=tT -tf) Main Contact: Phone # Zd,,-2-W- V uV" M-41l(�il(, E-Mail: boU R�M-Pr i ��qvk b i LOMA Property Na Phone �Y�1 f Ctf�Lt.3 t-A-L4 So C4 A7GS , � ,Mpm calls-rcc.. Owner Mailing Address Email G % S- WAS ST- 5v,95 Z1 O City',E p TT �� � I State zip ./lr►t 1 1 l_.1� ' Contractor NamenAI W1,),A�4 & LPt !� Phone Mailing Address Email AI t 000 � Jho nCcs � l l D �� W1 PFr �co�f�i , c c�'� Cit A i State �A Zi q I J Contractor License # ,A ` f � � Expiration: Project Value: UV� Zoning: Tax Parcel # Lot# $ q 0) m - Type of Residential ❑ Commercial Q Industrial ❑ Public ❑ Permit Demolition ❑ Fire ❑ Repair ❑ Reroof(tear off/lay over) ❑ For the following, fill out both pages of permit application: New Construction ❑ Remodel ❑ Addition ❑ Tenant Improvement Mechanical ❑ Plumbing ❑ Other ❑ Existing Fire Sprinkler System? Maximum height of structure Proposed Bedrooms Proposed Bathrooms Yes No ❑ , ,' p Project 7� L L. � � � Description I have read and completed the application and know it to be true and correct. I am authorized to apply for this permit. I understand that it is my responsibility to determine what permits are required and to obtain permits prior to working on,projects. I understand that the plan review fee is not refundable after plan review has occurred. I understand that I will forfeit the review fee if I cancel or withdraw the application before the permit is issued. I understand that if the permit is not issued within 180 days of receipt,the application will be considered abandoned and the fees forfeit. Date Print Name '^ Signature I Residential Structures For Office Use Area Description (SQ FT) Existing Proposed $$value Basement First Floor Second Floor Covered Deck/Pore/Entry Deck Garage Carport Other(describe) Area Totals Commercial Structures For Office Use Area Descriptions (SQ FT) Existing Proposed $$Value Existing Structure (s) z��� Proposed Addition r r� Tenant Improvement? Other work(describe) Area Totals s Lot/Site Coverage Calculations Footprint(SQ FT) of all Structures: Lot Size: %Lot Coverage SQ FT Site coverage (all impervious+ %Site Coverage structures Mechanical Fixtures Indicate how many of each type of fixture to be installed or relocated as part of this project. Air Handler Size: # Haz/Non-Haz Piping #of Outlets: # ---Heater(Suspended;F'Ioor,Rece�wall)--# - Boiler/Compressor Size: # Heating/Cooling appliance # repair/alt ration Evaporative Cooler(attached,not ' # Pellet Stove/Wood-burning/Gas # portable) Fireplace/Gas Stove Gas Cook Stove Misc. Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # Furnace/Heat Pump/ Size: # Ventilation System # r Forced Air Unit f Plumbing Fixtures Indicate how many of each type of fixture to be installed or relocated Plumbing Traps # Fuel gas piping #of Outlets: Water Heater # ' Medical gas piping #of Outlets: Water Line # Vent piping # Sewer Line # Industrial waste pretreatment # interceptor Other describe): T:\BUILDING\APPLICATION FORMS\BUILDING PERMIT 081212.DOCX 111121.5'5' 168.8' 72.6' 37 .4'CHI 5.0' h ---- -------- n. ...... w :g;,PhL2', TENANT MPROVEMEN U) 0 STAR VIE Mt RITE-AID 24550 SFT JO-ANN FABRI S < r 31 co A } OCCUPANCY,,R REQUIREMENTS-=Ull-tl 1-111- 'A" 6*o, F.T/ OCCUPANCY,,t LOAD REQUIREMENTS 60 %MiPANT TENANT'S PAC U,(ROM )A':"2,8000 SQ FTAREA OF WORK TENANT OCCUPANCY tMAX,10AID;'1466 PERSONS ,, " �, 0 ClION P B LL DOU13LE CONSTRUCTION K VALVE W CONC PAD 20' WMTER41RE LINE EASEMENT— — REC. NO. 703597, ONE WAY NEW COVERED DOCK(184 SOFA -- --------- -- ----- DOWNSPOUT, TIE INTO RELOCATE (E) CLEANOUT DS I �(I 12 MAX) EXISTING CATCH BASIN 0 E A RELO, �N FIRE 87-40-37 W E PA 7 FIN G 24 15 21.3' 90 01 5 23 20 1081 I Permit DIBBLE ENGINEERS, INC. Comments Professional Structural Engineering Services Response City of Port Angeles Attn: Jim Lierly,Building Inspector/Plan Review 321E 5th Street, Fft Port Angeles,WA 98362 fit RECEIVED. March 1,2013 DEI Project: 12-013/301 MAR g ?09 CITY OF PORT ANGELES Re: Port Angeles Plaza(Big Lots Addition)—Permit Comments Response BUILDING DIVISION 1940 E 1St Street,Suite 130 Port Angeles, A 8362 9 0 S es W 9 > g � Dear Mr.Lierly: This letter is intended to address comments raised on behalf of the City of Port Angeles,and dated February 25th. Our responses follow,below: 1. A 3rd party special inspector will be provided per chapter 17 of the 2009 IBC. 2. Before carrying out any demolition,ORCCA will be contacted for the identification of asbestos, lead paint,or other items that may be covered under the clean air act and any other applicable safety standards. 3. A waste water treatment questionnaire will be provided. 4. Special inspection field reports will be emailed directly to Jim Lierly at jlierly_kcityofpa.us 5. The contractor will be Meridian Builders. Contact info and license number is included in the CONTACT INFO section of sheet S 1.0. Site: 1. The proposed addition encroaching over the existing 20'water-fire line easement rec.#703597 was discussed with the city in order to maximize square footage. City informed DEI that if a double-check valve was installed(as noted on initial permit submittal set)the water-fire line maintenance responsibility would transfer to the site owner and the easement would be null and void. The minimum 20'-0"clearance for the city fire department would then be limit setback for the addition. 2. Runoff leavingthe site i unlikely C s ike due toatch basins in the area of work will be Y protected with filter fabric. 3. Additional bollards have been added to protect the building from impact from adjacent dock traffic. They are called out on sheet S-2.1. 1029 Market Street Page I of 3 P.425-828-4200 Kirkland, WA 98033 F. 425-827-6131 .Y Permit DIBBLE ENGINEERS, INC. Comments Professional Structural Engineering Services Response Foundation: 1. A dmil vapor barrier will be used for under slab moisture control,and is shown in detail 1/S4.0. 2. The footing details reference the callouts along gridline U of sheet 52.1. Structural: 1. The plans and calculations have been revised to reflect a roof snow load of 25psf. 2. The plans and calculations have been revised to reflect a design wind speed of 100 mph and exposure category C. Plumbing,Mechanical: Plumbing and mechanical comments will be responded to in a separate letter. ADA,ANSI. 117,Doors,Hardware and Glazing: 1. Water fountains meet 2009 IBC/ANSI standards as shown.A 30"x 42"forward approach clearance is met in the 48"W x 18"D alcove shown on sheet A-1.1.Elkay ADA-compliant fountain EZSTLBLC knee and toe clearance is shown in detail#10/A-1.1. 2. Doors that are not automatic shall have accessible features and hardware per 2009 IBC and ANSI.117. A plan note has been added to sheet A-1 to this effect. 3. All doors and window safety glazing shall meet the 2009 IBC standards. Plan notes have been added to sheet A-1 clarifying the glazing requirements under IBC chapter 24 and Washington State Safety Glass Law. 4. NABCO GT1175 sliding glass entrance doors type(1)and(2)are full open breakout doors as noted.Additional exterior exiting doors have hardware group as noted which include Von Duprin guard-x 2670 panic hardware. 5. No flush bolts are proposed 6. Tactile signs shall be installed per 2009 IBC,and ANSI 117. A plan note has been added to sheet A-2 to this effect. Interior Finishes,Fire Related: 1. All interior finishes shall meet the 2009 IBC flame spread and smoke development minimum standards. A plan note has been added to sheet A-2 to this effect 1029 Market Street Page 2 of 3 P. 425-828-4200 Kirkland, WA 98033 F. 425-827-6131 Permit DIBBLE ENGINEERS, INC. Comments Professional Structural Engineering Services Response 2. The building is single story and contains no floor/ceiling assemblies. 113C section 717.3 "Draftstopping in floors" does not apply. No IBC chapter 2 attic is provided.IBC section 717.4 "Draftstopping in attics"does not apply. 3. Drop ceiling shall be per code and have seismic restraints. A plan note has been added to this effect. 4. Restroom finishes are noted as Azrock VCT flooring,Armstrong 4"vinyl base,and floor-to- ceiling FRP on walls. See Room Finish Schedule Sheet A-1.1. Please contact us with any questions or clarifications. Sincerely, PAI WUIPV DIBBLE ENGINEERS,INC. John Mayfield,EIT Project Engineer 1029 Market Street Page 3 of 3 P. 425-828-4200 Kirkland, WA 98033 F. 425-827-6131 DIBBLE ENGINEERS, INC. Transmittal Professional Structural Engineering Services DATE: March 5, 2013 JOB #: 12-013 ATTENTION: Jim FAX#: COMPANY: City of Port Angeles #PAGES incl. cover.- ADDRESS: over:ADDRESS: 321 E 5th Street Port Angeles, WA 98362 FROM: Robb Dibble, P.E. PROJECT: Port Angeles Plaza—Big Lots TI VIA: ❑Fax ❑Courier ❑Mail ®OINFedEx ENCLOSURES: ❑ Attached ❑ Under Separate Cover ® Drawings ❑ Computer Disk ❑ Prints ❑ Preliminary ❑ Copy of Letter ❑ Change Order ❑ Originals ❑ Field Report ❑ Contract ® Calculations ❑ Confirmation ❑ Specifications ❑ Other Copies Date Description 2 03-05-13 Structural Drawings Wet Signed for Permit 2 03-05-13 Architectural Drawings 1 03-05-13 Structural Calculations Wet Signed for Permit 1 03-05-13 Permit Comment Response Letter TRANSMITTED: as checked below ❑ For Approval ❑ Reviewed As Submitted ❑ Resubmit Copies For Review ❑ For Your Use ❑ Reviewed As Noted ❑ Submit_Copies For Distribution ❑ As Requested ❑ Returned For Corrections ❑ Return Corrected Prints ❑ For Review&Comment: ❑ For Bids Due: ❑ Prints Returned After Loan to Us REMARKS: Please contact us with any questions or clarifications COPY TO: Robb Dibble, P.E., File SIGNED: John Mayfield, E.I.T. If enclosures are not as noted, kindly note us at once. 1029 Market Street Page I of I P. 425-828-4200 Kirkland, WA 98033 F. 425-827-6131 BU i! Ems__ ,u 3 qoc/ February 29, 2013 SVC--) To: Jim Lierly; Community & Economic Development Department FJ� Re: Response to permit review comments 1. Krazan & Associates Inc. 1230 Finn Hill Rd NW, Suite A Poulsbo WA 98370 Office 360-598-2126 Fax 360-598-2127 2. Good Faith Survey completed. ORCAA permit received January 22, 2013. 3. Contacted Jeff Young. He directed us to Ken Loghry. Ken Loghry said if we didn't have any industrial waste water and weren't doing any cooking, then he didn't know why we'd need to complete the forms. 4. We will inform Krazan &Associates of this requirement. 5. General Contractor: MERIDIAN BUILDERS INC. 6869 WOODLAWN AVE NE SUITE 110 SEATTLE, WA 98115 MERIDBI92ONK SITE 1. Will coordinate with PW. 2. Will coordinate with PW. 3. Will coordinate with tenants and bollards will be installed. FOUNDATION 1. 6 mil vapor barrier will be installed under the slab. 2. Please see revised structural drawings attached. 6869 WOODLAWN AVE NE, SUITE 110, SEATTLE, WA 98115 206-686-4880 206-686-4770 FAX STRUCTURAL 1. Please see revised structural drawings attached. 2. Please see revised structural drawings attached. PLUMBING 1. All under slab pluming piping shall be bedded in sand per 209 UPC. 2. All seismic supports shall meet current codes and their reference for safety as per the standards outlined in the 2009 UPC, IBC. 3. All conveyance piping shall be labeled with directional indicators per code. 4. All back flow shall be inspected and tested. 5. All fixtures shall meet ADA accessibility requirements per code. MECHANICAL 1. Energy calcs and lighting control shall be per 2009 WSEC. 2. All seismic supports shall be per.2009 IMC and its reference. 3. All ducting in a rated wall shall be installed and verified to meet 2009 IBC. 4. All air handlers with a CFM value of greater than 2,000 CFM shall be equipped with a smoke detector that will shut down the unit if there is any smoke. ADA, ANSI. 117, DOORS, HARDWARE AND GLAZING 1. Water fountain will meet 2009 IBC/ANSI 117 ADA standards. 2. All non-automatic doors shall have accessible features and hardware per 2009 IBC and ANSI 117. 3. All safety glazing shall meet 2009 IBC. 4. All exit doors shall have panic hardware. 5. No flush bolts will be installed at any exit door. N 6. Tactile signs shall be installed per 2009 IBC, ANSI 117. a 6869 WOODLAWN AVE NE,SUITE 1 10,SEATTLE, WA 98115 206-686-4880 206-686-4770 FAX (INTERIOR FINISHES, FIRE RELATED 1. The interior shall meet 2009 IBC for flame spread and smoke development. 2. Draft stops shall be installed above the suspended ceiling if the ceiling tiles are to be replaced. 3. Suspended ceiling shall be per code and have seismic restraints. 4. Restroom floors shall be of a smooth non-absorbent material. Please let us know if you need any additional information. Sincerel , MERIDI NsBUILDERS INC. Robert McCu ou h m v ti 6869 WOODLAWN AVE NE, SUITE 110, SEATTLE, WA 98115 206-686-4880 206-686-4770 FAX '1 0,RF)T • AP NGELES PI A— W A S H [ N G T O N, U. S. A. COMMUNITY & ECONOMIC DEVELOPMENT DEPARTMENT DATE: February 25, 2013 T O: Bob Mc Cullought \ FROM: Jim Lierly; Community&Economic Development Department S U B J E C T: Port Angeles Plaza(Big Lots) addition, 1940 E 1 S` street Ste 130 Listed below are items that will need to be addressed for the expansion. Items on the list may be covered in your plans and they may have been over looked in review process or additional information and clarification may be required to complete the review process. Some items may be allowed to be provided when the permit is ready to be issued. 1 . A 3rd party special inspector will be required per chapter 17 of 2009 IBC. Please fill out and provide the credentials for the person or company that you choose for your project. This will include concrete, masonry, steel, welding, high strength bolt tensioning suspended ceiling grid. 2. Before any demolition may be carried out. Contact ORCCA for the identification of asbestos, lead paint or other items that may need to be covered under the clean air act and any other safety standards that may apply. 3. A Waste water treatment disposal questionnaire will be required to be filled out. Please contact Jeff Young at 360-417-4845 or email jyoung@cityofpa.us 4. Special inspection field reports shall be emailed directly to JlierlyCcucityofpa.u.s 5. Contractor shall be identified and verified with L&I before permit can be issued. Site 1 . Verify PW easement, plans appear to be encroaching with in designated area. 2. Any disturbance of soil may require erosion and sediment control BMP's per PW department. 3. Verify that the new warehouse and dock does not interfere with existing dock for traffic related issues. Bollards (impact protection) shall be required to protect building from adjacent dock traffic. Foundation 1 It was not clear if a vapor barrier (6mil poly typ.) will be used for under slab moister control or not, please clarify? 2 Footing detail calls out "AS per plan" Please clarify this for review. Structural 1 . It was noted on the plans that the snow load is 20lbs snow load. This needs to be 25 lbs roof load and that does not include drift. We are in a case study area and this is the standard for our location. 2. Wind speed for design is 100 mph category C Plans indicate 85mph and category B. Plumbing: 1 . All under slab plumbing piping shall be bedded in sand or sleeved per 2009 UPC 2. All seismic supports shall meet current codes and their reference for safety as per the standards outlined in the 2009 UPC, IBC. 3. All conveyance piping shall be labeled with directional indicators per code. 4. All back flow shall be inspected and tested, Please contact Ron Becker at 360-417-4886 or rbeckerLc�cityofpa.us 5 . All finish fixtures shall meet ADA accessibility requirements per code. Mechanical 1. Energy calcs and lighting control shall be per 2009 WSEC (MEC CHECK OR OTHER APPROVED BY WSU) 2. All seismic supports shall be per 2009 IMC and its reference. 3. Any ducting included to but not limited any penetrations in a rated wall or fire barrier shall be sealed by an approved method in the 2009 IBC for fire stop products, Please verify method and provide application data upon deconstructive testing by the City of Port Angeles. This will include fire dampers. 4. Any air handler CFM value at 2000 CFM's or greater shall be supplied with a smoke detector that is interconnected with the unit. It shall be required to shut the unit off during any detection of smoke. ADA, ANSI. 117, doors, hardware and glazing 1 . Water fountain to meet ADA standard. 2009 IBC / ANSI 117 2. Doors that are not automatic shall have accessible features and hardware per 2009 IBC and ANSI 117. 3. All doors and window safety glazing shall meet the 2009 IBC standards. " 4. Exiting doors shall have approved panic hardware. 5 . No flush bolts shall be installed per code. 6. Tactile signs shall be installed as per 2009 IBC, ANSI 117. Interior finishes, Fire related 1 . All interior shall meet the 2009 IBC for flame spread and smoke development minimum standards. 2. All draft stops shall be per code in floor/ceiling lk S.F. w/o sprinkler and 3K S.F. W sprinkler. 3. Drop ceiling shall be per code and have seismic restraints. Supply data on system used for verification of attachments and wall tract size or other approved systems. 4. All restrooms shall be of smooth non absorbent material per code. If there is any conflict between the reviewed construction plans and the City of Port Angeles adopted codes, the adopted codes shall prevail regardless of what the plans or specifications indicate. Items on plans do not always reflect construction issues that arise in the field. If you have any questions please feel free to contact me. Jim Lierly City of Port Angeles Building Inspector/Plan review 360-808-0534 jlierly@cityofpa.us 2� �* 21 �X 4027' �'6'/n�h�q �, j' 16 1A sb�St r 15P ' 5 1'St-'st Cementar -` 1� 2001 #zrPX O - 2 o � Wi 1'v � a6 • O' �pCh�� � � � •�z21-?" - r410AC u 13 N Hwy 101 N 4"PVCJ-40 1908 3 2 Inch PVCo' ��N "", sra 8P SEC.CAB -i C-,J 120/240v a�. u 3 4/04LCN 4„PVl - ' VOLUME � . - - "34 C]SHOE STORE 3 s --- -- ,. SIGN• T s 6 F 40 1-s'PVC 1936 SIGN (VAC 4P 28 `` ►�. i 150 3F 16 3F 0 ��� �-BOX 120/208v °:.1-BOX 120/208v 396 - i 29 BJ 1-Box 75 25 W/FEED14 7_8 -THRU 'W/3-LBC 4,3-LBC-3 W/FEED-THRU 7 . ®...-....,_., 112 8 12� 3-#2AL 3"PVC 140 17 `` 0 3-#2AL 3"PVC J-50 J-51 18 4 5 J-52 n 7 2)2s 112 1PJ_49 _ 100A c/o 112 P.U.D. 100A c/o 112 • f 32 ,._. _-_, __-- ._� _---. .-• 112 z P.A. PLAZA ASSOCIATES 150 12 277/480v c/O WM.T. LAVENDER U Qv ` 1910 FAIRVIEW AVE. E. 120/208v V '£ o> 18 _ 3F SEATTLE,WA.9810226 3F 120/208v 7! 112 112 M� 1940 500 500 19 3F Qi 4 500 Z�!i ° 0/208 18 z ■ f ■ ■ ���� 0 225Q� O. 3-1/0 ALCN , _533PVC 5 �� 73-#2AL 3"PVC HANDHOLE342AL 3"PV 3 •'• 14 CD �>m ■ c. LO 6 # 10"WATERLINE COMMON IN TRENCH Q o°o 3 1/d'AZCN 3"PVC 638 t 2 15 J-2 $ ( �' 300 L c 120/208 4 m r 4 . PARKED F J U HL IV "Nva 4W M 3,71 (WS 7476 F)S -159 S-37 a 3��c�Fti 110 >�+� LOOA c/o 600A 1 � 140 F 100K S&C 3 C-74 N.C. 3-100A c/o (ON U.G.) F 3-140K i 112.5' i jo 168.8' 7 . 3 7.4 3a2 6' 59.7— — —.� -__- - -. ___... .. _..... . - _ --- -------------- _- - -------- ...... . i > I I L_ I t s i I � 9y - a y,,�'` �sar r ate✓ y,r �i S j LL W £ - Y i IMPROVEMENT I I c_) we (BIG LOTS!) I I p p 1. � vr � �g — STAR VID y �455� SQFTSYw o RITE-AID I a s o x L $a JO-ANN FABRI S y/ I I OCCUPANCY REQUIREMENTS t, V f:�-------I-- - 's ' �'.Ia' - I OCCUPANCY CLASS �M i . MERCANTILE 7 f ' c s a - df, III ; t aOCCUPANCY;LOAD REQUIREMENTS X60 SQFT/OCCUPANT I F Y ' AREA OF WORKTENANT SPACE (BOMA) 28000 SQFT ------_ KFfi� TENANT OCCUPANCY MAX LOAD 466 PERSONS ILL uB� CONSTRUCTIONTYPE K VALVE _ y t NEW CONC PAD 1 20 WATER-FIRE REC. N0, 703597, EASEMENT ONE WAY NEW COVERED DOCK(184SQFl) o L.. ' DS _______ ------- __-__ — DOWNSPOUT, TIE INTO vc_7 1 - --�- ~ RELOCATE E) CLEANOUT — 12 MA — : EXISTING CATCH BASIN I 1 O RELOC, '37" w — — E r P.AVP G o FIRE F LJ CD — — 24 - N 15 21.3' 90.5' 20 01 23 18 r-y g DIBBLE ENGINEERS � 1 M.� Rec IV MAR 6 ?013 Q ofp ORT BWILDING D1V S10 CES N BIG LOTS TENANT IMPROVEMENT 2�.. STRUCTURAL CALCULATIONS PORT ANGELES, WA PREPARED FOR: Port Angeles Plaza g aAssociates 650 South Orcas Street, Suite 210 #ry Seattle, WA 98108 WAS 4 r � �o h� �•s va 2 C� +�Y 37445 1� Structural Calculations ' Project#: 12-013/301 Prepared by ' Dibble Engineers, Inc. March 1, 2013 Ma_ • at DIBBLE ENGINEERS, INC. BIG LOTS TENANT IMPROVEMENT STRUCTURAL CALCULATIONS PORT ANGELES, WA TABLE OF CONTENTS ' Section Number ' DESIGN CRITERIA 1 ' GRAVITY CALCULATIONS 2 ' LATERAL CALCULATIONS 3 ' DIBBLE ENGINEERS, INC. ' BIG LOTS TENANT IMPROVEMENT ' STRUCTURAL CALCULATIONS ' PORT ANGELES, WA ` SECTION 1 DESIGN CRITERIA Dibble Engineers, Inc. -Design Criteria Worksheet .lob Name: Port Angeles Plaza-Big Lots Tl -.............................................................................................................................................. ' Project#: 12-013 ..................................................................................................................-....-..........-................................................................_.........................................................._....-................-....................................................................................... Location:......................................................................................_1.940 East 1st Street,..........................Port Angeles,WA 98362........................................................................................................_............................................. Building Code: 2009 IBC Permitting Authority ........................................................................................................................................................._..........................._......................................................................................................................................................... ' ......................................................_Port.An.ales,..WA... ................................................................................................................................................................................................. ' Gravity Desian Loads: Roof Dead Load 15 psf ............................................................................................................... Roof Live Load 20 psf (/ ................................................. ........... _....... -..................................... ..D ..... Floor Dead.Load............................................................... 15 psf .. .Floor Live Load.................................................................. 4o psf Foundation: DSoil Bearing Press(assumed) F 1500 psf Snow: Roof S..now.. Load............................................................... 25 V ..... Importance Factor Is 1 ................................................................................................................ Snow Exposure Ce 1.00 Thermal Factor.C............................................................ 1.00 Lateral Wind: ' Basic Wind S eed V 3-sec ust 100 mph ...........................P......................................9..........?............. ..Exposure Cate9°.rY....................................................... Importance Factor Iw 1.00 ..................................................................................... Topog Tp ..h ....................................................... 1.12 Lateral Seismic: Site Class(Assumed) D / ................................................................................................................. V// .S.......................................................................................................... 1.205 g S, 0.547 g .................................................................................................................. Fa 1.02 Interpolated F„ 1.50 Interpolated SDS.................................................................................................... 0.818 ................................................................................................................. SDS 0.547 II Table 1604.5 ....................................................................................................... Importance Factor I Importance Cate3ory....................... Seismic Use Group 1 Section 1616.2 ......... .. ......... e .......................... 1.00 .................................................................................................................. Seismic Design Cat: D Tables 1616.3(1)&1616.3(2) ' Analysis Procedure Equivalent Lateral Force ' DIBBLE ENGINEERS, INC. BIG LOTS TENANT IMPROVEMENT ' STRUCTURAL CALCULATIONS ' PORT ANGELES, WA SECTION 2 GRAVITY CALCULATIONS ' Project No. Sheet No. DIBBLEENGINEERS, INC. 12 - 013 I Project Date Poer JMGEL�Es 0) - Z& - [3 Subject C By J G M L.OR�S; ' S m o v,/= ZQ I's T�a 15 psi -D + ZSP,r S: Z tIo ps, G�tttK- J--JL- : I- ' �A��,✓ Zl v6ic q►c, ' ��.�e✓ = L Z� p 6� of. Zz„ TJ (��eGK GLti` AY-F- GaVI✓e uCv G� UPV-4-ftn PF-Pt-rCrI0rr GAw-1 I.-LViiILCp aC/}/� EmPS , Drr-(�7- 0 h I Co N LCC- MI MC, C rcE/HZ, 7-A-T10d A-RE. L(►✓l SO RE `rFIC BF-M O.PTIDYI, (SEC LA-1-CI CA-L CS ) ' Project No. Sheet No. DIBBLEENGINEERS, INC. 1 Z , o 13 z Project Date �S Subject C F-�\/ITV By G M ©o Fro P u nrr k CI 171 r1 a N AD12rN6 RIA 4-a.oVE C C)%,-/MMS ' A6SvMr STIZ1HCI-V& T?-A"ISFr�14 LoA-17 TO Gt- U N l 1"I I 5 I►7 I% or- C A 1.v/vl" G�IGCIL G>«� PLS GL13J 6-i31 ; 141PS (E,1167-IhlG) fi V P.f CHr;V RTI/) 7. 3 30. k6 K-p, gY I NS PCCTInH J' QI mr,, L- evas v,i,L N.mr Q t- S N Et Q.- GOV i(l lel f 17 , 4+1 p loll 1,,L j-1/� X115. SI-ItA-CL CA-P/rCttq 10 SVPPo9ZT- THF HCL✓ 'i7+Us, ' DIBBLEENGINEERS, INC. Project ect No. Sheet No., 3 Project n Date PPo Q 1 A-7-A- Lt,r-S () I-Z(9 — SubjectCBy LM t VE51"l vLr' = I© ps F Li v� = Zo p s( (A-S Qoo r- o�- �✓� ped (zz ,ti W.0 fd/F CRS�vo15 lb" o%) M 0:Zy �, Pr aco ' � 6656 �s� -•-,y \/41-.-/ Cl 4, = 6 1 Cl 7, r t ,�..Q ►-�c I-I LT�`V�.IL L = L p- ' W psf ` � P, /``\ _ `f7470 1. 71 ((3 3,3 Kc• —I�, Lt < IH pF zt Z (Ge = I. IS LI O K•pf O I� i H�FLGLQ i L/ I u 1 _ �i1LLaV/ " 3'02 ' Dibble Engineers, Inc. Project No.: 12-013 Sheet No.: Project: Port Angeles Plaza-Big Lots Date: 1/26/2013 Subject: Vestibule Header Corner Posts By: JCM ' Timber Column Design Strength Note:Only edit shaded cells-Check all shaded cells Spreadsheet by JCM ' Codes Used: 2005 NDS and Supplement (ASD Methods) Dimensions: le,1= 12 ft (effective unbraced length in direction 1-See NDS Apppendix G for Ke factor) ' 1e,2= 1 ft (effective unbraced length in direction 2-See NDS Apppendix G for Ke factor) dt= 5.5 in (section dimension in direction 1) d2= 5.5 in (section dimension in direction 2) (le/d)m.= 26.18 ' Material Properties: Douglas Fir Larch(North)-NoAlNo.2 Material Override Fc= 1,400 psi (NDS Table 4A) E_ Emin= 580,000 psi (NDS Table 4A) Emin= Factors. Value Condition Co= 1.00 Floor Live Load (Attached Table) Cp CM(Emin)= 1.00 Dry (NDS Table 4A) Load Duration Factor Cm(Fc)= 1.00 (NDS Table 4A) Condition Value Ct(Emin)= 1.00 T<_100°F (NDS Table 2.3.3) Dead Load 0.9 Ct(Fc))= 1.00 (NDS Table 2.3.3) Floor Live Load 1.0 ' CF(Fc)= 1.10 5"or 6"Depth,(No 1,2,3 or SS) (NDS Table 4A) Snow Load 1.15 CP= - (See Below) (NDS Section 3.7) Roof Live Load 1.25 Ci(Emin)= 1.00 Not Incised (NDS Table 4.3.8) Wind or Seismic 1.6 ' Ci(Fc)= 1.00 (NDS Table 4.3.8) Impact Load 2.0 CT= 1.00 Not a Truss Compression Chord (NDS Section 4.4.2) ' Calculations: Emin= 580,000 psi Em;n *CM *Ct *CT*Ci FcE= 696 psi 0.822*E'mi„/(1e/d)2 F*c= 1540 psi Fc *Co *CM *Ct *CF *Ci C= 0.80 (For Sawn Lumber per NDS Section 3.7) a= 0.45 F"E/F c b= 0.91 (1+a)/(2c) CP= 0.40 b--�(b`-a/c) F'c= 614 psi F-c *CP ' PALrow= 18575.29 lbs F'c*dt *d2 ' Project No. Sheet No. DIBBLEENGINEERS, INC. l z _Q)s S Project Date ' PQ P-I- A k C I, IT s Ql- Subject By ' � G.M v 64 P I-OA- .)sCAS Wsr"lla) CA 19 JL)+S7--S E 40 315 Zz I x 6 HF r- 12-5 Poo b G e S �✓.��Y = X35 Psi 7. 5 is = 2-63 ' S. SS Q. 3 9S ' EJ13" - H71. 3 I;of 3 r l 0. L cocs r1r- 6°R(, \,tA-L,- ; w z 3S p,(- TR r6 - HO psf u- DIBBLEENGINEERS, INC. Project No. Sheet No.rZ -o ' ProjectDate po a-r �wcr yrs 131E Lol--( T: 1, 0 2—o c Subject G iZA-�,T-Y By J G R ES TknAM . i Lo,h(Csrr- Frz+/tigG DL 10 LL. = Zn ps( ' ToTtV = 30p5lf 2.a F-4- Ar 1/= l,-.n f ?x to tZ " �l� ���F2 (Gr i.► s co = �.,s� 14,p OIL Lo✓ ' l.;fit l k'N3 1) -` � Lf o� L V 300 7. 2 1vJ = 22,LU- a V Y 2,16 C r _ 776�iz i oN t Projecct . Sheet No. DIBBLEENGINEERS, INC. i Project Date Pe 12 T- L,fSpL-A,7-fi p Z -w 9- 13 Subject 'Y By li^� 1 P►G A-c- L C►�6 �Q P'I 2 x 6 %✓/' S/ e L 1.o ,/ l Z 0 I go t,T- 1 ZPt- c7T P-a h G Ir g- L p PT Z,X 6 v S�8 !� T-I i i _ 2 Q I G/ 130t, r 230Fa- i G��LG►C LL,IJGE S . iV b 9 Psi ' Fr = l ffo VSG 1"4'P►c /r i ©FFIC III U 3 p ��- i 1 ►` G%ST(�-ems i i i i 1 1 U� RED-U~ TRUSS ALLOWABLE UNIFORM LOAD TABLE (PLF) / `" A- ~~ CHORD For economical truss uvwon see page a Depth 291 341 1329 393 376 421 1370 427 338 388 328 352 324 357 307 354 296 338 291 333 1275 315 262 304 1264 305 244 280 kl�, 200 370 1237 429 300 460 1343 460 422 392 389 375 371 357 343 329 328 304 266 306 301 351 284 390 1343 396 335 380 329 353 304 350 311 351 311 336 283 310 266 307 261 298 1 257 292 240 277 154 332 190 382 217 415 258 423 298 414 381 385 368 347 335 322 307 305 301 220 250 200 2i-9 228 330 270 353 301 365 322 362 302 344 278 308 276 315 276 303 261 289 258 280 252 280 235 268 108 374 340 345 304 315 303 287 304 273 139 313 173 359 206 377 239 381 265 392 184 212 171 245 184 277 207 305 226 332 268 327 290 318 271 311 284 312 259 290 257 279 259 260 234 264 236 256 83 229 108 266 134 299 159 323 194 341 214 349 239 353 249 336 267 323 315 305 284 289 275 rT'J 158 171 142 204 160 228 177 260 200 289 220 303 260 309 260 305 263 287 238 279 236 259 241 258 224 256 224 238 22' 65 192 84 217 108 252 130 283 150 314 181 307 200 321 207 325 228 316 301 282 281 278 259 133 152 133 178 143 201 157 221 172 247 185 269 202 287 219 288 253 291 243 287 222 272 227 261 218 234 213 246 52 167 67 189 87 215 101 241 121 267 139 291 164 294 182 298 190 302 210 296 281 284 271 252 105 131 113 151 129 173 136 190 151 214 166 235 177 250 195 270 237 272 237 272 228 266 222 256 222 255 212 232 42 135 55 160 69 188 1 84 210 99 233 1 118 255 136 270 154 275 164 276 178 272 1 195 276 214 278 1 266 250 1 85 108 109 132 118 149 125 163 136 181 151 199 163 219 177 233 214 253 220 253 220 253 218 251 1 111 231 211 232 281 i" 34 108 44 141 56 158 68 181 84 196 98 220 115 240 130 248 139 257 158 257 169 254 184 255 193 249 232 -4 0 90 92 114 108 130 121 145 127 158 140 173 152 191 164 208 172 219 200 237 206 236 204 236 206 219 205 218 90 37 121 46 140 56 155 68 175 81 192 94 209 108 226 122 238 132 241 146 242 160 239 174 231 185 219 75 76 100 '71'1142 127 155 139 169 151 184 197 207 193 222 193 211 193 203 95 113 107 128 L 158 170 212 180 75 31 101 39 124 48 140 58 155 68 170 79 184 90 199 100 214 114 225 125 217 137 222 151 215 162 207 44' 59 84 81 101 99 114 105 126 120 138 127 151 137 162 147 174 157 187 165 199 181 208 182 200 182 190 59 84 33 110 1 41 124 49 136 1 57 150 66 164 76 176 87 186 97 204 107 210 118 208 130 200 143 190 55 72 87 83 98 97 108 107 119 114 128 123 138 132 150 140 156 151 171 161 180 172 187 172 179 36" 55 72 93 35 102 42 115 49 128 57 140 66 151 76 163 84 174 92 185 103 195 114 188 124 179 47 62 78 75 86 85 97 92 106 97 116 118 116 115 134 127 144 136 152 144 163 152 162 163 171 47 62 80 31 11 31 104 42 114 49 126 17 131 64 147 72 157 82 167 91 177 98 180 109 172 40 52 69 79 79 87 81 96 94 102 99 113 109 122 117 130 125 139 129 146 140 153 148 162 4 95 37 64 141 1 71 150 79 160 1 iL!,l 41 52 69 86 31 102 43 114 49 122 56 132 _ a7 164 95 162 4,2— 35 46 59 70 79 79 87 85 95 92 102 99 108 107 117 114 125 121 133 ITIF 133 147 35 47 60 1 10 86 1 32 92 37 103 43 111 49 120 55 128 12 136 69 145 77 113 83 151 31 39 52 65 71 80 77 85 78 92 90 98 96 107 101 114 109 121 116 129 a4l 131 IT' ; 31 39 52 65 74 82 33 94 38 100 43 109 48 117 55 125 61 133 67 140 74 139 t4Jr 36 45 57 66 73 79 76 84 82 92 86 98 93 105 99 112 105 118 112 124 36 45 57 69 79 86 34 93 38 100 43 106 49 114 54 121 60 128 66 131 40 51 61 67 73 70 79 73 84 81 90 86 96 91 102 96 108 103 113 41 51 62 70 79 1 30 86 34 92 38 98 1 43 105 49 110 1 54 118 59 124 36 45 55 59 65 72 69 78 71 83 80 89 85 94 90 100 95 105 36 45 55 66 73 79 30 85 34 90 38 96 43 103 48 108 52 115 52' 39 49 57 62 66 72 70 77 74 82 74 87 83 88 88 97 1 39 49 59 63 73 78 31 84 34 89 38 95 43 100 47 106 36 44 51 55 62 65 67 69 76 73 81 75 86 82 90 54 37 47 54 60 62 68 69 68 76 72 81 76 82 37 47 56 65 65 74 78 31 84 35 88 38 93 1 36 43 49 55 57 60 68 68 67 77 71 82 18. 36 43 49 58 62 68 75 79 32 80 35 88 60' 39 46 50 55 60 64 67 72 66 75 ~~ See pages 4 and nfor available depths and profiles.For depths and profiles not shown,contact your RedBuilt'technical representative for assistance. ^ Red numbers refer*1mmTotal Load(TL). N� General Notes � Values shown are for demonstration ofmaximum allowable load n Straight line interpolations may homade between depths and spans. capacities based onthe following assumptions: a Values inshaded areas may be increased for repetitive-member use asfollows: — Simple span,uniformly loaded conditions,with provisions for positive 7%fodB_eL-L_Ljumuue6mand 4%for8ud-[T2 truss series. drainage 0412slope minimum)inroof applications. m Hold italic values are controlled Lwminimum concentrated load analysis of — Span indicates distance from inside face minside face ofbearing. 2.000lbs.Higher loads are possible where minimum concentrated load — Top chord no-notch bearing clips with 13/4"homin0Highorm|uoomaybo ' analysis ionot required bycode.Contact your RoUOu|K~technical possible with other types ofbearing clips. representative for assistance. General Notes continued on page/ ............... 1 I. O" 1 01 (tot) tmi.2a4 toh we. Zn7 �8 u r000FIVA%v It 7� F 1 _ e I il3 ! i '�p I---�- '�' —.'r-�---'T- .'—•--t�'—T-' I I r I. 1 _ i I _ , 1 _I� J. � I I J .'r 1. I I 481'-9 2. 34'/ti G6i I n a rt b Ea I (o x3,3 GL. yup.., 014'K34%L A �I ' I I I --- -- - - - 1 i 1 , - I I 77-- p G5 AT /4x27 GL 0 AT 8/°x81It.,'GG- �, TU of IPA I j [' I VL a I I I I IoN 6N, 1 (n '9y CONT qo YEyF�IFy hpG`G19 AV ID QEA�NG i z No f�• b TI 01 Ihl 750 , V I 1 � I O 11'•g" 8''/4 x98'G! c °P�c. 11�8° U"I EA 8''/4x2 4 V,44A7 iL LZ 1. 1 j I �IAI71 . ANf 4441 1 I 1 1 i 1 1 l 1:.. i - f I I S P 4X xox tT..EA,, .1 1 � � � I. I � IIII � I ,_ II � �� IIIIIIIillli IINIIIIC � � � ri ' Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: Kirkland,WA 98033 Project Descr: p.425.828.4200 ' www.dibbleengineers.com Printed:28 FEB 2013,3:52PM Wood Beam File=J:12012 Projects112-013 Port Angels Plaza TkBig Lots TIICalculationslbig lots.ec6 ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 ' KW-06006102 Licensee: DIBBLE ENGINEERS INC. Description: GLB 1 CODE REFERENCES ' Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties ' Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-02 Fb-Compr 1,850.0 psi Ebend-xx 1,800.Oksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi ' Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.Oksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling D(20) D 0.555 Lr 0.74 S 0.925 D 0.555 Lr(0.74 S 0.925) i 3344�55 4`5 ' Span ft Span 5x6.750 ft ' Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 ' Uniform Load; D=0.0150, Lr=0.020, S=0.0250 ksf, Tributary Width=37.0 ft Load for Span Number 2 Point Load: D=20.0 k(q)6.750 ft Uniform Load; D=0.0150, Lr=0.020, S=0.0250 ksf, Tributary Width=37.0 ft DESIGN SUMMARY _ - Maximum Bending Stress Ratio 0.965 1 Maximum Shear Stress Ratio 0.610 : 1 Section used for this span 6.75x34.5 Section used for this span 6.75x34.5 fb:Actual = 1,323.14psi fv:Actual 185.92 psi ' FB:Allowable 1,370.83 psi Fv:Allowable = 304.75 psi Load Combination D Only Load Combination +D+S+H Location of maximum on span = 38.750ft Location of maximum on span = 35.936 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ' Maximum Deflection Max Downward L+Lr+S Deflection 1.056 in Ratio= 440 Max Upward L+Lr+S Deflection -0.543 in Ratio= 298 <360 Max Downward Total Deflection 2.010 in Ratio= 231 ' Max Upward Total Deflection -0.977 in Ratio= 164 <180 ' Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb Fb V fv F'v ' D Only 0.00 0.00 0.00 0.00 Length=38.750 ft 1 0.965 0.598 0.90 0.82 1.00 1.00 1.00 1.00 1.00 147.64 1,323.14 1370.83 22.16 142.71 238.50 Length=6.750 it 2 0.810 0.598 0.90 0.98 1.00 1.00 1.00 1.00 1.00 147.64 1,323.14 1632.60 22.16 142.71 238.50 +D+L+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=38.750 ft 1 0.869 0.539 1.00 0.82 1.00 1.00 1.00 1.00 1.00 147.64 1,323.14 1523.15 22.16 142.71 265.00 ' Length=6.750 ft 2 0.729 0.539 1.00 0.98 1.00 1.00 1.00 1.00 1.00 147.64 1,323.14 1814.01 22.16 142.71 265.00 +D+Lr+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=38.750 It 1 0.609 0.500 1.25 0.82 1.00 1.00 1.00 1.00 1.00 167.77 1,503.50 2469.97 25.69 165.48 331.25 ' Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: Kirkland,WA 98033 Project Descr: p.425.828.4200 ' www.dibbleengineers.com Printed:28 FEB 2013,3:52PM Wood Beam File=J:12012 ProjecW12-013 Port Angels Plaza TI1Big Lots TI1Calculationslbig lots.ec6 ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 Lic.#: KW-06006102 Licensee: DIBBLE ENGINEERS INC. Description: GLB 1 Load Combination Max Stress Ratios Moment Values Shear Values ' Segment Length Span# M V C d C FN C i C r C m C t C L M fb F'b V fv F'v Length=6.750 ft 2 0.650 0.500 1.25 0.98 1.00 1.00 1.00 1.00 1.00 164.50 1,474.22 2267.51 25.03 165.48 331.25 +D+S+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=38.750 ft 1 0.788 0.610 1.15 0.82 1.00 1.00 1.00 1.00 1.00 199.84 1,790.86 2272.37 28.86 185.92 304.75 ' Length=6.750 It 2 0.725 0.610 1.15 0.98 1.00 1.00 1.00 1.00 1.00 168.72 1,511.98 2086.11 25.75 185.92 304.75 +D+0.750Lr+0.750L+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=38.750 ft 1 0.754 0.473 1.25 0.82 1.00 1.00 1.00 1.00 1.00 160.29 1,436.45 1903.93 24.31 156.59 331.25 Length=6.750 ft 2 0.633 0.473 1.25 0.98 1.00 1.00 1.00 1.00 1.00 160.29 1,436.45 2267.51 24.31 156.59 331.25 +D+0.750L+0.750S+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=38.750 ft 1 0.836 0.526 1.15 0.82 1.00 1.00 1.00 1.00 1.00 163.45 1,464.77 1751.62 24.90 160.38 304.75 Length=6.750 ft 2 0.702 0.526 1.15 0.98 1.00 1.00 1.00 1.00 1.00 163.45 1,464.77 2086.11 24.85 160.38 304.75 +D+W+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' Length=38.750 ft 1 0.543 0.337 1.60 0.82 1.00 1.00 1.00 1.00 1.00 147.64 1,323.14 2437.03 22.16 142.71 424.00 Length=6.750 ft 2 0.456 0.337 1.60 0.98 1.00 1.00 1.00 1.00 1.00 147.64 1,323.14 2902.41 22.16 142.71 424.00 +D+0.70E+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=38.750 ft 1 0.543 0.337 1.60 0.82 1.00 1.00 1.00 1.00 1.00 147.64 1,323.14 2437.03 22.16 142.71 424.00 Length=6.750 ft 2 0.456 0.337 1.60 0.98 1.00 1.00 1.00 1.00 1.00 147.64 1,323.14 2902.41 22.16 142.71 424.00 +D+0.750Lr+0.750L+0.750W+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=38.750 ft 1 0.589 0.369 1.60 0.82 1.00 1.00 1.00 1.00 1.00 160.29 1,436.45 2437.03 24.31 156.59 424.00 Length=6.750 ft 2 0.495 0.369 1.60 0.98 1.00 1.00 1.00 1.00 1.00 160.29 1,436.45 2902.41 24.31 156.59 424.00 +D40.750Lr+0.750L+0.5250E+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' Length=38.750 ft 1 0.589 0.369 1.60 0.82 1.00 1.00 1.00 1.00 1.00 160.29 1,436.45 2437.03 24.31 156.59 424.00 Length=6.750 ft 2 0.495 0.369 1.60 0.98 1.00 1.00 1.00 1.00 1.00 160.29 1,436.45 2902.41 24.31 156.59 424.00 +D+0.750L+0.750S+0.750W+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=38.750 ft 1 0.601 0.378 1.60 0.82 1.00 1.00 1.00 1.00 1.00 163.45 1,464.77 2437.03 24.90 160.38 424.00 ' Length=6.750 ft 2 0.505 0.378 1.60 0.98 1.00 1.00 1.00 1.00 1.00 163.45 1,464.77 2902.41 24.85 160.38 424.00 +D+0.750L+0.750S+0.5250E+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=38.750 ft 1 0.601 0.378 1.60 0.82 1.00 1.00 1.00 1.00 1.00 163.45 1,464.77 2437.03 24.90 160.38 424.00 Length=6.750 ft 2 0.505 0.378 1.60 0.98 1.00 1.00 1.00 1.00 1.00 163.45 1,464.77 2902.41 24.85 160.38 424.00 ' +0.60D+W+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=38.750 ft 1 0.326 0.202 1.60 0.82 1.00 1.00 1.00 1.00 1.00 88.59 793.88 2437.03 13.29 85.63 424.00 Length=6.750 ft 2 0.274 0.202 1.60 0.98 1.00 1.00 1.00 1.00 1.00 88.59 793.88 2902.41 13.29 85.63 424.00 +0.60D+0.70E+H 0.98 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=38.750 it 1 0.326 0.202 1.60 0.82 1.00 1.00 1.00 1.00 1.00 88.59 793.88 2437.03 13.29 85.63 424.00 Length=6.750 ft 2 0.274 0.202 1.60 0.98 1.00 1.00 1.00 1.00 1.00 88.59 793.88 2902.41 13.29 85.63 424.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span ' D+Lr+S 1 2.0096 18.617 0.0000 0.000 2 0.0000 18.617 Lr+S -0.9771 6.750 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 38.223 82.787 D Only 6.943 38.310 Lr Only 13.902 19.768 ' S Only 17.378 24.709 Lr+S 31.281 44.477 D+Lr 20.845 58.077 D+S 24.321 63.019 ' D+Lr+S 38.223 82.787 ' Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: Kirkland,WA 98033 Project Descr: p.425.828.4200 ' www.dibbleengineers.com Printed:28 FEB 2013,3:52PM Wood Beam File=J:\2012 Projects\12-013 Port Angels Plaza TIIBig Lots TI\Calculations\big lots.ec6 ENERCALC,INC.1983-2012,Build:6.12.11.30,Vec6.12.11.30 Li-c.#: KW-06006102 Licensee:DIBBLE ENGINEERS INC Description: GLB 2 CODE REFERENCES ' Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties ' Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-02 Fb-Compr 1,850.0 psi Ebend-xx 1,800.Oksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi ' Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling ' D(0.555) Lr(0.74) S(0.925) i 6.75x33 Span = 32.0 ft ' Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, Lr=0.020, S=0.0250 ksf, Tributary Width=37.0 ft ' DESIGN SUMMARY _ _ • • Maximum Bending Stress Ratio 0.798 1 Maximum Shear Stress Ratio 0.435 : 1 Section used for this span 6.75x33 Section used for this span 6.75x33 fb:Actual 1,855.55 psi fv:Actual 132.69 psi FB:Allowable 2,326.60 psi Fv:Allowable 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 16.000ft Location of maximum on span = 29.314 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ' Maximum Deflection Max Downward L+Lr+S Deflection 0.603 in Ratio= 636 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.448 in Ratio= 265 ' Max Upward Total Deflection 0.000 in Ratio= 0<180 ' Maximum Forces✓3<Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=32.0 ft 1 0.382 0.209 0.90 0.84 1.00 1.00 1.00 1.00 1.00 71.04 695.83 1820.82 7.39 49.76 238.50 +D+L+H 0.84 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=32.0 ft 1 0.344 0.188 1.00 0.84 1.00 1.00 1.00 1.00 1.00 71.04 695.83 2023.13 7.39 49.76 265.00 +D+Lr+H 0.84 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' Length=32.0 ft 1 0.642 0.351 1.25 0.84 1.00 1.00 1.00 1.00 1.00 165.76 1,623.61 2528.91 17.24 116.10 331.25 +D+S+H 0.84 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=32.0 ft 1 0.798 0.435 1.15 0.84 1.00 1.00 1.00 1.00 1.00 189.44 1,855.55 2326.60 19.70 132.69 304.75 +D+0.750Lr+0.750L+H 0.84 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=32.0 ft 1 0.550 0.300 1.25 0.84 1.00 1.00 1.00 1.00 1.00 142.08 1,391.66 2528.91 14.78 99.52 331.25 +D+0.750L+0.750S+H 0.84 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=32.0 ft 1 0.673 0.367 1.15 0.84 1.00 1.00 1.00 1.00 1.00 159.84 1,565.62 2326.60 16.63 111.96 304.75 ' Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: Kirkland,WA 98033 Project Descr: p.425.828.4200 www.dibbleengineers.com Printed:28 FEB 2013,3:52PM Wood Beam File=J:\2012 Projects112-013Pod Angels Plaza TllBigLots TI\Calculationslbiglots.ec6 ENERCALC,INC.1963-2012,Build:6.12.11.30,Ver:6.12.11.30 7 Lic.#: KW-060061 02 Licensee: DIBBLE ENGINEERS INC. Description: GLB 2 Load Combination Max Stress Ratios Moment Values Shear Values ' Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Pb V fv F'v +D+W+H 0.84 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=32.0 ft 1 0.215 0.117 1.60 0.84 1.00 1.00 1.00 1.00 1.00 71.04 695.83 3237.01 7.39 49.76 424.00 +D+0.70E+H 0.84 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' Length=32.0 ft 1 0.215 0.117 1.60 0.84 1.00 1.00 1.00 1.00 1.00 71.04 695.83 3237.01 7.39 49.76 424.00 +D+0.750Lr+0.750L+0.750W+H 0.84 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=32.0 ft 1 0.430 0.235 1.60 0.84 1.00 1.00 1.00 1.00 1.00 142.08 1,391.66 3237.01 14.78 99.52 424.00 +D+0.750Lr+0.750L+0.5250E+H 0.84 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' Length=32.0 ft 1 0.430 0.235 1.60 0.84 1.00 1.00 1.00 1.00 1.00 142.08 1,391.66 3237.01 14.78 99.52 424.00 +D+0.750L+0.750S+0.750W+H 0.84 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=32.0 ft 1 0.484 0.264 1.60 0.84 1.00 1.00 1.00 1.00 1.00 159.84 1,565.62 3237.01 16.63 111.96 424.00 +D+0.750L+0.750S+0.5250E+H 0.84 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' Length=32.0 ft 1 0.484 0.264 1.60 0.84 1.00 1.00 1.00 1.00 1.00 159.84 1,565.62 3237.01 16.63 111.96 424.00 +0.601)+W+H 0.84 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=32.0 ft 1 0.129 0.070 1.60 0.84 1.00 1.00 1.00 1.00 1.00 42.62 417.50 3237.01 4.43 29.86 424.00 +0.60D+0.70E+H 0.84 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=32.0 ft 1 0.129 0.070 1.60 0.84 1.00 1.00 1.00 1.00 1.00 42.62 417.50 3237.01 4.43 29.86 424.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max.'W'Defl Location in Span D+Lr+S 1 1.4479 16.117 0.0000 0.000 ' Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 35.520 35.520 ' D Only 8.880 8.880 Lr Only 11.840 11.840 S Only 14.800 14.800 Lr+S 26.640 26.640 D+Lr 20.720 20.720 D+S 23.680 23.680 D+Lr+S 35.520 35.520 1 DIBBLE ENGINEERS, INC. ' BIG LOTS TENANT IMPROVEMENT ' STRUCTURAL CALCULATIONS PORT ANGELES, WA ' SECTION 3 LATERAL CALCULATIONS Project No. Sheet No. DIBBLE ENGINEERS, INC. t,7- 013 Project Date Pgor A-rLG1;I,cs PSA- Q I_ 2.6 _ 13 I Subject 1 IsMIL 1 ' �oor IS Psf 4 o F— 5--xTLr,lafz �✓� � �-s = ©�J I�rF (lS2 ' Z 160 ' 2 ) '�I "t— 6k6 Ic.�r I t-n�i ,e Pc( `t = 23 I<-p-r V = 1076 k r r LTO r - q-r) - L4 , Q 1 d o SdS' 0. k-I K X us � r PI ' GI-ICGk r(LOhI� \Vi LL 6-Ar4G -FI w/ NEW OPCHINC'S ' (A-Cl 5a 7i1-7 ) OCG= 3 "0 (+&l Zt.C-t,li, 1 ) G�- ✓-( ;L In ' F = 30C)Q pc: (Ass v,-i l=1.)) TH�cKrlrsl=7.$" 0.L r,' / ( 7- S ,., I -) = 0, 002 f = X0000 ps (ASSLMCi�) pf Vi 0. 75 ' 533 H 0 0 ° Hoc) 2- v�-L St6r,i:rlTs ' _ 9-OD K•,p► y ZZp V,PV2. Seismic Design -Equivalent Lateral Force Procedure By: JCM Project: Port Angeles Plaza -Big Lots TI Date: 2/2/2013 Job#: 12-013 Seismic Response Coeficient: ' R= 4 ASCE 7-05, Table 12.2-1 = 1.0 ASCE 7-05, Table 11.5-1 SDS= 0.818 g USGS App. ' CS= 0.205 g ASCE 7-05, Equation 12.8-2 Structure Weight: Roof: A= 24480 ft2 Roof Area D= 15 psf Dead Load ' S= 20 psf Snow Load(Does not contribute to W when < 30 psi) WRoof= 367.2 kips Walls: HRoof= 18 ft Wall Material 1: Concrete Hf = 20 ft Wall Height(Effective height is less by HRoof/2) ' L, = 624 ft Wall Length Df = 100 psf Dead Load W, = 6864001b Wall Weight ' Wall Material 2: Interior H2= 18 ft Wall Height(Effective height is less by HRoof12) L2= 250 ft Wall Length ' D2= 10 psf Dead Load W2= 22500 Ib Wall Weight Wall Material 3: H4= 0 ft Wall Height(Effective height is less by H R1of/2) L4= 0 ft Wall Length D4= 0 psf Dead Load ' W4= 0 Ib Wall Weight Wall Material 4: H3= 0 ft Wall Height(Effective height is less by H Roof/2) L3= 0 ft Wall Length ' D3= 0 psf Dead Load W3= 0 Ib Wall Weight ' Wwaus= 708.90 kips Total Wall Weight ' Base Shear: WTot.1= 1076.10 kips ' IV= 220.062 kips ASCE 7-05, Equation 12.8-1 L ' Wind Design -Alternate All Heights Method By: JCM Project: Port Angeles Plaza-Big Lots TI Date: 2/28/2013 ' Job#: 12-013 V= 100 mph ASCE 7-05, Figure 6-1 ' Kzt= 1.12 Estimate based on surrounding topography Exposure: C ASCE 7-05,Section 6.5.6.3 z= 15 ft ASCE 7-05, Table 6-3, Note 2 ' z9= 900 ft ASCE 7-05, Table 6-2 a= 9.5 ASCE 7-05, Table 6-2 KZ= 0.85 2.10(z/zg)va per ASCE 7-05, Table 6-2 Wall: Cnet-Enclosed= 0.94 IBC 2012, Table 1609.6.2 ' Pnet= 22.88 Ib/ftZ IBC 2012, Equation 16-35 Hwan= 18 ft Lwall= 160 ft ' Fwall= 32.95 kips Parapet: ' Cnet-Parapet= 2.13 IBC 2012, Table 1609.6.2 Pnet= 51.84 Ib/ftZ IBC 2012, Equation 16-35 HParapet= 2 ft ' I-Parapet= 160 ft Fparapet= 16.59 kips ' Ftota,= 49.54 kips 1 ' DIBBLEENGINEERS� .INCProject No. Sheet No. lZ -q13 Z ProjectDate PoR� 01 -02- - Subject 1 -0z -Subject L AT 1L By S T � STRo1-lv �3�c� i 1 G c tc s L L V. q P CS ' L� i � r-l�- �t ► �� Z.Z. fr�pSf V'Ho. IZG�L V S G G l 2 x 2�,-7 p r 1 Z �rL(, T-i 0 k Ls _ GPIINGTia4 ( 1'cJ LF-) 1 V Y (7,) S/t' T-I w -1 �✓ �,e✓ ` Z ' Z 6 3 a 1! 1 = 137,2- 1` cf (t-12- It 14 sly T'1 i e H H 17 . 1 �/4LLe✓ LiZb3O j6 0 �. �l3 5p,pernr¢ x(731 . 6 1 Art /`-TTI-6,H5,0 CA-LG L,L-, `-r101-1 9 Q n/S }'Ko po Sr O C�l�-N t-l� L �t�e✓ DCS S'uFF�1 G! �"P !1" i.��1;t-l��-tl A I-1 I n q+^/H, HIGH P t:t=t,,5 GT!0 l`l S C Flo V H \rfiLL gf, AlTIGA-t-r.t> 13fr COaAPQSaTtr 1 1 1 i ' Seismic Design -Equivalent Lateral Force Procedure By: JCM Project: Port Angeles Plaza -Big Lots TI (Addition) Date: 2/3/2013 ' Job#: 12-013 Seismic Response Coeficient: ' R= 6.5 ASCE 7-05, Table 12.2-1 1= 1.0 ASCE 7-05, Table 11.5-1 SDS = 0.818 g USGS App. ' CS= 0.126 g ASCE 7-05, Equation 12.8-2 Structure Weight: ' Roof: A= 3640 ft2 Roof Area D= 15 psf Dead Load S= 20 psf Snow Load(Does not contribute to W when <30 psf) WRoof= 54.6 kips Walls: HRoof= 18 ft Wall Material 1: Wood Hf = 20 ft Wall Height(Effective height is less by HRoof/2) ' L1 = 140 ft Wall Length Df = 10 psf Dead Load W, = 15400 Ib Wall Weight Wall Material 2: CMU H2= 20 ft Wall Height(Effective height is less by H Roofl2) L2= 20 ft Wall Length ' D2= 75 psf Dead Load W2 = 16500 Ib Wall Weight Wall Material 3: ' H4= 0 ft Wall Height(Effective height is less by HRoof/2) L4= 0 ft Wall Length D4= 0 psf Dead Load ' W4= 0 Ib Wall Weight Wall Material 4: H3= 0 ft Wall Height(Effective height is less by HRoof/2) ' L3= 0 ft Wall Length D3 = 0 psf Dead Load W3= 0 Ib Wall Weight Wwaus= 31.90 kips Total Wall Weight Base Shear: ' WTotal= 86.50 kips ' IV= 10.886 kips ASCE 7-05, Equation 12.8-1 ' Wind Design -Alternate All Heights MethodBy: JCM Project: Port Angeles Plaza-Big Lots TI (Addition) Date: 3/1/2013 Job#: 12-013 V= 100 mph ASCE 7-05, Figure 6-1 ' Kzt= 1.12 Estimate based on surrounding topography Exposure: C ASCE 7-05,Section 6.5.6.3 z= 15 ft ASCE 7-05, Table 6-3, Note 2 ' z9 = 900 ft ASCE 7-05, Table 6-2 a= 9.5 ASCE 7-05, Table 6-2 KZ= 0.85 2.10(z/zg)y°per ASCE 7-05, Table 6-2 Wall: Cnet-enclosed = 0.94 IBC 2012, Table 1609.6.2 Pnet= 22.88 Ib/ft2 IBC 2012, Equation 16-35 HwaII= 18 ft I-wan= 91 ft ' Fwall= 18.74 kips Parapet: ' Cnet-Parapet= 2.13 IBC 2012, Table 1609.6.2 Pnet= 51.84 Ib/ft2 IBC 2012, Equation 16-35 HParapet= 0 ft I-Parapet= 0 ft Fparapet= 0.00 kips ' Ftotai= 18.74 kips Shear Wall Design By: JCM Port Angeles Plaza-Big Lots TI(Addition) Date: 3/1/2013 Project#: 12-013 ' Seis H:W Increase Net Amp (ASCE Adjusted OTM 0.6 DL ABV Holddow ' Wall Ht L Shear (NDS) 12.3.4.1) Shear Shear/ft Use SW- Force Resist Force n Force Use HD- M (ft) (Ibs) (lbs) (Ib/R) # (lbs) (lbs) (lbs) (Ibs) # 22Q 18 18.25 5429 1.00 1.0 5429 297 6 5355 986 0 4369 8 22R 18 13.25 3941 1.00 1.0 3941 297 6 5354 716 0 4638 8 R22 18 91.00 5585 1.00 1.0 5585 61 6 1105 4914 0 -3809 2 1 1 1 1 1 1 i i t 1 1 S H N-R. V*LA-- Owl Pmt 91'-0" 20'-10" 4'-0" 5'-6" �, p �i o o z J w U N 2 N O C 7 J > O z O' 2x6 FULL-HT STUDS @ 16"OC, x ( y o , o 8/S4.0 �' w o SHEATHING & NAILING PER � o N°' oG� N �i o U J a > N SHEAR WALL TYPE SW-6 0 N= o b �- L0 N co i7- CONC RAMPSLOPE 1:12 MAX) I OVERHEAD. DOOR 6°8° . 2.Z It .. . i .: . N NOON e,'71 �-' :U u '6/S4.1 C 1 2x2p.7 CONC PAD1' 1 CJ & 7/S4.1 ATTAR a o o o 0 I W/ 1 w Z o , 4'-0" 8'-0�2.. 4'/2" CONCRETE SLAB-ON-GRADE LL o o TYP WWF 6x6-W2.1 x2.1 MID-DEPTH (6) YO STEEL y z `J T/SLAB EL = MATCH EXIST BOLLARD-CONC FIL m 4i , B CJ ASE R x 7"x FACE OF OPNG, TY EJECT UNIT .: 1/S4,0. x 77 d 11/S4.0 ED'EXTERIOR NON=BEARIN .WALL :IT�O0RID0R i (2-HR FIRE- ATED) IV / o, o o / (n FLOP DOOR / o / /^ SWINGLLJ t- a w LZ Q r a' a` N Dibble Engineers Inc Project: 12-013 Seismic Design Forces Date: 2/5/2013 Port Angeles Plaza-Big Lots TI (Unit: KHA15OS413) By: JCM Unit Weight: Wp= 1522.0 lbs Unit Dimensions: L= 124.5 in ' W= 60 in H = 47 in Seismic Design Force: Location= Port Angeles,WA Zip= 98362 Site Class= D SDS= 0.818 g (USGS GMP App) ' z/h= 1.0 (unit height/bldg height) ap= 2.5 (ASCE 7-05, Table 13.6.1) RP= 6.0 (ASCE 7-05, Table 13.6.1) Ip= 1.0 (ASCE 7-05, 13.1.3) Fp= 622.5 Ib (ASCE 7-05, Eq. 13.3-1) Fpmax 1992.0 Ib (ASCE 7-05, Eq. 13.3-2) ' Fpmin= 373.5 Ib (ASCE 7-05, Eq. 13.3-3) Fp= 622.5 Ib Base Shear= 40.9% Unit Weight Basic Forces at Corners: Gravity= 380.5 Ib (Wp/4) Shear= 155.6 Ib (FP/4) ' Overturning= 121.9 Ib ((FP"H/2)/(min(L,M*2)) 0.2*SDSWP= 62.2 Ib (Vertical,per ASCE 7-05, 13.3.1) ' Worst Case Forces for 1.OE: Shear= 155.6 Ib Tension= 184.2 Ib Worst Case Forces for 0.7E+0.61)(ASD): Shear= 108.9 Ib <-- Shear at each corner Tension= -99.391 Ib <-- Tension at each corner (no net tension) IDibble Engineers Inc Project: 12-013 Seismic Design Forces Date: 2/5/2013 Port Angeles Plaza-Big Lots TI (Unit: KHA120S4B) By: JCM Unit Weight: Wp= 1315.0 lbs ' Unit Dimensions: L= 101 in W= 60 in ' H = 47 in Seismic Design Force: Location = Port Angeles,WA Zip= 98362 Site Class= D SDs= 0.818 g (USGS GMP App) z/h= 1.0 (unit height/bldg height) aP= 2.5 (ASCE 7-05, Table 13.6.1) RP= 6.0 (ASCE 7-05, Table 13.6.1) IP= 1.0 (ASCE 7-05, 13.1.3) Fp= 537.8 Ib (ASCE 7-05, Eq. 13.3-1) Fpmax= 1721.1 Ib (ASCE 7-05, Eq. 13.3-2) FPmin= 322.7 Ib (ASCE 7-05, Eq. 13.3-3) Fp= 537.8 Ib Base Shear= 40.9% Unit Weight ' Basic Forces at Corners: Gravity= 328.75 Ib (Wp/4) Shear= 134.5 Ib (Fp/4) ' Overturning= 105.3 lb ((Fp*H/2)/(min(L,M*2)) 0.2*SosWP= 53.8 Ib (Vertical, perASCE 7-05, 13.3.1) Worst Case Forces for 1.0E: Shear= 134.5 Ib Tension= 159.1 Ib ' Worst Case Forces for 0.7E+0.61)(ASD): Shear= 94.1 Ib <_. Shear at each corner Tension= -85.8733 Ib <-- Tension at each corner (no net tension) ' Dibble Engineers Inc Project: 12-013 Seismic Design Forces Date: 2/5/2013 Port Angeles Plaza-Big Lots TI (Unit: KHA102S4B) By: JCM Unit Weight: Wp= 1249.0 lbs ' Unit Dimensions: L= 104 in W= 60 in ' H = 47 in Seismic Design Force: Location= Port Angeles,WA Zip= 98362 Site Class= D SDS= 0.818 g (USGS GMP App) z/h= 1.0 (unit height/bldg height) ap= 2.5 (ASCE 7-05, Table 13.6.1) RP= 6.0 (ASCE 7-05, Table 13.6.1) Ip= 1.0 (ASCE 7-05, 13.1.3) Fp= 510.8 Ib (ASCE 7-05, Eq. 13.3-1) Fpmax= 1634.7 Ib (ASCE 7-05, Eq. 13.3-2) Fpmh= 306.5 Ib (ASCE 7-05, Eq. 13.3-3) Fp= 510.8 Ib Base Shear= 40.9% Unit Weight Basic Forces at Corners: Gravity= 312.25 Ib (WP/4) Shear= 127.7 Ib (FP/4) Overturning= 100.0 Ib ((FP*H/2)/(min(L,M*2)) 0.2*SDSWp= 51.1 Ib (Vertical, per ASCE 7-05, 13.3.1) Worst Case Forces for 1.OE: Shear= 127.7 Ib Tension= 151.1 Ib Worst Case Forces for 0.7E+0.61)(ASD): Shear= 89.4 Ib <__ Shear at each corner Tension= -81.5633 Ib <_. Tension at each corner (no net tension) Dibble Engineers Inc Project: 12-013 Seismic Design Forces Date: 2/5/2013 Port Angeles Plaza-Big Lots TI (Unit: KHA060S46) By: JCM Unit Weight: Wp= 794.0 lbs Unit Dimensions: L= 85 in W= 47 in ' H = 47 in Seismic Design Force: Location= Port Angeles,WA Zip= 98362 Site Class= D SDS= 0.818 g (USGS GMPApp) ' z/h= 1.0 (unit height/bldg height) ap= 2.5 (ASCE 7-05, Table 13.6.1) RP= 6.0 (ASCE 7-05, Table 13.6.1) IP= 1.0 (ASCE 7-05, 13.1.3) Fp= 324.7 Ib (ASCE 7-05, Eq. 13.3-1) Fpmax= 1039.2 Ib (ASCE 7-05, Eq. 13.3-2) ' Fpmin= 194.8 Ib (ASCE 7-05, Eq. 13.3-3) FP= 324.7 Ib Base Shear= 40.9% Unit Weight Basic Forces at Corners: Gravity= 198.5 Ib (Wp/4) Shear= 81.2 Ib (Fp/4) Overturning= 81.2 Ib ((Fp*H/2)/(min(L,VV)*2)) 0.2*SpSWP= 32.5 Ib (Vertical,per ASCE 7-05, 13.3.1) Worst Case Forces for 1.0E: Shear= 81.2 Ib Tension= 113.7 Ib Worst Case Forces for 0.7E+0.613(ASD): ' Shear= 56.8 Ib <__ Shear at each corner Tension= -39.5372 Ib <-. Tension at each corner (no net tension) 1 Ii Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: Kirkland,WA 98033 Project Descr: p.425.828.4200 www.dibbleengineers.com Printed:4 MAR 2013,11:43AM Steel Beam File=J:�2012 Projects112-013 PortAngels Plaza TI1Big Lots TI1Calculations\big lots.ec6 111111 ' �,: - , _ . ENERCALC,INC.198340112,Build:6.12.11.30,Veri6.12.11.30 0.0i. DIBBLE Description; Horizontal strongback at new panel opening CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending Load Combination ASCE 7-05 W(0.13728) Span = 19.50 ft C12x20.7 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: W=0.02288 ksf, Tributary Width=6.0 ft,(Wind) DESIGN SUMMARY q • Maximum Bending Stress Ratio = 0.880: 1 Maximum Shear Stress Ratio= 0.070 : 1 Section used for this span C12x20.7 Section used for this span C12x20.7 Ma:Applied 4.350 k-ft Va:Applied 1.338 k Mn/Omega:Allowable 4.944 k-ft Vn/Omega:Allowable 19.051 k Load Combination +D+W+H Load Combination +D+W+H Location of maximum on span 0.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 ' Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<100 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<100 Max Downward Total Deflection 0.798 in Ratio= 293 Max Upward Total Deflection 0.000 in Ratio= 0<100 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mny Mny/Omega Cb Rm Va Max Vny Vny/Omega D Only Dsgn.L= 19.50 ft 1 0.000 8.26 4.94 1.00 1.00 -0.00 31.82 19.05 +D+L+H Dsgn.L= 11,501 1 0.000 8.26 4.94 1.00 1.00 -0.00 31.82 19.05 +D+Lr+H Dsgn.L= 19.50 ft 1 0.000 8.26 4.94 1.00 1.00 -0.00 31.82 19.05 +D+S+H Dsgn.L= 19.50 ft 1 0.000 8.26 4.94 1.00 1.00 -0.00 31.82 19.05 ' +D+0.750Lr+0.750L+H Dsg n.L= 19.50 ft 1 0.000 8.26 4.94 1.00 1.00 -0.00 31.82 19.05 +D+0.750L+0.750S+H Dsg n.L= 19.50 ft 1 0.000 8.26 4.94 1.00 1.00 -0.00 31.82 19.05 +D+W+H Dsgn.L= 19.50 ft 1 0.880 0.070 2.18 4.35 4.35 8.26 4.94 1.00 1.00 1.34 31.82 19.05 +D+0.70E+H Dsgn.L= 19.50 ft 1 0.000 8.26 4.94 1.00 1.00 -0.00 31.82 19.05 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 19.50 ft 1 0.660 0.053 1.63 -3.26 3.26 8.26 4.94 1.00 1.00 1.00 31.82 19.05 +D+0.750L+0.750S+0.750W+H Dsgn.L= 19.50 ft 1 0.660 0.053 1.63 -3.26 3.26 8.26 4.94 1.00 1.00 1.00 31.82 19.05 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 19.50 ft 1 0.000 8.26 4.94 1.00 1.00 -0.00 31.82 19.05 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 19.50 ft 1 0.000 8.26 4.94 1.00 1.00 -0.00 31.82 19.05 +0.60D+W+H Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Proiect ID: Kirkland,WA 98033 Project Descr: p.425.828.4200 ' www.dibbleengineers.com Printed:4 MAR 2013,11:43AM Steel Beam File=J:12012 Projects112-013 Port Angels Plaza TllBig Lots TI\Calculationstig lots.ec6 ENERCALC,INC.1983.2012,Build:6.12.11.30,Ver:6.12.11.30 ' KW-06006102 Licensee:DIBBLE ENGINEERS INC. Description: Horizontal strongback at new panel opening Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 19.50 ft 1 0.880 0.070 2.18 -4.35 4.35 8.26 4.94 1.00 1.00 1.34 31.82 19.05 +0.60D+0.70E+H Dsgn.L= 19.50 ft 1 0.000 8.26 4.94 1.00 1.00 -0.00 31.82 19.05 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span W Only 1 0.7979 9.848 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.338 1.338 W Only 1.338 1.338 r ' Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: Kirkland,WA 98033 Project Descr: p.425.828.4200 www.dibbleengineers.com Printed:1 MAR 2013,9:47AM Concrete Beam File=J:12012 Projec012-013 Port Angels Plaza TI1Big Lots TKalculations%ig lols.ec6 ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 Lic.#: KW-06006102 Licensee: DIBBLE ENGINEERS INC. Description: Pilaster lateral CODE REFERENCES ' Calculations per ACI 318-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-02 Material Properties fc1�2 = 3.0 ksi Phi Values Flexure: 0.90 r - fr= f c ' 7.50 = 410.792 psi Shear: 0.750 I yf Density = 145.0 pcf R 1 = 0.850 • X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups40.0 ksi S _ fy-Main Rebar = 60.0 ksi E-Stirrups 29,000.0 ksi ` E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#= # 2 - Number of Resisting Legs Per Stirrup= 2 Load Combination ASCE 7-02 12 in W(2.6) W 0.4576 i - 12"w x 12" h Span=18.0 ft Cross Section&Reinforcing Details Rectangular Section, Width=12.0 in, Height=12.0 in Span#1 Reinforcing.... 246 at 3.0 in from Bottom,from 0.0 to 11.11 in this span 2-16 at 3.0 in from Top,from 0.0 to 18.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load. W=2.60 k(a)12.0 ft,(Wind From Storefront) Uniform Load: W=0.02288 ksf,Extent=12.0->>18.0 ft, Tributary Width=20.0 ft,(Wind from panel) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.764: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mu:Applied 25.426 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn"Phi:Allowable 33.292 k-ft Max Downward Total Deflection 0.259 in Ratio= 833 Load Combination +1.20D+0.50Lr+0.50L+1.60W Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 12.000ft Span#where maximum occurs Span#1 Vertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 1.324 4.021 W Only 1.324 4.021 Shear Stirrup Requirements Entire Beam Span Length:Vu<PhiVcl2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in ' Maximum Forces&Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max phi*Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 18.000 25.43 33.29 0.76 +1.400 Span#1 1 18.000 25.43 33.29 0.76 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 18.000 25.43 33.29 0.76 +1.20D+1.60L+0.50S+1.60H Dibble Engineers,Inc. Project Title: 1029 Market Street Engineer: Project ID: Kirkland,WA 98033 Project Descr: p.425.828.4200 www.dibbleengineers.com Printed:1 MAR 2013,9:47AM Concrete Beam File=J:12012 Projects112-013 Port Angels Plaza TIIBig Lots Tl1Calculationslbig lots.ec6 ENERCALC,INC.1983-2012,Build:6.12.11.30,Ver:6.12.11.30 Description: Pilaster lateral Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max phi*Mnx Stress Ratio Span#1 1 18.000 25.43 33.29 0.76 +1.20D+1.60Lr+0.50L Span#1 1 18.000 25.43 33.29 0.76 +1.20D+1.60Lr+0.80W Span#1 1 18.000 12.71 33.29 0.38 +1.20D+0.50L+1.60S Span#1 1 18.000 12.71 33.29 0.38 +1.20D+1.60S+0.80W Span#1 1 18.000 12.71 33.29 0.38 ' +1.20D+0.50Lr+0.50L+1.60W Span#1 1 18.000 25.43 33.29 0.76 +1.20D+0.50L+0.50S+1.60W Span#1 1 18.000 25.43 33.29 0.76 +1.20D+0.50L+0.20S+E Span#1 1 18.000 25.43 33.29 0.76 +0.90D+1.60W+1.60H Span#1 1 18.000 25.43 33.29 0.76 +0.90D+E+1.60H Span#1 1 18.000 25.43 33.29 0.76 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 0.0000 0.000 t Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code=98362 Spectral Response Accelerations Ss and S 1 Ss and S1=Mapped Spectral Acceleration Values Data are based on a 0.01 deg grid spacing Period Centroid Sa (sec) (g) 0.2 1.122 (Ss) 1.0 0.467 (S1) Period Maximum Sa (sec) (g) 0.2 1.205 (Ss) 1.0 0.547 (S1) Period Minimum Sa (sec) (g) 0.2 1.118 (Ss) 1.0 0.438 (S1) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code=98362 Spectral Response Accelerations SMs and SMI SMs=Fax Ss and SMI=Fv x S1 Site Class D Period Centroid Sa (sec) (g) 0.2 1.179 (SMs,Fa=1.051) 1.0 0.716 (SMI,Fv=1.533) Period Maximum Sa (sec) (g) 0.2 1.226 (SMs,Fa=1.018) 1.0 0.820 (SMI,Fv=1.500) Period Minimum Sa (sec) (g) 0.2 1.177 (SMs,Fa=1.053) 1.0 0.684 (SMI,Fv=1.562) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code=98362 Spectral Response Accelerations SDs and SDI SDs=2/3 x SMs and SDI=2/3 x SMI Site Class D Period Centroid Sa (sec) (g) 0.2 0.786 (SDs) 1.0 0.477 (SDI) Period Maximum Sa (sec) (g) 0.2 0.818 (SDs) F Value Used for Calculations 1.0 0.547 (SDI) Period Minimum Sa (sec) (g) 0.2 0.785 (SDs) 1.0 0.456 (SDI) 1 Lennox Industries Inc. - Product Submittal System ID: 12.5-TON HEAT PUMP Package Model:KHA150S4B Description:PKGHP/12.5TON/230-3 DIMENSIONS- INCHES(MM)-ISO MODELS CORNER WEIGHTS CENTER OF GRAVITY Model AA I BB CC DD EE FF No. Base I Max. I Base I Max. I Base I Max. Base Max. Base Max. Base I Max. lbsg lbs. kg lbs. kg Ibs. kg Ibs. kg lbs. kg lbs. . kkg lbs. kg in. Imml in. Imm in. Imml in. Imm 150 3481158139811801303113713371163132111461353116013771171[426-[193 46.5 1181 45.5 1156 24.5 622 25.5 648 Base Unit-The unit with NO OPTIONS. Max.Unit-The unit with ALL OPTIONS Installed.(Economizer,etc.) 6.1/8 5.518 (156) (143) BOTTOM SUPPLY AA /AIR OPENING BB 6-118 24 10-3.Wff28(156) 1610) (273) (711) (�6) CENTER OF 6418(1527) \ GRAVITY\' BASE BOTTOM l BOTTOM RETURN I� POWER ENTRY AIR OPE EE 5-1.12(140)D. yy FF -0 ,f,1 6-518-L_� 7(178) (168) DD \ 7(178) CONDENSATE CC 34-718 (efts) 124.38 BASE (3150) TOP VIEW (1476) 131778_ I_ (1476) OPTIONAL DISCONNECT (3127) (FACTORY INSTALLED) I '1I Ilii�I (4676 �i CONDENS47E I lil l 46918 1781 DRAIN(FRONT) Til, ll' 43J8 Irlil (1102) 5.8 538 (16)1 oeo (137) ELECTRIC FORKLIFT S/TS 60-1/8 3-112 INLETS 347'8 (1527) ► (80) ('186) (BOTH SIDES) LIFTING HOLES (FOR RIGGING) 124-38 END VIEW (3159) SIDE VIEW 151:2 1-5i8 (394) (4 1) �I Iii I l HORIZONTAL SU PPLY AIR HORIZONTAL �{/ OPEN RETURNAIR IV ZZ �� rW r/1-t- ill. 1394)II i OPENING C7�) 12-1/8 00 00 (308) CONDENSATE 6.18DRAIN(BACK) 538 (156) 30 (137) 54.9'8 (13e7) (762) 89.1:7 (2273) SIDE VIEW (Horizontal Openings) Project: 3000261519 Port Angeles Plaza Last Changed: DAN A.GIVENS Quote: 4000310493 Port Angeles Plaza Prepared On:2012-03-12 Page 4 of 26 Phone:425-486-4327 Lennox Industries Inc. - Product Submittal System ID: 10 TON HEAT PUMP Package Model: KHA120S4B Description:PKGHP/IOTON/230-3 DIMENSIONS-INCHES(MM) -092-102-120 MODELS CORNER WEIGHTS CENTER OF GRAVITY Model AA BB CC DD EE FF No. Base Max. Base Max. Base Max. Base Max. Base Max. Base Max. lbs. kg lbs. kg lbs. kg lbs. kg !266 s. kg lbs. kg lbs. kg lbs. kg in. mm in. mm in. mm in. mm 092 264 120 310 140 237 108 271 123 58 117 290 131 293 133 339 154 46.5 1181 45.5 1156 24.5 622 25.5 648 102 .2721123 318 144 244 111 278 126 121 297 135 302 137 348 158 46.5 1181 45.5 1156 24.5 622 25 6.5 48120 284 129 333 151 264 120 298 135 88 131 320 145 315 143 363 165 46.5 1181 45.5 1156 24.5 622 25.5 648 Base Unit-The unit with NO OPTIONS. Max.Unit-The unit with ALL OPTIONS Installed.(Economizer,etc.) ' 6.118 5'58 (156) (143) BOTTOM SUPPLY AA /AIROPENING BB 6.118 24 10-3AD(156) (610) (213) ( 27 (686) CENTER OF 641,6(1527) \ GRAVITY 845E 0 I BOTTOM RETURNPOWER ENTRYAITOPE5-12(140)Dia. EE 1:�i - BOTTOM F F:+., 65.8(168) BOTTOM cc 7(178) CONDENSATE 34-N8 (886) 101-114 BASE (2572) TOP VIEW 58-tib�j 99'1•.4 I_ (1476) -I OPTIONAL DISCONNECT (2521) (FACTORY INSTALLED) -T'III 46-71 I (1 116 (1191)) !(vJ CONDENSATE (1191) DRAIN(FROM) 43-3.0 ,,J II (1102) (25) `I QO (137 00 l� O 00 /O /�—J 00 1V2 ELECTRIC r FORIO_IFT SLOTS / 60-tib INLETS 34-7.8 (1527) (89j (886) (BOTH SIDES) (FORLIFTING HOLES (FOR RIGGING) 101-114 END VIEW (2572) SIDE VIEW 13142 (1) (396) � 41 it II HORIZONTAL SUPPLY AIR HORIZONTAL 15-V2 OPENING RETURN AIR (394) ` OPENING 30 (762) II � 12- T– 00 00 (30118 8) T CONDENSATE 5 6-V8 DRAIN(BA"') 38 (156) 31-12 3J (137) (800) (762) 66.318 (1686) SIDE VIEW (Horizontal Openings) Project: 3000261519 Port Angeles Plaza Last Changed:DAN A.GIVENS Quote: 4000310493 Port Angeles Plaza Prepared On:2012-03-12 h Page 11 of 26 Phone:425-486-4327 C � Lennox Industries Inc. - Product Submittal System ID: 8.5 TON HEAT PUMP Package Model:KHA102S4B Description:PKGGE/8.5TON/230-3 DIMENSIONS-INCHES(MM) -,092-102-120 MODELS CORNER WEIGHTS CENTER OF GRAVITY ' Model AA I BB CC DD EE I FF No. Base Max. Base Max. Base Max. Base Max. Base Max. Base Max. lbs.I kg lbs. kg lbs. kg lbs. kg lbs. kg M135302 lbs. kg in. mm in. mm in. mm in. mm 092 264 120 310 140 237 108 271 123 258 117 339 154 46.5 1181 45.511156124.5 622 25.5 648 102 272 123 318 144 244 111 278 126 266 121 348 158 46.5 1181 45.5 1156 24.120 284 129 333 151 264 120 298 135 288 131 363 165 46.5 1181 45.5 1156 24.5 622 25.5 648 Base Unit-The unit with NO OPTIONS. Max.Unit-The unit with ALL OPTIONS Installed.(Economizer,etc.) ' 6.168 5.58 (156) (143) BOTTOM SUPPLY AA /AIROPENING BB 6.1i8 24 10-364 28 ' (156) (610) (273) 20 (711) (508) 27 (686) CENTER OF 60.1.8(1521) \ /GRAVITY BOTTOM BASE BOTTOM RETURN POWER ENTRY' AIR OPENING *-T 0 I Stn(140)Dia. EE FF ssle A—+7(178) (168) \ DD BOTTOM cc 7(178) CONDENSATE 34-A8 (886) 101-114 BASE (2572) TOP VIEW 58-118 99.1.4 �(1476)� OPTIONAL DISCONNECT (2521) (FACTORY INSTALLED) / �IIII 46-718 CONDENSATE I (1 1) 718(119 (1191) DRAIN(FRONT) 453.0 \ II (1102) 1 538 (25) (137) 00 O O 00 %0 /rte 00 il�5112 ELECTRIC FORKLIFT SLOTS (1527) (89) INLETS 6) (BOTHSIDES) LIFTING HOLES (FOR RIGGING) 101-1/4 END VIEW (2572) SIDE VIEW ` 42 1416 (3 I ✓/l /���/�+ (394) �(41) • Y �O - �I I I HORIZONTAL SUPPLY AIR HORIZONTAL 13112 OPENING RETURN AIR (394) \ OPENING 'IF (762) II12-168 00 00 (308) TCONDENSATE 6-1i8 DRAIN(BACK) 3318 (156) 31-1R 30 (137) (800) (762) 1 66-3/8 (1686) SIDE VIEW (Horizontal Openings) I ' Project: 3000261519 Port Angeles Plaza Last Changed:DAN A.GIVENS Quote: 4000310493 Port Angeles Plaza Prepared On:2012-03-12 Page 17 of 26 Phone:425-486-4327 Lennox Industries Inc. - Product Submittal System ID: 5 TON HEAT PUMPS Package Model: KHA060S4B Description:PKGHP/5TONBTO DIMENSIONS- INCHES(MM) CORNER WEIGHTS CENTER OF GRAVITY Model No. AA BB CC DD EE FF Base Max. Base Max. Base Max. Base Max. Base Max. Base Max. lbs. kg lbs. kg lbs. kg lbs. kg lbs. kg lbs. kg lbs. kg �Ibs. kg in. mm I in. mm in. mm I in. mm 024 92 42 116 53 112 51 131 59 180 82 211 96 148 67 186 85 38-12 978 40 1016 18 457 18 457 ' 030 92 42 116 53 112 51 131 60 180 82 211 96 149 68 187 85 38-12 978 40 1016 18 457 18 457 036 93 42 116. 53 112 51 132 60 181 82 212 96 1149 68 187 85 38-12 978 40 1016 18 457 18 457 048 96 44 120 55 117 53 136 62 188 86 219 100 155 71 194 88 38-12 978 40 1016 18 457 18 457 060 115 52 138 63 140 64 157 71 226 103 252 115 166 84 223 101 38-12 978 40 1016 18 457 18 457 072 160 73 185 84 180 82 208 94 233 106 269 122 207 94 239 108 46-1/4 1174 6-1/4 1174 20-1/2 521 20.1/2 521 Base Und-The unit with standard heat exchanger NO OPTIONS. Max.Unit-The unit with ALL OPTIONS Installed.(Economizer,etc.) 5.518 16-114 18 (143)—►{ tt (413) (457) � I (2 79) *5-3! BB 7(178) BOTTOM 5002)RETURN /AIR OPENING 3 BOTTOM (508) CENTER(737) SUPPLY AOF V47(1192) AIR GRAVITY BASE OPENING 024 thru 0'00 38-3!41/2 072 FF + 9.12 (168) \ (241) DDI CC I_ 26-1/2 BOTTOM —EE (673) CONDENSATE OUTLET BOTTOM POWER ENTRY 3X8(76X203) TOP VIEW(Base) 45 �j {�83114(2115)024 thru 060�J (1143) I I 96.1/4(2445)072 `I N O A ,II II �O li ELECTRICAL o o INLET CONDENSAm °= OUTLET TE '6 of (EITHER SIDE) ' {+ & a 11(25) \ (40) I 1&'1(25) 3-112(89) CO /70 47(1192) 26-112 LIFTING HOLES BASE I (673) (Forrigging) 85-114(2165)024 thru 060 BASE END VIEW 98-1/4(2496)072 BASE SIDE VIEW n /J19-112 18.318 (279) It' k 'roTA,(� (495) (467) 12(51) �I I I i) III [20) (3) 08) C 00 o /�� TT FORKLIFT SLOTS 5.1/2 HORIZONTAL HORIZONTAL A/2 (Front.Back and (140) SUPPLYAIR RETURN AIR (140) Blower End) OPENING OPENING BACK VIEW (WithO11tEconom¢er) ' Project: 3000261519 Port Angeles Plaza Last Changed:DAN A.GIVENS Quote: 4000310493 Port Angeles Plaza Prepared On:2012-03-12 Page 23 of 26 Phone:425-486-4327 Kilcullen Engineering, 7083 N.Burrage Ave Phone: (503)493-2575 STRUCTURAL Portland,OR 97217 Fax: (503)235-2777 RECEIVEC EC 4K February 6'2013 APR.16 2013 APry Skyward Construction,LLC }i CITY OF PORT ANGELES `�- . '+ter•'. 15908 NE 10'Avenue BUILDING DIVISION CI Buoy P. 5. IN Ridgefield,Washington 98642 Attn. Chad Walker,Project Manager �-0, a RE: Big Lot's-Storage Racks T Port Angeles Plaza 1940 E 1 st Street . `w > Port Angeles,Washington 4 ri F As requested,a structural review of the calculation packages and proposed erection drawingsWi- p for the new storage racks has taken place. Storage rack types Lozier and Mecalux are used in - this project. The proposed calculations and plans are in compliance with the 2009 IBC and ASCE 7-10(design requirements). The design criteria used for the design(seismic site class D, soil type Sds=0.934)is greater than the local seismic requirements. Supporting calculations have been included. Refer to the calculation package erection drawings by Mobayed Consulting Group(Project No. 13002-1.10 and 13002A-1.10 dated Jan 22 2013)for � j � �' � additional information and specifications. Y-: If you have any questions,or wish to discuss the project,please do not hesitate to contact me. Sincerely, PR +� G.151E 9 S/�2 '� � �C :"•�-``� t REGON `' z ,3 9� 17, 1999 r O a 37294 qyR KILGV�y� � Z" Cory Kilcullen,PE EXPIRATION OAT E: 07/02/ STRUCTURAL CALCULATIONS For BIG LOTS LIGHT STORAGE GONDOLA (LOZIER TYPE) Prepared For., BIG LOTS STORES, Inc. PORT ANGELES PLAZA 1940 E. 1 st STREET PORT ANGELES, WA 98362-4990 Prepared By.- MOBAYED CONSULTING GROUP 7940 Silverton Avenue, Suite 201 r)yj,r—...5an-Diego,-CA 92126— (85`8),,15,86=78'55-*jFAX"(&58) 586-7845 IL OE V1 I . 114r.? VVil IET- PROJECT NO.: " 13002A=X1 :-10 rte r11[1 s t c DATE.ISSUED: Pill 01 /22/20313 '112.1 t��f�CE �,�,�,=t :t; ..ox wC?.la it M�� NO EXCEPTION TAKEN„X._ MAKE CORRECTION NOTED REJECTED REVISE AND RESUBMIT SUBMIT SPECIFIED ITEM i'HF.,CKING IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT OF THE PROJECT AND GENERAL COMPLIANCE \Vi l'H THE INFORMATION GIVEN IN THE CONTRACT DOCUMENTS. ANY ACTION SHOWN IS SUBJECT TO THE REQUIREMENTS OF THE PLANS AND SPECIFIC.kl'IONS. CONTRACTOR IS kESPONSIBLE FOR 01MENSIONAL ACCT!?LACY WHICH SHALL BE VERIFIED AND <'ORRELATED AT THE JOB SITE, FABRICATION PROCESS AND ECHNIQUES OF CONS'T'RUCTION, COORDINATION OF WORK WITH 'HAT OF ALL OTHER TRADES AND SATISFACTORY i'ERFORMANCEOFTHE WORK. JULCULLEN ENGINEERI L DATE BY _ a ® 'OB l�/G LvTS NICD i30O2}� ®� r... MOBAYED CONSULTING GROUP (� ) _ M SHEET NO. `' 1 OF CONSULTING STRUCTURAL ENGINEERS I�I ® 7940 SILVERTON AVENUE,STE. 201 CALCULATED BY DATE-, ZD �� SAN DIEGO,CALIFORNIA 92126 CHECKED BY-- �/�� TEL:(1358)586-7855 FAX:(858)586-7845DATE SCALE B 1 &r l o?S Sto(Le7s -*VN e- . RECEIVED 154- STAT APR 16 2013 PORT AN q-EFI 5) VJA 9f33 G2_ Lf99 0 CITY I Bu°PORT DING DIVISION ES SCOPE: PROVIDE SEISMIC ANALYSIS OF LIGHT DUTY STORAGE RACK TO CONFORM TO THE REGULATIONS SET BY THE 2009 INTERNATIONAL BUILDING CODE & ASCE 7-05 SECTION 15.5.3 DRAWING: LS-1 PARAMETERS: THE LIGHT DUTY STORAGE RACK USED IN THIS PROJECT CONSISTS OF GONDOLAS TYPE SHELVING COMPONENTS.THE STABILITY OF THE SHELVING DEPENDS ON THE MOMENT RESISTING FRAMES IN BOTH DIRECTIONS. 8 I t• •j• END 9 SHELVING COMPONENTS: TRIM 1 = UPRIGHT 2= BASE BRACKET 6 3 = ANCHOR 4 = LEVELING LEG 5= BASE FRONT 6 = STEEL BASE DECK r• 8 = RAIL 2 9= SHELF 10= BASE BRACKET TRIM 10 5 3 4 GENERAL CONFIGURATION JOB MOBAYED CONSULTING GROUP mc SHEET NO OF CONSULTI79NG40 STRUCTURAL ENGINEERS SILVERTON AVENUE,STE.208 CALCULATED BY DATE. SAN DIEGO,CALIFORNIA 92126 CHECKED BY TEL:(858)586-7855 FAX:(858)586-7845 DATE SCALE ............. .......... ............. ......... ................ ......... ............. ......................... ..........- ............. ........... 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Section Properties;ANCHOR CHANNEL DC124� Number of Shapes = 3 Total Width = 1.375 in Total Height = 0.437 in �N Gf-{0 �N/�/ {�, 2'�'c �✓ Center,Xo = 0.000 in Center, Yo = 0.049 in X-bar(Right) = 0.687 in VPLIFT X-bar(Left) = 0.688 in 06 Y-bar(Top) = 0.307 in Y-bar(Bot) = 0.131 In .0� •�—'l�.. Z� Equivalent Properties: Area,Ax = 0.250 in^2 Inertia, Im _ 0.003 In^4 Inertia,lyy = 0.058 in"4 Inertia, Ixy _ -0.000 in^4 UPLIFT -f (7-OK" 0-4-kil) Modulus, Sx(Top) = 0,011 in^3 Modulus, Sx(Bot) = 0.026 In^3 Modulus,Sy(Left) = 0.084 In A3 AL(pts f Q•6 ' �x Modulus, Sy(Right)' . = 0.084 in^3 Radius, rx = 0.117 in 0.6* -9 0.07-6 A .6 Q Radius, ry = 0.480 in �^ Plastic Modulus,Zx = 0.021 in^3 D- C13 tki P-5-'.rl4r-H rg m 9I!5A Plastic Mbdulwe,,Zy = 0.108 in^3 Torsional,J__ = c6Q1 _.—_.._..�in^4 D•D�� if 0.688 0.687 T 0. 5-345 57 5 0.307 ` 0.131 a O•3E; 4 t<IP4� • � 1 ' 'MAX VFLIF7^ 6qPAC.i-ry or CHAA)I�EL.=3..54j- L&S w ion. Diagram JOB 8/c-r zors m c MOBAYED CONSULTING GROUP, SHEET NO.. 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Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 92780 pectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Centroid Sa (sec) (g) 0.2 1.401 (Ss, Site Class B) 1.0 0.500 (S1, Site Class B) Period Maximum Sa (sec) (g) 0.2 1.478 (Ss, Site Class B) 1.0 0.520 (S1, Site Class B) Period Minimum Sa (sec) (g) 0.2 1.381 (Ss, Site Class B) 1.0 0.495 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 92780 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.401 (SMs, Site Class D) 1.0 0.750 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Z!p Code = 92780 Ds = 2/3 x SM�nd SD1 =f2 3 x SM1 Site Class_ D - Fa = 1.0 ,Fv Pz;ivc5 �a (sec) (g) 0.2 0.934 SDs Site Class D) 1.0 0.500 (SD1 Site Class D) CAI-Ccs —� Big Lots,Port Angeles Plaza �. Wed Jan 16 18:03:17 PST 2013 Conterminous 48 States 2009 International Building Code --W Zip Code=98362 Spectral Response Accelerations Ss and S1 Ss and S1=Mapped Spectral Acceleration Values Data are based on a 0.01 deg grid spacing Period Centroid Sa (sec) (9) 0.2 1.122 (Ss) 1.0 0.467 (Si) Period Maximum Sa (sec) (9) 0.2 1.205 (Ss) 1.0 0.547 (Si) Period Minimum Sa (sec) (g) 0.2 1.118 (Ss) 1.0 0.438 (Si) Conterminous 48 States 2009 International Building Code Zip Code=98362 Spectral Response Accelerations SMs and SMI SMs=FaxSs and SMI =FvXSI Site Class D Period Centroid Sa (sec) (9) 0.2 1.179 (SMs,Fa=1.051) 1.0 0.716 (SMI,Fv=1.533) Period Maximum Sa (sec) (g) 0.2 1226 (SMs,Fa=1.018) 1.0 0.820 (SM1,Fv=1.500) Period Minimum Sa (sec) (9) 0.2 1.177 (SMs,Fa=1.053) 1.0 0.684 (SM1,Fv=1.562) Conterminous 48 States 2009 International Building Code Zip Code=98362 - Spectral Response Accelerations SDs and SDI SDs=2/3 x SMs and SDI =2/3 x SM1 Site Class D Period Centroid Sa (sec) (g) 0.2 0.786 (SDs) 1.0 0.477 (SDI) Period Maximum Sa sec 0.2 0.818 (SDs))�'--- 1.0 0.547 (SDI) Period Minimum Sa (sec) (g) 0.2 0.785 (SDs) 1.0 0.456 (SDI) - ICC-ES Evaluation Report ESR-1917* Reissued May 1, 2011 This report is subject to renewal May 1, 2013. www.icc-es.org l (800)423-6587 1 (562)699-0543 A Subsidiary of the International Code Council® DIVISION:03 00 00—CONCRETE Section1908 of the 2012 IBC and Section 1911 of the 2009 Section:0316 00--Concrete Anchors and 2006 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section REPORT HOLDER: R301.1.3 of the IRC. }STI,INC. 3.0 DESCRIPTION 5400 SOUTH 122ND EAST AVENUE 3.1 KB-TZ: TULSA,OKLAHOMA 74146 KB-TZ anchors are torque-controlled, mechanical (800)879-8000 expansion anchors. KB-TZ anchors consist of a stud www.us.hilti.com (anchor body), wedge (expansion elements), nut, and HiltiTechEngwus.hilti.com -s=. washer. The anchor (carbon steel version) is illustrated in Figure 1. The stud is manufactured from carbon steel or EVALUATION SUBJECT: AISI Type 304 or Type 316 stainless steel materials. HILT) KWIK BOLT TZ CARBON AND STAINLESS STEEL Carbon steel KB-TZ anchors -rave a inhimurn 5 Ixn ANCHORS IN CRACKED AND UNCRACKED CONCRETE carbocarbo 2 inch) zinc plating. The expansion elements for the n and stainless steel K8-TZ anchors are fabricated from Type 316 stainless steel.The hex nut for carbon steel 1.0 EVALUATION SCOPE conforms to ASTM A563-04, Grade A, and the hex nut for Compliance with the following codes: stainless steel conforms to ASTM F594. ■ 2012,2009 and 2006 International Building Code®(IBC) The anchor body is comprised of a high-strength rod ■ 2012, 2009 and 2006 Intemational Residential Codee threaded at one end and a tapered mandrel at the other (tRC) end. The tapered mandrel is enclosed by a three-section expansion element which freely moves around the Property evaluated: mandrel. The expansion element movement is restrained Structural by the mandrel taper and by a collar. The anchor is 24 USES installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor,the mandrel is The Hilt Kwik Bolt TZ anchor (KB-TZ) is used to resist drawn into the expansion element, which is in turn static, wind, and seismic tension and shear loads in expanded against the wall of the drilled hole. cracked and untracked normal-weight concrete and sand- 3.2 Concrete: lighbueight .concrete .having a specified .compressive ' strength, fc, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 Normal-weight and sand-lightweight concrete must MPa). conform to Sections 1903 and 1905 of the IBC. The 3/8-inch- and '/Z-inch-diameter (9.5 mm and 12.7 3.3 Steel Deck Panels: mm) carbon steel KB-TZ anchors may be installed in the Steel -deck panels must be in accordance with the topside of cracked and untracked normal-weight or sand- configuration in Figures 5A, 5B and 5C and have a lightweight concrete-filled steel deck having a minimum minimum base steel thickness of 0.035 inch (0.899mm). member thickness, hmin,deck as noted in Table 6 of this Steel must comply with ASTM A653/A653M SS Grade 33 report and a specified compressive strength, fa, of 3,000 and have a minimum yield strength of 33,000 psi (228 psi to 8,500 psi(20.7 MPa to 58.6 MPa). MPa). The 3/,-inch-, '/,inch- and 5le4nch-diameter (9.5 mm, 4.0 DESIGN AND INSTALLATION 12.7 mm and 15.9 mm) carbon steel KB-TZ anchors may be installed in the soffit of cracked and untracked normal- 4.1 Strength Design: weight or sand lightweight concrete over metal deck 4.1.1 General: Design strength of anchors complying having a minimum specified compressive strength, fc, of with the 2012 IBC as well as Section R301.1.3 of the 2012 3,000 psi(20.7 MPa). IRC, must be determined in accordance with ACI 318-11 The anchoring system complies with anchors as Appendix D and this report described 'in Section 1909 of the 2012 IBC and Section Design strength of anchors complying with the 2009 IBC 1912 of the 2009 and 2006 IBC. The anchoring system is and Section R301.1.3 of the 2009 IRC must be determined an alternative to cast-in-place anchors described in in accordance with ACI 318-08 Appendix D and this report 'Revised August 2012 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specically addressed,nor are they to he construed av an endorsement oJ'the subject ofthe report or a recommendation for ifs neve.There is no warranty by ICC Evaluation Service,LLC,express or implie,4 as 1;_a to artyfinding or other mailer in this report,or as to artyproduct covered by the report. Copyright©2012 Page 1 of 12 ESR-1917 f Most Widely Accepted and Trusted Page 4 of 12 a = Conversion factor calculated as a 5.1 Anchor -sizes, dimensions, minimum embedment weighted average of the load factors depths and other installation parameters are as set for the controlling load combination. In forth in this report .addition,.a.must include.all applicable 5.2 The anchors must be installed in accordance with the factors to account for nonductile manufacturer's published instructions and this report failure modes and required over- In case of conflict,this report governs. strength. 5.3 Anchors must be limited to use in cracked and The requirements for member thickness, Edge distance unaacked normal-weight concrete and sand- and spacing, described in this report, must apply. An lightweight concrete having a specified compressive in shown in example sllown in stress design vales for llUstratiye strength, f., of 2,500 psi to 8,500 psi (17.2 MPa to purposes in Table 7. 58.6 MPa), and cracked and uncracked normal- 4.2.2 interaction of Tensile and Shear Forces: The weight or sand-lightweight concrete.over metal .deck interaction must be calculated and consistent with ACI 318 having a minimum specified compressive strength,fc, D.7 as follows: of 3,000 psi(20.7 MPa). For shear loads Vappfied<_0.2V0111ble,Aso, the full allowable 5.4 The values of fc used for calculation purposes must Toad in tension must be permitted. not exceed 8;000 psi(55.1 MPa). For tension loads TappGed<0.2Tallmable.ASD,the full allowable 5.5 Strength design values must be established in load in shear must be permitted. accordance with Section 4.1 of this report For all other cases: 5.6 Allowable design values are established in Tapprled + Vapplled accordance with Section 4.2. Tallowable.ASD Vallowable,ASD 1 2 (Eq-4) accordance Anchor spacing and edge distance as well as 4.3 Installation: minimum member thickness must comply with Tables 3,4,and 6,and Figures 4,5A, 513,and 5C. Installation parameters are provided in Tables 1 and 6 and 5.8 Prior to installation, calculations and details Figures 2, 5A, 56 and 5C. Anchor locations must comply demonstrating compliance with this report must be with this report and plans and specifications approved by submitted to the code official. The calculations and the code official. The Hilt KB-TZ must be installed in details must be prepared by a registered design accordance with manufacturer's published instructions and professional l where required by the statutes a the this report. In case of conflict, this report governs. Anchors jurisdiction which the project is to be constructed. must be installed in holes drilled into the concrete using carbide-tipped masonry drill bits complying with ANSI 5.9 Since an ICC-ES acceptance criteria for evaluating B212.15-1994. The minimum drilled hole depth is given in data to determine the .performance of expansion Table 1. Prior to installation, dust and debris must be anchors subjected to fatigue or shock loading is removed from the drilled hole to enable installation to the unavailable at this time, the use of these anchors stated embedment depth. The anchor must be hammered under such conditions is beyond the scope of this into the predrilled hole until h„o,is achieved. The nut must report. be tightened against the washer until the torque values 5.10 Anchors may be installed in regions of concrete specified in Table 1 are achieved. For installation in the where cracking has occurred or where analysis soffit of concrete on steel deck assemblies, the hole indicates cracking may occur (fl > f,), subject to the diameter in the steel deck not exceed the diameter of the hole in the concrete by more than 118 inchrmm)3.2 . For conditions of this report ( member thickness and edge distance restrictions for 5.11 Anchors may be used to resist short-term loading due installations into the soffit of concrete on steel deck to wind or seismic forces in locations designated as assemblies, see Figures 5A and 5B. Seismic Design Categories A through g g t o gh F of the IBC, 4.d Special inspection: subject to the conditions of this report. Periodic special inspection is required in accordance with I 5.12 Where not otherwise prohibited in the code, KB-TZ Section 1705.1.1 and Table 1705.3 of the 2012 IBC, or anchors are permitted for use with fire-resistance- Section 1704.15 of the 2009 IBC and Table 1704.4 or rated construction provided that at least one of the Section 1704.13 of the 2006 W, as applicable. The following conditions is fulfilled: special inspector must make periodic inspections during ■ Anchors are used to resist wind or seismic forces anchor installation to verify anchor type, anchor only. dimensions, concrete type, concrete compressive strength, Anchors that support anchor spacing, edge distances, concrete member ppre a fire-resistance-rated thickness, tightening torque, hole dimensions, anchor envelope or a fire- resistance-rated membrane embedment and adherence to the manufacturer's printed are protected by approved fire-resistance- rated installation instructions. The special inspector must be materials, or have been evaluated for resistance present as often as required in accordance with the t fire exposure in accordance with recognized s "statement of special inspection D lander the MC,additional standards. requirements as set forth in Sections 1705, 1706 and 1707 Anchors are used to support nonstructural must be observed,where applicable. elements. 5.0 CONDITIONS OF USE 5.13 Use of zinc-coated carbon steel anchors is limited to The Hilti KB-TZ anchors described in this report comply dry, interior locations. with the codes listed in Section 1.0 of this report,subject to 5.14 Special inspection must be provided in accordance the following conditions: with Section 4.4. ESR-1917 I Most Widely Accepted and Trusted Page 5 of 12 5.95 Anchors are Manufactured by RM AG under an 7.0 IDEAITW4GATIOAI approved quality control program with inspections by The anchors are identified by packaging labeled with the UL LLC(AA-668). manufacturer's name (Hilti, Inc.) and contact information, 6.0 EVIDENCE SUBMITTED anchor name, anchor size, evaluation report number 6.1 Data in accordance with the ICC-ES Acceptance (ICC-ES ESR-1917), and the name of the inspection Criteria for Mechanical Anchors in Concrete Elements agency (UL LLC). The anchors have the letters KB-TZ (AC193), dated March 2012(ACI 355.2-07). embossed on the anchor stud and four notches embossed into the anchor head,and these are visible after installation 6.2 Quality control documentation. for verification. TABLE 1—SETTING INFORMATION(CARBON STEEL AND STAINLESS STEEL ANCHORS) SETTING Nominal anchor diameter(in.) INFORMATION SYS Units 318 112 518 314 Anchor O.D. da In. 0.375 0.5 0.625 0.75 (d,)Z (mm) (9.5) (127) (15.9) (19.1) Nominal bit diameter da In. 3/8 1/2 518 314 Effective min. In. 2 2 3-1/4 3-11.8 4 33/4 . 4,3/4 embedment hd (mm) (51) (51) (83) (79) (102) (95) (121) Nominal h in. 2-5/16 2-3/8 3-518 3-9/16 4-7116 4-5/16 5-9/16 embedment (mm) (59) (60) (91) (91) (113) (110) (142) Min.hole depth h, In. 2-5/8 2-5/8 4 3-314 43/4 4-1/2 53/4 (mm) (67) (67) (102) (95) (121) (114) (146) Kn.thickness of In. 1/4 3/4 1/4 3/8 3/4 1/8 15/8 fastenedarty f 1' (mm) (6) (19) (6) (9) (19) (3) (41) Required Trw ft4b 25 40 60 110 Installation torque (Nm) (34) (54) (81) (149 Mn.da.of hole in dh in. 7116 9/16 11/15 13/16 fastened part (mm) (11.1) (14.3) (17.5) (20.6) Standard anchor In. 3 3-3/4 5 3-3/4 4-1/2 5-1/2 7 4-3/4 6 8-112 10 5-112 8 10 lengths �ndi (mm) (76) (95) (127) (95) (114) (140) (178) (12T) (152) (216) (254) (140) (203) (254) Threaded length tIn. 718 1-5/8 2-718 1-518 23/8 3-3/8 4-7/8 1-1/2 23/4 5-1/4 63/4 1-112 4 6 ndw (Ind.dog point) (mm) (22) (41) (73) (41) (60) (86) (124) (38) (70) (133) (171) (38) (102) (152) Unthreaded length 1u. 2-118 2-18 .3-1/4 4 Lica (mm) (54) (54) (83) (102) 1The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread.If a thinner fastening thickness is required,increase the anchor embedment to suit. 'The notation in parenthesis is for the 2006 IBC. t Me thahical • 33.4 KWIK Bolt Expansion Anchor Table Table 7-KWIK Bolt,TZ Carbon and Stainless Steel Allowable Nonseismic Shear(ASD),Steel(lb)1'2.3'4 5 Allowable Steel Capacity,Shear Diameter(in.) Carbon Steel Stainless Steel 3/8 1,925 2,530 1/2 2,945 3,685 " 5/8 4,335 5,290 3/4 7,325 8,415 1 Single anchors with no edge or anchor spacing reductions and no supplementary reinforcement(Condition B). 2 Strength design load combinations from ACI 318 Section 92.ASD load combinations from ASCE 7-05,Section 2. 3 For strength design,the required strength=1.6D+1.2L For ASD, the factored load=1.013+1.OL Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. r 4 ASD=0.w•V./a=0.75-V� 1.4 Table 8-KWIK Bolt TZ Carbon and Stainless Steel Allowable Seismic Tension(ASD),Normal-Weight Cracked Concrete(lb)I23.4s << Concrete Compressive Strength2 Diameter h (n.) f = 2500 psi f'.= 3000 psi j".= 4000 psi f'�= 6000 psi Carbon Stainless Carbon Stainless Carbon Stainless Carbon Stainless Steel Steel Steel Steel Steel Steel Steel Steel 3/8 2 774 882 937 966 1,082 1,115 1,225 1,366 2906 1,198 992 1,312 1,146 1,515 1,297 1,856 ''•i' . ;. 1/2 3-1/4 1,852 1,876 2,028 2,055 2,342 2,373 2,651 2,907 3-1/8 1,769 1,769 1,938 1,938 2,238 2,238 2,533 2,747 - =.'. 5/8 4 2,562 2,200 2,806 2,410 3,240 2,783 3,668 3,408 3-3/4 2,325 3,055 2,547 3,347 2,941 3,865 3,330 4,733 :k i; 3/4 4-3/4 1 3,315 3,315 3,632 3,632 4,193 4,193 4,747 5,136 a 1 Single anchors with no edge or anchor spacing reductions and no supplementary reinforcement(Condition B). R 2 Strength design load combinations from ACI 318 Section 9.2.ASD load combinations from ASCE 7-05,Section 2. J'r <' !;) 3 For strength design,the required strength=1.213+1.OE.For ASD,the factored load=1.013+0.7E.Conversion factor a is calculated by <;^ dividing the ACI 318 required strength by the ASCE 7 factored load. `' r1 4 Assuming a 50%dead and 50%earthquake contributions,a= 1.2-0.5+1.0.0. 1.0-0.5+0.7.0.5 -1.294 mJ' 5 ASD=tpe• -N /a=0.65.0.75-Np./1.294 ' X' %P : Table 9- KWIK Bolt TZ Carbon and Stainless Steel Allowable an; s .3.4.5 .; Seismic Shear(ASD),Steel(Ib)'.2 Allowable Steel Capacity,Shear Diameter(in.) t Carbon Steel Stainless Steel R 3/8 1,565 1,915 , 1/2 2,390 2,590 r 5 n, 5/8 3,515 4,005 t? 3/4 5,945 6,375 1 Single anchors with no edge or anchor spacing reductions and no � supplementary reinforcement(Condition B). 2 Strength design load combinations from ACI 318 Section 9.2. ASD load combinations from ASCE 7-05,Section 2. 3 For strength design,the required strength=1.2D+1.OE.For ASD, the factored load=1.013+0.7E.Conversion factor a is calculated by dividing the ACI 318 required strength by the ASCE 7 factored load. `. 4 Assuming a 50%dead and 50%earthquake contributions, „ a=(1.2.0.5+1.0.0.5)/(1.0.0.5+0.7.0.5)=1.294 ;£ 5 Seismic ASD=0tom•Ow •Veq/a=0.75.0.75•Veq/1.294 "i"- •� a ^" "'•` •-- ^'^`• ^^.a,^^^^^ ••_• ••• ,7« a o� i i-nnn-a70_1,00n i Hilti(Cnnarla)Coro.1.800-363-4458 1 www.hilti.ca I Anchor Fastening Technical Guide O ,`tr`A J � DIBBLE ENGINEERS, INC. Structural Professional Structural Engineering Services Memo Meridian Builders Matt Comstock 6869 Woodlawn Avenue NE Suite 110 Seattle, WA 98115 April 11,2013 DEI Project: 12-013 Re: Port Angeles Plaza—Big Lots Tennant Improvement Port Angeles,WA Dear Mr.Comstock: As requested,attached are the structural SKs to date for the Port Angeles Plaza-Big Lots Tennant Improvement project. Please contact us with any questions or clarifications. Do�WWAskl���� . Sincerely, R 3744 DIBBLE ENGINEERS, INC. (� John C.Mayfield,EIT SfoN� ON��t,•13 N-N Project Engineer Attachments: SK-2 (Slotted Deflection Track Connection), SK-3 (Revised RTU Support), SK-4(Vestibule Post to Beam Connection), SK-5 (Vestibule Beam to Wall Connection) `lU `V 1029 Market Street Page I of I P. 425-828-4200 Kirkland, WA 98033 F. 425-827-6131 rroject No. Sheet No. DIBBLEENGINEERS, INC. Z _ Q c 3 lam_ 2— Project Project Date 1 SubjectGeBy 6 G M S L o r r►=v IJ G�F�r C,7'i 4 1-1 'i"IL A-(,6Lrt r t t�-c rt n t�! roo,F 1"4v r:S f i 9 I CM) 2 xH 3 Z F! �N� 1 101 I- S7"K✓c7" i M t=TA L t;TL,u SLOTTcu pCF - Fcriom T 9 4.tc w! (2) ti I o x SGew VS -FO E14- 2xw i e i� 1 t )„/FtevL,L- F-L/ tf P RPt;MGli�✓i,AC 1'13 TP-v4SCS, FITA-C-H pCFt.Gcri9R tQ.+Ctc k rt" C- K LIS S QOTTofol C,H0D . Po er A x�br-CSS PLA-ik- 91c L41-5 12-013 oz-13-13 a - GAID ROO'NG, INSULATION k SHEATHING NOT SHOWN FOR CLARIFY (E)ROOF JOIST I I I 2.-8. /Y 1`_g• 11' I 2'-8" PER PLAN,TYP (FIELD VERIFY) i (FIELD VERIFY) (F- V . ) (FIELD VERIFY) - LarkTE APDL. 41 SrRL H�cK BE"%/ cats { MECH UNIT PI o 6/H E RE Nor I ( (LIGHTER SHA ) AuGFIED ASoVE Jour;TYP. MECH UNIT CENTER OF (E)BEAM PER PLANT GRAVitt (E) BEAM PER PLAN — — i — — — V® ----------- --- (E)BEAM SPLICE 1 s WHERE.OCCURS X ' x I I t I MECH UNIT CURB (DARKER SHADE) aLlC,hl Ux1r CMA-SOVE RoaF do161- I I I ✓HERE poSSIPLE I ' P.T. SYRINGE¢ ON ROOF SHIM.TYP, 4MAGH To XMF i II da r BEw"/ (�) Yv"p' SDS 6// t"AtH F,nLSEO ExT6Np K To rot "ago' 4� 86YoMC 0,36' •!v. 6vIg1, ryp / CVf't ff rY TC UMNV M uvrtrEcrtNL INTO e STLIH6E &E6wtLGp To 6TRlPt66Q kS REQD. STRtµCGL c NKEcrioFtf AU69 ST[tHcE2 kdovE EMF 401sT PLAN VIEW- NEW MECH UNIT AT ROOF M) orAMIA 6-Yl 2 scALE:�•- �-o- Fject No. Sheet No. DIBBLE ENGINEERS, INC. N. Set o Projectn /� Date P'Da'-r /d'K6fiLF6 9IC' t-015 Subject TO d"EA-Al G(J R M U I[N By i STv09 p :2 u , o lr I i MS �'�.� K lM �IZ/fiGlc. i I I i 4 - l cl Id yAi`r�� x3x3' rl o f :13 MAI H a l r o9K GA-� pl�lt i X405137-33 � ; , f(008 137-;.41.3 , 20 GA � 6. No. Sheet No. DIBBLE ENGINEERS, INC. Project N 12-0'�/,?Q I Sf(---s Project Pog-r kttcet--r,� ft,42-4 — ,G Lor� Date Subject By V CZ r-A-/-x To VA-L,L- H PCTs(D J. t3 ox 1 1 .1 i 14' T.1 1�4 :61P.E. 0 F a TO vm WA-L L �:t V, io k- v a 7 z 8,- ^k '� JH i Y 1 taw } Nf r m 44 , r/,w 4 q C 01 r,' e is rz'ra, ... e Y c- 77, set Aft NOW • _ r I Is M • r e � v f ti ti r -v-...rw...•.ru..�®n'pa... wM+.��.•.."w"""pSn+aRrl�Rwwo_ :i...��.n_+vnwmm�srox�».. � a xf a� r _ r i Nl l -r .�P i nti Ny. N a +k IIY: r a )s: s • P IF � �jRTALESG 0 1 - WASH I N G T O N, U. S. A. COMMUNITY & ECONOMIC DEVELOPMENT DEPARTMENT DATE: July 11, 2013 T O: Big Lot Stores, Inc. 300 Phillipi Road Columbus, OH 43228 N FROM: Jim Lierly- Community& Economic Development Department SUBJECT: Temporary Certificate of Occupancy, Big Lots Store #4644/Port Angeles Plaza Shopping Center/1940 E. 1st Street, Port Angeles, WA 98362, Permit#13-00000149 The Department of Community Development has inspected Big Lots on 7/19/13 and found that the emergency exits in the rear need to have landings installed per 2009 IBC. A Temporary Certificate of Occupancy will be granted for a thirty (30) day period for stocking merchandise and items related to staff functions only. General public access is not approved at this time. Verify that all departments (Fire, PW, and Elect) have completed final inspection before a Building Final is requested for re inspection. Jim Lierly Building Inspector 360-808-0534 jllerly@cityofpa.us Address: 1940 E 1St Street 170 PREPARED 5/07/15, 11:45:33 INSPECTION HISTORY REPORT PAGE 1 PROGRAM BP521L 0/00/00 THRU 0/00/00 CITY OF PORT ANGELES ---------------------------------------------------------------------------- APPLICATION PROPERTY ADDRESS ASSESSOR PARCEL NUMBER ALTERNATE ID STRUCTR PERMIT INSPECTION RESULT DATE/STATUS INSPECTOR ------------------------------------------------------------------------------------------------------------------------------------ 15 00000096 1940 E 1ST ST 170 - 06-30-12-5-0-7000-0000- 063012507000 000 000 BPC 00 BUILDING PERMIT - COMMERCIAL BL3 0001 BLDG FRAMING 3/31/15 APPROVED JLL REQ COMM: March 31, 2015 9:53:44 AM jlierly. REQ COMM: dan 757-536-2664 RES COMM: March 31, 2015 2:45:53 PM jlierly. 000 000 BPC 00 BUILDING PERMIT - COMMERCIAL BL3 0002 BLDG FRAMING 4/02/15 APPROVED JLL REQ COMM: April 2, 2015 2:25:00 PM jlierly. RES COMM: April 2, 2015 3:44:26 PM jlierly. RES COMM: bath room break room in rear of unit. partial frame only/jll 000 000 BPC 00 BUILDING PERMIT - COMMERCIAL BL1 0001 BLDG FOUNDATION FOOTING 4/10/15 APPROVED JLL REQ COMM: April 10, 2015 9:42:54 AM pbarthol. REQ COMM: Dan 757-536-2664 RES COMM: April 10, 2015 4:13:53 PM jlierly. 000 000 BPC 00 BUILDING PERMIT - COMMERCIAL BL99 0001 BLDG FINAL 4/24/15 DISAPPROVED JLL REQ COMM: April 24, 2015 9:23:59 AM jlierly. REQ COMM: Dan RES COMM: April 24, 2015 4:13:12 PM jlierly. RES COMM: Rack system in warejouse storage area and the rack between RES COMM: the sales floor and storage area need thrid party special RES COMM: inspections/ provide hvac balance report per wsec/jll Ok to RES COMM: stock sale floor area only/jll 000 000 BPC 00 BUILDING PERMIT - COMMERCIAL BL99 0002 BLDG FINAL 4/27/15 DISAPPROVED JLL REQ COMM: April 27, 2015 10:07:22 -AM jlierly. REQ COMM: dan RES COMM: April 27, 2015 4:07:47 PM jlierly. RES COMM: Temp CO will be granted for 30 days start on 4/27/15 only RES COMM: item required to be re inspected will be the storage racks RES COMM: in the rear 1/3rd of the store. #rd party special RES COMM: inspections required eng detail before final complete/jll 000 000 BPC 00 BUILDING PERMIT - COMMERCIAL BL99 0003 BLDG FINAL 5/01/15 APPROVED JLL REQ COMM: May 1, 2015 4:24:35 PM jlierly. REQ COMM: Dan 757-536-2664 RES COMM: May 1, 2015 4:25:31 PM jlierly. RES COMM: Contractor is complete with project and final approval ok. RES COMM: Rack system in rear 1/3 of store to be by others permit to RES COMM: be submitted next week/jll 000 000 ME 00 MECHANICAL PERMIT MEl 0001 MECHANICAL ROUGH-IN 4/13/15 APPROVED JLL REQ COMM: April 13, 2015 10:07:37 AM jlierly. REQ COMM: dan RES COMM: April 13, 2015 5:01:04 PM jlierly. 000 000 ME 00 MECHANICAL PERMIT ME99 0001 MECHANICAL FINAL 4/24/15 APPROVED JLL REQ COMM: April 24, 2015 9:24:28 AM jlierly. RES COMM: April 24, 2015 4:12:11 PM jlierly. 000 coo PL 00 PLUMBING PERMIT PL1 0001 PLUMBING UNDER SLAB 3/26/15 DISAPPROVED JLL PREPARED 5/07/15, 11:45:33 INSPECTION HISTORY REPORT PAGE 2 PROGRAM DP521L 0/00/00 THRU 0/00/00 CITY OF PORT ANGELES APPLICATION PROPERTY ADDRESS ASSESSOR PARCEL NUMBER ALTERNATE ID STRUCTR PERMIT INSPECTION RESULT DATE/STATUS INSPECTOR 15 00000096 CONTINUED REQ COMM: March 26, 2015 9:42:00 AM pbarthol. REQ COMM: Dan 757-536-2664 RES COMM: March 26, 2015 4:45:49 PM jlierly. RES COMM: bed underslab in sand or wrap DWV in prtective material. RES COMM: Crushed gravel not approved fill for ABS pipe/jll 000 000 PL 00 PLUMBING PERMIT PL1 0002 PLUMBING UNDER SLAB 3/27/15 APPROVED JLL REQ COMM: March 27, 2015 9:11:34 AM pbarthol. REQ COMM: Dan 775-536-2664 RES COMM: March 27, 2015 4:05:22 PM jlierly. 000 000 PL 00 PLUMBING PERMIT PL2 0001 PLUMBING ROUGH-IN 4/03/15 APPROVED JLL REQ COMM: April 2, 2015 2:25:19 PM jlierly. REQ COMM: April 2, 2015 3:45:34 PM jlierly. REQ COMM: GC wanted a late affternoon inspection 4pm RES COMM: April 3, 2015 3:58:39 PM jlierly. 000 000 PL 00 PLUMBING PERMIT PL99 0001 PLUMBING FINAL 4/22/15 DISAPPROVED JLL REQ COMM: April 22, 2015 10:37:00 AM jlierly. REQ COMM: Dan RES COMM: April 22, 2015 3:42:31 PM jlierly. RES COMM: Strap W/H. . 90 degree on t/p outlet/ move expansion tank to RES COMM: verify or access tank drain valve/ insulate supply lines/ RES COMM: pan to have drain per code/jll 000 000 PL 00 PLUMBING PERMIT PL99 0002 PLUMBING FINAL 4/24/15 APPROVED JLL REQ COMM: April 24, 2015 9:24:18 AM jlierly. RES COMM: April 24, 2015 4:12:11 PM jlierly. PREPARED 5/01/1-5, 1-6:21:27 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 5/01/15 ------------------------------------------------------------------------------------------------ ADDRESS . : 1940 E 1ST ST 170 SUBDIV: CONTRACTOR : PHONE : OWNER PORT ANGELES PLAZA PHONE : (206) 658-3104 PARCEL 06-30-12-5-0-7000-0000- APPL NUMBER: 15-00000096 COMM REMODEL ------------------------------------------------------------------------------------------------ PERMIT: BPC 00 BUILDING PERMIT - COMMERCIAL REQUESTED !NSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ BL3 01 3/31/15 JLL BLDG FRAMING 3/31/15 AP March 31, 2015 9:53:44 AM jlierly. dan 757-536-2664 March 31, 2015 2:45:53 PM jlierly. BL3 02 4/02/15 JLL BLDG FRAMING 4/02/15 AP April 2, 2015 2:25:00 PM jlierly. April 2, 2015 3:44:26 PM jlierly. bath room break room in rear of unit. partial frame only/jll BL1 01 4/10/15 JLL BLDG FOUNDATION FOOTING 4/10/15 AP April 10, 2015 9:42:54 AM pbarthcl. Dan 757-536-2664 April 10, 2015 4:13:53 PM jlierly. BL99 01 4/24/15 JLL BLDG FINAL 4/24/15 DA April 24, 2015 9:23:59 AM jlierly. Dan April 24, 2015 4:13:12 PM jlierly. Rack system in warejouse storage area and the rack between the sales floor and storage area need thrid party special inspections/ provide hvac balance report per wsec/jll Ok to stock sale floor area only/jll 13L99 02 4/27/15 JLL BLDG FINAL 4/27/15 DA April 27, 2015 10:07:22 AM jlierly. dan April 27, 2015 4:07:47 PM jlierly. Temp CO will be granted for 30 days start on 4/27/15 only item required to be re inspected will be the storage racks in the rear 1/3rd of the store. #rd party special inspections required eng detail before final complete/jll BL99 03 5/01/15 JkL BLDG FINAL i � May 1, 2015 4:24:35 PM jlierly. Dan 757-536-2664 J -------------------------------------- COMMENTS AND NOTES -------------------------------------- .P City of Port Angeles Correction Notice Building Division Job Located at 6 V2 D Inspection of your work revealed that the following is not in accordance with the codes governing the work in this jurisdiction: -Y1 --TAT-G 9�- These corrections must be `made and are not to be covered until reinspection is made. When corrections have been made, please call 360-417-4815 for inspection. f Date Z ji Inspector for Building Division DO NOT REMOVE THIS TAG PREPARED 4/22/15, 10:37:04 INSPECTION TICKET PAGE 5 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 4/22/15 ------------------------------------------------------------------------------------------------ ADDRESS . : 1940 E IST ST 170 SUBDIV: CONTRACTOR : PHONE : OWNER PORT ANGELES PLAZA PHONE : (206) 658-3104 PARCEL 06-30-12-5-0-7000-0000- APPL NUMBER: 15-00000096 COMM REMODEL ------------------------------------------------------------------------------------------------ PERMIT= PL 00 PLUMBING PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ PL1 01 3/26/15 JLL PLUMBING UNDER SLAB 3/26/15 DA March 26, 2015 9:42:00 AM pbarthol. Dan 757-536-2664 March 26, 2015 4:45:49 PM jlierly. bed underslab in sand or wrap DWV in prtective material. Crushed gravel not approved fill for ABS pipe/jll PL1 02 3/27/15 JLL PLUMBING UNDER SLAB 3/27/15 AP March 27, 2015 9:11:34 AM pbarthol. Dan 775-536-2664 March 27, 2015 4:05:22 PM jlierly. PL2 01 4/03/15 JLL PLUMBING ROUGH-IN 4/03/15 AP April 2, 2015 2:25:19 PM jlierly. April 2, 2015 3:45:34 PM jlierly. GC wanted a late affternoon inspection 4pm April 3, 2015 3:58:39 PM jlierly. PL99 01 4/22/15 � PLUMBING FINAL April 22, 2015 10:37:00 AM jlierly. Dan --------------------------—----—---- COMMENTS AND NOTES -------------------------------------- PREPARED 4/24/15, 11:30:54 INSPECTION TICKET PAGE 4 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 4/24/15 ------------------------------------------------------------------------------------------------ ADDRESS . : 1940 E 1ST ST 170 SU13DIV: CONTRACTOR : PHONE : OWNER PORT ANGELES PLAZA PHONE : (206) 658-3104 PARCEL 06-30-12-5-0-7000-0000- APPL NUMBER: 15-00000096 COMM REMODEL ------------------------------------------------------------------------------------------------ PERMIT: BPC 00 BUILDING PERMIT - COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ BL3 01 3/31/15 JLL BLDG FRAMING 3/31/15 AP March 31, 2015 9:53:44 AM jlierly. dan 757-536-2664 March 31, 2015 2:45:53 PM jlierly. BL3 02 4/02/15 JLL BLDG FRAMING 4/02/15 AP April 2, 2015 2:25:00 PM jlierly. April 2, 2015 3:44:26 PM jlierly. bath room break room in rear of unit. partial frame only/jll BL1 01 4/10/15 JLL BLDG FOUNDATION FOOTING 4/10/15 AP April 10, 2015 9:42:54 AM pbarthol. Dan 757-536-2664 April 10, 2015 4:13:53 PM jlierly. BL99 01 4/24/15 BLDG FINAL April 24, 2015 9:23:59 AM jlierly. V Dan ------------------------------------------------------------------------------------------------ PERMIT: ME 00 MECHANICAL PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ ME1 01 4/13/15 JLL MECHANICAL ROUGH-IN 4/13/15 AP April 13, 2015 10:07:37 AM jlierly. dan April 13, 2015 5:01:04 PM jlierly. ME99 01 4/24/15 L MECHANICAL FINAL April 24, 2015 9:24:28 AM jlierly. ----------- --------------------- - PERMIT: PL 00 PLUMBING PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ PL1 01 3/26/15 JLL PLUMBING UNDER SLAB 3/26/15 DA March 26, 2015 9:42:00 AM pbarthol. Dan 757-536-2664 March 26, 2015 4:45:49 PM jlierly. bed underslab in sand or wrap DWV in prtective material. Crushed gravel not approved fill for ABS pipe/jll PL1 02 3/27/15 JLL PLUMBING UNDER SLAB 3/27/15 AP March 27, 2015 9:11:34 AM pbarthol. Dan 775-536-2664 March 27, 2015 4:05:22 PM jlierly. PL2 01 4/03/15 JLL PLUMBING ROUGH-IN 4/03/15 AP April 2, 2015 2:25:19 PM jlierly. April 2, 2015 3:45:34 PM jlierly. GC wanted a late affternoon inspection 4pm April 3, 2015 3:58:39 PM jlierly. ----------------------------------- CONTINUED ONTO NEXT PAGE ------ PREPARED 4/24/15, 11:30:54 INSPECTION TICKET PAGE 5 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 4/24/15 ------------------------------------------------------------------------------------------------ ADDRESS . : 1940 E IST ST 170 SUBDIV: CONTRACTOR : PHONE : OWNER PORT ANGELES PLAZA - PHONE : (206) 658-3104 PARCEL 06-30-12-5-0-7000-0000- APPL NUMBER: 15-00000096 COMM REMODEL ------------------------------------------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS PL99 01 4/22/15 JLL PLUMBING FINAL 4/22/15 DA April 22, 2015 10:37:00 AM jlierly. Dan April 22, 2015 3:42:31 PM jlierly. Strap W/H.. 90 degree on t/p outlet/ move expansion tank to verify or access tank drain valve/ insulate supply lines/ pan to have drain per code/jll PL99 02 4/24/15 PLUMBING FINAL 1t \ April 24, 2015 9:24:18 AM jlierly. ----------------------tiv-1�--------- COMMENTS AND NOTES CITY OF PORT ANGELES tor DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 15-00000096 Date 3/16/15 Application pin number . . . 029920 �. Property Address . . . . . . 1940 E 1ST ST 170 l� ASSESSOR PARCEL NUMBER: 06-30-12-5-0-7000-0000- i Application type description COMM REMODEL REPORT SALES TAX Subdivision Name . . . . . . on your state excise tax form Property Use . . . . . . . . N Property Zoning . . . . . . . UNKNOWN to the City of Port Angeles Application valuation . . . . 220000 (Location Code 0502) ---------------------------------------------------------------------------- Application desc TENANT IMPROVMENTS/ENTRY, DELIVERY DOORS, PAD, INT ---------------------------------------------------------------------------- Owner Contractor PORT ANGELES PLAZA OWNER ASSOCIATES LLC 650 S ORCAS ST, STE 210 SEATTLE WA 98108 (206) 658-3104 ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT - COMMERCIAL Additional desc . . TENANT IMPROVEMENTS Permit Fee . . . . 1692.25 Plan Check Fee 1099.96 Issue Date . . . . 3/16/15 Valuation . . . . 220000 Expiration Date 9/12/15 Qty Unit Charge Per Extension BASE FEE 1020.25 120.00 5.6000 THOU BL-100,001-500K (5.60 PER K) 672.00 ----=----=------------------------------------- �J Permit . . . . . . MECHANICAL PERMIT Additional desc . Permit Fee . . . . 137.30 Plan Check Fee .00 Issue Date . . . . 3/16/15 Valuation . . .. . 0 Expiration Date 9/12/15 Qty Unit Charge Per Extension BASE FEE 50.00 2.00 7.2500 EA ME-VENT FAN (SINGLE DUCT) 14.50 4.00 18.2000 EA ME-FURN/HP/FAU- > 5-TON 72.80 Permit . . . . PLUMBING PERMIT Additional desc . . TI PLUMBING PERMIT Permit Fee . . . . 121..00 Plan Check Fee .00 Issue Date . . . . 3/16/15 Valuation . . . . 0' Expiration Date 9/12/15 Qty Unit Charge .Per Extension BASE FEE 50.00 5.00 7.0000 EA PL-PLUMBING TRAP 35.00 1.00 7.0000 EA PL-WATERLINE 7.00 1.00 7.0000 EA PL-DRAIN VENT PIPING 7.00 1.00 15.0000 EA PL-SEWER LINE' 15.00 CCS 1J Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within.180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel he provisions of any state or local law regulating construction or theP erformance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit AW BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS — Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only)__ T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab 11311ocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 r Building 417-4815 T:Forms/Building Division/Building Permit CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 15-00000096 Date 3/16/15 Application pin number . . . 029920 Qty Unit Charge Per Extension REPORT SALES TAX 1.00 7.0000 EA PL-WATER HEATER 7.00_ Special Notes and Comments on your state excise tax form p to the City of Port Angeles February 10, 2015 8:44:31 AM tamiot. (Location Code 0502) ELECTRICAL PERMIT IS REQUIRED FOR ALL ELECTRICAL WORK. INSTALLATION SHALL MEET ALL REQUIREMENTS OF THE CITY OF PORT ANGELES SERVICE REQUIREMENTS. REPLACEMENT OF THE EXISTING SWITCH BOARD MAYBE REQUIRED. February 11, 2015 9:34:23 AM tamiot. THE EXISTING ELECTRICAL SERVICE IS REQUIRED TO BE REPLACED. This project will require a seperate permit and fire alarm plans for review. Address numbers shall be plainly visible from the street. Address numbers shall be a minimum of six inches high and be of contrasting color from.the background. Labeling is required for doors leading to spaces containing fire alarm control panels and fire sprinkler risers. Owner is responsible for ongoing fire alarm system inspection and maintenance per the current addition of NFPA 72. Owner is responsible for ongoing fire sprinkler. system .inspection and testing per the current addition of NFPA 25. This project will require seperate permit and fire sprinkler plans for review. February 5, 2015 3:35:20 PM sroberds. Looks great. No land use issues. 1. Install sediment controls BMPs. 2. Stabilize exposed soils. 3. Protect slopes from erosion. 4. Protect drain inlets. 5. Control pollutants including but not limited to spills, concrete wash out, exposed aggregate processes, concrete grinding and saw cut waste water. 6. Maintain temporary and permanent erosion control BMPS during project. ---------------------------------------------------------------------------- Other Fees . . . . . . STATE SURCHARGE- 4.50 Fee summary Charged Paid Credited Due ----------------- ---------- ---------- --------:-- ---------- Permit Fee Total 1950.55 1950.55 .00 .00 Plan Check Total 1099.96 1099.96 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 3055.01 3055.01 .00 .00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized isnot commenced within.180 days, if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS-- Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwail Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/-Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: jFootinq/Slab Skkirtinirtin B &Hold Downs g PLANNING DEPT. Separate Permit#s SEPA: Parkin I Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 �� L Building 417-4815 �>/101// <- T:Forms/Building Division/Building Permit THE �� / For City Use CITY OF . Permit# /6 �61 W A S H I N G T O N, U. S. Date Received: J .15'- )Kd-- 321 15'- 321 E 5th Street Date Approved 45?/_49 //1! Port Angeles,WA 4836 P:360-417-4817 F;360-417-4711 Email:perm i s ciJyofRa.us BUILDING P I�I' A PLIiCATION 1940 li—�- I O -�5"r /70 Project Address: tom. - 51— Phone: 310.275.7774 Primary Contact: Jourdanne Cadavona Email,:_jourdanne@permitadvisors.com Name Port Angeles Plaza Associates, LLC Phone 206-254-2566 Property MailingAddres Email �50 South Orcas St,#210 Owner City State Zip Seattle WA 98108 Name Phone Contractor Address Email Information City state Zip (TBD) Contractors License# Exp.Date: Legal Description: Zoning: Tax Parcel# Project Value: (materials and labor) $ 220 000 Residential ❑ Commercial Industrial ❑ Public ❑ Permit Demolition ❑ Fire ❑ Repair ❑ Re roof(tear off/lay over) ❑ Classification For the following fill out both Daggs of ermit application: (check New Construction 1:1 Exterior Remodel ❑ Addition ❑ Tenant Improvement ❑ appropriate) Mechanical 'Plumbing W Other ❑ Fire Sprinkler System? Irrigation System? I Proposed Bathrooms Proposed Bedrooms Yes ❑ No © Yes ❑ No ❑ A Project Descri tian .-� which includes anew bi- artin doors stem, creatin a new o enin for deliver in the rear and a new concrete receiving pad in the rear. Is project in a Flood Zone: Yes ❑ No12 Flood Zone Type: -- If in a Flood Zone, what is the value of the structure before proposed improvement? $ I have read and completed the application and know it to be true and correct. I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required and to obtain permits prior to work. I understand that plan review fees are not refundable after review has occurred. I understand that I will forfeit review fees if I withdraw the application before the permit is issued. I understand that if the permit is not picked up/issued within i8o days of submittal,the application will be considered abandoned and the fees will be forfeited. Date 01/28/15 Print Name Jourdanne Cadavona Signature Residential Structures .,. _...- ._ -�___ For Office Use Area Description(SQ FT) Existing Proposed ss value Basement First Floor `t Second Floor Covered DeckiPorch/Entry (` Deck(over 30 ori"` Floor Garage Carport r0ther(describe) _--------- _ ..... Area Totals Commercial Structures For Office Use Area Descriptions(SQ FT) Existing Proposed ss Value 'Existing Structure{s) --_---------_. Proposed Addition Tenant Improvement? 14,069 220,000 Other work(describe) _ - Site Area Totals Lot/Site Coverae Calculations Lat Siae(sq ft} Lot Coverage(sq ft) %Lot Coverage(Total lot coverage_lot size) Site Coverage(Sq Ft of all impervious) %of Site Coverage(total site coverage:lot size) Mechanical Fixtures Indicate how imaplof each t ae of fixture to be installed or relocated as ..art of this project ,. _.,:: ..-.. �. _ -- Air Handler S'ze: #' Haz/Non-Haz Piping Outlets: Appliance'Exhaust'Fan # ' 'Heater(Suspended,Floor,Recessed wall) # Boiler/Compressor Size: # Heating/Cooling appliance # repair/alteration Evaporative Cooler(attached,not # Pellet Stove/Wood-burning/Gas # portable} Fireplace)Gas Stove/Gas Cook Stove/Mise �Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # �) Furnace/Heat Pumpl Size: # Ventilation System # Forced Air Unit _ Plumbin Fixkures Indicate how man of each a of fixture to be installed or relocated Plumbing Traps # M Fuel gas piping #of Outlets: Water Heater # t Medical gas piping #of Outlets. Water Line _ 1 # Plumbing Vent piping # Sewer Line � # � Industrial waste pretreatment interce for Grease Tra Size Other f describe): T:\BUILDING\APPLICATION FORMS\Current BP Application\Building Perntlt4•t7-13.docx KEY NOTES 1 O MAIN TENANT ENTRANCE DOORS.SEE SHEET Al.1 FOR FURTHER INFORMATION. 102. ACCESSIBLE PATH OF TRAVEL. 103. EXISTING CONC,SIDEWALK TO REMAIN.SIDEWALK IS FLUSH WITH ADJACENT ASPHALT DRIVE. 104. EXISTING PARKING AREA TO REMAIN. 105. STEEL PIPE BOLLARD.SEE SHEET A1.1 AND DETAIL 2/A4.1 FOR ADDITIONAL INFORMATION. 106. EXISTING ACCESSIBLE PARKING SPACE AND SIGNAGE TO REMAIN. 107. CONCRETE RECEIVING PAD.SEE SHEET A1.1 FOR ADDITIONAL INFORMATION. 108. EXISTING ASPHALT DRIVE TO REMAIN. 109, EXISTING PIPE BOLLARD TO REMAIN. 110. EXISTING ELECTRICAL TRANSFORMER TO REMAIN. 111. EXISTING FIRE DEPARTMENT CONNECTION TO REMAIN. 112. EXISTING ELECTRICAL METER CABINET TO REMAIN. 108 107 TYP. 112 110 109 109 105 TYP.OF(2) TYP.OF(2) TYP.OF(2) 111 HARBOR FREIGHT TOOLS ADJACENT TENANT 14,069 LEASABLE SF SPACE (N.i.C.) 101 10s 0------ -- ---- - TYP.O F2�-jF(4) 0 102 103 O los TYP. 104 TYP. V Uj HARBOR FREIGHT TOOLS Uft - C' � _� r' _ u+�,t f. J"�""".RM' ,•�-.tib` T �y C r} 1 O REVISIONS r E.1ST STREET 40 t yam. 7 14 r , t r - ,.r ti ARCHITE SITE DATE O OVERAL_LSI TE PLAN JOB NO 1 NOT TO SCALE A r\ r CI HVAC record drawings of the actual installation and performance data for each equipment provided to the owner within 90 days after system acceptance. © HVAC O&M documents for all mechanical equipment and system provided to the owner within 90 days after system acceptance. 0 Written HVAC balancing report provided to the owner. The above post construction requirements have been completed. Principal Mechanical Designer-Name Signature Date Project Title;Harbor Freight Tools Report date:01/21/15 fle/e filunernaI InKfin'I nrL Deno 7 of 7 ---- ------- --- E - nnis C,=�--- _ eek Rd_ e-' 1938 19?1 y N 1911 ■ 3 a 91 - : � 1927 f 1937 1 tS O �, , nt3t -. 2001' ` k a1908 �, -•,-. —'_ � ._ U3 HWY 1936 , �o� > A Z"k 112 2026 112 �" �' ✓ . ,, � s' A 112 Q 112 112 1940 V 2 w •..,"� e ��qqpp qF a a >t 2 w- w p. 140 �,: .. ra z, A„•4 7K 1 , �w ..�u . l COMcheck Software Version 3.9.4 Mechanical Compliance Certificate 90.1 (2010) Standard Section 1: Project information Project Type:New Construction Project Title:Harbor Freight Tools Construction Site: Owner/Agent: Designer/Contractor: 1936 E.First Street Port Angeles.WA Section 2: General Information Building Location(tor weather data): Port Angeles,Washington Climate Zone: 4c Section 3: Mechanical Systems List Qujpnslty, System Type&Desc-ipSion 1 MVAC System t (Single Zone) Heating:1 each-Other,Electric,Capacity n 30 kBtu!h No minimum efficiency requirement applies Cooling:1 each-Single Package DX Unit,Capacity=90 kBtu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency-12.00 EER,Required Efficiency=11.20 EER Fan System: None 1 HVAC System 2(Single Zone) Heating:1 each-Other,Electric,Capacity=30 kBtu!h No minimum efficiency requirement appties Cooling:1 each-Single Package DX Unit,Capacity=120 kBiu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency=12.00 EER,Required Efficiency-11.20 EER Fan System: None 1 HVAC System 3(Single Zone) Heating:l each-Other,Electric.Capacity=30 kBtu!h No minimum efficiency requirement applies Cooling:1 each-Single Package DX Unit,Capacity=90 kBtu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency=12.00 EER,Required Efficiency=11.20 EER Fan System: None 1 HVAC System 4(Single Zone) Heating:1 each-Other,Electric,Capacity=30 kBtu/h No minimum efficiency requirement applies Cooling:1 each-Single Package DX Unit,Capacity=120 k8tu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency-12.00 EER, Required Efficiency-11.20 EER Fan System: None Section 5: Compliance Statement Compliance Statement: The proposed mechanical design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application.The proposed meth hast have been designed to meet the 90.1 (2010) Standard r uirements in COMcfteck Version 3.9.4 and to comply i e andatory requirement in the Require ants hecklist. J Name-Title R >t,5 Signature D to Section 6: Post Construction Compliance Statement Project Title:Harbor Freight Tools` W Report date:01/21/15 COMcheck Software Version 3.9.4 Mechanical Compliance Certificate 90.1 (2010) Standard Section 1: Project information Project Type:New Construction Project Title:Harbor Freight Tools Construction Site: Owner/Agent; Designer/Contractor: 1936 E.First Street Port Angeles,WA Section 2: General Information Building Location(for weather data): Port Angeles,Washington Climate Zone: 4c Section 3: Mechanical Systems List -"u ny System Typp 8 Degcrip�Ion 1 MVAC System t (Single Zone) Heating:1 each-Other,Electric,Capacity-30 kBtu!h No minimum efficiency requirement applies Cooling:1 each-Single Package DX Unit,Capacity=90 kBtu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency-12.00 EER, Required Efficiency=11.20 EER Fan System: None 1 HVAC System 2(Single Zone): Heating:1 each-Other,Electric,Capacity=30 kBtu!h No minimum efficiency requirement applies Cooling:1 each-Single Package DX Unit,Capacity=120 kBtu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency=12.00 EER,Required Efficiency=11.20 EER Fan System: None 1 HVAC System 3(Single Zone) Heating:1 each-Other,Electric,Capacity=30 kBtuih No minimum efficiency requirement applies Cooling.1 each-Single Package DX Unit,Capacity=90 kBtu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency=12.00 EER,Required Efficiency=11.20 EER Fan System: None I HVAC System 4(Single Zone): Heating:1 each-Other,Electric,Capacity-30 kBtuih No minimum efficiency requirement applies Cooling:1 each-Single Package DX Unit,Capacity=120 kBtu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency-12.00 EER, Required Efficiency=11.20 EER Fan System: None Section 5: Compliance Statement Compliance Statement: The proposed mechanical design represented in this document is consistent with the building plans,specifications and other calculations submitted with this permit application.The proposed mech stew have been designed to meet the 90.1 (2010) '(S�t�andard r uirement�s,in�COM check Version 3.9,4 and to comply i e andatory requirement in the Require ants hecklist. Name-Title R�I�.Nf'S Signature D to Section 6: Post Construction Compliance Statement Project Title:Harbor Freight Tools J -_' Report date:01/21/15 n,�� cie��.,e• r i�rriea.�� 0— 1 „r k 0 HVAC record drawings of the actual installation and performance data for each equipment provided to the owner within 90 days after system acceptance. o HVAC 08M documents for all mechanical equipment and system provided to the owner within 90 days after system acceptance. 0 Written HVAC balancing report provided to the owner. The above post construction requirements have been completed. Principal Mechanical Designer-Name Signature Date Project Title:Harbor Freight Too's Report date:01/21/15 fle/e Filcne...a• I IMi11ur1 rnL Dena 7 nl 7 HARBOR FREIGHT TOOLS sheet no. project by RJS h location PORT ANGELES, WA dote 03/31/15 client ADA ARCHITECTS job no. 117 E.Colorado Blvd.,Suite 200 Pasadena,CA 91105 115862 0: 626.578.1121 F:626.578.9121 RFI 1/11 www.koff.com i CL POST (E)2x6 CRIPPLE WALL (ABOVE) WASH/ '9 SSIONAL 0 0 0 I o -I_ 3'TYP (E)WOOD HEADER SEQUENCE NOTES: I � 1. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND METHODS. (N)12"x12"x3/8"A36 BENT PLATE COLUMN BUCKET 2. THESE SEQUENCE NOTES ARE GENERAL AND SHALL NOT TAKE PRECEDENT w/(4)5/8"A 307 BOLTS IN AISC OVER MORE DETAILED INFORMATION OR SAFETY STANDARDS REQUIRED STANDARD BOLT HOLES TO EXECUTE THE PROPOSED WORK. ALTERNATE: (E)12"x12"x3/8" COLUMN BUCKET 3. INSPECT INTEGRITY,CONDITION,GEOMETRIC PROPERTIES,ETC.OF(E) w/(4)5/8"0 A 307 BOLTS,V.I.F. STEEL POSTS AND DETERMINE IF(E)POSTS CAN BE RE-USED: A POSTS DEEMED ACCEPTABLE O RE-USE IF INTEGRITY AND CONDITION S SOUND AND THEIR CAN BE FABRICATED TO ACCOMMODATE THE INTENDED CONNECTION DETAILS. B. IF(E)POSTS ARE DEEMED ACCEPTABLE FOR RE-USE, PROVIDE TEMPORARY SHORING AT(E)POST LOCATIONS. LOADS SHALL BE SPREAD OUT SO AS TO NOT DAMAGE THE(E)STRUCTURE AND ALLOW FOR INSTALLATION OF ( (N)HSS 4x3x1/4 ASTM A500 GR B N)STRUCTURAL ELEMENTS. ALTERNATE: RELOCATE(E)HSS 43 C. IF(E)POSTS ARE NOT ADEQUATE TO BE RE-USED STEEI-PCIS? FABRICATE(N)HSS POSTS TO BE INSTALLED AT THE 1/4"MIN.WALL THICKNESS,V.I.F. INTENDED LOCATIONS. 4. DEMO PORTION OF(E)SLAB AND INSTALL(N)CONCRETE FOOTING. 5. INSTALL(N)POST[OR RELOCATED(E)POST]AT(N)CONCRETE FOOTING LOCATIONS. 6. INSTALL BOLTS IN COLUMN BUCKET AND ENSURE ALL CONNECTIONS ARE TIGHT. 7. CAREFULLY REMOVE(E)STEEL POSTS[OR TEMPORARY SHORING,IF(E) POSTS ARE RE-USED]TO TRANSFER LOADS TO(N)POST LOCATIONS. CONTRACTOR SHALL OBSERVE AND MONITOR THE(E)STRUCTURE TO VERIFY THAT NO EXCESSIVE DEFLECTION OR ABNORMALITIES OCCUR. 3" 7/8"0 A 307 TYP EA END STANDARD HEX HEAD BOLT 1/4 (4)TOTAL PER POST 12"x12"x1/2" 1Y2"HIGH STRENGTH A36 BASE PLATE NON-SHRINK GROUT �I I-1 I"o z 2\ (E)CONCRETE SLAB ON GRADE 2"TYP DEMO AND REPLACE(E) q CG)NCRETE SLAB ON GRADE,AS = REQUIRED TO POUR-IN-PLACE (N)CONCRETE FOOTING � I—III- -I (N)CONCRETE SPREAD FOOTING 3 TYP 3'-0" fc'=3,000 PSI(28-DAY) SQUARE (4)#5 EA WAY(BOT) SOIL UNDERNEATH SHALL BE FREE OF DEBRIS,FOREIGN MATERIALS AND SHALL BE COMPACTED TO 90%OF MAXIMUM DRY DENSITY \v] DETERMINED BY ASTM D-1-1 557 11/ V HSS POST AT(N)STOREFRONT OPENING �y l//✓^^�\O\���// SK-2 SCALE:3/4"=1'-O* V RECf92015 ED AP CITY OF PORT ANGELES BUILDING DIVISION project HARBOR FREIGHT TOOLS by RJS Sheet no. ' PORT ANGELES, WA 03/31/15 location dote client ADA ARCHITECTS job no. 117 E.Colorado Blvd.,Suite 200 Pasadena,CA 91105 115862 0: 626.57 8.1121 F:626.578.9121 RFI 1/11 www.koff.com CL POST (E)2x6 CRIPPLE WALLAN 0 (ABOVE) N 2 "4 0 o SS{ON� o j o -i- 3"TYP (E)WOOD HEADER SEQUENCE NOTES: 1. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND METHODS. (N)12"x12"x3/8"A36 BENT PLATE COLUMN BUCKET 2. THESE SEQUENCE NOTES ARE GENERAL AND SHALL NOT TAKE PRECEDENT w/(4)5/8"A 307 BOLTS IN AISC OVER MORE DETAILED INFORMATION OR SAFETY STANDARDS REQUIRED STANDARD BOLT HOLES TO EXECUTE THE PROPOSED WORK. ALTERNATE:(E)12"x12"x3/8" COLUMN BUCKET j 3. INSPECT INTEGRITY,CONDITION,GEOMETRIC PROPERTIES,ETC.OF(E) w/(4)5/8"0 A 307 BOLTS,V.I.F. STEEL POSTS AND DETERMINE IF(E)POSTS CAN BE RE-USED: A. (E)POSTS SHALL BE DEEMED ACCEPTABLE FOR RE-USE IF j THEIR INTEGRITY AND CONDITION IS SOUND AND THEY .CAN BE FABRICATED TO ACCOMMODATE THE INTENDED CONNECTION DETAILS. B. IF(E)POSTS ARE DEEMED ACCEPTABLE FOR RE-USE, PROVIDE TEMPORARY SHORING AT(E)POST LOCATIONS. LOADS SHALL BE SPREAD OUT SO AS TO NOT DAMAGE THE(E)STRUCTURE AND ALLOW FOR INSTALLATION OF ( (N)HSS 4x3x1/4 ASTM A500 GR B N)STRUCTURAL ELEMENTS. ALTERNATE: RELOCATE(E)HSS 43 j C. IF(E)POSTS ARE NOT ADEQUATE TO BE RE-USED STEEL POST FABR[CATE(N,HSS POSTS TO BE INSTALLED AT THE 1/4"MIN.WALL THICKNESS,V.I.F. INTENDED LOCATIONS. 4. DEMO PORTION OF(E)SLAB AND INSTALL(N)CONCRETE FOOTING. 5. INSTALL(N)POST[OR RELOCATED(E)POST]AT(N)CONCRETE FOOTING LOCATIONS. j 6. INSTALL BOLTS IN COLUMN BUCKET AND ENSURE ALL CONNECTIONS ARE TIGHT. 7. CAREFULLY REMOVE(E)STEEL POSTS[OR TEMPORARY SHORING,IF(E) POSTS ARE RE-USED]TO TRANSFER LOADS TO(N)POST LOCATIONS. CONTRACTOR SHALL OBSERVE AND MONITOR THE(E)STRUCTURE TO j 3" VERIFY THAT NO EXCESSIVE DEFLECTION OR ABNORMALITIES OCCUR. j 7/8"0 A 307 j TYP EA END STANDARD HEX HEAD BOLT 1/4 (4)TOTAL PER POST 12"x12"x1/2" 1Y2"HIGH STRENGTH A36 BASE PLATE NON-SHRINK GROUT z 2\L j (E)CONCRETE SLAB2"TYP 1 ON GRADE r DEMO AND REPLACE(E) q CONCRETE SLAB C' ACE,AS -- REQUIRED TO POUR-IN-PLACE — (N)CONCRETE FOOTING I— ' (N)CONCRETE SPREAD FOOTING3 TYP 3'-0" fc'=3,000 PSI(28-DAY) SQUARE (4)#5 EA WAY(BOT) SOIL UNDERNEATH SHALL BE FREE OF DEBRIS,FOREIGN MATERIALS AND SHALL BE COMPACTED TO 90%OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D-1557 1 HSS POST AT(N)STOREFRONT OPENING SK-2 SCALE.314'=1'-0' Harbor Freight Tools 1936 E. First Street, Port Angeles, WA 98362 STRUCTURAL CALCULATIONS For Building Department Review/Approval AN �yJ �IASyp , r Ati� KPFF Job #115862 March 31, 2015 RECEIVED APR 0 9 2015 CITY OF PORT ANGELES BUILDING DIVISION Harbor Freight Tools Port Angeles, WA KPFF Job# 115862 TABLE OF CONTENTS A. Executive Summary and Wind Design Criteria.......................................................A.1—A.4 B. Gravity Analysis for Relocated Header Support Posts ......................................... B.1—B.26 A. Executive Summary and Wind Design Criteria A.' EXECUTIVE SUMMARY Project Overview: This project consists of the remodel of an (E) commercial building and converting it for use as a Harbor Freight Tools retail store.The building is located at 1936 E. First Street, Port Angeles, WA.The remodel structural scope is limited to addressing a construction field issue at an (E) storefront glazing wall. The existing building is a single story commercial structure, with an average roof height of 21'-0".The roof construction consists of plywood sheathing over open steel web wood truss joists spaced at 2'-8" OC, which span approximately 36'-0" between interior glulam girders. The structural scope of this project consists of the relocation of steel posts, in the storefront glazing wall. Existing steel posts are spaced at approximately 8'-0" OC and support a continuous 6x20 header. The lateral force resisting system, including supplementary bracing at this wall line, will remain unaltered.This scope is limited to the gravity analysis in creating larger distance between (E) steel posts, at one location only.The clear distance between posts at the singular location is proposed to be 13'-0" (MAX), versus the typical 8'-0",to satisfy the architectural design intent. A.: Project Job Ref. Tecict5 HARBOR FREIGHT TOOLS 115862 Section Sheet no./rev. PORT ANGELES,WA 1 Calc.by Date Chk'd by Date App'd by Date RJS 3/31/2015 WIND LOADING (ASCE7-10) In accordance with ASCE7-10 incorporating Errata No. 1 and Errata No. 2 Using the components and cladding design method Tedds calculation version 2.0.15 1 0 u� N I 300 ft ►i 150 ft ►i Plan Elevation Building data Type of roof Flat Length of building b= 300.00 ft Width of building d = 150.00 ft Height to eaves H =21.00 ft Height of parapet hp= 5.00 ft Mean height h =21.00 ft General wind load requirements Basic wind speed V= 115.0 mph Risk category II Velocity pressure exponent coeff(Table 26.6-1) Kd =0.85 Exposure category(cl.26.7.3) D Enclosure classification (cl.26.10) Enclosed buildings Internal pressure coef+ve(Table 26.11-1) GCpi_p = 0.18 Internal pressure coef—ve(Table 26.11-1) GCpi_n =-0.18 Parapet internal pressure coef+ve(Table 26.11-1) GCpi_pp= 0.18 Parapet internal pressure coef—ve (Table 26.11-1) GCpi_np = -0.18 Gust effect factor Gf= 0.85 Topography Topography factor not significant Kzt= 1.0 Velocity pressure Velocity pressure coefficient(T.30.3-1) KZ= 1.09 Velocity pressure qh =0.00256 x KZ x KZt x Kd x V2 x 1 psf/mph2 =31.3 psf Velocity pressure at parapet Velocity pressure coefficient(T.30.3-1) K.= 1.13 Velocity pressure qp=0.00256 x KZ x Kt x Kd x V2 x 1 psf/mph2= 32.5 psf A.: Project Job Ref. TeddS HARBOR FREIGHT TOOLS 115862 Section Sheet no./rev. PORT ANGELES, WA 2 Calc.by Date Chk'd by Date App'd by Date RJS 3/31/2015 Peak velocity pressure for internal pressure Peak velocity pressure-internal (as roof press.) q =31.31 psf Equations used in tables Net pressure p=qh x[GCp-GCp;] Parapet net pressure p =qp x[GCp-GCp_p] Components and cladding pressures-Wall (Figure 30.4-1 and Figure 30.4-2A) Component Zone Length Width Eff. area +GCp -GCp Pres (+ve) Pres (-ve) (ft) (ft) (ft2) (psf) (psf) <10sf 4 - 10.0 0.90 -0.99 33.8 -36.6 50sf 4 - - 50.0 0.79 -0.88 30.3 -33.2 200sf 4 - - 200.0 0.69 -0.78 27.3 -30.2 >500sf 4 - - 500.0 0.63 -0.72 25.4 -28.2 <10sf 5 - - 10.0 0.90 -1.26 33.8 -45.1 50sf 5 - - 50.0 0.79 -1.04 30.3 -38.1 200sf 5 - - 200.0 0.69 -0.85 27.3 -32.1 >500sf 5 - - 500.0 0.63 -0.72 25.4 -28.2 5 4 15l ► ice 133.2 ft - 1 14- Elevation of gable wall c6 C6 5 4 5 s 283.2 ft ►i i� Elevation of side wall 00 co Components and cladding pressures-Roof(Figure 30.4-2A) Component Zone Length Width Eff. area +GCp -GCp Pres (+ve) Pres(-ve) (ft) (ft) (ft2) (psf) (psf) <10sf 1 - - 10.0 0.30 -1.00 15.0# -36.9 25sf 1 - - 25.0 0.26 -0.96 13.8# -35.7 50sf 1 - - 50.0 0.23 -0.93 12.8# -34.8 >100sf 1 - - 100.0 0.20 -0.90 11.9# -33.8 <10sf 2 - - 10.0 0.90 -1.80 33.8 -62.0 25sf 2 - - 25.0 0.84 -1.52 31.8 -53.3 50sf 2 - - 50.0 0.79 -1.31 30.3 -46.7 >100sf 2 - - 100.0 0.74 -1.10 28.8 -40.1 <10sf 3 - - 10.0 0.90 -1.80 33.8 -62.0 A.' Project Job Ref. T@dds HARBOR FREIGHT TOOLS 115862 Section Sheet no./rev. PORT ANGELES, WA 3 Calc.by Date Chk'd by Date App'd by Date RJS 3/31/2015 25sf 3 - 25.0 0.84 -1.52 31.8 -53.3 50sf 3 - - 50.0 0.79 -1.31 30.3 -46.7 >100sf 3 - - 100.0 0.74 -1.10 28.8 -40.1 #The final net design wind pressure, including all permitted reductions, used in the design shall not be less than 16psf acting in either direction ii —►ii 283.2 ft— 8.4 8.4 ft� U--------------- ---------------- ------------------------------------------------ N � ' I - -------------------------------------- ----------------------------- 8.4 ft� ------------------------------------------------------------------------------ -J —iii i� 283.2 ft .I IIS_ Pian on roof 00 00 R. Gravity Analysis for Relocated Header Support Posts B.: w, sheet no. by project ® Consulting Engineers date © t� location � ' IaN�i l�Z ( `a 117 E. Colorado Blvd, Suite 200 Pasadena, CA 91105 client job off _.:.' (626) 578-1121 - rs C.. +.b. ��.,. P >` ">`� r — 4�J n�n,��:f`� `h,l,��r�'lrtt.;��, L�tE�H�'i,\j}•'}`�:�- "j��\r�� �=�s f1��.�j`i ,j Rf; ,,fit.{:t�, t�V?.='��� ��..������., rr a lel I-AM OW Pt:(l t fy-'La r f.�1�lfr: l-.�1:.�� 'a '��-sr-�a�: ph.✓t-1P,4`1`t.=f�,id�h-k`_:C�' __ �jf�rr- -t- -l- W B.; sheet no. ro'ect b ® Consulting Engineers location date 117 E. Colorado Blvd, Suite 200 - Pasadena, CA 91105 client job no. 7l- 'v�.:_'�"�' (626) 578-1121 l�� o J i 'i Ate l t> u i-V`a '14 1 l of t err 7 „ ✓� x CNo � pbL FSU- �$�� uPAt:� .( nSlelc�f ` �1G�?c&1kC� Pr C Cl..l?1.► I/� t{. 1 P� t 1� Lfs`I j .iG( AIC B.: All Building Heights Figure 30.9-1 Parapet Wiud Loads C & C All Building Types Parapet Wind Loads Windward parapet Leeward parapet Load Case A Load Case B Top of parapet Pi p2 p3 p4 i '!<? P7 i` hn ps P6 F``(t Windward Parapet Load Case A 1. Windward parapet pressure(pj)is determined using the positive wall pressure(p5)zones 4 or 5 fro n the applicable figure. 2. Leeward parapet pressure(pZ)is determined using the negative roof pressure(POzones 2 or 3 from the =:z>' applicable figure. ii i`,:•<; Leeward Parapet Load Case.B 1. Windward parapet pressure(p3)is determined using the positive wall pressure(p5)zones 4 or 5 from the applicable figure. 2. Leeward parapet pressure(p4)is determined using the negative wall pressure(pb)zones 4 or 5 from the- applicable heapplicable figure. i` User�Noe tSeeNote 5►nFtg 30 2A `. audNote7 tI}t{r 30 6 I:forfizedictrons in r cgxtiponenf and eladduigxoopre�sures r, t when parapets 3 ftFor htgkier are present 296 STANDARDS 7-10 B.� (E) Header Check File=K:\2015\115862-1\3CALCU-1\REFERE-1\HFT_PA-1.EC6 Wood Beam ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11 18 Description: (E)Header-Revised Span Condition CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(0.4170)L(0.5380)W(0.19701 • i i 6x20 6x20 � 6x20 ; Span=5.50 ft Span=13.0 ft Span=5.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.4170, L=0.5380, W=0.1970 kif1 DESIGN SUMMARY ' ' • Maximum Bending Stress Ratio = 0.477 1 Maximum Shear Stress Ratio = 0.384 : 1 Section used for this span 6x20 Section used for this span 6x20 fo:Actual = 406.62 psi fv:Actual = 69.06 psi FB:Allowable = 852.74psi Fv:Allowable = 180.00 psi Load Combination +D+L+H,LL Comb Run(*LL) Load Combination +D+L+H,LL Comb Run(LL*) Location of maximum on span = 13.00oft Location of maximum on span = 5.500 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.024 in Ratio= 6473 Max Upward Transient Deflection -0.004 in Ratio= 17720 Max Downward Total Deflection 0.041 in Ratio= 3773 Max Upward Total Deflection -0.005 in Ratio= 12267 I Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.234 0.189 0.90 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 767.46 2.19 30.66 162.00 Length=13.0 ft 2 0.234 0.189 0.90 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 767.46 2.19 30.66 162.00 Length=5.50 ft 3 0.234 0.189 0.90 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 767.46 1.45 30.66 162.00 +D+L+H,LL Comb Run(**L) 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.201 0.165 1.00 0.947 1.00 1.00 1.00 1.00 1.00 4.97 171.06 852.74 2.12 29.65 180.00 Length=13.0 ft 2 0.238 0.176 1.00 0.947 1.00 1.00 1.00 1.00 1.00 5.90 203.16 852.74 2.26 31.66 180.00 Length=5.50 ft 3 0.238 0.176 1.00 0.947 1.00 1.00 1.00 1.00 1.00 5.90 203.16 852.74 2.18 31.66 180.00 +D+L+H,LL Comb Run(*L') 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.449 0.378 1.00 0.947 1.00 1.00 1.00 1.00 1.00 11.12 382.87 852.74 4.87 68.06 180.00 B. (E) Header'Check File=K:�2015\115862-1\3CALCU-1\REFERE-1\HFT_PA-1.EC6 Wood Beam ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver.6.14.11.18 Description: (E)Header-Revised Span Condition Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C, C m C t C L M fb F'b V fv F'v Length=13.0 ft 2 0.449 0.378 1.00 0.947 1.00 1.00 1.00 1.00 1.00 11.12 382.87 852.74 4.87 68.06 180.00 Length=5.50 ft 3 0.449 0.378 1.00 0.947 1.00 1.00 1.00 1.00 1.00 11.12 382.87 852.74 2.52 68.06 180.00 +D+L+H,LL Comb Run(*LL) 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.439 0.373 1.00 0.947 1.00 1.00 1.00 1.00 1.00 10.88 374.52 852.74 4.79 67.05 180.00 Length=13.0 ft 2 0.477 0.384 1.00 0.947 1.00 1.00 1.00 1.00 1.00 11.81 406.62 852.74 4.94 69.06 180.00 Length=5.50 ft 3 0.477 0.384 1.00 0.947 1.00 1.00 1.00 1.00 1.00 11.81 406.62 852.74 3.26 69.06 180.00 +D+L+H,LL Comb Run(L**) 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.238 0.176 1.00 0.947 1.00 1.00 1.00 1.00 1.00 5.90 203.16 852.74 2.26 31.66 180.00 Length=13.0 It 2 0.238 0.176 1.00 0.947 1.00 1.00 1.00 1.00 1.00 5.90 203.16 852.74 2.26 31.66 180.00 Length=5.50 It 3 0.201 0.176 1.00 0.947 1.00 1.00 1.00 1.00 1.00 4.97 171.06 852.74 1.40 31.66 180.00 +D+L+H,LL Comb Run(L*L) 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.228 0.170 1.00 0.947 1.00 1.00 1.00 1.00 1.00 5.66 194.81 852.74 2.19 30.66 180.00 Length=13.0 ft 2 0.228 0.170 1.00 0.947 1.00 1.00 1.00 1.00 1.00 5.66 194.81 852.74 2.19 30.66 180.00 Length=5.50 ft 3 0.228 0.170 1.00 0.947 1.00 1.00 1.00 1.00 1.00 5.66 194.81 852.74 2.14 30.66 180.00 +D+L+H,LL Comb Run(LL*) 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 It 1 0.477 0.384 1.00 0.947 1.00 1.00 1.00 1.00 1.00 11.81 406.62 852.74 4.94 69.06 180.00 Length=13.0 ft 2 0.477 0.384 1.00 0.947 1.00 1.00 1.00 1.00 1.00 11.81 406.62 852.74 4.94 69.06 180.00 Length=5.50 ft 3 0.439 0.384 1.00 0.947 1.00 1.00 1.00 1.00 1.00 10.88 374.52 852.74 2.48 69.06 180.00 +D+L+H,LL Comb Run(LLL) 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.467 0.378 1.00 0.947 1.00 1.00 1.00 1.00 1.00 11.57 398.27 852.74 4.87 68.06 180.00 Length=13.0 ft 2 0.467 0.378 1.00 0.947 1.00 1.00 1.00 1.00 1.00 11.57 398.27 852.74 4.87 68.06 180.00 Length=5.50 ft 3 0.467 0.378 1.00 0.947 1.00 1.00 1.00 1.00 1.00 11.57 398.27 852.74 3.21 68.06 180.00 +D+Lr+H,LL Comb Run(**L) 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 2.19 30.66 225.00 Length=13.0 ft 2 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 2.19 30.66 225.00 Length=5.50 ft 3 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 1.45 30.66 225.00 +D+Lr+H,LL Comb Run(*L*) 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 2.19 30.66 225.00 Length=13.0 It 2 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 2.19 30.66 225.00 Length=5.50 ft 3 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 1.45 30.66 225.00 +D+Lr+H,LL Comb Run(*LL) 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 2.19 30.66 225.00 Length=13.0 ft 2 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 2.19 30.66 225.00 Length=5.50 ft 3 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 1.45 30.66 225.00 +D+Lr+H,LL Comb Run(L**) 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 2.19 30.66 225.00 Length=13.0 ft 2 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 2.19 30.66 225.00 Length=5.50 ft 3 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 1.45 30.66 225.00 +D+Lr+H,LL Comb Run(L*L) 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 2.19 30.66 225.00 Length=13.0 ft 2 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 2.19 30.66 225.00 Length=5.50 ft 3 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 1.45 30.66 225.00 +D+Lr+H,LL Comb Run(LL*) 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 2.19 30.66 225.00 Length=13.0 ft 2 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 2.19 30.66 225.00 Length=5.50 ft 3 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 1.45 30.66 225.00 +D+Lr+H,LL Comb Run(LLL) 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 2.19 30.66 225.00 Length=13.0 ft 2 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 2.19 30.66 225.00 Length=5.50 ft 3 0.168 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1065.92 1.45 30.66 225.00 +D+S+H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.183 0.148 1.15 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 980.65 2.19 30.66 207.00 Length=13.0 ft 2 0.183 0.148 1.15 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 980.65 2.19 30.66 207.00 Length=5.50 ft 3 0.183 0.148 1.15 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 980.65 1.45 30.66 207.00 +D+0.750Lr+0.750L+H,LL Comb Rt 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.162 0.133 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.03 173.14 1065.92 2.14 29.90 225.00 Length=13.0 It 2 0.185 0.140 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.73 197.22 1065.92 2.25 31.41 225.00 Length=5.50 It 3 0.185 0.140 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.73 197.22 1065.92 2.00 31.41 225.00 +D+0.750Lr+0.750L+H,LL Comb RL 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.311 0.261 1.25 0.947 1.00 1.00 1.00 1.00 1.00 9.64 332.00 1065.92 4.20 58.71 225.00 B.( (E) Header Check File=K:120151115862-113CALCU-11REFERE-11HFT_PA-LEC6 Wood Beam ENERCALC,INC.1983-2014,8uild:6.14.11.1$Ver:6.14.11.18 Description: (E)Header-Revised Span Condition Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t C L M fb Fb V fv Fv Length=13.0 ft 2 0.311 0.261 1.25 0.947 1.00 1.00 1.00 1.00 1.00 9.64 332.00 1065.92 4.20 58.71 225.00 Length=5.50 ft 3 0.311 0.261 1.25 0.947 1.00 1.00 1.00 1.00 1.00 9.64 332.00 1065.92 2.25 58.71 225.00 +D+0.750Lr+0.750L+H,LL Comb RL 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 It 1 0.306 0.258 1.25 0.947 1.00 1.00 1.00 1.00 1.00 9.46 325.74 1065.92 4.14 57.96 225.00 Length=13.0 ft 2 0.328 0.264 1.25 0.947 1.00 1.00 1.00 1.00 1.00 10.16 349.82 1065.92 4.25 59.46 225.00 Length=5.50 ft 3 0.328 0.264 1.25 0.947 1.00 1.00 1.00 1.00 1.00 10.16 349.82 1065.92 2.80 59.46 225.00 +D+0.750Lr+0.750L+H,LL Comb Ri 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.185 0.140 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.73 197.22 1065.92 2.25 31.41 225.00 Length=13.0 ft 2 0.185 0.140 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.73 197.22 1065.92 2.25 31.41 225.00 Length=5.50 ft 3 0.162 0.140 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.03 173.14 1065.92 1.41 31.41 225.00 +D+0.750Lr+0.750L+H,LL Comb Ri 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.179 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.55 190.96 1065.92 2.19 30.66 225.00 Length=13.0 ft 2 0.179 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.55 190.96 1065.92 2.19 30.66 225.00 Length=5.50 ft 3 0.179 0.136 1.25 0.947 1.00 1.00 1.00 1.00 1.00 5.55 190.96 1065.92 1.96 30.66 225.00 +D+0.750Lr+0.750L+H,LL Comb Ri 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.328 0.264 1.25 0.947 1.00 1.00 1.00 1.00 1.00 10.16 349.82 1065.92 4.25 59.46 225.00 Length=13.0 It 2 0.328 0.264 1.25 0.947 1.00 1.00 1.00 1.00 1.00 10.16 349.82 1065.92 4.25 59.46 225.00 Length=5.50 ft 3 0.306 0.264 1.25 0.947 1.00 1.00 1.00 1.00 1.00 9.46 325.74 1065.92 2.22 59.46 225.00 +D+0.750Lr+0.750L+H,LL Comb Rt 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.322 0.261 1:25 0.947 1.00 1.00 1.00 1.00 1.00 9.98 343.56 1065.92 4.20 58.71 225.00 Length=13.0 ft 2 0.322 0.261 1.25 0.947 1.00 1.00 1.00 1.00 1.00 9.98 343.56 1065.92 4.20 58.71 225.00 Length=5.50 ft 3 0.322 0.261 1.25 0.947 1.00 1.00 1.00 1.00 1.00 9.98 343.56 1065.92 2.77 58.71 225.00 +D+0.750L+0.750S+H,LL Comb Ru 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.177 0.144 1.15 0.947 1.00 1.00 1.00 1.00 1.00 5.03 173.14 980.65 2.14 29.90 207.00 Length=13.0 ft 2 0.201 0.152 1.15 0.947 1.00 1.00 1.00 1.00 1.00 5.73 197.22 980.65 2.25 31.41 207.00 Length=5.50 ft 3 0.201 0.152 1.15 0.947 1.00 1.00 1.00 1.00 1.00 5.73 197.22 980.65 2.00 31.41 207.00 +D+0.750L+0.750S+H,LL Comb Ru 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.339 0.284 1.15 0.947 1.00 1.00 1.00 1.00 1.00 9.64 332.00 980.65 4.20 58.71 207.00 Length=13.0 ft 2 0.339 0.284 1.15 0.947 1.00 1.00 1.00 1.00 1.00 9.64 332.00 980.65 4.20 58.71 207.00 Length=5.50 ft 3 0.339 0.284 1.15 0.947 1.00 1.00 1.00 1.00 1.00 9.64 332.00 980.65 2.25 58.71 207.00 +D+0.750L+0.750S+H,LL Comb Ru 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.332 0.280 1.15 0.947 1.00 1.00 1.00 1.00 1.00 9.46 325.74 980.65 4.14 57.96 207.00 Length=13.0 ft 2 0.357 0.287 1.15 0.947 1.00 1.00 1.00 1.00 1.00 10.16 349.82 980.65 4.25 59.46 207.00 Length=5.50 ft 3 0.357 0.287 1.15 0.947 1.00 1.00 1.00 1.00 1.00 10.16 349.82 980.65 2.80 59.46 207.00 +D+0.750L+0.750S+H,LL Comb Ru 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.201 0.152 1.15 0.947 1.00 1.00 1.00 1.00 1.00 5.73 197.22 980.65 2.25 31.41 207.00 Length=13.0 ft 2 0.201 0.152 1.15 0.947 1.00 1.00 1.00 1.00 1.00 5.73 197.22 980.65 2.25 31.41 207.00 Length=5.50 ft 3 0.177 0.152 1.15 0.947 1.00 1.00 1.00 1.00 1.00 5.03 173.14 980.65 1.41 31.41 207.00 +D+0.750L+0.750S+H,LL Comb Ru 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.195 0.148 1.15 0.947 1.00 1.00 1.00 1.00 1.00 5.55 190.96 980.65 2.19 30.66 207.00 Length=13.0 ft 2 0.195 0.148 1.15 0.947 1.00 1.00 1.00 1.00 1.00 5.55 190.96 980.65 2.19 30.66 207.00 Length=5.50 ft 3 0.195 0.148 1.15 0.947 1.00 1.00 1.00 1.00 1.00 5.55 190.96 980.65 1.96 30.66 207.00 +D+0.750L+0.750S+H,LL Comb Ru 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.357 0.287 1.15 0.947 1.00 1.00 1.00 1.00 1.00 10.16 349.82 980.65 4.25 59.46 207.00 Length=13.0 ft 2 0.357 0.287 1.15 0.947 1.00 1.00 1.00 1.00 1.00 10.16 349.82 980.65 4.25 59.46 207.00 Length=5.50 ft 3 0.332 0.287 1.15 0.947 1.00 1.00 1.00 1.00 1.00 9.46 325.74 980.65 2.22 59.46 207.00 +D+0.750L+0.750S+H,LL Comb Ru 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.350 0.284 1.15 0.947 1.00 1.00 1.00 1.00 1.00 9.98 343.56 980.65 4.20 58.71 207.00 Length=13.0 ft 2 0.350 0.284 1.15 0.947 1.00 1.00 1.00 1.00 1.00 9.98 343.56 980.65 4.20 58.71 207.00 Length=5.50 ft 3 0.350 0.284 1.15 0.947 1.00 1.00 1.00 1.00 1.00 9.98 343.56 980.65 2.77 58.71 207.00 +D+0.60W+H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.167 0.135 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.61 227.49 1364.38 2.78 38.87 288.00 Length=13.0 it 2 0.167 0.135 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.61 227.49 1364.38 2.78 38.87 288.00 Length=5.50 ft 3 0.167 0.135 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.61 227.49 1364.38 1.83 38.87 288.00 +D+0.70E+H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.131 0.106 1.60 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1364.38 2.19 30.66 288.00 Length=13.0 ft 2 0.131 0.106 1.60 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1364.38 2.19 30.66 288.00 Length=5.50 It 3 0.131 0.106 1.60 0.947 1.00 1.00 1.00 1.00 1.00 5.21 179.40 1364.38 1.45 30.66 288.00 +D+0.750Lr+0.750L+0.450W+H,LL 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.153 0.125 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.08 209.21 1364.38 2.58 36.07 288.00 B.; I(E) Header-Check File=K120151115862-113CALCU-11REFERE-11HFT_PA-LEC6 Wood Beam ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11.18 Description: (E)Header-Revised Span Condition Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb F'b V fV F'v Length=13.0 ft 2 0.171 0.130 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.78 233.28 1364.38 2.69 37.57 288.00 Length=5.50 ft 3 0.171 0.130 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.78 233.28 1364.38 2.29 37.57 288.00 +D+0.750Lr+0.750L+0.450W+H,LL 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.270 0.225 1.60 0.947 1.00 1.00 1.00 1.00 1.00 10.69 368.06 1364.38 4.64 64.87 288.00 Length=13.0 ft 2 0.270 0.225 1.60 0.947 1.00 1.00 1.00 1.00 1.00 10.69 368.06 1364.38 4.64 64.87 288.00 Length=5.50 ft 3 0.270 0.225 1.60 0.947 1.00 1.00 1.00 1.00 1.00 10.69 368.06 1364.38 2.54 64.87 288.00 +D+0.75OLr+0.750L+0.450W+H,LL 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.265 0.223 1.60 0.947 1.00 1.00 1.00 1.00 1.00 10.51 361.81 1364.38 4.58 64.12 288.00 Length=13.0 ft 2 0.283 0.228 1.60 0.947 1.00 1.00 1.00 1.00 1.00 11.21 385.88 1364.38 4.69 65.62 288.00 Length=5.50 ft 3 0.283 0.228 1.60 0.947 1.00 1.00 1.00 1.00 1.00 11.21 385.88 1364.38 3.09 65.62 288.00 +D+0.75OLr+0.750L+0.450W+H,LL 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.171 0.130 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.78 233.28 1364.38 2.69 37.57 288.00 Length=13.0 ft 2 0.171 0.130 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.78 233.28 1364.38 2.69 37.57 288.00 Length=5.50 ft 3 0.153 0.130 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.08 209.21 1364.38 1.70 37.57 288.00 +D+0.75OLr+0.750L+0.450W+H,LL 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.166 0.128 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.59 227.02 1364.38 2.63 36.82 288.00 Length=13.0 ft 2 0.166 0.128 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.59 227.02 1364.38 2.63 36.82 288.00 Length=5.50 ft 3 0.166 0.128 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.59 227.02 1364.38 2.26 36.82 288.00 +D+6.750Lr+0.750L+0.450W+H,LL 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.283 0.228 1.60 0.947 1.00 1.00 1.00 1.00 1.00 11.21 385.88 1364.38 4.69 65.62 288.00 Length=13.0 ft 2 0.283 0.228 1.60 0.947 1.00 1.00 1.00 1.00 1.00 11.21 385.88 1364.38 4.69 65.62 288.00 Length=5.50 ft 3 0.265 0.228 1.60 0.947 1.00 1.00 1.00 1.00 1.00 10.51 361.81 1364.38 2.51 65.62 288.00 +D+0.75OLr+0.750L+0.450W+H,LL 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.278 0.225 1.60 0.947 1.00 1.00 1.00 1.00 1.00 11.03 379.62 1364.38 4.64 64.87 288.00 Length=13.0 ft 2 0.278 0.225 1.60 0.947 1.00 1.00 1.00 1.00 1.00 11.03 379.62 1364.38 4.64 64.87 288.00 Length=5.50 ft 3 0.278 0.225 1.60 0.947 1.00 1.00 1.00 1.00 1.00 11.03 379.62 1364.38 3.06 64.87 288.00 +D+0.750L+0.750S+0.450W+H,LL, 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.153 0.125 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.08 209.21 1364.38 2.58 36.07 288.00 Length=13.0 ft 2 0.171 0.130 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.78 233.28 1364.38 2.69 37.57 288.00 Length=5.50 ft 3 0.171 0.130 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.78 233.28 1364.38 2.29 37.57 288.00 +D+0.750L+0.750S+0.450W+H,LL 1 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.270 0.225 1.60 0.947 1.00 1.00 1.00 1.00 1.00 10.69 368.06 1364.38 4.64 64.87 288.00 Length=13.0 ft 2 0.270 0.225 1.60 0.947 1.00 1.00 1.00 1.00 1.00 10.69 368.06 1364.38 4.64 64.87 288.00 Length=5.50 ft 3 0.270 0.225 1.60 0.947 1.00 1.00 1.00 1.00 1.00 10.69 368.06 1364.38 2.54 64.87 288.00 +D+0.750L+0.750S+0.450W+H,LL, 0.947 1 AO 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5:50 ft 1 0.265 0.223 1.60 0.947 1.00 1.00 1.00 1.00 1.00 10.51 361.81 1364.38 4.58 64.12 288.00 Length=13.0 ft 2 0.283 0.228 1.60 0.947 1.00 1.00 1.00 1.00 1.00 11.21 385.88 1364.38 4.69 65.62 288.00 Length=5.50 ft 3 0.283 0.228 1.60 0.947 1.00 1.00 1.00 1.00 1.00 11.21 385.88 1364.38 3.09 65.62 288.00 +D+0.750L+0.750S+0.450W+H,LL 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.171 0.130 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.78 233.28 1364.38 2.69 37.57 288.00 Length=13.0 ft 2 0.171 0.130 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.78 233.28 1364.38 2.69 37.57 288.00 Length=5.50 ft 3 0.153 0.130 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.08 209.21 1364.38 1.70 37.57 288.00 +D+0.750L+0.750S+0.450W+H,LL 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.166 0.128 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.59 227.02 1364.38 2.63 36.82 288.00 Length=13.0 ft 2 0.166 0.128 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.59 227.02 1364.38 2.63 36.82 288.00 Length=5.50 ft 3 0.166 0.128 1.60 0.947 1.00 1.00 1.00 1.00 1.00 6.59 227.02 1364.38 2.26 36.82 288.00 +D+0.750L+0.750S+0.450W+H,LL 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.283 0.228 1.60 0.947 1.00 1.00 1.00 1.00 1.00 11.21 385.88 1364.38 4.69 65.62 288.00 Length=13.0 ft 2 0.283 0.228 1.60 0.947 1.00 1.00 1.00 1.00 1.00 11.21 385.88 1364.38 4.69 65.62 288.00 Length=5.50 ft 3 0.265 0.228 1.60 0.947 1.00 1.00 1.00 1.00 1.00 10.51 361.81 1364.38 2.51 65.62 288.00 +D+0.750L+0.750S+0.450W+H,LL, 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.278 0.225 1.60 0.947 1.00 1.00 1.00 1.00 1.00 11.03 379.62 1364.38 4.64 64.87 288.00 Length=13.0 ft 2 0.278 0.225 1.60 0.947 1.00 1.00 1.00 1.00 1.00 11.03 379.62 1364.38 4.64 64.87 288.00 Length=5.50 ft 3 0.278 0.225 1.60 0.947 1.00 1.00 1.00 1.00 1.00 11.03 379.62 1364.38 3.06 64.87 288.00 +D+0.750L+0.750S+0.5250E+H,LL 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.127 0.104 1.60 0.947 1.00 1.00 1.00 1.00 1.00 5.03 173.14 1364.38 2.14 29.90 288.00 Length=13.0 ft 2 0.145 0.109 1.60 0.947 1.00 1.00 1.00 1.00 1.00 5.73 197.22 1364.38 2.25 31.41 288.00 Length=5.50 ft 3 0.145 0.109 1.60 0.947 1.00 1.00 1.00 1.00 1.00 5.73 197.22 1364.38 2.00 31.41 288.00 +D+0.750L+0.750S+0.5250E+H,LL 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.243 0.204 1.60 0.947 1.00 1.00 1.00 1.00 1.00 9.64 332.00 1364.38 4.20 58.71 288.00 B.f (E) Header Check ,I File=K:12015\115862-1\3CALCU-1\REFERE-1\HFT_PA-1.EC6 Wood Beam ENERCALC,INC.1983-2014,Build:6.14.,1.18,Ver:6.14.11.18 Description: (E)Header-Revised Span Condition Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v Length=13.0 ft 2 0.243 0.204 1.60 0.947 1.00 1.00 1.00 1.00 1.00 9.64 332.00 1364.38 4.20 58.71 288.00 Length=5.50 ft 3 0.243 0.204 1.60 0.947 1.00 1.00 1.00 1.00 1.00 9.64 332.00 1364.38 2.25 58.71 288.00 +D+0.750L+0.750S+0.5250E+H,LL 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.239 0.201 1.60 0.947 1.00 1.00 1.00 1.00 1.00 9.46 325.74 1364.38 4.14 57.96 288.00 Length=13.0 ft 2 0.256 0.206 1.60 0.947 1.00 1.00 1.00 1.00 1.00 10.16 349.82 1364.38 4.25 59.46 288.00 Length=5.50 ft 3 0.256 0.206 1.60 0.947 1.00 1.00 1.00 1.00 1.00 10.16 349.82 1364.38 2.80 59.46 288.00 +D+0.750L+0.750S+0.5250E+H,LL 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.145 0.109 1.60 0.947 1.00 1.00 1.00 1.00 1.00 5.73 197.22 1364.38 2.25 31.41 288.00 Length=13.0 ft 2 0.145 0.109 1.60 0.947 1.00 1.00 1.00 1.00 1.00 5.73 197.22 1364.38 2.25 31.41 288.00 Length=5.50 It 3 0.127 0.109 1.60 0.947 1.00 1.00 1.00 1.00 1.00 5.03 173.14 1364.38 1.41 31.41 288.00 +D+0.750L+0.750S+0.5250E+H,LL 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.140 0.106 1.60 0.947 1.00 1.00 1.00 1.00 1.00 5.55 190.96 1364.38 2.19 30.66 288.00 Length=13.0 ft 2 0.140 0.106 1.60 0.947 1.00 1.00 1.00 1.00 1.00 5.55 190.96 1364.38 2.19 30.66 288.00 Length=5.50 ft 3 0.140 0.106 1.60 0.947 1.00 1.00 1.00 1.00 1.00 5.55 190.96 1364.38 1.96 30.66 288.00 +D+0.750L+0.750S+0.5250E+H,LL 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.256 0.206 1.60 0.947 1.00 1.00 1.00 1.00 1.00 10.16 349.82 1364.38 4.25 59.46 288.00 Length=13.0 ft 2 0.256 0.206 1.60 0.947 1.00 1.00 1.00 1.00 1.00 10.16 349.82 1364.38 4.25 59.46 288.00 Length=5.50 ft 3 0.239 0.206 1.60 0.947 1.00 1.00 1.00 1.00 1.00 9.46 325.74 1364.38 2.22 59.46 288.00 +D+0.750L+0.750S+0.5250E+H,LL 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.252 0.204 1.60 0.947 1.00 1.00 1.00 1.00 1.00 9.98 343.56 1364.38 4.20 58.71 288.00 Length=13.0 ft 2 0.252 0.204 1.60 0.947 1.00 1.00 1.00 1.00 1.00 9.98 343.56 1364.38 4.20 58.71 288.00 Length=5.50 ft 3 0.252 0.204 1.60 0.947 1.00 1.00 1.00 1.00 1.00 9.98 343.56 1364.38 2.77 58.71 288.00 +0.60D+0.60W+0.601-1 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.114 0.092 1.60 0.947 1.00 1.00 1.00 1.00 1.00 4.52 155.73 1364.38 1.90 26.61 288.00 Length=13.0 ft 2 0.114 0.092 1.60 0.947 1.00 1.00 1.00 1.00 1.00 4.52 155.73 1364.38 1.90 26.61 288.00 Length=5.50 ft 3 0.114 0.092 1.60 0.947 1.00 1.00 1.00 1.00 1.00 4.52 155.73 1364.38 1.26 26.61 288.00 +0.60D+0.70E+0.60H 0.947 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 It 1 0.079 0.064 1.60 0.947 1.00 1.00 1.00 1.00 1.00 3.13 107.64 1364.38 1.32 18.39 288.00 Length=13.0 ft 2 0.079 0.064 1.60 0.947 1.00 1.00 1.00 1.00 1.00 3.13 107.64 1364.38 1.32 18.39 288.00 Length=5.50 ft 3 0.079 0.064 1.60 0.947 1.00 1.00 1.00 1.00 1.00 3.13 107.64 1364.38 0.87 18.39 288.00 Overall Maximum Deflections Load Combination Span Max."-'Defl Location in Span Load Combination Max.'T'Defl Location in Span 1 0.0000 0.000 +D+L+H,LL Comb Run(*L*) -0.0053 3.328 +D+L+H,LL Comb Run(*L*) 2 0.0413 6.555 0.0000 3.328 3 0.0000 6.555 +D+L+H,LL Comb Run(*L*) -0.0054 2.218 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 1.663 11.275 11.275 1.663 Overall MINimum 0.044 -0.116 -0.116 0.044 +D+H 0.265 5.027 5.027 0.265 +D+L+H,LL Comb Run(**L) 0.309 4.911 6.703 1.619 +D+L+H,LL Comb Run(*L*) -0.809 9.598 9.598 -0.809 +D+L+H,LL Comb Run(*LL) -0.765 9.482 11.275 0.545 +D+L+H,LL Comb Run(L**) 1.619 6.703 4.911 0.309 +D+L+H,LL Comb Run(L*L) 1.663 6.588 6.588 1.663 +D+L+H,LL Comb Run(LL*) 0.545 11.275 9.482 -0.765 +D+L+H,LL Comb Run(LLL) 0.589 11.159 11.159 0.589 +D+Lr+H,LL Comb Run(**L) 0.265 5.027 5.027 0.265 +D+Lr+H,LL Comb Run(*L*) 0.265 5.027 5.027 0.265 +D+Lr+H,LL Comb Run(*LL) 0.265 5.027 5.027 0.265 +D+Lr+H,LL Comb Run(L**) 0.265 5.027 5.027 0.265 +D+Lr+H,LL Comb Run(L*L) 0.265 5.027 5.027 0.265 +D+Lr+H,LL Comb Run(LL*) 0.265 5.027 5.027 0.265 +D+Lr+H,LL Comb Run(LLL) 0.265 5.027 5.027 0.265 +D+S+H 0.265 5.027 5.027 0.265 +D+0.750Lr+0.750L+H,LL Comb Run(* 0.298 4.940 6.284 1.281 +D+0.750Lr+0.750L+H,LL Comb Run(*-0.541 8.455 8.455 -0.541 +D+0.750Lr+0.750L+H,LL Comb Run(*-0.508 8.368 9.713 0.475 B.� (E) Header-Check File=K:120151115862-113CALCU-11REFERE-11HFT_PA-1.EC6 :6.1 Wood Beam ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver4.11.18 Description: (E)Header-Revised Span Condition Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+0.750Lr+0.750L+H,LL Comb Run(L 1.281 6.284 4.940 0.298 +D+0.750Lr+0.750L+H,LL Comb Run(L 1.314 6.197 6.197 1.314 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.475 9.713 8.368 -0.508 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.508 9.626 9.626 0.508 +D+0.750L+0.750S+H,LL Comb Run(**0.298 4.940 6.284 1.281 +D+0.750L+0.750S+H,LL Comb Run(*L-0.541 8.455 8.455 -0.541 +D+0.750L+0.750S+H,LL Comb Run(*L-0.508 8.368 9.713 0.475 +D+0.750L+0.750S+H,LL Comb Run(L*1.281 6.284 4.940 0.298 +D+0.750L+0.750S+H,LL Comb Run(L*1.314 6.197 6.197 1.314 +0+0.750L+0.750S+H,LL Comb Run(LL 0.475 9.713 8.368 -0.508 +D+0.750L+0.750S+H,LL Comb Run(LL 0.508 9.626 9.626 0.508 +D+0.60W+H 0.336 6.374 6.374 0.336 +D+0.70E+H 0.265 5.027 5.027 0.265 +D+0,750Lr+0.750L+0.450W+H,LL Com 0.352 5.950 7.295 1.334 +D+0.750Lr+0.750L+0.450W+H,LL Com-0.487 9.466 9.466 -0.487 +D+0.750Lr+0.750L+0.450W+H,LL Com--0.454 9.379 10.723 0.528 +D+0.750Lr+0.750L+0.450W+H,LL Com 1.334 7.295 5.950 0.352 +D+0.750Lr+0.750L+0.450W+H,LL Com 1.367 7.208 7.208 1.367 +D+0.750Lr+0.750L+0.450W+H,LL Com 0.528 10.723 9.379 -0.454 +D+0.750Lr+0.750L+0.450W+H,LL Com 0.561 10.636 10.636 0.561 +D+0.750L+0.750S+0.450W+H,LL Coml 0.352 5.950 7.295 1.334 +D+0.750L+0.750S+0.450W+H,LL ComW.487 9.466 9.466 -0.487 +D+0.750L+0.750S+0.450W+H,LL ComW.454 9.379 10.723 0.528 +D+0.750L+0.750S+0.450W+H,LL Coml 1.334 7.295 5.950 0.352 +D+0.750L+0.750S+0.450W+H,LL Coml 1.367 7.208 7.208 1.367 +D+0.750L+0.750S+0.450W+H,LL Coml 0.528 10.723 9.379 -0.454 +D+0.750L+0.750S+0.450W+H,LL Coml 0.561 10.636 10.636 0.561 +D+0.750L+0.7503+0.5250E+H,LL Com0.298 4.940 6.284 1.281 +D+0.750L+0.750S+0.5250E+H,LL Com0.541 8.455 8.455 -0.541 +D+0.750L+0.750S+0.5250E+H,LL Com•0.508 8.368 9.713 0.475 +D+0.750L+0.750S+0.5250E+H,LL Com 1.281 6.284 4.940 0.298 +D+0.750L+0.750S+0.5250E+H,LL Com 1.314 6.197 6.197 1.314 +D+0.750L+0.750S+0.5250E+H,LL Com0.475 9.713 8.368 -0.508 +D+0.750L+0.750S+0.5250E+H,LL Com 0.508 9.626 9.626 0.508 +0.60D+0.60W+0.60H 0.230 4.363 4.363 0.230 +0.60D+0.70E+0.60H 0.159 3.016 3.016 0.159 D Only 0.265 5.027 5.027 0.265 Lr Only,LL Comb Run(**L) Lr Only,LL Comb Run(*L*) Lr Only,LL Comb Run(*LL) Lr Only,LL Comb Run(L**) Lr Only,LL Comb Run(L*L) Lr Only,LL Comb Run(LL*) Lr Only,LL Comb Run(LLL) L Only,LL Comb Run(**L) 0.044 -0.116 1.677 1.354 L Only,LL Comb Run(*L*) -1.075 4.572 4.572 -1.075 L Only,LL Comb Run(*LL) -1.030 4.456 6.248 0.280 L Only,LL Comb Run(L**) 1.354 1.677 -0.116 0.044 L Only,LL Comb Run(L*L) 1.398 1.561 1.561 1.398 L Only,LL Comb Run(LL*) 0.280 6.248 4.456 -1.030 L Only,LL Comb Run(LLL) 0.324 6.132 6.132 0.324 S Only W Only 0.118 2.246 2.246 0.118 E Only H Only B.1( HSS Post Design Ste@� ColumnFile=K:120151115862-113CALCU-11REFERE-11HFT_PA-1.EC6 ENERCALC,INC.1983-2014,Build.6.14.11.18,Ver:6.14.11.18 Description: HSS 4x3x114 Post Code References Calculations per Al SC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name: HSS4x3xl/4 Overall Column Height 17.50 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=17.50 ft,K=1.0 Load Combination: ASCE 7-10 Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:183.390 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 17.50 ft,D=5.027,L=6.248,W=2.246 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8586 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+L+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 11.458 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 13.346 k Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections... / Along Y Y 0.0 in at O.Oft above base Mn-x Omega:Allowable 8.746 k-ft for load combination Ma-y:Applied 0.0 k-ft Mn-y i Omega:Allowable 7.162 k-ft Along X-X 0.0 in at O.Oft above base for load combination PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn I Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.390 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.859 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.390 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.390 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.742 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.742 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.491 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.390 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.817 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.817 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.742 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.335 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.234 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 5.210 k B.1: HSS Post Design File=K:120151115862-113CALCU-1\REFERE--1\HFT_PA-1.EC6 Steel Column ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver.6.14.11.18 Description: HSS 4x3x114 Post Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+L+H k k 11.458 k +D+Lr+H k k 5.210 k +D+S+H k k 5.210 k +D+0.750Lr+0.750L+H k k 9.896 k +D+0.750L+0.750S+H k k 9.896 k +D+0.60W+H k k 6.558 k +D+0.70E+H k k 5.210 k +D+0.750Lr+0.750L+0.450W+H k k 10.907 k +D+0.750L+0.750S+0.450W+H k k 10.907 k +D+0.750L+0.750S+0.5250E+H k k 9.896 k +0.60D+0.60W+0.60H k k 4.474 k +0.60D+0.70E+0.60H k k 3.126 k D Only k k 5.210 k Lr Only k k k L Only k k 6.248 k S Only k k k W Only k k 2.246 k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft B.1: HSS Post Design File=K:\2015\115862-1\3CALCU-11REFERE-1\HFT_PA- .EC6 Steed COlUC1 ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11.18 �.rr- t Description: HSS 43014 Post Steel Section Properties : HSS4x3x114 Depth = 4.000 in I xx = 6.15 inA4 J = 7.960 inA4 S xx = 3.07 in13 Cw = 4.81 in A6 Width = 3.000 in R xx = 1.450 in Wall Thick = 0.250 in Zx = 3.810 inA3 Area = 2.910 inA2 1 y = 3.910 inA4 C = 4.810 inA3 Weight = 10.479 plf S yy = 2.610 in13 R yy = 1.160 in Zy = 3.120 inA3 Ycg = 0.000 in t].5]fk i IIS j �I o Load 1 X 1 �I s =1 it ( i I 3.00in i Loads are total entered value.Arrows do not reflect absolute direction. B.1; HSS Post Base Plate File=K:20151115862-113CALCU-1\REFERE•1WFT_PA-1.EC6 Steel Base Plate ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11.18 Description: HSS 4x3x114 Base Plate Code References Calculations per AISC Design Guide# 1, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 General Information Material Properties AISC Design Method Load Resistance Factor Design (D c :LRFD Resistance Factor 0.60 Steel Plate Fy = 36.0 ksi Concrete Support fc = 2.50 ksi Assumed Bearing Area:Full Bearing Allowable Bearing Fp per J8 4.250 ksi Column&Plate Column Properties Steel Section: HSS4x3xl/4 _ Depth 4 in Area 2.91 in^2 { Width 3 in Ixx in^4 Flange Thickness 0.233 in lyy in^4 Web Thickness in Plate Dimensions Support Dimensionso o I N:Length 12.0 in Width along"X" 36.0 in j B:Width 12.0 in Length along"Z' 36.0 in Thickness 0.50 in o d Column assumed welded to base plate. I i 11 L-T� Applied Loads P-Y J V•Z M-X +M X D:Dead Load....... 5.027 k k k ft +X +X L:Live....... 6.248 k k k-ft Lr:Roof Live......... k k k-ft S:Snow................ k k k-ft W:Wind................ 2.246 k k k-ft +�1�lt -t E:Earthquake............. k k k-ft 's rir H:Lateral Earth......... k k k ft +Z I Z "P"=Gravity load,"+"sign is downward. "+" Moments create higher soil pressure at+Z edge. Shears push plate towards+Z edge. Anchor Bolts Anchor Bolt or Rod Description 7/8" a Max of Tension or Pullout Capacity........... k _ Shear Capacity......................................... k Edge distance:bolt to plate................... 2,0 in Number of Bolts in each Row................... 2.0 Number of Bolt Rows........................ 1.0 ° ' ' B J1 HSS Post Base Plate Steed Base Pate File=K:12015\115862-1\3CALCU-1\REFERS-1\HFT_PA-1.EC6 ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver.6.14.t1-18 Description: HSS 430/4 Base Plate GOVERNING DESIGN LOAD CASE SUMMARY Mu:Max.Moment..................... 1.165 k-in Plate Design Summary fb:Max.Bending Stress............... 18.639 ksi Design Method Load Resistance Factor Desiqn Fb:Allowable: 32.400 ksi Governing Load Combination +1.20D+0.50Lr+1.60L+1.60H Governing Load Case Type Axial Load Only Bending Stress Ratio 0.575 Design Plate Size 1'-0"x 1'-0"x 0-112" Bending Stress OK Pu:Axial......... 16.029 k fu:Max.Plate Bearing Stress.... 0.111 ksi Mu:Moment........ 0.000 k-ft Fp:Allowable: 2.550 ksi min(0.85*fc*sgrt(A2/A1),1.7*fc)*Phi Bearing Stress Ratio 0.044 Bearing Stress OK Load Comb. : +1.40D+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 7.038 k Fp:Allowable ............................... 2.550 ksi Design Plate Height.,....... 12.000 in fu:Max.Bearing Pressure 0.049 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.019 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area......... 144.000 in12 Mmax=Fu*1-12/2-.............. 0.511 k-in A2:Support Area.................. 1,296.000 in^2 fb:Actual................................ 8.184 ksi sgrt(A2/A1) 2.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio..................... 0.253 Distance for Moment Calculation "m' ............... 4.100 in "n".._................. 4.575 in X.............................. 0.000 in^2 Lambda...................... 0.000 n'........................................ 0.030 in n'*Lambda.................................. 0.000 in L=max(m,n,n") ....................... .- 4.575 in - Load Comb. : +1.20D+0.50Lr+1.60L+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 16.029 k Fp:Allowable ............................... 2.550 ksi Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.111 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.044 Will be different from entry If partial bearing used. Plate Bending Stresses Al :Plate Area......... 144.000 in12 Mmax=Fu*L^212................... 1.165 k-in A2:Support Area.................. 1,296.000 in^2 fb:Actual................................ 18.639 ksi rt s Stress Ratio..................... 30 5075 ksi q (A2/A1 2.000 Fb:Allow) I Distance for Moment Calculation "m................ 4.100 in "n' ..................... 4-575 in X.............................. 0.000 in^2 Lambda...................... 0.000 n'........................................ 0.110 in n'*Lambda.................................. 0.000 in L=max(m,n,n")......................... 4.575 in B.1! HSS Post Base Plate File=K:\2015\115862-1\3CALCU-1\REFERE-1\HFT_PA-I.EC6 Steel Base Plate ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11.18 Description: HSS 43014 Base Plate Load Comb. : +1.20D+1.60L+0.50S+1.60H Axial Load Only,No Moment Loadinq Bearing Stresses Pu:Axial......... 16.029 k Fp:Allowable ............................... 2.550 ksi Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.111 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.044 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area......... 144.000 in^2 Mmax=Fu'112 12................... 1.165 k-in A2:Support Area.................. 1,296.000 in^2 fb:Actual................................ 18.639 ksi sgrt(A2/A1) 2.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio..................... 0.575 Distance for Moment Calculation m"..................... 4.100 in n.'..................... 4.575 in X.............................. 0.000 in^2 Lambda...................... 0.000 n'.................I...................... 0.110 in n'*Lambda.................-............... 0.000 in L=max(m,n,n")......................... 4.575 in Load Comb. : +1.20D+1.60Lr+0.50L+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 9.156 k Fp:Allowable ............................... 2.550 ksi Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.064 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.025 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area......... 144.000 in^2 Mmax=FuL"2l 2................... 0.665 k-in A2:Support Area.................. 1,296.000 in"2 fb:Actual................................ 10.647 ksi sgrt(A2/A1) 2.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio..................... 0.329 Distance for Moment Calculation „m...................... 4.100 in „n"..................... 4.575 in X.............................. 0.000 in^2 Lambda...................... 0.000 n'........................................ 0.050 in n'*Lambda.................................. 0.000 in L=max(m,n,n")......................... 4.575 in Load Comb. : +1.20D+1.60Lr+0.50W+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 7.155 k Fp:Allowable ............................... 2.550 ksi Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.050 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.019 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area......... 144.000 in^2 Mmax=Fu*L^212................... 0.520 k-in A2:Support Area.................. 1,296.000 in^2 fb:Actual................................ 8.320 ksi sqrt(A2/A1) 2.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio..................... 0.157 Distance for Moment Calculation m"............I........ 4.100 in n....................... 4.575 in X.............................. 0.000 in12 Lambda...................... 0.000 n'........................................ 0.040 in n'*Lambda.................................. 0.000 in L=max(m,n,n")......................... 4.575 in B.lE HSS Post Base Plate File=K:120151115862-113CALCU-11REFERE-1IHFT-PA-I.EC6 Steel Base Plate ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11.18 1.11' 1MINE= ° Description: HSS 4x3x114 Base Plate Load Comb. : +1.20D+1.60Lr-0.50W+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 4.909 k Fp:Allowable ............................... 2.550 ksi Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.034 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.013 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area......... 144.000 in12 Mmax=Fu*L12/2................... 0.357 k-in A2:Support Area.................. 1,296.000 inA2 fb:Actual................................ 5.709 ksi sq rt(A2/A1) 2.000 Fb:Allowable............................. 32.400 ksi Stress Ratio..................... 0.176 Distance for Moment Calculation n„....................1 4.575 in X.............................. 0.000 in12 Lambda...................... 0.000 n'.........................I.............. 0.020 in n'"Lambda.................................. 0.000 in L=max(m,n,n")......................... 4.575 in Load Comb. : +1.20D+0.50L+1.60S+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 9.156 k Fp:Allowable ............................... 2.550 ksi Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.064 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.025 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area......... 144.000 inA2 Mmax=Fu*1-12/2................... 0.665 k-in A2:Support Area.................. 1,296.000 in A2 fb:Actual................................ 10.647 ksi sgrt(A2/A1 j 2.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio..................... 0.329 Distance for Moment Calculation "m...................... 4.100 in „n"..................... 4.575 in X --.................. 0.000 inA2 Lambda...................... 0.000 n'........................................ 0.050 in n'*Lambda.................................. 0.000 in L=max(m,n,n")......................... 4.575 in Load Comb. : +1.20D+1.60S+0.50W+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 7.155 k Fp:Allowable ............................... 2.550 ksi Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.050 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.019 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area......... 144.000 inA2 Mmax=Fu*LA2/2................... 0.520 k-in A2:Support Area.................. 1,296.000 in A2 fb:Actual................................ 8.320 ksi sgrt(A2/A1) 2.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio..................... 0.257 Distance for Moment Calculation n„..................... 4.575 in X.............................. 0.000 inA2 Lambda...................... 0.000 n'........................................ 0.040 in n'*Lambda.................................. 0.000 in L=max(m,n,n")......................... 4.575 in B.l; HSS Post Base Plate File=K:\2015\115862-1\3CALCU-1\REFERE-1\HFT_PA-1.EC6 Steel Base Plate ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11.18 Description: HSS 4x3x114 Base Plate Load Comb. : +1.20D+1.60S-0.50W+1.60H Axial Load Only,No Moment Loadinq Bearing Stresses Pu:Axial......... 4.909 k Fp:Allowable ............................... 2.550 ksi Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.034 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.013 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area....-... 144.000 inA2 Mmax=Fu`L12/2......--........ 0.357 k-in A2:Support Area.................. 1,296.000 inA2 fb:Actual................................ 5.709 ksi sqrt(A2/A1) 2.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio..................... 0.176 Distance for Moment Calculation m ..................... 4.100 in „n .....................1 4.575 in X--......................... 0.000 inA2 Lambda...................... 0.000 n'..............................I......... 0.020 in n'`Lambda.................................. 0.000 in L=max(m,n,n")......................... 4.575 in Load Comb. : +1.20D+0.50Lr+0.50L+W+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 11.402 k Fp:Allowable ............................... 2.550 ksi Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.079 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.031 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area......... 144.000 in12 Mmax=Fu'LA2/2................... 0.829 k-in A2:Support Area.................. 1,296.000 inA2 fb:Actual................................ 13.259 ksi sgrt(A2/A1) 2.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio..................... 0.409 Distance for Moment Calculation "m"-.-................ 4.100 in n"........1............ 4.575 in X.............................. 0.000 in12 Lambda...................... 0.000 n'........................................ 0.070 in n'*Lambda.................................. 0.000 in L=max(m,n,n")......................... 4.575 in Load Comb. : +1.20D+0.50Lr+0.50L-1.OW+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 6.910 k Fp:Allowable ............................... 2.550 ksi Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.048 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.019 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area......... 144.000 inA2 Mmax=Fu`L12/2................... 0.502 k-in A2:Support Area.................. 1,296.000 inA2 fb:Actual................................ 8.035 ksi sgrt(A2/A1) 2.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio..................... 0.248 Distance for Moment Calculation m"..................... 4.100 in n....................... 4.575 in X.............................. 0.000 in12 Lambda...................... 0.000 n'........................................ 0.030 in n"Lambda.................................. 0.000 in L=max(m,n,n")......................... 4.575 in B.lf HSS Post Base Plate File=K:120151115862-113CALCU-11REFERE-11HFT_PA-1.EC6 Steel Base Plate ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11.18 Description: HSS 430/4 Base Plate Load Comb. : +1.20D+0.50L+0.50S+W+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 11.402 k Fp:Allowable ............................... 2.550 ksi Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.079 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.031 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area......... 144.000 inA2 Mmax=Fu*LA2/2................... 0.829 k-in A2:Support Area.................. 1,296.000 inA2 fb:Actual................................ 13.259 ksi sgo(A2/A1) 2.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio..................... 0.409 Distance for Moment Calculation "m....................... 4.100 in n...................... 4.575 in X.............................. 0.000 in12 Lambda...................... 0.000 n'........................................ 0.070 in n'`Lambda.................................. 0.000 in L=max(m,n,n")......................... 4.575 in Load Comb. : +1.20D+0.50L+0.50S-1.0W+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial.. 6.910 k Fp:Allowable ............................... 2.550 ksi Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.048 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.019 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area......... 144.000 inA2 Mmax=Fu*LA2/2................... 0.502 k-in A2:Support Area.................. 1,296.000 inA2 fb:Actual................................ 8.035 ksi sgrt(A2/A1) 2.000 Fb:Allowable............................. 32.400 ksi Stress Ratio..................... 0.248 Distance for Moment Calculation „m....................... 4.100 in "n...................... 4.575 in X.............................. 0.000 inA2 Lambda...................... 0.000 n'........................................ 0.030 in n'*Lambda.................................. 0.000 in L=max(m,n;n")......................... 4.575 in Load Comb. : +1.20D+0.50L+0.20S+E+1.60H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 9.156 k Fp:Allowable ............................... 2.550 ksi Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.064 ksi Design Plate Width......... 12-000 in Stress Ratio....................... 0.025 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area.:....... 144.000 inA2 Mmax=Fu*LA212................... 0.665 k-in A2:Support Area.................. 1,296.000 inA2 fb:Actual................................ 10.647 ksi sqrt(A2/A1) 2.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio..................... 0.329 Distance for Moment Calculation m....................... 4.100 in n....................... 4.575 in X.............................. 0-000 inA2 Lambda...................... 0.000 n'........................................ 0.050 in n'*Lambda.................................. 0.000 in L=max(m,n,n")......................... 4.575 in B.L HSS Post Base Plate File=K:120151115862-113CALCU-11REFERE-11HFT_PA-l.EC6 Steel Base Plate ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11.18 1.111 1 Description: HSS 4x3x114 Base Plate Load Comb. : +1.20D+0.50L+0.20S-1.0E+1.60H Axial Load Only,No Moment Loadinq Bearing Stresses Pu:Axial......... 9.156 k Fp:Allowable ............................... 2.550 ksi Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.064 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.025 Will be different from entryifpartial bearing used. Plate Bending Stresses Al :Plate Area......... 144.000 inA2 Mmax=Fu`LA212................... 0.665 k-in A2:Support Area.................. 1,296.000 inA2 fb:Actual................................ 10.647 ksi sgrt(A2/A1) 2.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio..................... 0.329 Distance for Moment Calculation "m' ............... 4.100 in n„..................... 4.575 in X.............................. 0.000 in^2 Lambda...................... 0.000 n'....................I................... 0.050 in n'`Lambda.................................. 0.000 in L=max(m,n,n")......................... 4.575 in Load Comb. : +0.90D+W+0.90H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 6.770 k Fp:Allowable ................ 2.550 ksi Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.047 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.018 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area......... 144.000 inA2 Mmax=Fu"LA2/2................... 0.492 k-in A2:Support Area.................. 1,296.000 inA2 fb:Actual................................ 7.873 ksi sgrt(A2/A1) 2.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio..................... 0.243 Distance for Moment Calculation m"..................... 4.100 in n.'..................... 4.575 in X.............................. 0.000 inA2 Lambda...................... 0.000 n'.....--............................... 0.030 in n'*Lambda.................................. 0.000 in L=max(m,n,n")......................... 4.575 in Load Comb. : +0.90D-1-0W+0-90H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial....-.... 2.278 k Fp:Allowable ............................... 2.550 ksi Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.016 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.006 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area......... 144.000 inA2 Mmax=Fu'L12/2................... 0.166 k-in A2:Support Area.................. 1,296.000 inA2 fb:Actual................................ 2.649 ksi sgrt(A2/A1) 2.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio..................... 0.082 Distance for Moment Calculation "m....................... 4.100 in n....................... 4.575 in X.............................. 0.000 inA2 Lambda...................... 0.000 n'........................................ 0.010 in n'*Lambda.................................. 0.000 in L=max(m,n,n")......................... 4.575 in B.2( HSS Post Base Plate File=K12015\115862-1\3CALCU-1\REFERE-1\HFT_PA-1.EC6 Steel Base Plate ENERCALC,INC.1983-2014,Build:6.14.11.18,Vec6.14.11.18 �.�10111F011 Description: HSS 430/4 Base Plate Load Comb. : +0.90D+E+0.90H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 4.524 k Fp:Allowable ............................... 2.550 ksi Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.031 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.012 Will be different from entry if partial bearing used. Plate Bending Stresses Al :Plate Area......... 144.000 in^2 Mmax=Fu*1-12/2................... 0.329 k-in A2:Support Area.................. 1,296.000 inA2 fb:Actual................................ 5.261 ksi sq rt(A2/A1) 2.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio..................... 0.162 Distance for Moment Calculation „m"..................... 4.100 in n"..................... 4.575 in X.............................. 0.000 in^2 Lambda...................... 0.000 n..........I.............................. 0.010 in n'`Lambda.................................. 0.000 in L=max(m,n,n")......................... 4.575 in Load Comb. : +0.90D-1.0E+0.90H Axial Load Only,No Moment Loading Bearing Stresses Pu:Axial......... 4.524 k Fp:Allowable ............................... 2.550 ksi Design Plate Height......... 12.000 in fu:Max.Bearing Pressure 0.031 ksi Design Plate Width......... 12.000 in Stress Ratio....................... 0.012 Will be different from entry d partial bearing used. Plate Bending Stresses Al :Plate Area......... 144.000 in^2 Mmax=Fu'1-12/2................... 0.329 k-in A2:Support Area.................. 1,296.000 in^2 fb:Actual................................ 5.261 ksi sqrt(A2/A1) 2.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio..................... 0.162 Distance for Moment Calculation m"..................... 4.100 in n"..................... 4.575 in X.............................. 0.000 in^2 Lambda...................... 0.000 n......................................... 0.010 in n"Lambda.................................. 0.000 in L=max(m,n,n")......................... 4.575 in B.2: Spread Footing Design File=K:\2015\115862-1\3CALCU-1\REFERE-1\HFT_PA-1.EC6 General Footing ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11.18 Description: (N)Footing for Relocated Post Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater# ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.0 ft Z Length parallel to Z-Z Axis = 3.0 ft Footing Thicknes = 12.0 in .--- 1 0' {{ — Pedestal dimensions... XO X px:parallel to X-X Axis = 12.0 in M pz:parallel to Z-Z Axis = 12.0 in i Height - 0.50 in T m Rebar Centerline to Edge of Concrete. CD at Bottom of footing = 3.0 in 1'-6" W Reinforcing , 3 Bars parallel to X-X Axis Number of Bars - 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 -- I i I Reinforcing Bar SizE _ # 5 4->,5 B- Bandwidth Distribution Check (ACI 15.4.4.2) m X•X 9xliwitwktngto•i _-- _ Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L 5 W E H P:Column Load = 5.027 6.248 2.246 k OB:Overburden = 0.10 ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k B.2: Spread Footing Design General Footing File=K:120151115862-113CALCU-11REFERE-11HFT_PA-1.EC6 g ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11.18 �.�I: EM, Description: (N)Footing for Relocated Post DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9913 Soil Bearing 1.487 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0,k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05529 Z Flexure(+X) 0.8838 k-ft 15.986 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.05529 Z Flexure(-X) 0.8838 k-ft 15.986 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.05529 X Flexure(+Z) 0.8838 k-ft 15.986 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.05529 X Flexure(-Z) 0.8838 k-ft 15.986 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.04981 1-way Shear(+X) 4.092 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.04981 1-way Shear(-X) 4.092 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.04981 1-way Shear(+Z) 4.092 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.04981 1-way Shear(-Z) 4.092 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.08695 2-way Punching 14.286 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing A Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 1.50 n/a 0.0 0.7924 0.7924 n/a n/a 0.528 X-X.+D+L+H 1.50 n/a 0.0 1.487 1.487 n/a n/a 0.991 X-X.+D+Lr+H 1.50 n/a 0.0 0.7924 0.7924 n/a n/a 0.528 X-X,+D+S+H 1.50 n/a 0.0 0.7924 0.7924 n/a n/a 0.528 X-X.+D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.313 1.313 n/a n/a 0.875 X-X,+D+0.750L+0.750S+H 1.50 n/a 0.0 1.313 1.313 n/a n/a 0.875 X-X.+D+0.60W+H 1.50 n/a 0.0 0.9422 0.9422 n/a n/a 0.628 X-X,+D+0.70E+H 1.50 n/a 0.0 0.7924 0.7924 n/a nla 0.528 X-X,+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.425 1.425 n/a n/a 0.950 X-X,+D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 1.425 1.425 n/a n/a 0.950 X-X,+D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.313 1.313 n/a nla 0.875 X-X,+0.60D+0.60W+0.60H 1.50 n/a 0.0 0.6252 0.6252 n/a nla 0.417 X-X,+0.60D+0.70E+0.60H 1.50 n/a 0.0 0.4755 0.4755 n/a n/a 0.317 Z-Z,+D+H 1.50 0.0 n/a n/a n/a 0.7924 0.7924 0.528 Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 1.487 1.487 0.991 Z-Z.+D+Lr+H 1.50 0.0 n/a n/a n/a 0.7924 0.7924 0.528 Z-Z,+D+S+H 1.50 0.0 n/a n/a n/a 0.7924 0.7924 0.528 Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.313 1.313 0.875 Z-Z,+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.313 1.313 0.875 Z-Z.+D+0.60W+H 1.50 0.0 n/a n/a n/a 0.9422 0.9422 0.628 Z-Z,+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.7924 0.7924 0.528 Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.425 1.425 0.950 Z-Z,+D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 1.425 1.425 0.950 Z-Z.+D+0.750L+0.750S+0.5250E+H 1.50 0.0 n!a n/a n/a 1.313 1.313 0.875 Z-Z,+0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.6252 0.6252 0.417 Z-Z.+0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.4755 0.4755 0.317 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding B.2: Spread Footing Design File=K:\2015\115862-1\3CALCU-1\REFERE-1\HFT_PA-1.EC6 General Footing ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11.18 Description: (N)Footing for Relocated Post Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inA2 in12 inA2 k-ft X-X,+1.40D+1.60H 0.3832 +Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X,+1.40D+1.60H 0.3832 -Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK B.2, Spread Footing Design General Footing File=K:120151115862-113CALCU-11REFERE-1lHFT_PA-1.EC6 ENERCALC,INC.1983-2014,8uild:6.14.11.18,Ver:6.14.11.18 �.��: ' Description: (N)Footing for Relocated Post Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? in^2 inA2 in^2 k-ft X-X,+1.20D+0.50Lr+1.60L+1.60H 0.8838 +Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.8838 -Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.8838 +Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.8838 -Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.5020 +Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.5020 -Z Bottom 0.2592 Min Temq% 0.4133 15.986 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.3909 +Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.3909 -Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.5020 +Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.5020 -Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.3909 +Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.3909 -Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.6268 +Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 0.6268 -Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.6268 +Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.6268 -Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 0.5020 +Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X.+1.20D+0.50L+0.20S+E+1.60H 0.5020 -Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X,+0.90D+W+0.90H 0.3711 +Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X,+0.90D+W+0.90H 0.3711 -Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X.+0.90D+E+0.90H 0.2464 +Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK X-X,+0.90D+E+0.90H 0.2464 -Z Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z.+1.40D+1.60H 0.3832 -X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z.+1.40D+1.60H 0.3832 +X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 0.8838 -X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.8838 +X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.8838 -X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.8838 +X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.5020 -X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.5020 +X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.3909 -X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.3909 +X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.5020 -X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.5020 +X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.3909 -X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.3909 +X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.6268 -X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 0.6268 +X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.6268 -X Bottom 0.2592 Min Temq% 0.4133 15.986 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.6268 +X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 0.5020 -X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.5020 +X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z,+0.90D+W+0.90H 0.3711 -X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z.+0.90D+W+0.90H 0.3711 +X Bottom 0.2592 Min Temq% 0.4133 15.986 OK Z-Z,+0.90D+E+0.90H 0.2464 -X Bottom 0.2592 Min Temp% 0.4133 15.986 OK Z-Z.+0.90D+E+0.90H 0.2464 +X Bottom 0.2592 Min Temp% 0.4133 15.986 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 1.774 psi 1.774 psi 1.774 psi 1.774 psi 1.774 psi 82.158 psi 0.02159 OK +1.20D+0.50Lr+1.60L+1.60H 4.092 psi 4.092 psi 4.092 qsi 4.092 psi 4.092 psi 82.158 psi 0.04981 OK +1.20D+1.60L+0.50S+1.60H 4.092 qsi 4.092 qsi 4.092 psi 4.092 psi 4.092 psi 82.158 psi 0.04981 OK +1.20D+1.60Lr+0.50L+1.60H 2.324 psi 2.324 psi 2.324 psi 2.324 psi 2.324 psi 82.158 psi 0.02829 OK +1.20D+1.60Lr+0.50W+1.60H 1.81 psi 1.81 psi 1.81 psi 1.81 psi 1.81 psi 82.158 psi 0.02203 OK +1.20D+0.50L+1.60S+1.60H 2.324 psi 2.324 psi 2.324 psi 2.324 psi 2.324 psi 82.158 psi 0.02829 OK +1.20D+1.60S+0.50W+1.60H 1.81 psi 1.81 psi 1.81 psi 1.81 psi 1.81 psi 82.158 psi 0.02203 OK +1.20D+0.50Lr+0.50L+W+1.60H 2.902 psi 2.902 psi 2.902 psi 2.902 psi 2.902 psi 82.158 psi 0.03532 OK +1.20D+0.50L+0.50S+W+1.60H 2.902 psi 2.902 psi 2.902 psi 2.902 psi 2.902 psi 82.158 psi 0.03532 OK +1.20D+0.50L+0.20S+E+1.60H 2.324 psi 2.324 psi 2.324 psi 2.324 psi 2.324 psi 82.158 psi 0.02829 OK +0.90D+W+0.90H 1.718 psi 1.718 psi 1.718 psi 1.718 psi 1.718 psi 82.158 psi 0.02091 OK +0.90D+E+0.90H 1.141 psi 1.141 Dsi 1.141 psi 1.141 psi 1.141 psi 82.158 psi 0.01388 OK B.2! Spread Footing Design File=K:12015\115862-1\3CALCU-11REFERE-1\HFT_PA-tEC6 General Footing ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11.18 Description: (N)Footing for Relocated Post Punching Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 6.194 psi 164.317psi 0.0377 OK +1.20D+0.50Lr+1.60L+1.60H 14.286 psi 164.317psi 0.08695 OK +1.20D+1.60L+0.50S+1.60H 14.286 psi 164.317psi 0.08695 OK +1.20D+1.60Lr+0.50L+1.60H 8.115 psi 164.317psi 0.04938 OK +1.20D+1.60Lr+0.50W+1.60H 6.318 psi 164.317psi 0.03845 OK +1.20D+0.50L+1.60S+1.60H 8.115 psi 164.317psi 0.04938 OK +1.20D+1.60S+0.50W+1.60H 6.318 psi 164.317psi 0.03845 OK +1.20D+0.50Lr+0.50L+W+1.60H 10.132 psi 164.317psi 0.06166 OK +1.20D+0.50L+0.50S+W+1.60H 10.132 psi 164.317psi 0.06166 OK +1.20D+0.50L+0.20S+E+1.60H 8.115 psi 164.317psi 0.04938 OK +0.90D+W+0.90H 5.999 psi 164.317psi 0.03651 OK +0.90D+E+0.90H 3.982 psi 164.317psi 0.02423 OK B.2f - SOILS AND FOUNDATIONS basic load combinations of Section 1605.3.2 that include motion at the ground surface due to short-term lateral r wind or earthquake loads. loads shall be permitted to be designed using lateral bear- 1806.2 Presumptive load-bearing values.The load-bearing ing pressures equal to two times the tabular values. values used in design for supporting soils near the surface shall not exceed the values specified in Table 1806.2 unless SECTION 1807 data to substantiate the use of higher values are submitted and FOUNDATION WALLS, RETAINING WALLS approved.Where the building official has reason to doubt the AND EMBEDDED POSTS AND POLES classification, strength or compressibility of the soil, the requirements of Section 1803.5.2 shall be satisfied. 1807.1 Foundation walls. Foundation walls shall be Presumptive load-bearing values shall apply to materials designed and constructed in accordance with Sections 1807.1.1 through 1807.1.6. Foundation walls shall be sup- with similar physical characteristics and dispositions. Mud, ported by foundations designed in accordance with Section organic silt, organic clays,peat or unprepared fill shall not be 1808. assumed to have a presumptive load-bearing capacity unless data to substantiate the use of such a value are submitted. 1807.1.1 Design lateral soil loads.Foundation walls shall Exception: A presumptive load-bearing capacity shall be be designed for the lateral soil loads set forth in Section 1610. permitted to be used where the building official deems the load-bearing capacity of mud, organic silt or unprepared 18071.2 Unbalanced backfill height. Unbalanced back- fill is adequate for the support of lightweight or temporary fill height is the difference in height between the exterior structures. finish ground level and the lower of the top of the,concrete 1806.3 Lateral load resistance.Where the presumptive val- footing that supports the foundation wall or the interior ues of Table 1806.2 are used to determine resistance to lateral finish ground level. Where an interior concrete slab on grade is provided and is in contact.with the interior surface loads, the calculations shall be in accordance with Sections of the foundation wall,the unbalanced backfill height shall 1806.3.1 through 1806.3.4. be permitted to be measured from the exterior finish 1806.3.1 Combined resistance.The total resistance to lat- ground level to the top of the interior concrete slab. eral loads shall be permitted to be determined by combin- 1807.1.3 Rubble stone foundation walls. Foundation ing the values derived from the lateral bearing pressure walls of rough or random rubble stone shall not be less and the lateral sliding resistance specified in Table 1806.2. than 16 inches (406 mm) thick. Rubble stone shall not be 1806.3.2 Lateral sliding resistance limit.For clay,sandy used for foundation walls of structures assigned to Seismic clay, silty clay, clayey silt, silt and sandy silt, in no case Design Category C,D,E or F. shall the lateral sliding resistance exceed one-half the dead 1807.1.4 Permanent wood foundation systems. Perma- load. vent wood foundation systems shall be designed and 1806.3.3 Increase for depth. The lateral bearing pres- installed in accordance with AF&PA PWF. Lumber and sures specified in Table 1806.2 shall be permitted to be plywood shall be treated in accordance with AWPA Ul increased by the tabular value for each additional foot(305 (Commodity Specification A, Use Category 4B and Sec- mm)of depth to a maximum of 15 times the tabular value. tion 5.2)and shall+be identified in accordance with Section 1806.3.4 Increase for poles. Isolated poles for uses such 2303.1.8.1. as flagpoles or signs and poles used to support buildings that are not adversely affected by a t/2 inch (12.7 mm) TABLE 1806.2 PRESUMPTIVE LOAD-BEARING VALUES VERTICAL FOUNDATION LATERAL BEARING LATERAL SLIDING RESISTANCE CLASS OF MATERIALS sf PRESSURE PRESSURE (p ) (psf/ft below natural grade) Coefficient of friction' Cohesion(psf)' 1.Crystalline bedrock 12,000 1,200 0.70 — 2.Sedimentary and foliated rock 4,000 400 0.35 — 3.Sandy gravel and/or gravel(GW 3,000 200 0.35 and GP) 4.Sand,silty sand,clayey sand, silty gravel and clayey gravel 2,000 150 0.25 — (SW,SP,SM,SC,GM and GC) 5.Clay,sandy clay,silty clay, clayey silt,silt and sandy silt 1,500 100 — 130 (CL,ML,MH and CH) For SI: 1 pound per square foot=0.0479kPa,1 pound per square foot per foot=0.157 kPa/m. a. Coefficient to be multiplied by the dead load. b. Cohesion value to be.multiplied by the contact area,as limited by Section 1806.3.2. 2013 CALIFORNIA BUILDING CODE 149 CITY OF PORT ANGELES 321 E STH STREET P . O. BOX 1150 PORT ANGELES WA 98362 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . . . 4/27/15 Parcel Number . . . . . 06-30-12-5-0-7000-0000- Property Address . . . 1940 E 1ST ST 170 PORT ANGELES WA 98362 Subdivision Name . . . Legal Description . . . PUGET SOUND CO-OP COLONY 1 ADD LTS6-10BE&BF& PTS BLS 5&6 EXC PAYLESS LEASE Property Zoning . . . . UNKNOWN Owner . . . . . . . . . PORT ANGELES PLAZA Contractor . . . . . . Application number 15-00000096 000 000 Description of Work COMM REMODEL Construction type . . . Occupancy type . . . . Flood Zone . . . . . . Special conditions . . April 27 , 2015 4 : 10 : 23 PM jlierly. 1 . Structural design required rack system for local seismic zone D-1 2 . Special inspections by an approved 3rd party. 3 . Final inspection requested by the contractor (responsible for the Rack system) from the city of Port Angeles . Do not load rack system until final approval Jim Lierly Building Inspector f City of Port Angeles 360-808-0534 / jlierly@cityofpa.us Approved . . . . . . . Build/ing O'ff„i/cial 7 VOID UNLESS SIGN`PsD BY BUILDING OFFICIAL James Lierly From: Nicholas H. Smith [nhsmith@marcocontractors.com] Sent: Friday, May 01, 2015 1:40 PM To: James Lierly Cc: Dan Ball Subject: Re: Port Angeles, WA- letter Jim, We acknowledge the below statements. Thanks, Nick Nicholas H. Smith Vice President Marco Contractors, Inc. 724-553-3824 (direct line) 412-291-1887 (fax) nhsmithAmareocontractors.com On May 1, 2015, at 4:03 PM, Dan Ball <dball cr,marcocontractors.com> wrote: Please see attatchment. Dan Ball dbal lAmarcocontractors.com (757)536-2664 ---------- Forwarded message ---------- From: "James Lierly" <JlierlyAcityofpa.us> Date: May 1, 2015 12:59 PM Subject: RE: Port Angeles, WA - letter To: "Dan Ball" <dbal lAmarco contractors.co m> Cc: Thank you Dan, I will accept this letter from Harbor Freight and release the Final inspection for your project, located at 1940 E 1"St. # 170 with the following conditions. 1. All rack systems in the storage area, in the rear of the store, shall not be permitted to be used or any items placed upon them, until 2. A permit has been applied for, reviewed and issued by the city of Port Angeles for the remaining rack systems in question. i 3. With the application for the remaining rack systems, an Engineer design will be required and third party special inspections has been performed as outlined in chp 17 of the 2012 IBC. 4. A letter from 3rd party inspection shall be provided stating that the rack system meets the intent of the engineer design and is built per spec, to the City of Port Angeles before final inspection will be approved. 5. Acknowledgement of the above conditions shall be required by the current contractor and Harbor Freight. Jim Lierly City of Port Angeles Building Inspector Plan Review Code Compliance ilierly@citvofpa.us 360-808-0534 From: Dan Ball [mailto:dball(amarcocontractors.com] Sent: Friday, May 01, 2015 12:08 PM To: James Lierly Subject: Fwd: Port Angeles, WA - letter 2 Please see attatchment \ Dan Ball dballDaa marcocontractors.com (757)536-2664 ---------- Forwarded message ---------- From: "Christina Pickett" <CPickettgharborfreight.com> Date: May 1, 2015 11:55 AM Subject: Port Angeles, WA - letter To: "Dan Ball (dball�marcocontractors.com)" <dballgmarcocontractors.com> Cc: Christina Pickett Assistant Construction Manager Real Estate & Construction Harbor Freight Tools 26541 Agoura Road Calabasas, CA 91302 Cell: 818.307.7666 HARBOR FREIGHT TOOLS Quality Tools at Ridiculously Low Prices This e-mail,its content and any files transmitted with it are intended solely for the addressee(s)and are PRIVILEGED and CONFIDENTIAL. Access by any other party is unauthorized without the express prior written permission of Harbor Freight Tools. If you have 'received this e-mail in error you may not copy,disclose to any third party or use the contents,attachments or information in any way. Please delete all copies of the e-mail and the attachment(s),if any and notify the sender."Thank You 3 James Lierly From: Dan Ball [dball@marcocontractors.com] Sent: Friday, May 01, 2015 2:15 PM To: James Lierly Subject: HFT PORT ANGELES Attachments: NormalApplmage(3).png Jim, Can you please call Jordan a call. She is trying to take care of the rack permit but the city don't want to get involved without your approval 1CADAVONA NGOWAK (213) 361-3623 2:10 PM WIRELESS CALLER Dan Ball dball car marcocontractors.com (757)536-2664 1 James Lierly From: James Lierly Sent: Friday, May 01, 2015 12:59 PM To: 'Dan Ball' Subject: RE: Port Angeles, WA- letter Thank you Dan, I will accept this letter from Harbor Freight and release the Final inspection for your project, located at 1940 E 1"St. # 170 with the following conditions. 1. All rack systems in the storage area, in the rear of the store, shall not be permitted to be used or any items placed upon them, until 2. A permit has been applied for, reviewed and issued by the city of Port Angeles for the remaining rack systems in question. 3. With the application for the remaining rack systems, an Engineer design will be required and third party special inspections has been performed as outlined in chp 17 of the 2012 IBC. 4. A letter from 3r`' party inspection shall be provided stating that the rack system meets the intent of the engineer design and is built per spec, to the City of Port Angeles before final inspection will be approved. 5. Acknowledgement of the above conditions shall be required by the current contractor and Harbor Freight. Jim Lierly City of Port Angeles Building Inspector Plan Review Code Compliance iierly@cityofpa.us 360-808-0534 From: Dan Ball [mailto:dball(a) arcocontractors.com] Sent: Friday, May 01, 2015 12:08 PM To: James Lierly Subject: Fwd: Port Angeles, WA - letter Please see attatchment Dan Ball dballgmarcocontractors.com (757)536-2664 ---------- Forwarded message ---------- From: "Christina Pickett" <CPickettgharborfreight.com> Date: May 1, 2015 11:55 AM 1 Subject: Port Angeles, WA - letter To: "Dan Ball (dball a,marcocontractors.corn)" <dball a,marcocontractors.com> Cc: Christina Pickett Assistant Construction Manager Real Estate & Construction Harbor Freight Tools 26541 Agoura Road Calabasas, CA 91302 Cell: 818.307.7666 HARBOR FREIGHT TOOLS Quality Tools at Ridiculously Low Prices This e-mail,its content and any files transmitted with it are intended solely for the addressee(s)and are PRI VILIGED and CONFIDENTIAL.Access by any other party is unauthorized without the express prior written permission of Harbor Freight Tools. IPyou have received this c-mail in error you may not copy,disclose to any third party or use the contents,attachments or information in any way. Please delete all copies of the e-mail and the attachment(s),i f any and notify the sender.Thant: You 2 HARBOR FREIGHT TOOLS 26541 Agoura Road,Calabasas,CA 91302 818-836-5000 May 1, 2015 City of Port Angeles Port Angeles,WA. Attn.: Mr.Jim Lierly RE: PORT ANGELES,WA-HARBOR FREIGHT TOOLS RACKING PERMIT Dear Mr. Lierly: Please accept this letter as verification that we will obtain a separate racking permit from the Building Permit. AChrist ou, �'Pickett Assistant Construction Manager Harbor Freight Tools CITY OF PORT ANGELES 321 E STH STREET P.O. BOX 1150 PORT ANGELES WA 98362 C E R T I F I C A T E O F O C C U P A N C Y T E M P O R A R Y Issue Date . . . . . . 4/27/15 Expiration Date . . . . 5/27/15 Parcel Number . . . . . 06-30-12-5-0-7000-0000- Property Address . . . 1940 E 1ST ST 170 PORT ANGELES WA 98362 Subdivision Name . . . Legal Description . . . PUGET SOUND CO-OP COLONY 1 ADD LTS6-10BE&BF& PTS BLS 5&6 EXC PAYLESS LEASE Property Zoning . . . . UNKNOWN Owner . . . . . . . . . PORT ANGELES PLAZA Contractor . . . . . . Application number 15-00000096 000 000 Description of Work COMM REMODEL Construction type . . . Occupancy type . . . . Flood Zone . . . . . . Special conditions April 27, 2015 4 : 10 : 23 PM jlierly. 1 . Structural design required rack system for local seismic zone D-1 2 . Special inspections by an approved 3rd party. 3 . Final inspection requested by the contractor (responsible for the Rack system) from the city of Port Angeles . Do not load rack system until final approval Jim Lierly Building Inspector City of Port Angeles 360-808-0534 l` jlierly@cityofpa.us Approved . . . . . . . ffuildi-mg icial VOID UNLESS SIGNED BY BUILDING OFFICIAL FRE ..1411`F7.NIi API1hlE'x NAHC 5417 V6L:ES HARBOR FREIGHT TOOLS 1936 E. FIRST ST. PORT ANGELES, WA FINAL TAB REPORT ARCHITECT: ADA ARCHITECTS 17710 DETROIT AVENUE-LAKEWOOD,OHIO 44107 MECHANICAL ENGINEER: T/E/S ENGINEERING 25760 FIRST STREET-CLEVELAND,OH 44145 MECHANICAL CONTRACTOR: ALTERNATIVE MECHANICAL 22129 NE 114TH STREET-REDMOND,WA 98053 GENERAL CONTRACTOR: MARCO CONTRACTORS 100 COMMONWEALTH DRIVE-WARRENDALE, PA 15086 elvfces PROJECT NO: 15-135 ?or�R B°Lti�,� TAC SERVICES,LLC 4811 DESMOND STREET DATE: 4/23/2015 BELLINGHAM,WA 98229 •r o.' PH: (360)224-8555 TECHNICIAN: BRAD HALE ���e 1R.CO FAX: (360)464-9973 ADMIN@TESTANDCX.COM Page 1 of 18 04/24/2015 l�'�'� /tZ _-- �-- / _ _ _ _ .�/_. ��/_. S�/-= '--�/_1 -�,•i5�.�/� =�/== -=fir=: �_.. 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'+l(f4.S++H+41ft� �}N flfjew}lINIF4�}!/f}HNtMl+/1/lf.:,n,1l114fIH ,1111411!t�+lfl+lf<• I+HfI.-.+.11/ Z-l�ff411f +I�l+if41114y�+1111++1+{Itf�,,+fll+r+htlft���11{l+lll+t+��ltt�+�f11+�'�}tf�t 4411��1�114+f111'� '."}114 Itf'��It1}r+41�• Y tl+It"'�N f+lt x �tl+1},�fk flf" �tt It 1tt111�` fl 1t'�,1i4+i iy��ft+� '' I I ' 1\1 ,II •' `+ 11\1 (\,• : 'moi it l Ona AABC Nati I iii•�� 0"'rmance 1 j d 3 ♦ I' ty Pursuant to the agreeGu ment between - ' 0< 1 TAC Services LLC y �1 AABC Certified Testing & Balancing Agency. - Alternative Mechanical Solutions, Inc. ; v,;,!, and Client All systems shall be tested and balanced in accordance with the project plans and specifications I ,f:r and to the optimum perfoninance capabilities of the equipment.Testing and balancing shall be done _ _ in accordance with the standards published by the Associated Air Balance Council. (\ If the Agency listed above fails to comply with the specifications for any reason other than termination of business by the AABC agency or equipment malfunction or inadequacy which ° prevents proper balancing of the systems, AABC will investigate and, if warranted, will provide �t,:. > _ supervisory personnel to assist the member Agency to perform work in accordance with AABC (1i♦;;.. Standards.This supervision will be provided at no additional cost to the building owner. ',.t01 This Guaranty is valid for one year from the date of submission of a test and balance report, provided the Agency is a current member of AABC,and may only be invoked in writing by the building ti owner, architect or engineer of record. The Guaranty is limited to the terms and conditions as statedf herein. Irl'.,-,,f-. �, ;•''1'i' ( z` Harbor Freight Tools Project Name ( 1936 E. First Street Address l � � (''f-. Port Angeles, WA ; ) 4 f .., D.P.S. / K.D.H. �. s (11{; yam Name of Engineer 1 _ T/E/S ENGINEERING �\14 Engineering Firm •: Ij• I% Vii:rte--- Email Address t\:1 � 1,�I,• '' Address 25760 First Street 111'•;� - yx-,�•�••'ll Cleveland, OH 44145 ='1 AA13C == Date 4/24/2015 Associated Air TBE # 08-02-04 Balance Council f 1518 K Street, N.W. Robert R. Coallier Washington, D.C.20005 _ 4 By 202-737-0202•Fax 202-638-4833 I rL I, AABC Certified T131: info@aabc.com•www.aabc.com r40 ''^•�� ; � � } '1+ +I v.:;41114';.ff III, '111111 ,IfjjN . 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ANO r... ^ TABLE OF CONTENTS - ' osscazpTzom pAms COVER PAGE __ --------------------------------- z A^acNATIONAL PERFORMANCE GUARANTY __________________________________________' z TABLE npCONTENTS s _________________________________________ TEST INSTRUMENT CALIBRATION oATss _______________________________________—__—' « s PROJECT SUMMARY _________________ __—' LEGENDSHEET------------------------------------------------------------------------------------------------------------ ** RTU-1 ______'_____--'___________— 9-zn nnUe ----------------------------------- 11'12 xru'3 _—___--________-_—__- zs'z4 RTU-4 __'--___—_—____-_—___—__ .15-za EF-1 ____________________ zr EF-2 � _____-___—___--____ zr SCHEMATIC omsxxm _______________________________________-____—__--__-- m | Page of 18 O4/24/ZO15 TI<-s`rfrer arAi cx AAErC SERVICCIS TEST INSTRUMENT CALIBRATION DATES INSTRUMENT MANUFACTURER MODEL NO. SERIAL NO. CALIBRATION DATE DIGITAL FLOW CAPTURE HOOD ALNOR EBT-721 90647007 4/7/2015 DIGITAL VELOMETER ALNOR RVA-801 A03110 8/7/2014 DIGITAL THERMOMETER AIR ALNOR RVA-801 A03110 8/7/2014 DIGITAL THERMOMETER AIR ALNOR EBT-721 90647007 4/7/2015 DIGITAL VEL GRID ALNOR EBT-721 90647007 4/7/2015 DIGITAL MANOMETER AIR ALNOR EBT-721 90647007 4/7/2015 HYDRONIC MANOMETER ALNOR HM-670 70633302 4/9/2015 SUBMERSIBLE THERMOMETER ALNOR HM-670 70633302 4/9/2015 AMMETER FLUKE 323 29600018WS 3/27/2015 AC VOLT METER FLUKE 323 29600018WS 3/27/2015 DC VOLT METER FLUKE 323 29600018WS 3/27/2015 OHM METER FLUKE 323 29600018WS 3/27/2015 PHOTO TACHOMETER EXTECH 461895 461895 7/25/2014 CONTACT TACHOMETER EXTECH 461895 461895 7/25/2014 DIGITAL LOGGING THERMOMETER UEI DT304 140104278 3/27/2015 DUCT AIR LEAKAGE TEST MACHINE ORIFLO 1"ORIFICE 020662 7/21/2014 DUCT AIR LEAKAGE TEST MACHINE ORIFLO 2"ORIFICE 020663 7/21/2014 DUCT AIR LEAKAGE TEST MACHINE ORIFLO 3"ORIFICE 020664 7/21/2014 DUCT AIR LEAKAGE TEST MACHINE ORIFLO 4"ORIFICE 020665 7/21/2014 SOUND LEVEL CALIBRATOR REED SC-05 131211221 3/27/2015 PIPE CLAMP THERMOMETER UEI ATTPC2 801/802 3/27/2015 Page 4 of 18 04/24/2015 AAEFC TrSTINGAr a r x SERV,CES PROJECT SUMMARY 1.0 THE AIR SYSTEMS WERE TESTED AND THE RESULTS ARE AS TABULATED ON THE ATTACHED DATA SHEETS 2.0 EF-2: FAN ONLY OPERATES INTERMITTENTLY; SYSTEM RAN LONG ENOUGH TO TEST PERFORMANCE. REPLACEMENT FAN SCHEDULED TO ARRIVE WITHIN 2 DAYS. Page 5 of 18 04/24/2015 ®Q AAA TF_w;-C9NG ANO C:w 1 LEGEND SHEET AHU AIR HANDLING UNIT AC OR ACU AIR CONDITIONER UNIT ACCU AIR COOLED CONDENSING UNIT AD]P.D. ADJUSTED PITCH DIAMETER AMP AMPERE AVG AVERAGE B.H.P. BRAKE HORSEPOWER C.D. CEILING DIFFUSER CFM CUBIC FEET PER MINUTE C.E. CEILING EXHAUST CH CHILLER CHWR CHILLED WATER RETURN CHW OR CHWS CHILLED WATER SUPPLY C.R. CEILING RETURN CT COOLING TOWER CWR CONDENSER WATER RETURN CW OR CWS CONDENSER WATER SUPPLY DB DRY BULB D.D. DIRECT DRIVE D.P. DIFFERENCE,NET DECREASE OR INCREASE DIA DIAMETER DISP DISPLACEMENT D.N.A. DATA NOT AVAILABLE D.N.L DATA NOT LISTED EAT ENTERING AIR TEMPERATURE EDC ELECTRIC DUCT COIL EDH ELECTRIC DUCT HEALER EF EXHAUST FAN EMCS ENERGY MANAGEMENT CONTROL SYSTEM(S) EWT ENTERING WATER TEMPERATURE FCU FAN COIL UNIT FH FUME HOOD FG FLOOR GRILLE Page 6 of 18 04/24/2015 . f AAAA : TCSTING ANC r x SERVICES F.E. FLOOR EXHAUST OR RETURN F.L.A FULL LOAD AMPERAGE FPB FAN POWERED BOX FPM FEET PER MINUTE F.S. FLOOR SUPPLY F.S.R FLOOR SUPPLY REGISTER FT.HD FEET OF HEAD FTU FAN TERMINAL UNIT GPM GALLONS PER MINUTE GFH GAS FIRED HEATER HC HEATING COIL HEATER O.L. THERMAL OVERLOAD PROTECTION FOR MOTORS LOCATED AT THE MOTOR STARTER HEPA HIGH EFFICIENCY PARTICULATE AIR H.F. HEPA FILTER HOA HAND/OFF/AUTO SWITCH H.P. HORSEPOWER HPS HIGH PRESSURE STEAM HRC HEAT RECOVERY COIL OR HEAT RECLAIM COIL HVAC HEATING,VENTILATION AND AIR CONDITIONING HWR HOT WATER RETURN OR HEATING WATER RETURN HWS HOT WATER SUPPLY OR HEATING WATER SUPPLY HX HEAT EXCHANGER I.D. INSIDE DIAMETER LAT LEAVING AIR TEMPERATURE L.D. LINEAR SUPPLY DIFFUSER LPS LOW PRESSURE STEAM L.T. LIGHT TROFFER LWG LOW WALL GRILLE LWR LOW WALL RETURN LWT LEAVING WATER TEMPERATURE MAU/MUA MAKE UP AIR UNIT MBH 1,000 BTU'S PER HOUR N.A. NOT ACCESSIBLE N.I. NOT INSTALLED N.T. NOT TAKEN N.V.L NO VALID LOCATION N.Z. NOZZLE O.D. OUTSIDE DIAMETER OPEN NO TERMINAL DEVICE INSTALLED O.S.A.MIN OUTSIDE AIR MINIMUM OAT OUTSIDE AIR TEMPERATURE Page 7 of 18 04/24/2015 AAHC TESTg N6 ANI 3 F;. SEftvlr ES PF POWER FACTOR PHC PREHEAT COIL PHC PHASE(S) PMP CIRCULATING PUMP P.P PERFORATED PLATE PSI POUNDS PER SQUARE INCH P.T. PITOT TRAVERSE RA RETURN AIR RF RETURN AIR FAN R.G. RETURN GRILLE RHC REHEAT COIL RPM REVOLUTIONS PER MINUTE SA SUPPLY AIR SAT SUPPLY AIR TEMPERATURE S.D. SUPPLY DIFFUSER SEF SMOKE EXHAUST FAN SF(AIR) SUPPLY FAN S.F.(ELECT) SERVICE FACTORS SHC STEAM HEATING COIL S.P..'W.C." STATIC PRESSURE RESISTANCE,MEASURED IN INCHES OF WATER COLUMN S.W.E. SIDEWALL EXHAUST S.W.R. SIDEWALL RETURN S.W.S. SIDEWALL SUPPLY TAB TESTING,ADJUSTING,AND BALANCING TSP TOTAL STATIC PRESSURE UH UNIT HEATER V VOLTS VAV VARIABLE AIR VOLUME VD VOLUME DAMPER VFD VARIABLE FREQUENCY DRIVE VP VELOCITY PRESSURE W WATTS WB WET BULB W.G. WATER GAUGE OF DEGREES FAHRENHEIT DP DIFFERENTIAL(DELTA) PRESSURE OR PRESSURE DROP DT DIFFERENTIAL(DELTA)TEMPERATURE, NET TEMPERATURE DECREASE OR INCREASE PSI POUNDS PER SQUARE INCH Page 8 of 18 04/24/2015 AA13C Tr--.-'d NYS A N6 C. e:�Y'tViL`L • HARBOR FREIGHT TOOLS • • PORT ANGELES,WA • • 15-135 • BRAD HALE RTU-1 • SALES REPLENISHMENT UNIT ID RTU-1 EQUIPMENT MFG. LENNOX EQUIPMENT LOCATION ROOF MODEL LCH092H4BJ2Y TYPE/SIZE PACKAGED/7.5 TON SERIAL NUMBER 5615BO3280 SPECIFIED ACTUAL FAN SHEAVE/ BORE 7MA70 X 1"L CFM-FAN 3000 3256 BELT SIZE 58L CFM-OUTLET 3000 3256 QUANTITY R/A CFM 2310 2559 SHAFT C/C 21 1/2" O/A CFM 690 697 MOTOR SHEAVE/BORE 1VP44 X 7/8" FAN RPM U/A 722 SHEAVE ADJUSTMENT 5.0 T.O. MOTOR MFG. 73/60 RLINK SPECIFIED ACTUAL MOTOR HP 3 VOLTAGE 208 209/208/209 SERVICE FACTOR 15 AMPERAGE 7.8 4.6/4.9/4.9 PHASE/Hz HEATER SIZE/RATING THERMAL MOTOR RPM 1745 1745 MOTOR FRAME# 56HZ DESIGN ESP 0.75 "W.C. DISCHARGE SP 0.50 "W.C. ACTUAL ESP 1.01 "W.C. INLET SP 0.51 "W.C. FORM:BELT DRIVEN FAN SHEET Page 9 of 18 04/24/2015 AABC TE=:7tNG AN[)Cir SERVICES HARBOR FREIGHT TOOLS PORT ANGELES,WA • 15-135 sBRAD HALE RTU-1 • SALES REPLINISHMENT • REPLINISHMENT 1 SG 24X10 1.16 N/APPL. 911 1057 761 883 REPLINISHMENT 2 SG 24X10 1.16 N/APPL. 882 1023 758 879 REPLINISHMENT 3 SG 24X10 1.16 N/APPL. 811 941 613 711 REPLINISHMENT 4 SG 24X10 1.16 N/APPL. 956 1109 675 783 SUPPLY 3000 4130 3256 RETURN 2310 2559 OSA OSA 48X30 8.61 80 690 81 697 EMCS MINIMUM OSA DAMPER STROKE POSITION: 19% FORM ID:LOW VELOCITY TEST SHEET Page 10 of 18 04/24/2015 t nom., AA13C TE!i;-ri NG A'' 0 Cr SERVICES • HARBOR FREIGHT TOOLS • • PORT ANGELES,WA • • 15-135 • BRAD HALE RTU-2 I SALES REPLENISHMENT/ RESTROOMS/BREAK ROOM UNIT ID RTU-2 EQUIPMENT MFG. LENNOX EQUIPMENT LOCATION ROOF MODEL LCH120H4BJ3Y TYPE/SIZE PACKAGED/10 TON SERIAL NUMBER 5615BO3281 SPECIFIED ACTUAL FAN SHEAVE/ BORE MA70 X 1" TOTAL CFM-FAN 4000 3989 BELT SIZE AX-58 TOTAL CFM-OUTLET 4000 3989 QUANTITY 1 R/A CFM 3250 3214 SHAFT C/C 22" O/A CFM 750 775 MOTOR SHEAVE/BORE 1VP44 X 7/8" FAN RPM U/A 852 SHEAVE ADJUSTMENT 2 T.O. MOTOR MFG. INTERLINK SPECIFIED ACTUAL MOTOR HP 3 VOLTAGE 208 209/208/2 09 SERVICE FACTOR 1.15 AMPERAGE 7.8 7.2/7.2/7.3 PHASE/Hz 3/60 HEATER SIZE/RATING THERMAL MOTOR RPM 1745 1745 MOTOR FRAME# 56HZ DESIGN ESP 0.75 "W.C. DISCHARGE SP 0.30 "W.C. ACTUAL ESP 0.66 "W.C. INLET SP 0.36 "W.C. 48"X 30"OSA INTAKE WITH BIRD SCREEN FORM:BELT DRIVEN FAN SHEET Page 11 of 18 04/24/2015 l'[_llmly AN/I Cr 5&RVIGLS • HARBOR FREIGHT TOOLS • e PORT ANGELES,WA • • 15-135 • BRAD HALE RTU-4 • SALES REPLENISHMENT/RESTROOMS/BREAK ROOM • REPLENISHMENT 1 SG 24X10 1.16 N/APPL. 812 942 633 734 REPLENISHMENT 2 SG 24X10 1.16 N/APPL. 1100 1276 843 978 REPLENISHMENT 3 SG 24X10 1.16 N/APPL. 1010 1172 831 964 REPLENISHMENT 4 SG 24X10 1.16 N/APPL. 1126 1306 699 811 WOMEN'S 5 CD-B 12X12 F.H. 75 - 62 - 72 BREAK ROOM 6 CD-A 24X24 F.H. 400 277 362 MEN'S 7 CD-B 12X12 F.H. 75 72 68 SUPPLY 4000 5107 3989 RETURN 3250 3214 OSA OSA 48X30 8.61 87 750 90 775 REMARKS EMCS MINIMUM OSA DAMPER STROKE POSITION: 18% FORM ID:LOW VELOCITY TEST SHEET Page 12 of 18 04/24/2015 AAHC 9Tf_STI NG ANI] Car Shit V li:.[5 • HARBOR FREIGHT TOOLS • • PORT ANGELES,WA • • 15-135 • BRAD HALE RTU-3 SALES AREA UNIT ID RTU-3 EQUIPMENT MFG. LENNOX EQUIPMENT LOCATION ROOF MODEL LCH092H4BJ2Y TYPE/SIZE PACKAGED/7.5 TONS SERIAL NUMBER 5615BO3277 SPECIFIED ACTUAL FAN SHEAVE/BORE MA60 X 1" TOTAL CFM—FAN 3000 2967 BELT SIZE AX-54 TOTAL CFM—OUTLET 3000 2967 QUANTITY 1 R/A CFM 2400 2338 SHAFT C/C 21 1/2" O/A CFM 600 629 MOTOR SHEAVE/BORE 1VP34 X 7/8" FAN RPM U/A 681 SHEAVE ADJUSTMENT 4.0 T.O. s MOTOR MFG. INTERLINK SPECIFIED ACTUAL MOTOR HP 3 VOLTAGE 208 206/205/206 SERVICE FACTOR 1.15 AMPERAGE 7.8 4.5/4.5/4.3 PHASE/Hz 3/60 HEATER SIZE/RATING THERMAL MOTOR RPM 1745 1745 MOTOR FRAME# 56HZ t DESIGN ESP 0.75 "W.C. DISCHARGE SP 0.34 "W.C. ACTUAL ESP 0.59 "W.C. INLET SP 0.25 "W.C. FORM:BELT DRIVEN FAN SHEET Page 13 of 18 04/24/2015 AABC TF;ti'CYN6 ANO C. SHftVIL ES • HARBOR FREIGHT TOOLS • • PORT ANGELES,WA • • 15-135 • BRAD HALE RTU-3 • SALES AREA • SALES AREA 1 !SG 24X10 1.16 N/APPL. 799 927 609 706 SALES AREA2 24X10 1.16 N/APPL. 815 945 619 718 SALES AREA 3 SG 24X10 1.16 N/APPL. 910 1056 687 797 SALES AREA 4 SG 24X10 1.16N/APPL. 830 963 643 746 SUPPLY 3000 3891 2967 RETURN 2400 2338 OSA OSA 48X30 8.61 70 600 73 629 EMCS MINIMUM OSA DAMPER STROKE POSITION:17% FORM ID:LOW VELOCITY TEST SHEET Page 14 of 18 04/24/2015 YTftlYt4V AN13 r. SERVICES. • HARBOR FREIGHT TOOLS • • PORT ANGELES,WA • • 15-135 • BRAD HALE RTU 4 • SALES/ CLEANOUT/OFFICE/VESTIBLE UNIT ID -4 EQUIPMENT MFG. LENNOX EQUIPMENT LOCATION7PAC7KAGED/ OF MODEL LCH120H4B33Y TYPE/SIZE 10 TON SERIAL NUMBER 5615803279 SPECIFIED , ACTUAL7F!NE/ BORE MA70 X 1" TOTALCFM-FAN 4000 4065 AX-58 TOTAL CFM-OUTLET 4000 4065 1 R/A CFM 3310 3393C 22 1/2" O/A CFM 640 672 MOTOR SHEAVE/BORE 1VP44 X 7/8" FAN RPM U/A 829 SHEAVE ADJUSTMENT 2 T.O. MOTOR MFG. INTERLINK SPECIFIED ACTUAL MOTOR HP 3 VOLTAGE 208 209/210/211 SERVICE FACTOR 1.15 AMPERAGE 7.8 6.9/6.9/6.8 PHASE/Hz 3/60 HEATER SIZE/RATING THERMAL MOTOR RPM 1745 1745 MOTOR FRAME# 56HZ DESIGN ESP 0.75 "W.C. DISCHARGE SP 0.49 "W.C. ACTUAL ESP 0.95 "W.C. INLET SP 0.46 "W.C. 0, Mill FORM:BELT DRIVEN FAN SHEET Page 15 of 18 04/24/2015 AABC �r 'river,ANI)Cr s�r�wr•�s • HARBOR FREIGHT TOOLS • • PORT ANGELES,WA • • 15-135 • BRAD HALE RTU-4 • SALES/ CLEANOUT/OFFICE/VESTIBLE SALES AREA 1 #SG 20X6 1.16 N/APPL. 1321 1532 861 999 SALES AREA 2G 20X6 1.16 N/APPL. 1289 1495 733 850 SALES AREA 3G 20X6 1.16 N/APPL. 842 977 595 690 SALES AREA 4 SG 20X6 1.16 N/APPL. 1089 1263 697 809 CLEANOUT 5 CD-A 24X24 F.H. 250 - 140 - 238 OFFICE 6 CD-A 24X24 F.H. 300 156 - 298 VESTIBLE 7 CD-A 24X24 F.H. 200 123 181 SUPPLY 4000 5687 4065 RETURN 3360 3393 OSA OSA 48X30 8.61 74 640 78 672 EMCS MINIMUM OSA DAMPER STROKE POSITION:14% FORM ID:LOW VELOCITY TEST SHEET Page 16 of 18 04/24/2015 • LOCATION ;t+t's���� ''"s' .•. "CONTACT.' �..� �`��' afi • • ' ,3 'd, 6`�. ' io4 '' Awa tUNIT DATA" fo SERVEDAREA • �_ -_ At q >FAN DATA 1• 1 1 1 1 'll 'll MOTOR DATA 4 , a' �.� C`:,`} ,�,� ,, , n ti1gi ` 1 iax t k 14Jv+F .. k.�+ yr', ,3 MANUFACTURER- • • SERVICE • 1 1 _� FACTOR 11 11 •1 .1 AREA SERVED,* a*NO 1 CODE SIZEw �y r AK+, s'.eat - `� INITIAL k, �� �;' FINAL + ; u e � m DESIGN w 14 FPM CFM b., npx REMARKS 4 x apS w ,ar°''4 10, 0 T .7--------- 0 E M, �ES EF-2 CID ��Oh <R RTU-I RTU (D Q, 'oT �EC—Ck G�EM NOTES 2 12 c Zl T�111-—1—1� I—I (D uj co c , o 00 LL X 11 Z-1 X I I I ilk iL RTU-4 RTU-3 �j tL �117 0- 0- IMT, R.11 f M I F c7a—a) LI a o c MECHANICAL PLAN 1 0 James Lierly From: Dan Ball [dball@marcocontractors.com] Sent: Friday, May 01, 2015 12:27 PM To: James Lierly Subject: Fwd: Re: HFT PORT ANGELES Attachments: HFT Port Angeles, WA Racking Permit Letter.pdf Please see attatched. Dan Ball dball awmarco contractors.corn (757)536-2664 ---------- Forwarded message ---------- From: "Nicholas H. Smith" <fflismith2cmarcocontractors.com> Date: May 1, 2015 12:17 PM Subject: Re: HFT PORT ANGELES To: "Leanne Mazur" <lmazur(a,marcocontractors.com> Cc: "Dan Ball" <dball(?marcocontractors.com> There you go, Dan. Thanks, Leanne! Nicholas H. Smith Vice President Marco Contractors, Inc. 724-553-3824 (direct line) 412-291-1887 (fax) nhsmith(:c�marcocontractors.com On May 1, 2015, at 2:47 PM, Leanne Mazur <lmazurgmarcocontractors.com> wrote: Attached. Leanne Mazur Marco Contractors, Inc. I Project Manager Assistant Headquarters: 100 Commonwealth Dr. I Po Box 805 I Warrendale,PA 15095 Phone:724.741.0300 ext.38651 Fax:412.774.1939 Lmazur(a marcocontractors.com Western Satellite Office 555 California Street Suite 4925 San Francisco,CA 94104 T: 1.415.659.1816 F: 1.415.659.1950 www.marcocontractors.com VOTED#1—Best Place to Work in Western PA This message contains confidential information and is intended only for the individual named. If you are not the named addressee you should not disseminate, distribute or copy this e-mail. Please notify the sender immediately by e-mail if you have received this e-mail by mistake and delete this e-mail from your system. E-mail transmission cannot be guaranteed to be secure or error-free as information could be intercepted, corrupted, lost, destroyed,arrive late or incomplete, or contain viruses. The sender; therefore, does not accept liability for any errors or omissions in the contents of this message which arise as a result of e-mail transmission. If verification is required please request a hard-copy. 1 From: Nicholas H. Smith [mailto:nhsmith(cbmarcocontractors.com] Sent: Friday, May 01, 2015 3:01 PM To: Leanne Mazur Cc: Dan Ball Subject: Re: HFT PORT ANGELES Add that we respectfully request that this portion of work be removed from our building permit and not hold up our acquiring a Certificate of Occupancy. Nicholas H. Smith Vice President Marco Contractors, Inc. 724-553-3824 (direct line) 412-291-1887 (fax) nhsmithRcmarcocontractors.com On May 1, 2015, at 2:35 PM, Leanne Mazur<lmazur a,marcocontractors.com> wrote: See attached. Leanne Mazur Marco Contractors, Inc. I Project Manager Assistant Headquarters: 100 Commonwealth Dr. I PO Box 805 1 Warrendale,PA 15095 Phone:724.741.0300 ext.3865 Fax:412.774.1939 Lmazur marcocontractors.com WesternSatellite Office 555 California Street Suite 4925 San Francisco,CA 94104 T: 1.415.659.1816 F: 1.415.659.1950 www.marcocontractors.com VOTED#1—Best Place to Work in Western PA This message contains confidential information and is intended only for the individual named. If you are not the named addressee you should not disseminate, distribute or copy this e-mail. Please notify the sender immediately by e-mail if you have received this e-mail by mistake and delete this e-mail from your system. E- mail transmission cannot be guaranteed to be secure or error-free as information could be intercepted, corrupted, lost, destroyed,arrive late or incomplete, or contain viruses. The sender; therefore, does not accept liability for any errors or omissions in the contents of this message which arise as a result of e-mail transmission. If verification is required please request a hard-copy. From: Nicholas H. Smith [mailto:nhsmithCa�marcocontractors.com] Sent: Friday, May 01, 2015 2:44 PM To: Leanne Mazur Cc: Dan Ball Subject: Fwd: HFT PORT ANGELES Leanne, Can you please get this put together on our letterhead? We need it to indicate that racking is not a part of our scope of work and should not, therefore, fall under our building permit. Indicate that the racking company that works for HFT will handle their work under a separate permit. Thanks, 2 Nick Nicholas H. Smith Vice President Marco Contractors, Inc. 724-553-3824 (direct line) 412-291-1887 (fax) nhsmithCa marcocontractors.com Begin forwarded message: Date: May 1, 2015 at 2:38:36 PM EDT Subject: HFT PORT ANGELES From: Dan Ball <dball marcocontractors.com> To: "Nicholas H. Smith" <nhsmith(d-)marcocontractors.com> Christina will have a letter saying a permit will be pulled for racking. Can you have a letter requesting the racking to be released from the building permit? Dan Ball dball o,marcocontractors.com (757)536-2664 3 CIVIL ENGINEERING, LAND SURVEYING Via. . YA EN O� ` C'"', - & ASSOCIATES 301 East 6tli Street,Suite 1 Port Angeles,Washington 98362 I N C O R P O R A T E D (360)417-0501 Fax(360)417-0514 E-mail:zenovic@olympus.net May 5, 2015 Mr. Jim Lierly, Building Inspector City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles, WA 98362 SUBJECT: Harbor Freight Tools Building, 1940 E. First Street, Port Angeles, WA Permit Number: 15-478 Dear Mr. Lierly: Upon the request of Dan Ball of Marco Contractors this office has provided Special Inspection on the above mentioned project. The scope of the Special Inspection was a follow up inspection after review of the engineered plans by Higgins. The Wide Span Shelving was inspected by this office and I hereby certify that it was installed in conformance with the approved plans by Peter Higgins, S.E.. If you have any questions, please feel free to contact me. Sincerely, Scott Headrick, P.E. Cc: Peter Higgins S.E.; Dan Ball of Marco Contractors (via email) Fc: JN 15091 F �Ci SIU � CIVIL ENGINEERING D SURVEYING - & ASS 0 C I A T E S 301 East 6th Street,Suite 1 Port Angeles,Washington 98362 1 N C 0 R P 0 R A T E D (360)417-0501 Fax(360)417-0514 E-mail:zenovic@olympus.net April 30, 2015 Mr. Jim Lierly, Building Inspector City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles, WA 98362 SUBJECT: Harbor Freight Tools Building, 1940 E. First Street, Port Angeles, WA Dear Mr. Lierly: Upon the request of Dan Ball of Marco Contractors this office has provided Special Inspection on the above mentioned project. The scope of the Special Inspection included anchorage of storage racks 8' tall or greater. The following deviation from the approved plans were observed by this office: 1. The racks installed do not match the structural calculations of plans by Peter Higgins, S.E. The installed racks are "Wide Span Shelving" by Madix, not 2 Level Pallet Racks. No installation detail was provided by the Engineer for these units. 2. Gondola racks were installed with AAA Type anchorage at the base only. Periodic special inspection was provided for the mechanical concrete fasteners. Initial procedure was witnessed for conformance with the manufacturer's recommended installation and final inspection was conducted after completion of the anchorage. Anchorage of the Gondola structure to the concrete slab was accomplished by 3/8" diameter 4" long Powers Wedge Bolts. The Gondola creating the demising wall between the retail area and the storage area was inspected by this office only. The 3/8" Powers anchors were installed per manufacturer's recommended procedure. The Wide Span Shelving was anchored to the concrete floor with %2" diameter by 4" long Powers Wedge Bolts primarily. Due to a shortage of Powers fasteners a limited number of 1/2" diameter by 4" long ITW Ramset/Red Head Trubolts were used. Both fasteners were installed in conformance with the manufacture's recommended procedure. If you have any questions, please feel free to contact me. Sincerery, Scott Headric ,,P.E. A �, ,_ —1 `51, J�CC/�® Cc: Peter Higgins S.E.; Dan Ball of Marco Contractors (via email) -Wegym Fc: JN 15091 RECEIVE ® 96 , a Q APR 3 0 2015 CITY OF PORT ANGELES �/ BUILDING DIVISION PETER S. HIGGINS & ASSOCIATES Consulting Structural Engineers 30745 Pacific Coast Highway, Box 117 Malibu, CA 90265 Tel: (310)589-1781 Fax: (310)589-5194 LETTER OF TRANSMITTAL To: Zenovic &Assoc., Inc Date: 29 April 2015 301 East 6th Street, Suite 1 Port Angeles, WA 98362 Job No: 11349 360.417.0501 From: Peter Higgins Subject: Harbor Freight Tools # 596 - Madix Store Fixtures Port Angeles, WA Attention: Scott Headrick, PE Engineering Manager We are sending you the following via: ® Next Day ❑ Ground ❑ Pickup ❑ 2nd Day ❑ US Mail ❑ Other ❑ 3 Day ❑ Messenger COPIES DOCUMENT IDENTIFICATION DESCRIPTION/ACTION 4 PSH CALCULATIONS Sheets 1 thru 13 Signed 4 PSH DRAWINGS Per Calc Sheet 1, 1.3.1 4 Per Calc Sheet 1, 1.3.2 Dwgs by others Reviewed & Approved These are transmitted: ❑For approval ❑Approved as submitted ®For Building Department ❑For your use ❑Approved as noted ❑For your records ❑For review and comment ❑Returned for corrections ❑Other Remarks: Kindly contact us immediately if enclosures are not as listed Harbor Freight #596 Nladix Racks Location: 1936 East First Street Port Angeles, WA Prepared For: Madix Store Fixtures Terrell, TX Prepared By: Peter S. Higgins And Associates Consulting Structural Engineers 30745 Pacific Coast Highway Malibu, CA USA 90265 (310) 589-1781 Peter S. Higgins, S.E. Job Number 11349 April 29, 2015 This Document and the design it contains is copyright by Peter S.Higgins and Associates. It is provided as an instrument of service,and shall not be reproduced in any fashion without �Y�t g. ESO the written permission of Peter S.Higgins and Associates. � 4r ti�v.�s r� Notice to Building Departments If this calculation is submitted for building permit approval, it shall contain a'alsheetsfof li z4' calculations as listed in the table of contents on the next page(s), and shall bl;accompa[ied 1.0 by all drawings listed in Section 1.All documents shall bear appropriate seals,and signatures V in ink of a contrasting color with the same Job Number Reference. The calc I'tion 'fl1 be 1 �� 2:3203 signed across this block. � � . leo�, �?l;�U�1�� ' ,S�UIVALIC11" REPRODUCTIONS OF SIGNED COPIES ARE INVALID THIS PAGE INTENTIONALLY LEFT BLANK fiq . PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 2015 Sheet iii Table of Contents IReference Data .............................................................................................. I 1.1 Scope of Work and Codes ......................................................................... I 1.2 Design Methods ..................................................................................... 1 1.3 Drawings .............................................................................................. 1 1.3.1 By Peter S. Higgins and Associates ...................................................... I 1.3.2 By Others ...................................................................................... I 1.4 Loads .................................................................................................. 2 1.4.1 Vertical (Dead plus Live) .................................................................. 2 1.4.1.1 Racks ................................................................................... 2 1.4.1.2 Impact Loads of Machine Loaded (Pallet/Selective) Racks .................. 2 1.4.2 Seismic .................................... 2 1.4.2.1 General ................................................................................. 3 1.4.2.2 Stockroom Areas ..................................................................... 3 1.4.2.3 Sales (Public) Areas .................................................................. 3 2 Stock Room Racks .......................................................................................... 4 2.1 Components and Geometry ........................................................................ 4 2.2 Check Beams ......................................................................................... 4 2.2.1 Design Forces ................................................................................ 4 2.2.2 Beam Properties .............................................................................. 4 2.3 Check Posts (Dead plus Live Loads) ............................................................ 5 2.3.1 Vertical Load ................................................................................. 5 2.3.2 Second Order Effects ....................................................................... 5 2.3.3 Post Properties (net section) ............................................................... 6 2.3.4 Post Demand, Capacity and Combined Stress Check .................................. 6 2.4 Longitudinal Sei*smic ............................................................................... 6 2.4.1 Base Shear ..................................................................................... 6 2.4.2 Design Forces ................................................................................ 8 2.4.3 Post - Combined Stresses .................................................................. 8 2.4.4 Beam Connections ........................................................................... 9 2.4.4.1 Design Forces ......................................................................... 9 2.4.4.2 Connection Capacity ................................................................. 9 2.5 Transverse Seismic ................................................................................. 9 2.5.1 Base Shear ...................................................................................... 9 2.5.2 Design Forces ................................................................................ 9 2.5.3 Post Capacity ................................................................................. 9 2.5.4 Stability ........................................................................................ 9 2.5.5 Anchorage ..................................................................................... 10 2.5.6 Brace ........................................................................................... 10 2.5.6.1 Design Force .......................................................................... 10 2.5.6.2 Brace Capacity ........................................................................ 10 3 Gondolas ...................................................................................................... 10 3.1 Components and Geometry ........................................................................ 10 3.2 Check Arms .......................................................................................... 11 3.3 Check Posts (Dead plus Live Loads) ............................................................ 11 3.3.1 Load to Post .................................................................................. 11 3.3.2 Basic Section, Moment Capacity ......................................................... 11 3.3.3 Axial Capacities .............................................................................. 11 3.3.3.1 Major Axis ............................................................................. 11 3.3.3.2 Minor Axis ............................................................................ 12 3.3.4 Post - Combined Stresses .................................................................. 12 Copyri.-ht��by Peter S. Hi,-,,,ins and Associates. Provided as an instrument of service. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 job No. 11349* April 28, 2015 Sheet iv '2 A 1-, ................................. ........=.......... ....... .......... .............. I . -- 3.5 Seismic ................................................................................................ 12 3.5.1 Base Shear ..................................................................................... 12 ,).5-2 Transverse Forces and Post Deslan Checks ............................................ 12 3.5.3 Stability ................. .................. ................................................... 13 3.5.4 Lonl-itudinga, Seismic ................ ...... ....... .......—..... 3.5.4.1 Desilyn Forces ......................................................................... 13 3.5.4'.2 Panel Capacity ..........I....... .................—.......................... 3.6 Fastening to Wall ...... ............................................................................ Copyright(0 by Peter S. Higgins and Associates. Provided as an instrument of service. Copyin.-by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 April 28, 2015 Sheet 1 1 Reference Data 1.1 Scope of Work and Codes This calculation reviews the installation of storage racks and displays for structural adequacy. The . L_ sealing of drawings is for the structural review of these items only. Other information is not L reviewed, nor approved. IBC, ASCE/ANSI 7, RMI/ANSI MH16.1, AISI/ANSI S100, and FEMA 460 are used for design. 1.2 Design Methods Per ANSI MH 16.1, this review employs LRFD direct design methods which are the only unre- stricted design method in AISC 360. This uses notional loads to determine second order displace- ments, and is found in AISC 360 Appendix 7. For seismic loads FEMA 460 6.5.1 is employed (as permitted by ANSI MH16.1 2.6.2). Since the displacement effects have been computed as part of the static load review, the seismic effects may be conservatively computed by simple scaling of the static results. In addition to the above documents, the reviewer is referred to the following references for assis- tance with these methods, and the connector values used in the desi(yn as required by both AISC 360 and FEMA 460. General Design Methods: Displacement Based Design for Storage Racks Higgins, P, ASCE/SEI Conference, Long Beach, CA (invited paper) ASCE/SEI Proceedings, 2007 Shake Table Results for Typical Racks: Recent Shake Table Studies of Full Scale Storage Racks Filiatrault, A., Wanitkorkul, A., Higgins, P, et al ASCE/SEI Conference, Long Beach, CA (invited paper, presented by Higgins) ASCE/SEI Proceedings, 2007 Connector Values for Rivet Connector Racks: Experimental Stiffness and Seismic Response of Pallet-Type Steel Storage Rack Tear Drop Connectors Filiatrault, A., Hi—ins, P., Wanikorkul, A., Courtwright, J., ASCE J. Pract. Period. Struct. Des. Constr. 12(4), 210-215 (2007). General Seismic Force Transverse Rack Behavior: Experimental Seismic Response of Base Isolated Pallet-Type Storage racks Filiatrault, A., Higgins, P., Wanikorkul, A., Courtwright, J., Michael, A. C Z� Earthquake Spectr 24:3 pp 617-639 August 2008. Im These publications are widely available, and may be found in any large library, or easily borrowed from any UC library. 1.3 Drawings 1.3.1 Bv Peter S. Higgins and Associates HF-1, MX-1, MX-5 1.3.2 Bv Others ADA Architect, Lakewood, OH, Job No. 14409 Sheet No. V1.5 Fixture Plan Dated 3/23/15 Copyri,ght�'by Peter S. Hig.-ins and Associates. Provided as an instrument of service. Copyin,g by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 April 28, 2015 Sheet 2 A IJ -1- 1.4.1 Vertical (Dead plus Live' j 1-4.1.1 Racks Loads per pallet position = 2.0 kips (nominal 48" wide) Maximum 6.0 'Kips per bay Design beams for 25% impact 1.4.1.2 Impact Loads of Machine Loaded (Pallet/Selective) Racks Conservatively assume beams are simply supported UNO. Note: rack nomenclature is somewhat different than standard structural notation. Here L = Load on the beam (usually expressed in terms of a unit or pallet load), W = Width of the bay (or span of beam). 2 Pallets Wide Take 25% impact of a single pallet as a UDL on 1/2 of span. There are two beams support- in- each level (one front, one rear'. Accordingly, each two pallet wide beam Supports one pallet load on the full span, plus 1/8 of a pallet load on half of the span. W12 W12 Impact Load FuU Vertica( F/0-0 Load Reactions i'�L 17L/32 191W/40 � Shear o rn n t M 36 1.lv1 L X 2560 1.4.2 Seismic CopyriOt by Peter S. Hi,-.-ins and Associates. Provided as an instrument of service- Copyinla by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 2015 Sheet 3 1.4.2.1 General Stores are desioned to very high seismic criteria re-ardless of location. Seismic ASCE 7 15.5.3 SDS V IESDS IV, V = C s C s R/I E R Within the constraints 0.044SDSIE !� C' SDI < SDS (Rll,)T RII, Yielding: 0.044SDS'I EW < V SDI fv' < S DS [V (RIIE)T (RIIE) Given: SDS= (2/3)SMS SDI= (2/3)SM, R = 6 (Moment Frame) SMS= FaSs R = 4 (Braced Frame) SMI= FS I T = Structure Period (sec) W = Rack+(2/3)Contents per 1622.3.4.2 For default soils: Fa= 1,00; Ss< 1-90 Fv= 1.50; Sl�� 0.75 1.4.2.2 Stockroom Areas Here, for 1E= 1.0 (non-essential facility nor open to the general public) Results in: 0.056W < Vmom= 0.125W/T < 0.211W 0.056W < Vbrc= 0.188W/T < 0.317W T may be determined by any rational method. 1.4.2.3 Sales (Public) Areas Here, for 1E= 1.5 (open to the general public) Results in: 0.084W < Vmom= 0.188W/T < 0.317W 0.084W < Vbrc= 0.281W/T < 0.476W T may be determined by any rational method. Copyright',by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 113149 April 28, 20155 Sheet 4 2.1 Comporients and Greomnary A d b a Y W 108" H 96" a-b = max 60" D = 36, 48" ly= 42" Beam Type Id= 54" Min. PRB35 Upright Type Min. Regula 2.2 Check Beams 2.2.1 Design Forces 361 WL S, < A/1 2560 in OF', 41.5 inch kips 0.85 in3 2,2,2 Beam Pronerfie PRB35 A D = 3.5 O.K. S,= 0.84 in3 fx= 1.63 in4 12 3/L6-- Copyri0t'�'by Peter S. Hi.-gins and Associates. Provided as an instrument of service. Copyin.-by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Frei-ght#596 Job No. 11349 April 28, 2015 Sheet 5 2.3 Check Posts (Dead plus Live Loads 2.3.1 Vertical Load p (4 of levels)(L) 2 1.5 kips 2.1 kips factored 2.3.2 Second Order Effects P JK nF'-- Tota� D,-�tic Ricid cotumn CoWmn B 6'c�Y DeFtection De�ormat�on Rotation Primary Notional Moment (base fixity assumption verified below) A/1 primary = qP 2 Deflection A= rip( ,2 12FI, 2K, Second Order Notional Moment PA 11p2 113 H 2 A,IP-" - —+ — ( 12EI, 2K,) Define: H + 12EI 2 K, M primary ( C To acceptable accuracy: !'It notiona I� M primary I + 20 S ri P H + 20 Si) 2 K,h,t, comprised of the beam end stiffness in series with the connector stiffness yielding: Kth,,fa Kb—m K conn. With: 6FI K beam L beam K,onn from tests or published literature Copyri.-hc�by Peter S. Hi.-.-ins and Associates. Provided as an instrument of service. Copyin.-by written permission only. 'PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. I!349of April 28, 2015 Sheet 6 1 1 A _V-+ _0��_ert!h, 1 .5 ReWtfla Duty -7, n ()M in X A 0.36 'n2 X __ I I I I I V 0 ?,R in3 r, 1.15 in sy= 0.11 in3 ry= 0.60 in 2.3.4 Post Demand, Capacity and Combined Stress Check Capacity Lx 60 in Ly 42 in SRx 52 SRy 70 Fn 34.9 ksi phiPn 10.7 kips phiMnx 12.6 inch kips phiMny 5.0 inch kips Stability Kconn 4000 in-kip/rad lbeam 1.63 in'4 Lbeam 105 in Kbearn 2701 in-kip/rad Ktheta 1612 in-kip/rad S 0.08 Demand n 0-005 P 2.1 kips H 60 in Mnot 0.3 in-kips Comb Stress 0.22 2.4 Longitudinai Seismic 2.4.1 Base Shear Determine Period - IFIFEMA 460 Appendix A Copyright 0 by Peter S. Hig.-ins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 20t5 Sheet 7 14/P�h 2 P T 2 Tt k,k,� + N b k b+k k,�kb� For a rack with a constant load per level and spacing between beams: N = number of levels Wpi= W h = spacing between beams If the height of the pallet is conservatively ignored, then hpi ih and recalling that: N- 2 i = —(N)(N + 1 ) (2N + 1) 6 Simplifies the basic equation to the following expression: N L',,h 2 N N,1 2 N�I T 6 k c k ( k,k,� g(N k�+kbe + N b kt,+kc. Conservatively ignoring the more lightly loaded end uprights, for a long row of rack: N,= 2N Nb = I k = kb/2 k, (i.e. the interior posts dominate the response in a long row) Which allows a further simplification to: T 2TL /_1 2 N 2(N + 1 )(2N + 1 ) 12gk,(N( k�. ) , ( k�. k�+kb� kb,k_) Copyright'��by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 1 1349 April 28, 2015 Sheet 8 Variable I Value �_tsDescriljtion Wpi 1.50 kips Weight per level per bay h 4 85 in Spacing between level in riewIL of levet i -above floof N, 2 number of levels T 9 3 8)6 in/sec'2 acceleration due to gravity Ne 4 number of connections ke 4000 in-k/rad rotational stiffness of connector Be 2954 in-k/rad rotational stiffness of beam end Nb I number of base plates kb 8000 in-k�rad rotational stiffness of base plate kee 1726 in--k/rad rotational stiffness of column E 29000 ksi Youngs modulus lb 1.63 in^4 Moment of intertia of beam Ic 0.48 in'4 Moment of intertia of column Lb 96 in Length of beam(bay width) Yielding 0.5 sec Thus: V < 0.21W 2.4.2 Design Forces P < 1.5k; V < 0.21k Vh/2 < M < Vh-(e)P + M,, (adjusted for unfactored axial load) (fixity due to width of base plate) For: h = 60 in (beam spacing at critical section) Z� e = 1,31 'In (distance between CL of post and concrete contact stress area) M = 10.7 + 0.2 = 11.0 inch kips 2.4.3 Post - Combined Stresses P A/1 P A/1 1.01 < 1.00 0.K. Copyrighi ',)by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight.#596 Job No. 11349 April 28, 2015 Sheet 9 2.4.4 Beam Connections 2.4.4.1 Design Forc�s M,onn< 10.7k 2.4.4.2 Connection Capacity Standard Connection 0 Connections tested in accordance with ANSI MH 16.1. Ultimate capacity = 21 inch kips. �M, = 13.7 inch kips. 0.K. 7/16' cl i a m, HS rivet typ 2.5 Transverse Seismic 2.5.1 Base Shear Use Code Default V = 0.317W = 0.63k 2.5.2 Design Forces Vh' q D V h'= 96 inches OTM < Vh' 61 inch kips RM > WD/2 54/72 inch kips (36"/48" deep) h' Net (YTM = 7/0 inch kips P,q= OTM/D < 1.7 kips Note: Bracing shown is schematic - see this section, subsec- Z� P tion .2 for actual geometry. EQ 2.5.3 Post Capacity P + P,q< 3.2 kips < Pn OK 2.5.4 Stabilit TB,1t = Net OTM/D = 0.2k = 0.2 kips per bolts (36" deep) Copyri.ght'�'by Peter S. Hi.-,-ins and Associates. Provided as an instrument of service. Copyin,g by written permission only. PETER S. H!"GAG"INS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 April 28, 20115 Sheet 10 Use min. 1/2" diam. approved anchors. Minimum embednien[ 3.0" into slab. O.K. 2.5.6 Brace 2,526.1 Design Force Pbr< 0.9 kips 2.5.6.2 Brace Capacity 0�06011 A,,t= 0.26 in2 rmin= 0.49 in L ki F1, On (in) r (ksi) (k) 54 ill 20.4 4.51 O.K. 3 Gondolas Strictly speaking, these units are exempt from regulation (except possibly for anchorage and stability review). However a full stress analysis is provided here at the request of the owner. 3.1 Components and Geometry D W D = max 22 'in W = max 48 in H = max 87 in Copyright'�'by Peter S. Hi,,,,ins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 2015 Sheet I I 3.2 Check Arms Atf :� W(D) M 2 SMIn —�F� 0.05 in3 1.7 inch kips Min. 21' x 0.121 arm LS 0.09 Ln-31 Ample 3.3 Check Posts (Dead plus Live Loads 3.3.1 Load to Post One Side Loaded Both Sides Loaded P:�yWHD P:5 2yHWD = 0.60 kips = 1.2 kips 0.84 kips factored 1.7 kips factored M < PD M 0 inch kips 2 6.0 in kips 8.4 inch kips factored 3.3.2 Basic Section, Moment Capaci1y 1.35" A,= 0.69 in2 S,,= 0.67 in3 F2z,::-Zzlq r,,= 1.11 in M,n= 24.1 inch kips SY= 0.32 in3 $Myn= 11.5 inch kips ry= 0.56 in C\4 Cp=- -+i. 0..161, 3.3.3 Axial Capacifie 3.3.3.1 Major Ax s Use Roark, 7th edition, table 15.1, case 3a. (pu)'= K TOEI Substitution yields: 12 pa' = 27.0 kips For: This is the Euler load (or P,). P/pa = 0 a/1 < 1.0 Fe= 27.0/0.69 = 39.1 ksi E = 29000 ksi SRqi,= 86 I > 0.83 in4 (core section) Fn= 25.8 ksi 1 84 in $P,,,= 17.8 kips K 0.795 Copyright by Peter S. Higgins and Associates. Provided as an instrument of service.Copying by written permission only. 0 0. 0 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 1'1349 April 28, 2015 Sheet 12 00--ond Ordor Cfffccts 3.3.3.2 Minor Axis /r,= 0 (shear panel) 42.5 A,D 10 1 1,; ?�ny= —ps (does not govern) Second order effects negligible by inspection. 3.3.4 Post - Combined Stresses + P !V1 0.38 < 1.00 O.K. 3.4 Base Base Shoe t = 14 -a 6M, 24.5-1 '(1 S,= 0.68 in-', 3.5 Seismic 3.5.1 Base Shear V < 0.3833W = 0.1') kips per side (above bottom shelf) 3.5.2 Transverse Forces and Post Design Check One Side Loaded Both Sides Loaded P < 0.6 kil p s P < 1.2 kips V < 0.13 kips V < 0.26 -kips M < MD+L + VH/2 M < VH/2 12.0 inch kips 16.0 inch kips M F M P, Ad 0.53 1.00 O.K. — 0.73 < 1.00 O.K. CopyriOt�by Peter S. Higgins and Associates. Provided as an instrument.of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 April 28, 2015 Sheet 13 3.5.3 Stabilitv One Side Loaded Governs By Inspection D V H H/2 1/7'V/11/�11/1/1�/// OTM < (VH/2) 8.0 inch kips RNI > (PD/2) = 5.4 inch kips Net OTM < 2.6 inch kips Uplift < 2.6/22 = 0.12 kips Use min. 1/4" diam. Approved anchors. Minimum embedment 1.5" into slab. O.K. 3.5.4 Longitudingal Seismic Forces resisted by shear panels 3.5.4.1 Design Force V < 0.26W = 0.10 kips per side 3.5.4.2 Panel Capacity Shear per foot of panel < V/2W 0.01 kips per foot 1/4" Fiberboard Teste per ASTM E72 to 0.2 klf OK 3.6 Fastening to Wall The units are enuineered to be free standinu. However, they may be attached to a perimeter build- ing wall. From the above, the total base shear is approximately (0.2)(15)(1.5) = 4.5 psf. A perim- eter wall requires a design to at least 15 psf wind load. The code does not require design for simultaneous D+L+E+W, so the attachment is acceptable, although strictly speaking not necessary. Copyright"-by Peter S. Hi gins and Associates. Provided as an insurument of service. Copying by written permission only. 9. - Harbor Freight #596 Madix Racks Location: 1936 East First Street Port Angeles, WA Prepared For: Madix Store Fixtures Terrell, TX Prepared By: Peter S. ffiggins And Associates Consulting Structural Engineers 30745 Pacific Coast Highway Malibu, CA USA 90265 (310) 589-1781 Peter S. Higgins, S.E. Job Number 11349 April 29, 2015 This Document and the design it contains is copyright by Peter S.Higgins and Associat1s. It is provided as an instrument of service,and shall not be reproduced in any fashion Without RIGG the written permission of Peter S.Higgins and Associates. ,C, eel Notice to Building Departments. r ,ontain all Osheijet If this calculation is submitted for building permit approval, it shall c 4 s of calculations as listed in the table of contents on the next page(s), and shall be actompgnied by all drawings listed in Section 1.All documents shall bear appropriate seals and/sigijatures� 7 ho / ;*. 3203 in ink of a contrasting color with the same Job Number Reference. The calculat n s all b. k'j* 2, signed across this block. �UCTIONS OF SIGNED COPIES ARE INV�(.LID THIS PAGE INTENTIONALLY LEFT BLANK PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. t 1349 April 28, 2015 Sheet iii Table of Contents 1 Reference Data .............................................................................................. I 1.1 Scope of Work and Codes ......................................................................... I 1.2 Design Methods ..................................................................................... 1 1.3 Drawings .................................*****--*--*'*'—....**'******"***'*"**'***"'*'*'* 1 1.3.1 By Peter S. Higgins and Associates ...................................................... I 1.3.2 By Others ...................................................................................... 1 1.4 Loads .................................................................................................. 2 t.4.1 Vertical (Dead plus Live) .................................................................. 2 1.4.1.1 Racks ................................................................................... 2 1.4.1.2 Impact Loads of Machine Loaded (Pallet/Selective) Racks .................. 2 1.4.2 Seismic ......................................................................................... 2 1.4.2.1 General ................................................................................. 3 1.4.2.2 Stockroom Areas ..................................................................... 3 1.4.2.3 Sales (Public) Areas .................................................................. 3 2 Stock Room Racks .......................................................................................... 4 2.1 Components and Geometry ......................................................................... 4 2.2 Check Beams ................................................................................;........ 4 2.2.1 Design Forces ................................................................................ 4 2.2.2 Beam Properties .............................................................................. 4 2.3 Check Posts (Dead plus Live Loads) ............................................................ 5 2.3.1 Vertical Load ................................................................................. 5 2.3.2 Second Order Effects ....................................................................... 5 2.3.3 Post Properties (net section) ............................................................... 6 2.3.4 Post Demand, Capacity and Combined Stress Check ................................. 6 2.4 Longitudinal Seismic ............................................................................... 6 2.4.1 Base Shear ..................................................................................... 6 2.4.2 Design Forces ................................................................................. 8 2.4.3 Post - Combined Stresses .................................................................. 8 2.4.4 Beam Connections ........................................................................... 9 2.4.4.1 Design Forces ......................................................................... 9 2.4.4.2 Connection Capacity ................................................................. 9 2.5 Transverse Seismic ................................................ 9 2.5.1 Base Shear ................................................... 9 2.5.2 Design Forces ............................................... 9 2.5.3 Post Capacity ................................................ ........... 9 2.5.4 Stability ...................................................... 9 2.5.5 Anchorage ..................................................................................... 10 2.5.6 Brace 10 2.5.6.1 Design Force .......................................................................... 10 2.5.6.2 Brace Capacity ........................................................................ 10 3 Gondolas ..... ............................................................................................... 10 3.1 Components and Geometry ........................................................................ 10 3.2 Check Arms .......................................................................................... 11 3.3 Check Posts (Dead plus Live Loads) ............................................................ 11 3.3.1 Load to Post .................................................................................. 11 3.3.2 Basic Section, Moment Capacity ......................................................... 11 3.3.3 Axial Capacities .............................................................................. 11 3.3.3.1 Major Axis ............................................................................. 11 3.3.3.2 Minor Axis ............................................................................ 12 3.3.4 Post - Combined Stresses .................................................................. 12 Copyri.-ht'0 by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. ETER S. HId---GINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freighu #596 job No. It"349, Apri! 28, 2015 Sheet iv ......................................... .......!........--.—....... .............. 3.5 Seismic ........................................................................................ ....... 12 3.5.-1 Base Shear ...................................................................................... 12 3.5.2 Transverse Forces and Post Desian Checks ............................................ 12 3.5.3 Stability .....:.,�...............;................................................................. 13 3.5.4 Lon,-;tudin,),at -Seismic .............................................—..........—..... 3.5.4.1 Design Forces ............ ........................................................... 13 3.5.4.2 Panei Capacity ... .................................................................... 3.06 Fastening to Wall ................................................................................... 3) Copyright by Ptter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 April 28, 2015 Sheet I I Reference Data 1.1 Sco e of Work and Codes This calculation reviews the installation of storage racks and displays for structural adequacy. The sealin- of drawinos is for the structural review of these items only. Other information is not reviewed, nor approved. IBC, ASCE/ANSI 7, RMI/ANSI MH16.1, AISI/ANSI S1001 and FEMA 460 are used for design. 1.2 Design Methods Per ANSI MH 16.1, this review employs LRFD direct design methods which are the only unre- stricted desion method in AISC 360. This uses notional loads to determine second order displace- ments, and is found in AISC 360 Appendix 7. For seismic loads FEMA 460 6.5.1 is employed (as permitted by ANSI MH16.1 2.6.2). Since the displacement effects have been computed as part of the static load review, the seismic effects may be conservatively computed by simple scaling of the static results. In addition to the above documents, the reviewer is referred to the following references for assis- Z� tance with these methods, and the connector values used in the design as required by both AISC 360 and FEMA 460. General Design Methods: Displacement Based Design for Storage Racks Higgins, P, ASCE/SEI Conference, Long Beach, CA (invited paper) ASCE/SEI Proceedings, 2007 Shake Table Results for Typical Racks: Recent Shake Table Studies of Full Scale Storage Racks Filiatrault, A., Wanitkorkul, A., Higgins, P, et al ASCE/SEI Conference, Long Beach, CA (invited paper, presented by Higgins) ASCE/SEI Proceedings, 2007 Connector Values for Rivet Connector Racks: Experimental Stiffness and Seismic Response of Pallet-Type Steel Storage Rack Tear Drop Connectors Filiatrault, A., Higgins, P., Wanikorkul, A., Courtwright, J., ASCE J. Pract. Period. Struct. Des. Constr. 12(4), 210-215 (2007). General Seismic Force Transverse Rack Behavior: Experimental Seismic Response of Base Isolated Pallet-Type Storage racks Filiatrault, A., Higgins, P., Wanikorkul, A., Courtwright, J., Michael, A. C C Earthquake Spectr 24:3 pp 617-639 August 2008. These publications are widely available, and may be found in any large library, or easily borrowed from any UC library. 1.3 Drawing 1.3.1 Bv Peter S. Higgins and Associates HF-1, MX-1, MX-5 1.3.2 Bv Others ADA Architect, Lakewood, OH, Job No. 14409 Sheet No. V1.5 Fixture Plan Dated 3/23/15 Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 April 28, 2015 Sheet 2 1,4,1 Vertical (Dead plus Live 1.4.1.1 Racks Loads per pallet position = 2.0 kips (nominal 48" wide) Maximum 6.U- kips per bay Design beams for 25% unpact 47, -1.4.1.2 Impact Loads off Machine Loaded (Pallet/Selective) Rack Conservatively assume beams are simply supported UNO. Note: rack nomenclature is somewhat different than standard structural notation. Here L = Load on the beam (usually expressed in terms of a unit or pallet load), W = Width of the bay (or span of beam). 2 Pallets Wide Take 25% impact of a single pallet as a UDL on 1/2 of span. There are two beams support- c ing each level (one front, one rear'. Accordingly, each two pallet wide beam supports one pallet load on the full span, plus 1/8 of a pallet load on half of the span. W W/2 W12 L/8 impac-t Load FuU Verticci� Lcad Ppaction-� 19 L -32 17L/32 19W/40 Shear 361 hl-L �'lrqax )k/1 max T- - 2560 1.4.2 Seismic Copyri.-hr 1�by Peter S. Hi.-,gins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 2015 Sheet 3 1.4.2.1 General Stores are desioned to very high seismic criteria regardless of location. Seismic ASCE 7 15.5.3 V = CS[v' ; CS SDS V = 'ESDS k/ R/I E R Within the.constraints 0.044SDS'E �� CS � SDI < SDS (Rll,)T R11, Yielding: 0.044SDS'EW < V_ = SDI W < SDS 11/1 R I E T (RIIE) Given: SDS= (2/3)Sms SDI= (2/3)Sm I R 6 (Moment Frame) SMS= F,,SS R 4 (Braced Frame) SMI= FSI T Structure Period (sec) W Rack+(2/3)Contents per 1622.3.4.2 For default soils: F,= 1,00; Ss< 1.90 F,= 1.50; S,�� 0.75 1.4.2.2 Stockroom Areas Here, for IE= 1.0 (non-essential facility nor open to the general public) Results in: 0.056W < Vmom= 0.125W/T < 0.211W 0.056W < Vbrc= 0.188W/T < 0.317W T may be determined by any rational method. 1.4.2.3 Sales (Public) Areas Here, for 1E= 1.5 (open to the general public) Results in: 0.084W < Vmom= 0.188W/T < 0.317W 0.084W < Vbrc= 0.281W/T < 0.476W T may be determined by any rational method. Copyri,ght by Peter S. Hi,-.-ins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 April 280, 201.5 Sheet 4 2.1 Coiriponerits and Geornetry w D A d b H C ly ZX/ W 108" H 96" a-b = max 60" D = 36, 48" ly= 42" Beam Type ld= 54" Min. PRB35 Upright Type Min. Reggla 2.2 Check Beams 2.2.1 Design Forces 361 lv, L S� < A/I 2560 OFYe 41.5 inch kips 0.85 in3 2.2,2 Beam Propertie PRB35 D = 3.5 O.K. S,= 0.84 M3 1,= 1.63 in4 Copyright'-'�by Peter S. Higgins and Associates, Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 April 28, 20155 Sheet 5 2.3 Check Posts (Dead plus Live Loads 2.3.1 Vertical Load P < of levels)(L) 2 1.5 kips 2.1 kips factored 2.3.2 Second Order Effects P K th�t n P L Total F[astic Rigid Co(ur,)r, collumn + Body DeFlection De�'ormotion Rotation Primary Notional Moment (base fixity assumption verified below) k1primury = TIP 2 Deflection P( H3 H2 A = 9 —+ 12EI, 2K, Second Order Notional Moment pA Tp2 H 3 iP MP-IN = —= — —+ 2 2 ( 12FI, 2K,) Define: YI/I,, 11 + - 12EI 2 K, primary ( C To acceptable accuracy: 20 1111—t,.aa I= -�'Vf P,i—ry I + j) TIPH(I + TS i 2 -1 ) K,h,,a comprised of the beam end stiffness in series with the connector stiffness yielding: KthO� Kbea� K conn (( I )+ With: 6F1 Kbeam — — I beam K,onn from tests or published literature Copyri,ghc by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETERS. HUGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #5596 job No. 11349 April 2 8, 2015 Sheet 6 ,11 12 gst P-- Pi z opez lies, (net sect!;Uxa Reaula Duty 3 t = 0 07,1 in As= 0.36 M2 S A O.?k in3 r, 1.15 in T 0.11 in3 SY 0.60 in ry 2.3.4 Post Demand, Capacity and Combined Stress Check Capacity Lx 60 in Ly 42 in SRx 52 SRy 70 Fn 34.9 ksi phiPn 10.7 kips phiMnx 12.6 inch kips phiMny 5.0 inch kips Stability Kconn 4000 in-kip/rad lbeam 1.63 in^4 Lbearn 105 in Kbearn 2701 in-kip/rad Ktheta 1612 in-kip/rad S 0.08 Demand 0.005 P 2.1 kips H 60 in Mnot 0.3 in-kips Comb Stress 0.22 2.4 Longitudi-nai Seismic 2.4.1 Base Shear TIN *ne Period - HE endix A -te rini /c I EMA A 15C' App, Copyrighi 1�1 by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission oniy. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 2015 Sheet 7 N P i 112 P T 2 Tt ( k,k,� k'k" N k,-kb� k t,+k For a rack with a constant load per level and spacing between beams: N = number of levels wpi= W h = spacing between beams If the heicht of the pallet is conservatively ignored, then: hpi ih and recalling that: N i 2 6 Simplifies the basic equation to the following expression: ZD Nt,,7h2 N(N-1)(2N+I) T, g( k�k e kbk b N,(k�+kb.) + N b(kb+k_)) Conservatively ignoring the more lightly loaded end uprights, for a lone, row of rack: N,= 2N Nb = I k = kb/2 k, (i.e. the interior posts dominate the response in a long row) Which allows a further simplification to: T I = 2n �,,,h 2 N 2(N + 1 )(2N + 1 ) 12g,k,(N( k�� ) + ( k�. kc�kb� kb-k_) Copyri.ght'-�'by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written per-mission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 April 28, 2015 Sheet 8 Variable Value Units Description Wpi 1.50 Icips Weight per level per bay h 48 in Spacing between level,- hoi in Heiglit or'level i above floov N 2 number of levels 9 386 in/sec-2 acceleration due to gravity Ne 4 number of connections kc 4000 in-V,/rad rotational stiffness of connector kbe 2954 in-k/rad rotational stiffness of beam end Nb I number of base plates kb 8000 in-k/rad rotational stiffness of base plate kee 1726 in-k/rad rotational stiffness of column E 29000 ksi Youngs modulus lb 1.63 in'4 Moment of intertia of beam Ic 0.48 in'4 Moment of intertia of column Lb 96 in Length of beam(bay width) Yielding T= 0.5 see Thus: V <� 0.21W 2.4.2 Design Forces P < 1.5k; V < 0.21k Vh/2 < M < Vh-(e)P + Mn, (adjusted for unfactored axial load) (fixity due to width of base plate) For.- h = 60 in (beam spacing at critical section) ' z' e = 1.3 in (distance between CL of post and concrete contact stress area) M = 10.7 + 0.2 = 11.0 inch kips 2.4.3 Post - Combined Stresses F M P, !v 1.01 < 1.00 O.K. Copyright-L�by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 2015 Sheet 9 2.4.4 Beam Connections 2.4.4.1 Design Force M,o,,< 10.7k 2.4.4.2 Connection Capacity Standard Connection 0 Connections tested in accordance with ANSI MH 16.1. —e Ultimate capacity = 21 inch kips. �Mu = 13.7 inch kips. Y O.K. HS r�vet tyF- 2.5 Transverse Seismic 2.5.1 Base Shear Use Code Default V = 0.317W = 0.63k 2.5.2 Design Forces D Vh' D V h'= 96 inches OTM < Vh' 61 inch kips RM > WD/2 54/72 inch kips (36"/48" deep) h, Net (YTM = 7/0 inch kips P,q= OTM/D < 1.7 kips Note: Bracing shown is schematic - see this section, subsec- + P tion .2 for actual aeometry. EQ 2.5.3 Post Capacity P + P'q< 3.2 kips < Pn OK 2.5.4 Stabilit TBoll Net OTM/D = 0.2k = 0.2 kips per bolts (36" deep) Copyri.ght by Peter S. Hi.g.-ins and Associates. Provided as an instrument of service. Copyin.,by written permission only. PETER S. HIGGINS AND ASS'"'CIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 A p ri-11 2 8, 210 1 55 Sheet 10 A 1- Use rnin. 1/2" diain. approved anchors. 0. Mininium embedment 3.0" into slab. 2.5.6 Brace 2.5.6.1 Design Forc Pbr< 0.9 kips 2.5.6.2 Brace Capacity Anet� 0.26 in2 2 0.05 rmin= 0.49 in L k1 Fn �Pn (in) (ksi) (k) 54 111 20.4 4.51 O.K. 3 Gondolas Strictly speaking, these units are exem t from regulation (except possibly for anchorage and stability p 0 review). However a full stress analysis is provided here at the request of the owner. 3.1 Components and Geometry .......... .............. F— D = max 22 in W = max 48 in H = max 87 in Copyright'�'by Peter S. I-Ii.-gins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 2015 Sheet I I 3.2 Check Arms D All :� 1V S�in 2 0.05 in3 1.7 inch kips Min. 2" x 0.121 arm (S 0.09 Ln,:J Ampl 3.3 Check Posts (Dead plus Live Loads 3.3.1 Load to Post One Side Loaded Both Sides Loaded P !� yWHD P-�� 2 y H W D -- 0.60 kips = 1.2 kips 0.84 kips factored -- 1.7 kips factored < P D M 0 inch kips 2 6.0 in kips 8.4 inch kips factored 3.3.2 Basic Section, MomenLCapacity A,= 0.69 in2 S, 0.67 in3 r, 1.11 in M,n= 24.1 inch kips Sy= 0.32 in3 �Myn= 11.5 inch kips ry= 0.56 in C) Ln A inn i n 0.16 3.3.3 Axial Capacifie 3.3.3.1 Major Ax s Use Roark, 7th edition, table 15.1, case 3a. it 2f[ Substitution yields: (pct)'= K z2 pa' = 27.0 kips For: This is the Euler load (or P,). P/pa = 0 a/l < 1.0 F,= 27.0/0.69 = 39.1 ksi E = 29000 ksi SRqi,= 86 1 > 0.831 in4 (core section) Fn= 25.8 ksi 1 84 in �Pn,= 17.8 kips K 0.795 Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES'S CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 20!5 Sheet 12 Or= efft�cts 3.33.2 Minor Axis 1,/ry= 0 (shear panel) n T ny= Second order effects negligible by inspection. C, 4-1 3.3.4 Post - Combined Stresses P M Opn 0_A/1 0.38 < 1.00 O.K. 3.4 Base Ell 1 .3-) Base Shoe x 24.5"k t = 14 ga #_M_2Ln__ S,= 0.68 in3 3.5 Seismic 3.5.1 Base Shear V < 0.383W = 0.13 kips per side (above bottom shelf) 3.5.2 Transverse Forces and Post Design Check One Side Loaded Both Sides Loaded P < 0.6 kips P < 1.2 kips V < 0.13 kips V < 0.26 kips NI < MD+L + VH/2 M < VH/2 12.0 inch kips 16.0 inch kips P + M F .+ IV[ F �'w" r iv 0.53 < 1.00 O.K. Oz73 < 1.00 O.K. Copyri.ght'-�by Peter S. Higgins and Associates. Provided as an insirument of service. Copyin.-by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 2015 Sheet 13 3.5.3 Stabilitv One Side Loaded Governs By Inspection D V H /2 --- OTM < (VH/2) = 8.0 inch kips RM > (PD/2) = 5.4 inch kips Net OTM < 2.6 inch kips Uplift < 2.6/22 = 0.12 kips Use min. 1/4" diam. Approved anchors. Minimum embedment 1.5" into slab. O.K. 3.5.4 Longitudingal Seismic Forces resisted by shear panels 3.5.4.1 Design Force V < 0.26W = 0.10 kips per side 3.5.4.2 Panel Capacity Shear per foot of panel < V/2W 0.01 kips per foot 1/4" Fiberboard Teste per ASTM E72 to 0.2 k1f OK 3.6 Fastening to Wall The units are engineered to be free standing. However, they may be attached to a perimeter build- ing wall. From.the above, the total base shear is approximately (0.2)(15)(1.5) = 4.5 psf. A perim- eter wall requires a design to at least 15 psf wind load. The code does not require design for simultaneous D+L+E+W, so the attachment is acceptable, although strictly speaking not necessary. Copyright'��by Peter S. Hi—ins and Associates. Provided as an instrument of service. Copying by written permission only. Harbor Freight #596 Madix Racks Location: 1936 East First Street Port Angeles, WA Prepared For: Madix Store Fixtures Terrell, TX Prepared By: Peter S. Higgins And Associates Consulting Structural Engineers 30745 Pacific Coast Highway Malibu, CA USA 90265 (310) 589-1781 Peter S. Higgins, S.E. tnc Job Number 11349 April 29, 2015 This Document and the desi-n it contains is copyright by Peter S.Hi.—ins and Associat s. It is provided as an instrument of service,and shall not be reproduced in any fashion thout S. VIGG the written permission of Peter S.Higgins and Associates. Ij W A Notice to Building Departments LO If this calculation is submitted for building permit approval, it shall contain all tLets I calculations as listed in the table of contents on the next page(s), and shall be accokpaji bear� signa r appropriate seals and by all drawinp listed in Section 1.All documents shall in ink of a contrasting color with the same Job Number Reference. The calculation sh 11 bep signed across this block. AL REPRODUCTIONS OF SIGNED COPIES ARE INVALID THIS PAGE,INTENTIONALLY LEFT BLANK PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 2015 Sheet iii Table of Contents 1 Reference Data .............................................................................................. I 1.1 Scope of Work and Codes ......................................................................... I 1.2 Design Methods ..................................................................................... 1 1.3 Drawings ................................. 1 1.3.1 By Peter S. Higgins and Associates ...................................................... I 1.3.2 By Others ...................................................................................... I 1.4 Loads .................................................................................................. 2 1.4.1 Vertical (Dead plus Live) .................................................................. 2 1.4.1.1 Racks ................................................................................... 2 1.4.1.2 Impact Loads of Machine Loaded (Pallet/Selective) Racks .................. 2 1.4.2 Seismic ......................................................................................... 2 1.4.2.1 General ................................................................................. 3 1.4.2.2 Stockroom Areas ..................................................................... 3 1.4.2.3 Sales (Public) Areas .................................................................. 3 2 Stock Room Racks .......................................................................................... 4 2.1 Components and Geometry ........................................................................ 4 2.2 Check Beams ..................................................................................... ... 4 2.2.1 Design Forces ................................................................................ 4 2.2.2 Beam Properties .............................................................................. 4 2.3 Check Posts (Dead plus Live Loads) ............................................................ 5 2.3.1 Vertical Load ................................................................................. 5 2.3.2 Second Order Effects ....................................................................... 5 2.3.3 Post Properties (net section) ............................................................... 6 2.3.4 Post Demand, Capacity and Combined Stress Check ................................. 6 2.4 Longitudinal Seismic ............................................................................... 6 2.4.1 Base Shear ..................................................................................... 6 2.4.2 Desicn Forces ................................................................................ 8 2.4.3 Post - Combined Stresses .................................................................. 8 2.4.4 Beam Connections ........................................................................... 9 2.4.4.1 Desiun Forces ......................................................................... 9 2.4.4.2 Connection Capacity ................................................................. 9 2.5 Transverse Seismic .................................................................................. 9 2.5.1 Base Shear ..................................................................................... 9 2.5.2 Design Forces ................................................................................ 9 2.5.3 Post Capacity ................................................................................. 9 2.5.4 Stability ........................................................................................ 9 2.5.5 Anchorage ...................................................................................... 10 2.5.6 Brace ........................................................................................... 10 2.5.6.1 Design Force .......................................................................... 10 2.5.6.2 Brace Capacity ........................................................................ 10 3 Gondolas ..................................................................................................... 10 3.1 Components and Geometry ........................................................................ 10 3.2 Check Arms .......................................................................................... 11 3.3 Check Posts (Dead plus Live Loads) ............................................................ 11 3.3.1 Load to Post ....................:*,*—**——********....**'*"*...*'**'*"*...*---*-- it 3.3.2 Basic Section, Moment Capacity ......................................................... 11 3.3.3 Axial Capacities .............................................................................. 11 3.3.3.1 Major Axis ............................................................................. 11 3.3.3.2 Minor Axis ............................................................................ 12 3.3.4 Post - Combined Stresses .................................................................. 12 Copyri.-ht�by Peter S. Hig.-ins and Associates. Provided as an instrument of service. Copyin.-by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 April 28, 2015 Sheet iv IA n--I .. .. 4...........z...... ........... ............... ...................... 3.5 Seismic ................................................................................................ 12 3.5.11 Base Shear ....................................................................................1 12 3,5.2 Transverse Forces and Post Des-12n Checks ............................................ 12 3.5.3 Stabil ity ................:......................................................................... 13 5. Longitudingai ,*)eismc ................. ........... ........ 3.5.4.1 Del-i,-n Forces ............................................. ........................... 13 3.5.4.2 Panel Capac1tv .......................................... ............................. 3.6 Fastening to Wall ................................................................................... 3) Copyri.-ht by Peter S. Higgins and Associates. Provided as an instrument of service. Copyin.-by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 2015 Sheet 1 1 Reference Data 1.1 Scope of Work and Codes This calculation reviews the installation of storage racks and displays for structural adequacy. The sealing of drawings is for the structural review of these items only. Other information is not 0 reviewed, nor approved. IBC, ASCE/ANSI 7, RMI/ANSI MH16.1, AISI/ANSI S100, and FEMA 460 are used for design. 1.2 Desigpi Methods Per ANSI MH 16.1, this review employs LRFD direct design methods which are the only unre- stricted design method in AISC 360. This uses notional loads to determine second order displace- ments, and is found in AISC 360 Appendix 7. For seismic loads FEMA 460 6.5.1 is employed (as permitted by ANSI MH16.1 2.6.2). Since the displacement effects have been computed as part of the static load review, the seismic effects may be conservatively computed by simple scaling of the static results. In addition to the above documents, the reviewer is referred to the following references for assis- tance with these methods, and the connector values used in the design as required by both AISC 360 and FEMA 460. General Design Methods: Displacement Based Design for Storage Racks Higgins, P, ASCE/SEI Conference, Long Beach, CA (invited paper) ASCE/SEI Proceedings, 2007 Shake Table Results for.Typical Racks: Recent Shake Table Studies of Full Scale Storage Racks Filiatrault, A., Wanitkorkul, A., Higgins, P, et al ASCE/SEI Conference, Long Beach, CA (invited paper, presented by Higgins) ASCE/SEI Proceedings, 2007 Connector Values for Rivet Connector Racks: Experimental Stiffness and Seismic Response of Pallet-Type Steel Storage Rack Tear Drop Connectors Filiatrault, A., Higgins, P., Wanikorkul, A., Courtwright, J., ASCE J. Pract. Period. Struct. Des. Constr. 12(4), 210-215 (2007). General Seismic Force Transverse Rack Behavior: Experimental Seismic Response of Base Isolated Pallet-Type Storage racks Filiatrault, A., Higgins, P., Wanikorkul, A., Courtwright, J., Michael, A. Earthguake Spectr 24:3 pp 617-639 August 2008. These publications are widely available, and may be found in any large library, or easily borrowed from any UC library. 1.3 Drawing 1.3.1 By Peter S. Higgins and Associates HF-1, MX-1, MX-5 1.3.2 By Others ADA Architect, Lakewood, OH, Job No. 14409 Sheet No. V1.5 Fixture Plan Dated 3/23/15 Copyright 0 by Peter S. Hig.-ins and Associates. Provided as an instrument of service.Copying by written permission only. IMPETAE"ARX S. HIGGINS AND ASSSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 APril 28, 2015 Sheet 2 1A.1 Vertical (Dead plus Live 1-4.1.1 Racks Loads per pallet position 2.0 kips (nominal 48" wide) Maximum 6.0 kips per bay Desi-n beams for 25% impact C 1.4.1.2 lippact Loads of Machine Loaded (Pallet/Selecti,'Te) Racks Conservatively assume beams are simply supported UNO. Note: rack nomenclature is somewhat different than standard structural notation. Here L = Load on the beam (usually expressed in terms of a unit or pallet load), W = Width of the bay (or span of beam). 2 Pallets Wide Take 25% impact of a single pallet as a UDL on 1/2 of span. There are two beams support- c in- each level (one front, one rear'. Accordingly, each two pallet wide beam supports one al pallet load on the full span, plus 1/8 of a pallet load on half of the span. W W/2 W12 Impact Load FuU Vertica� 07/0 Load R2--cticn-� 17L/32 19W/40 Shear Z// Ml.�c x Momerit 361 WL m a X 2560 1.4.2 Seismic Copyri.ght,`�by Peter S. Higgins and Associates. Provided as an instrumeni of service. Copyin(T by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 2015 Sheet 3 1.4.2.1 General Stores are designed to very high seismic criteria regardless of location. Seismic ASCE 7 15.5.3 SDS V = 'ESDS LV/' V = Cst'v' ; Cs RIIE R Within the constraints 0.044S,,I, :� C,= SDI < SDS (Rll,)T RII, Yielding: 0.044SDS'JV7 < V SDI LVI, !� SDS W (R11s)T (R11S) Given: SDS= (2/3)Sms SDI= (2/3)Sm, R = 6 (Moment Frame) SMS= FaSS R = 4 (Braced Frame) SMI= FvSl T = Structure Period (sec) W = Rack+(2/3)Contents per 1622.3.4.2 For default soils: Fa= 1,00; SS< 1-90 Fv 1.50; S 0.75 1.4.2.2 Stockroom Areas Here, for IE= 1.0 (non-essential facility nor open to the general public) Results in: 0.056W < Vmom= 0.125W/T < 0.211W 0.056W < Vbrc= 0.188W/T < 0.317W T may be determined by any rational method. 1.4.2.3 Sales (Public) Areas Here, for IE= 1.5 (open to the general public) Results in: 0.084W < Vmom= 0.188W/T < 0.317W 0.084W < Vbrc= 0.281W/T < 0.476W T may be determined by any rational method. Copyri.ght'�by Peter S. Hi,-.-ins and Associates. Provided as an instrument of service. Copyin.-by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 1 1349 April 280., 2015 Sheet 4 2 St—l-ch. 2.1 Cotriponerits and Geon, etry D d Y w 1081, H 96" a-b = max 60" D = 36, 48" ly= 42" Beam Type ld= 54" Min. PRB35 Upright Type Min. Re-,ula 2.2 Check Beams 2.2.1 Design Forces 36 1 W L M < 2560 �Fye 41.5 inch kips 0.85 M3 2.2.2 Beam Propertie PR-B35 D 3.5 O.K. S, 0.84 in3 1,= 1.63 in4 Copyright'r, by Peter S. Higl-ins and Associatcs. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 2015 Sheet 5 2.3 Check Posts (Dead plus Live Loads 2.3.1 Vertical Load P < (4 of levels)(L) 2 1.5 kips 2.1 kips factored 2.3.2 Second Order Effects A K t h7t Wq— + Tota� E�astic Rig�d Column Co�umn Body De47 Lct�on Deformation Rotation Primary Notional Moment (base fixity assumption verified below) H All primary = q'p 2 Deflection r1P( [P H2 12 EI,+ 2KJ Second Order Notional Moment pA Tp2 H3 H2 M?-" – —+ — ( 12FI, 2K6) Define: H + 12EI, 2 K, M I primary ( To acceptable accuracy: 20 P H 20 z - T i=1 2 -1 ) Ktheta comprised of the beam end stiffness in series with the connector stiffness yielding: K thet. Kbea� k co�a (( I )+ With: K beam 6FI L beam K,onn from tests or published literature Copyright'�by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETKAR S. 1114GIGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 2015 Sheet 6 111—perties (net sect-ainnil Rezula Dutv -7, 0 074 1 X 0.36 in2 As= S. O.?k in3 r,, 1.15 in- sy= 0.11 in3 ry= 0.60 in 2.3.4 Post Demand, Capacity and Combined Stress Check Capacity Lx 60 in Ly 42 in SRx 52 SRy 70 Fn 34.9 ksi phiPn 10.7 kips phiMnx 12.6 inch kips phiMny 5.0 inch kips Stability Kconn 4000 in-kip/rad lbeam 1.63 in'4 Lbeam 105 in Kbearn 2701 in-kip/rad Ktheta 1612 in-kip/rad s 0.08 Demand n 0-005 P 2.1 kips H 60 in Mnot 0.3 in-kips Comb Stress 0.222 2.d Longitudinai Seismic 2.4.1 Base Shear T_% Id EEMA 4611 Appendix A Determine Periou - L L_ Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. t 1349 April 28, 2015 Sheet 7 N P, 2 P i k c k, ( kbk,. g N + N b T 2Ti kc�kb� kb�k,�) For a rack with a constant load per level and spacing between beams: N = number of levels wpi= W h = spacing between beams If the heicht of the pallet is conservatively ignored, then: hpi ih and recallinu that: N- 2 i = —(Al)(N + 1 )(2N + 1 ) 6 Simplifies the basic equation to the following expression: N W/-Z2 N(N,1)(2N-1) T 1 6 kckb, ( ktk_ g(N,:(k�+kb.) - Nb kb+kce)) Conservatively ignoring the more lightly loaded end uprights, for a Ion- row of rack: N,= 2N Nb = 1 k = kb/2 k, (i.e. the interior posts dominate the response in a lone, row) Which allows a further simplification to: h21V2 h 2 2 + T 2n F77 (N + 1 )(2N + I 1-2gk,(N( kb� ) + ( k c� k,�k-b� kb,k��) Copyright by Peter S. Hi gins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES �ONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 2015 She-It 8 Variable Value Units Description WP; 1.50 i"ips Weight per level per bay el, -6 in Spacing between lev ticig-rit ot level i above floor N 2 number of levels 386 9 in/sec�2 acceleration due to gravity Nc 4 number of connections kc 4000 in-k/rad rotational stiffness of connector kbe 2954 in-k/rad rotational stiffness of beam end Nb 1 number of base plates kb 8000 in-k/rad rotational stiffness of base plate kce 1726 in-k/rad rotational stiffness of column E 29000 ksi Youngs modulus lb 1.63 in'4 Moment of intertia of beam Ic 0.48 in'4 Moment of intertia of column Lb 96 in Length of beam (bay width) Yielding T= 0.5 see &W=� I Thus: V < 0.21W 2.4.2 Design Force P < 1.5k; V < 0.21k Vh/2 < M < Vh-(e)P + M,, (adjusted for unfactored axial load) (fixity due to width of base plate) For-. h = 60 in (beam spacing at critical section) e = 1.3 in (distance between CL of post and concrete contact stress area) M = 10.7 + 0.2 = 11.0 inch kips 2.4.3 Post - Combined Stresses P A/1 F, A/T 1.01 < 1.00 O.K. Copyright'0 by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 2015 Sheet 9 2.4.4 Beam Connections 2.4.4.1 DeAgg-Forces M,onn<_ 10.7k 2.4.4.2 Connection Capgcity Standard Connection 0 Connections tested in accordance with ANSI MH 16.1. Ultimate capacity = 21 inch kips. �M, = 13.7 inch kips. O.K. HS rivet typ 2.5 Transverse Seismic 2.5.1 Base Shear Use Code Default V = 0.317W = 0.63k 2.5.2 Design Forces D Vh' Peq D V h'= 96 inches OTM < Vh' 61 inch kips RM > WD/2 54/72 inch kips (36"/48" deep) h' Net (YTM = 7/0 inch kips P,q= OTM/D < 1.7 kips Note: Bracin- shown is schematic - see this section, subsec- P tion .2 for acTual -eometry. EQ 2.5.3 Post Capacity P + P,q< 3.2 kips < Pn OK 2.5.4 Stabilit TBolt Net OTM/D = 0.2k = 0.2 kips per bolts (36" deep) Copyri.ght by Peter S. Hi.g.-ins and Associates. Provided as an instrument of service. Copying by written permission only. ' AN" ASSOCIATES PEETEIR S. 111IGGINS %11 CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. f t 349 April 28, '211115 Sheet 10 I'% L- Lw A Use nnn. 1/2" diam. approved anchors. MMIITILIM embedment 3.0" into slab. O.K. 2.5.6 Brace 2.5.6.1 Deaign-EqKu pb,< 0.9 kips 2.5.6.2 Brace Capacity 0.060" An,,= 0.26 In22 rmin= 0.49 in 2 8 L k1 F11 �P' (in) r (ksi) (k) 54 111 20.4 4.51 O.K. 3 Gondolas Strictly speaking, these units are exempt from regulation (except possibly for anchorage and stability C review). However a full stress analysis is provided here at the request of the owner. 3.1 Components and Geometry I L)I F E:� D = max 22 in W = max 48 in H = max 87 in Copyright',�'by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 April 28, 2015 Sheet I I 3.2 Check Arms A/1 !� V D S.in <- 2 0.05 in3 1.7 inch kips Min. 2" x 0.121 arm (S 0.09 iri2l Ample 3.3 Check Posts (Dead plus Live Loads 3.3.1 Load to Post One Side Loaded Both Sides Loaded P :� yWHD P:� 2yHWD = 0.60 kips = 1.2 kips 0.84 kips factored 1.7 kips factored M < P D M 0 inch kips 2 6.0 in kips 8.4 inch kips factored 3.3.2 Basic Section, MomenLCapacity A,= 0.69 in2 S,= 0.67 in3 r,= 1.11 in M,,,= 24.1 inch kips Sy= 0.32 in3 �My,= 11.5 inch kips CD ry= 0.56 in A �min. 0.16" 3.3.3 Axial Capacitie 3.3.3.1 Major kx s Use Roark, 7th edition, table 15.1, case 3a. K T1 2EI Substitution yields: 12 pa' = 27.0 kips For: This is the Euler load (or P,). P/pa = 0 a/1 < 1.0 F,= 27.0/0.69 = 39.1 ksi E = 29000 ksi SReqiv= 86 1 > 0.83 in4 (core section) Fn= 25.8 ksi 1 84 in �Pn,= 17.8 kips K 0.795 Copyri.-ht by Peter S. Hi.-gins and Associates. Provided as an instrument of service. Copying by written permission only. PETER, S. HIGGINS AND A SSOCIATESS CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 job No. 11349 April 28, 2015 Slheet 12 3.3.3.2 Minor Axis 1,/r,= 0 (shear panel) 42.5 kSi � n ,kD — ')Q 1 1,;— tA— -t Y, ny ��— kApo k�—, 1— Second order effects negligible by inspection. 3.3.4 Post - Combined Stresses P M Opn OA/1,, 0.38 < 1.00 O.K. 3.4 Base '1 -3511 Base Shoe #M A zz"k t = 14 ga _.xn= 24.5— (3) Sx= 0.68 in3 3.5 Seismic 3.5.1 Base Shear V < 0.383W = 0.1') kips per side (above bottom shelf) 3.5.2 Transverse Forces and Post DesigR Checks One Side Loaded Both Sides Loaded P < 0.V15 kips P < 1.2 kips V < 0.13 kips V < 0.26 kips M < MD+L + VH/2 M < VH/2 12.0 inch kips 16.0 inch kips P M 0.53 < 1.00 O.K 0.73 < 1.00 O.K. Copyri.ght"�'by Peter S. Hi,-,,,ins and Associates. Provided as an instrument of servict. Cupying, by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 April 28, 2015 Sheet 13 3.5.3 Stabilitv One Side Loaded Governs By Inspection D ? OTM < (VH/2) 8.0 inch kips RM > (PD/2) = 5.4 inch kips Net OTNI < 2.6 inch kips Uplift < 2.6/22 = 0.12 kips Use min. 1/4" diam. Approved anchors. Minimum embedment 1.5" into slab. O.K. 3.5.4 Longitudingal Seismic Forces resisted by shear panels 3.5.4.1 Design Force V < 0.26W = 0.10 kips per side 3.5.4.2 Panel Capacity Shear per foot of panel < V/2W 0.01 kips per foot 1/4" Fiberboard Tested per ASTM E72 to 0.2 kIf OK 3.6 Fastening to Wall The units are engineered to be free standing. However, they may be attached to a perimeter build- ing wall. From the above, the total base shear is approximately (0.2)(15)(�.5) = 4.5 psf. A perim- eter wall requires a design to at least 15 psf wind load. The code does not require design for simultaneous D+L+E+W, so the attachment is acceptable, although strictly speaking not necessary. Copyri.ght"�by Peter S. Hig.-ins and Associates. Provided as an instrument of service. Copyin,g by written permission only. Harbor Freight #596 Madix Racks Location: 1936 East First Street Port Angeles, WA Prepared For: Madix Store Fixtures Terrell, TX Prepared By: Peter S. ffiggins And Associates Consulting Structural Engineers 30745 Pacific Coast Highway Malibu, CA USA 90265 (310) 589-1781 Peter S. Higgins, S.E. Z14:1 Job Number 11349 April 29, 2015 This Document and the design it contains is copyright by Peter S.Higgins and Asso6iates. It is provided as an instrument of service,and shall not be reproduced in any fashion' without the written permission of Peter S.Higgins and Associates. WA S I ol Notice to Building Departments If this calculation is submitted for building permit approval, it shall contain ill %01.f) calculations as listed in the table of contents on the next page(s), and shall be Icco pa 6 4� by all drawings listed in Section 1.All documents shall bear'appropriate seals arld sidnatu'r'.'es 01 in ink of a contrastin- color with the same Job Number Reference. The calculation �h ' 23203 2be� signed across this block. V iv REPRODUCTIONS OF SIGNED COPIES ARE INVNLI THIS PAGE INTENTIONALLY LEFT BLANK PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 2015 Sheet iii Table of Contents IReference Data .............................................................................................. I 1.1 Scope of Work and Codes ......................................................................... I 1.2 Design Methods ..................................................................................... 1 1.3 Drawings .............................................................................................. 1 1.3.1 By Peter S. Higgins and Associates ...................................................... I 1.3.2 By Others ...................................................................................... 1 1.4 Loads .................................................................................................. 2 1.4.1 Vertical (Dead plus Live) .................................................................. 2 1.4.1.1 Racks ................................................................................... 2 1.4.1.2 Impact Loads of Machine Loaded (Pallet/Selective) Racks .................. 2 1.4.2 Seismic ......................................................................................... 2 1.4.2.1 General ................................................................................. 3 1.4.2.2 Stockroom Areas ..................................................................... 3 1.4.2.3 Sales (Public) Areas .................................................................. 3 2 Stock Room Racks .......................................................................................... 4 2.1 Components and Geometry ........................................................................ 4 2.2 Check Beams ......................................................................................... 4 2.2.1 Design Forces ................................................................................ 4 2.2.2 Beam Properties .............................................................................. 4 2.3 Check Posts (Dead plus Live Loads) ............................................................ 5 2.3.1 Vertical Load ................................................................................. 5 2.3.2 Second Order Effects ....................................................................... 5 2.3.3 Post Properties (net section) ............................................................... 6 2.3.4 Post Demand, Capacity and Combined Stress Check ................................. 6 2.4 Longitudinal Seismic ............................................................................... 6 2.4.1 Base Shear ..................................................................................... 6 2.4.2 Design Forces ................................................................................ 8 2.4.3 Post - Combined Stresses .................................................................. 8 2.4.4 Beam Connections ........................................................................... 9 2.4.4.1 Design Forces ..... 9 2.4.4.2 Connection Capacity ................................................................. 9 2.5 Transverse Seismic .....................................6........................................... 9 2.5.1 Base Shear ..................................................................6.................. 9 2.5.2 Design Forces ........................................66...................................... 9 2.5.3 Post Capacity ................................................................................. 9 2.5.4 Stability .....................0.................................................................. 9 2.5.5 Anchorage .............................................6....................................... 10 2.5.6 Brace ........................................................................................... 10 2.5.6.1 Design Force .......................................................................... 10 2.5.6.2 Brace Capacity ......................................................6................. 10 3 Gondolas ..................................................................................................... 10 3.1 Components and Geometry ........................................................................ 10 3.2 Check Arms .......................................................................................... 11 3.3 Check Posts (Dead plus Live Loads) .................................................0.......... 11 3.3.1 Load to Post ........................................................................6......... 11 3.3.2 Basic Section, Moment Capacity ......................................................... 11 3.3.3 Axial Capacities .............................................................................. 11 3.3.3.1 Major Axis ............................................................................. 11 3.3.3.2 Minor Axis ............................................................................ 12 3.3.4 Post - Combined Stresses ..............................................................6... 12 Copyri,ght��by Peter S. Hi.g.gins and Associates. Provided as an instrument of service. Copyin.g by Written permission only. PETER S. PJGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 job No. 1 11 349 April 28, 2015 Sheet �v A ............... .......... .......... 3.5 Seismic ................................................................................................ 12 3.5.11 Base Shear ..................................................................................... 12 )-5-2 Transverse Forces and Post Desi2n Checks ........................................... 12 3.5.3 Stability .................... ........................................I.......................... 13 3.5.4 Liong-itudingya! Seismic ............................. ..............---.................. 3.5.4.1 Design Forces ................................ ........................................ 13 3.5.4.2 Panei Capacity ................................................—..................... 3.6 Fastening to Wall ...... ......................................................................... 3 Copyri.-hi by Peter S. Higgins and Associates. Provided as an instrument of service. CopyinIg by written permission oniy. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 April 28, 2015 Sheet I 1 Reference Data 1.1 Scope of Work and Codes This calculation reviews the installation of storage racks and displays for structural adequacy. The C� sealing of drawinos is for the structural review of these items only. Other information is not reviewed, nor approved. IBC, ASCE/ANSI 7, RMI/ANSI MH16.1, AISI/ANSI S100, and FEMA 460 are used for design. 1.2 Design Methods Per ANSI MH 16.1, this review employs LRFD direct design methods which are the only unre- stricted design method in AISC 360. This uses notional loads to determine second order displace- ments, and is found in AISC 360 Appendix 7. For seismic loads FEMA 460 6.5.1 is employed (as permitted by ANSI MH16.1 2.6.2). Since the displacement effects have been computed as part of the static load review, the seismic.effects may be conservatively computed by simple scaling of the static results. In addition to the above documents, the reviewer is referred to the following references for assis- tance with these methods, and the connector values used in the design as required by both AISC 360 and FEMA 460. General Design Methods: Displacement Based Design for Storage Racks Higgins, P, ASCE/SEI Conference, Long Beach, CA (invited paper) ASCE/SEI Proceedings, 2007 Shake Table Results for Typical Racks: Recent Shake Table Studies of Full Scale Storage Racks Filiatrault, A., Wanitkorkul, A., Higgins, P, et al ASCE/SEI Conference, Long Beach, CA (invited paper, presented by Higgins) ZIC, ASCE/SEI Proceedings, 2007 Connector Values for Rivet Connector Racks: Experimental Stifj,ness and Seismic Response of Pallet-Type Steel Storage Rack Tear Drop Connectors Filiatrault, A., Higgins, P., Wanikorkul, A., Courtwright, J., ASCE J. Pract. Period. znc ZD Struct. Des. Constr. 12(4), 210-215 (2007). General Seismic Force Transverse Rack Behavior: Experimental Seismic Response of Base Isolated Pallet-Type Storage racks Filiatrault, A., Higgins, P., Wanikorkul, A., Courtwright, J., Michael, A. C C Earthquake Spectr 24:3 pp 617-639 August 2008. These publications are widely available, and may be found in any large library, or easily borrowed from any UC library. 1.3 Drawing 1.3.1 Bv Peter S. Higgins and Associates HF-1, MX-1, MX-5 1.3.2 Bv Others ADA Architect, Lakewood, OH, Job No. 14409 Sheet No, V1.5 Fixture Plan Dated 3/23/15 Copyri.ght"by Peter S. Hi,-.-ins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND XSSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 April 28, 2015 Sheel: 2 I A T 13� 1,4.1, Vertical (Dead phis Live 1.4-1.1 Racks Loads per pallet position = 2.0 kips (nominal 48" wide) Maximum 6.0 kips per bay Design beams for 25% impact 1.4.1.2 Impact Loads .9111L Mad-line Loaded (Pallet/Seleciive) Racks Conservatively assume beams are simply supported UNO. Note: rack nomenclature is somewhat different than standard structural notation. Here L = Load on the beam (usually expressed in terms of a unit or pallet load), W = Width of the bay (or span of beam). 2 Pallets Wide Take 25% impact of a single pallet as a UDL on 1/2 of span. There are two beams support- ing each level (one front, one rearl. Accordingly, each two pallet wide beam s,� ports one Z� ) I-V I Up pallet load on the full span, plus 1/8 of a pallet load on half of the span. W W/2 W12 L/8 Impact Load F-ik Vertlical, 070�'// Load Rpactions I c"L 32 17LI32 191W/40 � X- -.heai- MMCIX MOMPI�t 361 til-L max 2560 1.4.2 Seismic Copyright�'by Peter S. Hi,-.gins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 April 28, 2015 Sheet 3 1.4.2.1 General Stores are desi-ned to very high seismic criteria regardless of location. Seismic ASCE 7 15.5.3 V = CSI,,/ ; CS = SDS V = IESDS 41, R/I,� R Within the.constraints 0.044S,,I, !� C,= — SDI < SDS (Rll,)T RII, Yielding: 0.044SDS'E IV/ < V SDI W <� SDS W R/I s T (Rll �) Given: SDS= (2/3)Sms SDI= (2/3)Sm, R = 6 (Moment Frame) Sms= FaSs R = 4 (Braced Frame) Sm,= FvS, T = Structure Period (sec) W = Rack+(2/3)Contents per 1622.3.4.2 For default soils: F,= 1,00; Ss< 1.90 Fv= 1.50; Sl:� 0.75 1.4.2.2 Stockroom Areas Here, for 1E= 1.0 (non-essential facility nor open to the general public) Results in: 0.056W < Vmom= 0.125W/T < 0.211W 0.056W < Vbrc= OASSW/T < 0.317W T may be determined by any rational method. 1.4.2.3 Sales (Public) Areas Here, for IE= 1.5 (open to the general public) Results in: O.OS4W < Vmom= 0.1S8W/T < 0.317W 0.084W < Vbrc= 0.281W/T < 0.476W T may be determined by any rational method. Copyri.ght'�by Peter S. Higgins and Associates. Provided as an instrument of service, Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#5996 Job No. 11349 April 28', 2015 Sheet 4 Qf-"'U P'n'r't"' P-"'-J7C 2.1 CoffilDonerits and Geometr W n F- d b H C Y W 108" H 96" a-b = max 60" D = 36, 48" ly= 42" , Beam Type Id= 54" Min. PRB35 Upright Type Min. Regula 2.2 Check Beams 2.2.1 Design Forces 36 1 6T L S, < M i n 2560 YP 41.5 inch kips 0.85 M3 2.2.2 Beam Pronertie PRB35 ------------- D 3.5 O.K. L SIX 0.84 in3 1, 1.63) iD4 2 CopyriOt by Peter S. Hi,-,gins and Associates. Provided as aninstrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 2015 Sheet 5 2.3 Check Posts (Dead plus Live Loads 2.3.1 Vertical Load P < (4 of levels)(L) 2 1.5 kips 2.1 kips factored 2.3.2 Second Order Effects P K nP L Total Elastic Rigid ,Co�,umn Co�umn + Body e� ection De-'�or-mat,on Rotation Primary Notional Moment (base fixity assumption verified below) H 11/1 primary q P 2 Deflection 'n�= qP( 143 H2 12EI, 2K, Second Order Notional Moment p ZN T,p 2 H 3 H2 P-A 2 2 ( 12EI, 2K,) Define: MPAI H I = PH + — A/1 primary ( 12E1, 2 K, To acceptable accuracy: 20 P H 20 M pr--y z - 7 i i=1 2 -1 ) K,h,, comprised of the beam end stiffness in series with the connector stiffness yielding: Kth,a Kb.um K co, + With: K boom 6EI L beam K.,,,, from tests or published literature Copyright��'by Peter S.Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 21015 Sheet 6 D"erties (net sn�+" '1 .5 Re$4111 r Duty 3 0_074 in x X As= 0.36 in2 Lu f).28 in3 1.15 in t sy= 0.11 in3 ry= 0.60 in 2.3.4 Post Demand, Capacity and Combined Stress Check Capacity Lx 60 in Ly 42 in SRx 52 SRy 70 Fn 34.9 ksi phiPn 10.7 kips phiMnx 12.6 inch kips phiMny 5.0 inch kips Stability Kconn 4000 in-kip/rad lbeam 1.63 in'4 Lbeam 105 in Kbeam 2701 in-kip/rad Ktheta 1612 in-kip/rad s 0.08 Demand n 0-005 P 2.1 kips H 60 in Mnot 0.3 in-kips Comb Stress 0.22 2.4 Longitudinai S)e4smic 2.4.1 Base Shear D'etermine Period - FEEMA AAf) 6, Appendix A Copyright��by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 April 28, 2015 Sheet 7 N 2 4/pjhpi T, = 2n i- 1 kck,Q -F ( ( k,k,. Fg(N7(kc+kbe) + Nb kb+kca For a rack with a constant load per level and spacing between beams: N number of levels W — W h spacing between beams If the height of the pallet is conservatively ignored, then: hpi = ih and recalling that: N- 2 1 i = -(N)(N + 1 )(2N + 1) 6 Simplifies the basic equation to the following expression: N Wh 2 N(N+I)(2N+l) T I = - ( 6 c(i kckba kbkc. Fg(N c( kb. + N" kb+kc.)) k-c+ ) Conservatively ignoring the more lightly loaded end uprights, for a long row of rack: Nc 2N Nb 1 k = kb/2 k, (i.e. the interior posts dominate the response in a Iona row) Which allows a further simplification to: 2 2 T 2n W lh��N (N�+ l )(�2N +�1 ) ( kbe )+ ( k ce 12gkc(N — k�+kb� k b+k C.) Copyright 0 by Peter S. Hig.gins and Associates. Provided as an instrument of service.Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 April 28, 2015 Sheet 8 Variable Value Units Description Wpi 1.50 kips Weight per level per bay 48 in Spacing between levels 1 tiel ht of'level 'I above floor 9 N 2 number of levels g 386 in/sec-2 acceleration due to gravity Nc 4 number of connections kc 4000 in-k/rad rotational stiffness of connector kbe 2954 in-k/rad rotational stiffness of beam end Nb 1 number of base plates kb 8000 in-k/rad rotational stiffness of base plate kce 1726 in-k/rad rotational stiffness of column E 29000 ksi Youngs modulus lb 1.63 in'4 Moment of inter-tia of beam Ic 0.48 in'4 Moment of intertia of column Lb 96 in Lenerth of beam (bay width) Yielding T= 0.51 see Thus: V < 0.21W 2.4.2 Design Force P < 1.5k; V < 0.21k Vh/2 < M < Vh-(e)P + M,, (adjusted for unfactored axial load) (fixity due to width of base plate) For.- h = 60 in (beam spacing at critical section) e = 1.3 in (distance between CL of post and concrete contact stress area) M = 10.7 + 0.2 = I LO inch kips 2.4.3 Post - Combined Stresses P A4 —4- — P , A/[ , 1.01 < 1.00 O.K. Copyright"I by Peter S. Higgins and Associates. Provided as an instTurnent of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 April 28, 2015 Sheet 9 2.4.4 Beam Connections 2.4.4.1 DeAgg Forces M,onn< 107'k 2.4.4.2 Connection CapAcity Standard Connection 0 Connections tested in accordance with ANSI MH 16.1. Ultimate capacity = 21 inch kips. �M, = 13.7 inch kips. O.K. HS rivet typ 2.5 Transverse Seismic 2.5.1 Base Shear Use Code Default V = 0.317W 0.63k 2.5.2 Design Forces P�q Vh' D V h'= 96 inches OTM < Vh' 61 inch kips RM > WD/2 54/72 inch kips (36"/48" deep) Net (YTM = 7/0 inch kips P,q= OTM/D < 1.7 kips Note: Bracin- shown is schematic - see this section, subsec- P EQ tion .2 for actual geometry. 2.5.3 Post Capacity P + P,q< 3.2 kips < P, OK 2.5.4 Stabilitv TBolt = Net OTM/D = 0.2k = 0.2 kips per bolts ('16" deep) Copyri.-hi by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIG GINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Jol) No� 11349 April 28, 21-1115 Sheet 10 Use min. 1/2" diarn. approved anchors. Minimum embedment 3.0" into slal). K. 2.5.6 Brace 2.5.6.1 Design Forc Pbr<- 0-9 kips 2.5.6.2 Brace Capacity 0.0601, An,,= 0.26 in2 rmin= 0.49 in ? L k1 Fn 0. (in) r (ksi) (k) 54 ill 20.4 4.51 O.K. 3 Gondolas Strictly speaking, these units are exempt from regulation (except possibly for anchorage and stability review). However a full stress analysis is provided here at the request of the owner. 3.1 Components and Geometry L) -du-sim- Y-F —zz D = max 22 in W = max 48 in H = max 87 in Copyright'�'by Peter S. Hi.-gins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. I I'349 April 28, 2015 Sheet I I 3.2 Check Arms f_,(D A/[ M 2 S. <�F' 0.05 in3 1.7 inch kips Min. 2" x 0.121 arm (S 0.09 Lrill Arnpl 3.3 Check Posts (Dead plus Live Loads 3.3.1 Load to Post One Side Loaded Both Sides Loaded P :� 'yWHD P:� 2yHW D = 0.60 kips = 1.2 kips 0.84 kips factored -- 1.7 kips factored 11/1 < P D M 0 inch kips 2 6.0 in kips 8.4 inch kips factored 3.3.2 Basic Section, Moment Capacity 1.3511 As= 0.69 in2 S,= 0.67 in3 r,= 1.11 in M,n= 24.1 inch kips Sy= 0.32 in3 �Myn= 11.5 inch kips ry 0.56 in C) Ln n min. 0.16" 3.3.3 Axial Capacifie 3.3.3.1 Major Ax s Use Roark, 7th edition, table 15.1, case 3a. 111EI Substitution yields: (pu)'= K 12 pa' = 27.0 kips For: This is the Euler load (or P,). P/pa = 0 a/l < 1.0 F,= 27.0/0.69 = 39.1 ksi E = 29000 ksi SReqi,= 86 1 > 0.83 in4 (core section) F,= 25.8 ksi 1 84 in �Pu,= 17.8 kips K 0.795 Copyright"O by Peter S. Hi.g.-ins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 job No. 11349 April 28, 2015 Sheet 11 2 A 3.3.3.2 M-1nor Axis !,/r,= 0 (shear panel) 4 I,--, td— no UOVCiM, Y. Fly Second order effects negligible by inspection. 3.3.4 Post - Combined Stresses �Pn A/1 0.38 < 1.00 O.K. 3.4 Base Base Shoe x 24.51 t = 14 -a WM Sx= 0.68 in3 3.5 Seismic 3.5.1 Base Shear V < 0.383W = 0.13 kips per side (above bottom shelf) 3.5.2 Transverse Forces and Post DesigLi-Checks One Side Loaded Both Sides Loaded P < 0.6 kips P < 1.2 kips V < 0.13 kips V < 0.226 kips M < MD+L + VH/2 M < VH/2 12.0 inch kips 16.0 inch kips All P /W iw Iw 0.53 < 1.00 O�K 0.73 < 1.00 O.K. Copyri.ght('by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 April 28, 2015 Sheet 13 3.5.3 Stabilitv One Side Loaded Governs By Inspection D V H H/2 OTM < (VH/2) 8.0 inch kips RM > (PD/2) = 5.4 inch kips Net OTM < 2.6 inch kips Uplift < 2.6/22 = 0.12 kips Use min. 1/4" diam. Approved anchors. Minimum embedment 1.5" into slab. O.K. 3.5.4 Longitudingal Seismic Forces resisted by shear panels 3.5.4.1 Design Force V < 0.26W = 0.10 kips per side 3.5.4.2 Panel Capacity Shear per foot of panel < V/2W 0.01 kips per foot 1/4" Fiberboard Tested per ASTM E72 to 0.2 k1f OK 3.6 Fastening to Wall The units are encineered to be free standinc,. However, they may be attached to a perimeter build- inc, wall. From the above, the total base shear is approximately (0.2)(15)(1.5) = 4.5 psf. A perim- eter wall requires a design to at least 15 psf wind load. The code does not require design for simultaneous D+L+E+W, so the attachment is acceptable, although strictly speaking not necessary. Copyri.-hi'�by Peter S. Hi,-2ins and Associates. Provided as an instrument of service. Copying by written permission only. FGENERAL NOTES Max 108" 36-48" Max 48" 15-22" 11. T� This drawing shows typical unit material and geometry of the gondola shelving only. See Harbor Freight fixture plan for location within store. See Higgins Drawings MX-1, 5 for details of the rack components. 2. The load level locations shown are schematic.A unit may have any number of levels in any position on the uprights if the loads and dimensions do not exceed the limits shown. X -3. The material shown is the minimum size where a choice of components X Upright- Regular M c:) Beam: PRB35 is available. Larger/heavier components may be substituted Maximum Loads: 3,000 lbs per Level 3,000 lbs per Bay T FRONT SIDE FRONT SIDE SALES AREA GONDOLAS 2 LEVEL PALLET RACKS Ref. Dwg. MX-1. Ref. MX-5 Maximum Loads: 100 pounds per shelf 600 pounds per side Issue Date:April 28, 2015 Job# W DATE PETER S. HIGGINS HARBOR FREIGHT #596 201 AN6ASsociA-rEs 11349 STRQQ&�URAL ENGINEERS DRAV\N 1936 E FIRST ST '�I`FIC COAST HIGHWAY Drawng# 3074,74 —"NIALIBU,CA USA CHECKED PORT ANGELES, WA HF-1 03 310-589-1781 VZDR'Al.4 NDDESIGNARE. - YRIGHTCOPYING MADIX STORE FIXTURES ByVVq(VENfiPERMISSI- 0 LY� OR SECURED APPROVED ELECTRONIC SIGNEITCOPIES 0 Ly E VALID FOR BUILDIAG?ffRM_1TAPPUCA_1ON.DRAVMNG mus-r BE P.H. GONDOLA.SHELVING SIGNED ACROSS THIS BLOdK i GENERAL NOTES 1 This drawing shows standard details of the gondola product line only. Main structural elements 1.35" only are shown. Numerous secondary and non structural components are omitted for clarity. See engineer approved installation drawings(same Job Number)for components used, special 7�— details, arrangement, dimensions, and site specific information. 2. The,installation drawings govern over this drawing. UNO,this drawing applies solely to Wures regulated by Building Code(normally>96"to the top loaded level). 3. MATERIAL Steel -ASTM Al 008 Class HSLA Grade 50 UNO 18 ga Bases and arms Class CS Grade 40 1/4" Fiber Welding Electrodes-AV\/S E70-XX(all welds single pass fillet welds designed at 50%stress levels) 0 Board-typ L 4. Concrete Anchors shall be ICC approved types for installation into C14 #8 TEKS @ 8" cracked concrete. e.g.: around perimeter -Simpson Strong Tie Strong Bolt(#1771, 3037), Titen (#2713) Min. ITW Ramset/Red Head Trubolt(#2427) 0 16" Powers/Rawl Power Stud+SD1 (#3502), Power Stud+SD2 (#2818) Wedge Bolt(#2526),Atomic(#3067) Hilti Kwik Bolt HSL 3(#1545), Kwik Bolt TZ (#1917) HUS-EZ(3027) Embedment shall be minimum 6X Bolt Diameter. Special inspections are not required unless demanded by the building POST FRONT IDE authority. Contractor shall determine any inspection requirements (Fy=50ksi) e/S prior to anchor installation. 5. Bases shall be anchored in the manner shown in detail 4. i) Shoe Type: Replace leveling screw with asse.mbly shown. Fasten to slab using one of the TYPICAL ELEVATIONS anchor types of note 4. Single sided units shall have an anchor at the base front and post. Double sided units shall have an anchor at the end of each base. ii) Slip On Type: Slide plate over leveling screw and anchor using one 3/8"diam. expansion anchor per note 4. Single sided units shall have an anchor at the base front and post. Double sided units shall have an anchor at the end of each base. b b C� 1/4" Spot C\j Weld typ 14 ga SHO 1.35" =VTI C%j ARM C'5 (t=O.121 Leveling Screw 11 ga BRACKETS 6.5"xO.5"xl 2 ga(0.105") Bar 7/16" Diam. Holes NS, FS,typ AAATYPE WAS BASE r3 4.00" Column 0.38" Face Stock ELEVATION ..... 203 (0 1 CN L SINGLE 1.82" SIDED 01 Issue Date:April 28, 2015 0.63" 1 DATE Job# PLAN VIEW DOUBLE PETER1S. HIGGINS 2015-03-04 HARBOR FREIGHT #596 12 ga (0.105") Bar A�CASSOCIATES 11349 SIDED STRIJC/I`�RAL ENGINEERS DRAM 1936 E FIRST ST 7/16" Diam. Holes ANCHORAGE PATTERN 30745 PAGIRP COAST HIGHVVAY Drawing# typ>1/T8 BASE SHOE TYPE ' "U A USA PORTANGELES, WA SLIP ON TYPE Anchors may be on IYO-5�9C1781 CHECKED DRAWNG, BASE ANCHORAGE either side of unit. 4NO DEAIGN ARE��Glll,ZYING MADIX STORE FIXTURES MX-1 Y BY V1R1,T,TErq PEROSSIO SECUR. Alternate direction of AAA ELECTRC�k SIqNED A"ES ONLYARE VAUD FOR APPROVED See Note 4.Anchor diameter shall be(�_ l BUILDING PERMIT APPUCATION DRAWNdMUSTBE GONDOLA SHELVING 1/16"less than minimum hole dimension. type from unit to unit P.H. 7 SIGNED ACROSS THI�BLOCK T A B d Sx Ix Type W D t As Sx rx ry C2 D C\1 *Standard 3.56 Regular 3.00 1.50 0.074 0.36 0.28 1.15 0.60 0.35 0.68 1 *Heavy Duty 4.87 0.55 1.45 L�Leavy 1 3.00 3.00 0.074 0.57 0.58 1.26 1.15 3 RIVET PATTERN PRB35 3.50-12.13 1.63 0.84 1.63 C 5 CONN. PHB35 3.50 1 2.13 0.75 0.91 1.71 PRB40 4.00 2.13 1.63 1.04 2.27 C PHB40 4.00 2.13 0.75 1.11 2.38 Le PRB45 4.50 2.13 1.63 1.25 -- 3.05 PHB45 4.50 2.13 0.75 1.33 3.18 16 ga PRB50 1 5.00 1 2.13 1.63 1 COLUMNS .47 3.97 PHB50 5,00 2.13 0.75 1.56 4.14 DIMENSIONS AND PROPERTIES Type NET SECTION-UNITS:INCHES UNO \AELDS 5a`� C e PRB55 5.50 2.13 1.63 1.71 5.05 FRONT SIDE AI[V\L-Ids 1/8"UNO 1.63 1.50 PHB55 5.50 2.13 0.75 1.80 5.24 GENERAL NOTES TYPICAL ELEVATIONS BRACE PRB60 6.00 2.13 1.63 1.96 6.29 SEE INSTALLATION DRAWINGS FOR �HB6O 6.00 2.13 0.75 2.06 T6.51 j 1. This drawing shows standard details of the rack SITE SPECIFIC INFORMATION < DIMENSIONS product line only. See engineer approved installation drawings(same Job number)for components used, special details, arrangement, POST--\, BEAM and site specific information. 2. The installation drawings govern over this drawing. 3. MATERIAL 1.31 0.75" Steel ASTM Al 008 Beams and Clips-Class HLAS Grade 50 V 00 Posts-Class SS Grade 40 RIVET-typ Welding Electrodes-AVVS E70-XX(all welds 3/16"CONNECTOR C) single pass fillet welds designed at 50%stress PLATE ON BEAM < < levels) C) u? BEAM-COLUMN CONN. (-5-� CD 4. Concrete Anchors shall be ICC approved types for B installation into cracked concrete. e.g.- 1.001, 7/16" (Nom.)ASTM A502-3 Rivets Locking clip shown trar �Ia r IV TYPICAL UNO DISPLAY BEAMS Simpson Strong Tie Strong Bolt(#1771, 3037), Titen (#2713) BEAMS ITW Ramset/Red Head Trubolt(#2427) DIMENSIONSAND PROPERTIES Powers/Rawl Power Stud+SD1 (#3502), ALL BEAMS 0.074"THICK Power Stud+SD2(#2818), Wedge Bolt(#2526), Min. 3/8"Anchor Min. 1/2"Anchor UNITS.- INCHES UNO Atomic(#3067) (1 per post) (2 per post) I Either Side OK Hilti Kwik Bolt HSL 3 (#1545), K%ik Bolt TZ(#1917) Either �-(Added Mids HUS-EZ(3027) in In, (1 per po,, st, (2�erpo /T/8 Side OK Embedment shall be minimum 6X Bolt Diameter. S-ecial inspections are not required unless demanded by the building authority. Contractor shall determine any zi,.Ln inspection requirements prior to anchor installation. S. Fujoa Issue Date:April 28,2015 7.00 IM 7 DATE Job# 2.50 STANDARD C' PETER S. /OIGGINS 2-28-13 HARBOR FREIGHT#596 11349 SEISMIC (t=3/8") ANDASSOCIATES (t=1/4") STRUCTURAL ENGINEERS DRAWN 1936 E FIRST ST (30745 PA!1F;IC COAST HIGHVIAY Drawing BASE PLATES LIBIJ,CA CHECKED PORT ANGELES, WA 1.1 18203 10-589-1781 0, �/3110 COMMON SIZES ONLY MADIX STORE FIXTURES CRAVVC?AND DESIGNeARE COP, IGHT. Mx 5 SEE INSTALLATION DRA\AANGS cOPYfh�C;BY MITFE�4 PERMISSION ONLY. % L 'E� IGNED CO 'E ONLY ARE VAUD FOR V' N , Fu FOR CUSTOM SIZES AND ANCHORAGE BUILMI G El.WAP CATION.DP�AWING GONDOLJ� RACK, SHELVING ST BE SIGNED ACROSS THIS d'LOCK. FGENERALNOTES Max 48" 15-22" Max 108" 36-48" 1. This drawing shows typical unit material and geometry of the*gondola EN shelving only. See Harbor Freight fixture plan for location within store. See Higgins Drawings MX-1, 5 for details of the rack components. 2 T . The load level locations shown are schematic.A unit may have any number of levels in any position on the uprights if the loads and dimensions do not exceed the limits shown. N M X co X Upright: Regular "i. The material shown is the minimum size where a choice of components —----- Beam: PRB35 is available. Larger/heavier components may be substituted CID Maximum Loads: 3,000 lbs per Level 3,000 lbs per Bay IF 7" j FRONT SIDE FRONT SIDE SALES AREA GONDOLAS 2 LEVEL PALLET RACKS Ref. Dwg. MX-1. Ref. MX-5 Maximum Loads: 100 pounds per shelf 600 pounds per side Issue Date:April 28, 2015 W S DATE Job# PE/1 ER S./I GGI N HARBOR FREIGHT #596 2015-03-04 AND AssociATEs 11349 STRUCTURAL ENGINEERS —DRAV\N 1936 E FIRST ST -30745 PAGIFIC COAST HIGHWAY Dravong# 61'66 CA USA PORT ANGELES, WA CHECKED 03 HF-1 DRAVIANG,ANP DESIPN ARE COPYRIGHT COPYING MADIX STORE FIXTURES 13,�WR'T N4PERIVIISSIONO&LY WET OR SECURED R(T N'C L ELECT ,S'GNEb,cePIES ONLY ARE VALID FOR FAPPROVED BUILD)G' P-ERIVITAPPUCATION.DRAWNG kST BE GONDOLA SHELVING. SIGNED ACROSS THIS BLOCK P.H. GENERAL-NOTES 1. This drawing shows standard details of the gondola product line only. Main structural elements 1.35" only are shown. Numerous secondary and non structural components are omitted for clarity. See engineer approved installation drawings(same Job Number)for components used, special details, arrangement, dimensions, and site specific information. 2. The installation,drawings govern over this drawing. UNO, this drawing applies solely to fixtures L regulated by Building Code(normally>96"to the top loaded level). 3. MATERIAL Steel-ASTM Al 008 Class HSLA Grade 50 UNO 18 ga Bases and arms Class CS Grade 40 1/4" Fiber Welding Electrodes-AV\/S E70-XX (all welds single pass fillet welds designed at 50%stress levels) C) am Board-typ 4. Concrete Anchors shall be ICC approved types for installation into #8 TEKS @ 8" cracked concrete. e.g.: around perimeter Zimpson Strong Tie Strong Bolt(#1771, 3037), Titen (#2713) Min ITW Ramset/Red Head Trubolt(#2427) 016 Powers/Rawl Power Stud+SD1 (#3502), Power Stud+SD2(#2818) Wedge Bolt(#2526),Atomic(#3067) Hilti Kwik Bolt HSL 3 (#1545), Kwik Bolt TZ(#1917) HUS-EZ(3027) Embedment shall be minimum 6X Bolt Diameter. Special inspections are not required unless demanded by the building POST FRONT IDE authority. Contractor shall determine any inspection requirements (Fy=50ksi) prior to anchor installation. 5. Bases shall be anchored in the manner shown in detail 4. TYPICAL ELEVATIONS i) Shoe Type: Replace leveling screw with assembly shown. Fasten to slab using one of the anchor types of note 4. Single sided units shall have an anchor at the base front and post. Double sided units shall have an anchor at the end of each base. ii) Slip On Type: Slide plate over leveling screw and anchor using one 30'diam. expansion anchor per note 4. Single sided units shall have an anchor at the base front and post. Double sided units shall have an anchor at the end of each base. 1/4" Spot 14g SHOE 1.35" Mid typ C-4 ARM c) el7cy) 0 i < (t=0.121 Leveling 11 ga BRACKETS Screw 6.5"xO.5"xl 2 ga(0.105") Bar 7/16" Diam. Holes NS, FS,typ AAA TYPE W BASE 4.00" Column -e Sto Fa(, 0.38" ELEVATION 14 ..28203 LO N SINGLE Issue Date:April 28, 2015 1.82" SIDED 0.63" 1 i DATE Job# PETERS. 4IGGINS 2015-03-04 HARBOR FREIGHT #596 12 ga(0.105") Bar PLAN VIEW DOUBLE AND AS$G�-IATES 11349 SIDED STRUCTURALPNGINEERS DRAM 1936 E FIRST ST 7/16" Diam. Holes -- A typ> 1/87 BASE SHOE TYPE ANCHORAGE PATTERN 30745 PACI�IiC COAST HIGHWAY Drawing# MALIBU/CA USA CHECKED PORTANGELES, WA SLIP ON TYPE Anchors may be on / 10-549-1781 ,/Z1 BASEANCHORAGE r4-"� either side of unit. DRAVIANG A�Q,'DESIGN ARE CO3P?`RIGHT.COPYIkG MADIX STORE FIXTURES MX-1 bY VVRiTTE1,4PERMISSIdN QNW.VET OR SECURED Alternate direction of AAA A16ECT IC SIGNED COPIES ONLYARE VAUD FOR APPROVED SUIM12 See Note 4.Anchor diameter shall be� PERMIT APPUCATION.DRAWNG MUST BE GONDOLA SHELVING� 1/16"less than minimum hole dimension. type from unit to unit SIGNEDACROSS THIS BLOCK P.H. e A Typ* Type W D t As Sx B d Sx Ix rx ry Aft *Standard 3.56 0.35 0.68 Regular 3.00 1.50 0.074 0.36 0.28 1.15 0.60 1.45 3 *Heavy Duty 4.87 0.55 Heavy 3.00 0.074 0.57 0.58 1.26 1 15 PRB35 3.50 2.13 1.63 0.84 1.63 C RIVET PATTERN (_56� PHB35 3.50 2.13 0.75 0.91 1.71 5 CONN. PRB40 4.00 2.13 1.63 1.04 2.27 C PHB40 4.00 2.13 0.75 1.11 2.38 PRB45 4.50 2.13 1.63 1.25 3.05 16 ga PHB45 4.50 2.13 0.75 1.33 3.18 VV (D I . --3.97 PRB50 5.00 2.13 1.63 1.47 COLUMNS �4 PHB50 5.00 2.13 0.75 1.56 4.14 DIMENSIONS AND PROPERTIES Type NET SECTION-UNITS:INCHES UNO BEAM-END WELDS r5'a') C e PRB55 5.50 2.13 1.63 1.71 1 5.05 FRONT __�:SIDE All Welds 1/8"UNO 1.63 1.5 PHB55 5.50 2.13 0.75 1.80 5.24 GENERALNOTES TYPICAL ELEVATIONS BRACE PRB60 6.00 2.13 1.63 1.96 6.29 SEE INSTALLATION DRAWINGS FOR PHB60 6.00 2.13 0.75 2.06 6.51_, 1. This drawing shows standard details of the rack SITE SPECIFIC INFORMATION DIMENSIONS product line only. See engineer approved installation drawings(same Job number)for components used, special details, arrangement, Pom�--\ BEAM and site specific information. 2. The installation drawings govern over this drawing. 3. MATERIAL 1.31 0.75" Steel ASTM Al 008 Beams and Clips-Class HLAS Grade 50 �co 1P Welding Electrodes-AWS E70-XX(all welds 3/16"CONNECTOR C, single pass 11 let welds designed at 50%stress RIVET-typ Posts-Class SS Grade 40 PLATE ON BEAM < levels) Lq BEAM-COLUMN CONN. K__5'� 4. Concrete Anchors shall be ICC approved types for 7/16" (Nom.)ASTIVI A502-3 Rivets - B 1.001, installation into cracked concrete. e.g.-. Locking clip shown transparent for clarity TYPICAL UNO DISPLAY BEAMS Simpson Strong Tie Strong Bolt(#1771, 3037), Titen (#2713) BEAMS ITW Ramset/Red Head Trubolt(#2427) DIMENSIONS AND PROPERTIES Powers/Rawl Power Stud+SD1 (#3502), ALL BEAMS 0.074"THICK Power Stud+SD2(#2818), Wedge Bolt(#2526), Min. 3/8"Anchor Min. 1/2"Anchor UNITS: INCHES UNO Atomic(#3067) (1 per post) (2 per post) 1\ Either Side OK Hilti Kwik Bolt HSL 3(#1545), Kwik Bolt TZ(#1917) Min r post) Either (2 e1ri XAdded Welds HUS-EZ(3027) 4 /8 Side OK_ Embedment shall be minimum 6X Bolt Diameter. Special inspections are not required unless demanded by C� the building authority. Contractor shall determine any Issue Date:April 28,2015 Ln inspection requirements prior to anchor installation. E.3 7.00 C5 W 7 DATE Job 2.50 STANDARD PETER�S, . HIGGINS 2-28-13 HARBOR FREIGHT#596 11349 SEISMIC (t=3/8") A�DASSOCIATES (t=1/4") STRUC)IFURAL ENGINEERS 1936 E FIRST ST Drawing# 30745 PACIFI.G/COAST HIGHV\AY IBU,CA CHECKED BASE PLATES r4 I PORTANGELES, WA 1. .282031 589-1781 COMMON SIZES ONLY 0 /// I MADIX STORE FIXTURES MX-5 DRAVAj4G AND DESIGN ARE_-- YRIGHT. SEE IN STALI-AT!ON DRA\AANGS COPY G By VVRITTE_N MISSION ONLY. APPROVED GONDOLA, RACK, SHELVING NO L 'GNED COPIES ONLY ARE VAPLID FOR FOR CUSTOM SIZES AND ANCHORAGE BUILDING PERMIT APPLICATION.DRAVANG P.H. _11MUST BE SIGNED ACROSS THIS BLOCK. rGENGENERALNOTES Max 48" 15-22" Max 108" 36-48" 1. This draWng shows typical unit material and geometry of the gondola shelving only. See Harbor Freight fixture plan for location within store. See Higgins DraWngs MX-1, 5 for details of the rack components. Z. Jhe load level locations shown are schematic.A unit may have any number of levels in any position on the uprights if the loads and dimensions do not exceed the limits shown. 1 2. I X X 3. The material shown is the minimum size where a choice of components co Upright: Regular is available. Larger/heavier components may be substituted co Beam: PR635 Maximum Loads: 3,000 lbs per Level 3,0,00 lbs per Bay T J FRONT SIDE FRONT SIDE SALES AREA GONDOLAS 2 LEVEL PALLET RACKS Ref. Dwg. MX-1. Ref. MX-5 Maximum Loads: 100 pounds per shelf 600 pounds per side 00,9&. Issue Date:April 28, 2015 A9 4o 7b# W DATE HARBOR FREIGHT #596 1 1 9 TER S. H/IGGINS 2015-03-04 11349 AND ASSOCIATES RUCTURA"L-ENGINEERS DRAM 1936 E FIRST ST 30745 PACI�,CAST HIGHWAY Drawring MA&I-BU/CA USA PORT ANGELES, WA CHECKED 1"034 10-569-1781 '�-&GIARF HF-1 DRAWNG 40"DE Z130H Y'I'NG MADIX STORE FIXTURES NL'RM" -.0 T CON BY VVRITTE,*= "ON.N LY.P R 1.1 L ELECTROAC SIGNEd COPIES'C)NLY ARE VAL]D'FOR APPROVED �,�PERMITAP,"PI_IcgbN.DRA%MNG MUST BE P.H. GONDOLA SHELVING SIGNED A_CROSS THIS BLOCK 77 GENERAL.NOTES 1. This drawing shows standard details of the gondola product line only. Main structural elements 1.35" only are shown. Numerous secondary and non structural components are omitted for clarity. See engineer approved installation drawings(same Job Number)for components used, special 2. The.installation drawings govern over this drawing. UNO, this drawing applies solely to fixtures details, arrangement, dimensions, and site specific information. regulated by Building Code(normally>96"to the top loaded level). 3. MATERIAL Steel-ASTM Al 008 Class HSLA Grade 50 UNO 18 ga Bases and arms Class CS Grade 40 1/4" Fiber Welding Electrodes-AV\/S E70-XX(all welds single pass fillet welds designed at 50%stress levels) C) Board-typ c==- ----�z:7 - 4. Concrete Anchors shall be ICC approved types for installation into C-� #8 TEKS @ 8" cracked concrete. e.g.: around perimeter '�,'Simpson Strong Tie Strong Bolt(#1771, 3037), Titen (#2713) Min. ITW Ramset/Red Head Trubolt(#2427) 0 16" Powers/Rawl Power Stud+SD1 (#3502), Power Stud+SD2(#2818) Wedge Bolt(#2526),Atomic(#3067) Hilti Kwik Bolt HSL 3 (#1545), Kwik Bolt TZ (#1917) HUS-EZ(3027) Embedment shall be minimum 6X Bolt Diameter. 3 Special inspections are not required unless demanded by the building POST FRONT (i:)/SIDE authority. Contractor shall determine any inspection requirements (Fy=50ksi) prior to anchor installation. 5. Bases shall be anchored in the manner shown in detail 4. TYPICAL ELEVATIONS i) Shoe Type: Replace leveling screw with assembly shown. Fasten to slab using one of the anchor types of note 4. Single sided units shall have an anchor at the base front and post. Double sided units shall have an anchor at the end of each base. ii) Slip On Type: Slide plate over leveling screw and anchor using one 3/8"diam. expansion anchor per note 4. Single sided units shall have an anchor at the base front and post. Double sided units shall have an anchor at the end of each base. 1/4"Spot V\ABId typ 14g SHOE 1.35" 'y ARM C'i C') (t=0.121') i Leveling 11 ga BRACKETS Screw 6.5"xO.5"xl 2 ga(0.105") Bar 7/16" Diam. Holes NS, FS,typ AAA TYPE W BASE -j- 4.00" Column Face Stock 0.38" ELEVATION 0. .28203 AiA C\1 SINGLE Issue Date:April 28, 2015 1.82" SIDED 0.63" PE�/ ER S. HIOIGINS DATE HARBOR FREIGHT #596 Job# A, -03-04 PLAN VIEW DOUBLE 2015 ANDASSOQATES 11349 I i . 12 ga(0.105") Bar SIDED aTRUCTURAUENGINEERS DRAV�N 1936 E FIRST ST 7/16" Diam. Holes —PL Drawing# typ>1/8 BASE SHOE TYPE ANCHORAGE PAT-I-ERN 3'0745 PACIFIC� A T.,HIGHMY SLIP ON TYPE Anchors may be on WiO:1�6,CAPSA CHECKED PORT ANGELES, WA 1 /1 1 ,)0-589-1781 BASEANCHORAGE either side of unit. DRAWNGANADESIGN ARE 1OPYRIGHT.C@PYING MADIX STORE FIXTURES MX 1 BY VARITTEfj(PEfPISSION OkY.Vr,7 OR,SECURE Alternate direction of AAA ELECTRONIC SIGNED COPIES ONLY ARE VAUD FOD APPROVED See Note 4.Anchor diameter shall b I GONDOLA SHELVING. type from unit to unit BUILDING,0ERM'IT APPI-CATION.DRAIJMNG MUST BE P H. 1/16"less than minimum hole dimension. SIGNED ACROSS ilH-IS BLOCK -77- Type A B d Sx Ix rx Type W D t Sx ry As CN *Standard 3.56 1 0.35 0.68 Regular 3.00 1.50 0.074 0.36 0.28 1.15 0.60 *Heavy Duty 4.87 0.55 3 Heavy 3.00 3.00 0.074 0.57 0.58 1.26 1.15 Ile RIVET PATTERN r5_6� PRB35 3.50 1 2.13 1.63 0.84 1.63 C CONN. PHB35 3.50 2.13 0.75 0.91 1.71 5 PRB40 4.00 2.13 1.63 1.04 2.27 C PHB40 4.00 2.13 0.75 1.11 2.38 PR645 4.50 2.13 1.63 1.25 3.05 W W 16 ga PHB45 4.50 2.137 0.75 1.33 3.18 1. PRB50 5.00 2.13 1.63 1.47 3.97 COLUMNS L 4 PHB50 5.00 2.13 0.75 1.56 4.14 DIMENSIONSAND PROPERTIES I\ BEAM-END WELDS r5a-) Type C e� PRB55 5.50 2.13 1.63 1.71 5.05 NET SECTION-UNITS:INCHES UNO FRONT SIDE All Welds 1/8"UNO Typical 1.613 1.50 PHB55 5.50 2.13 0.75 1.80 5.24 GENERAL NOTES TYPICAL ELEVATIONS BRACE PRB60 6.00 2.13 1.63 1.96 6.29 SEE INSTALLATION DRAVANGS FOR PHB60 6.00 2.13TO.75 1 2.06 6,51] 1. This drawing shows standard details of the rack SITE SPECIFIC INFORMATION DIMENSIONS product line only. See engineer approved installation drawings(same Job number)for components used, special details, arrangement, G) POS-f�-N BEAM and site specific information. 2. The installation drawings govenn over this drawing. 3. MATERIAL 1.31 0.75" Steel ASTM Al 008 Beams and Clips-Class HLAS Grade 50 CID Posts�Class SS Grade 40 RIVET-typ (q Welding Electrodes-AWS E70-XX(all welds -L ly I D -,A�C� 3/16"CONNECTOR single pass fillet welds designed at 50%stress PLATE ON BEAM < < levels) C) Lq 4. Concrete Anchors shall be ICC approved types for BEAM-COLUMN CONN. CD B installation into cracked concrete. e.g.: 7/16"(Nom.)ASTIM A502-3 Rivets DISPLAY BEAMS Simpson Strong Tie Strong Bolt(#1771, 3037), Locking clip shown transparent for TYPICAL UNO Titen (#2713) BEAMS K-2 ITW Ramset/Red Head Trubolt(#2427) DIMENSIONS AND PROPERTIES Powers/Rawl Power Stud+SD1 (#3502), Min. 3/8"Anchor ALL BEAMS 0.074"THICK Power Stud+SD2 (#2818), Wedge Bolt(#2526), Min. 1/2"Anchor UNITS: INCHES UNO Atomic(#3067) (1 per post) (2 per post) Either Side OK Hilti KvAk Bolt HSL 3 (#1545), Kwik Bolt TZ(#1917) \�Either Added Welds HUS-EZ(3027) /8 Side OK Embedment shall be minimum 6X Bolt Diameter. Special inspections are not required unless demanded by the building authority. Contractor shall determine any inspection requirements prior to anchor installation. E Ln Q) Issue Date:April 28,2015 r-- M Min (2�e 7.00 W S DATE Job# 2.50 STANDARD PE�ER S/HIGGIN 2-28-13 HARBOR FREIGHT#596 11349 SEISMIC (t=3/8") AND ,(�SSOCIATES (t=1/4") DRAWN STRUCTURAL ENGINEERS 1936 E FIRST ST 30745 PACIFIC,7Gk HIGHIAAY Drawing# BASE PLATES 10�l 8B9U CA CHECKED PORTANGELES, WA COMMON SIZES ONLY 18203 �RAVII'/G/.3��!�L MADIX STORE FIXTURES MX-5 A [.Py,",� 0'S1G11jARE'.0O3PYRG SEE INSTALLATION DRA\A4NGS C YN.' N I ERM ON' Ly. APPROVED L VVET�[dNED COPIES ONLYAREvAte FOR GONDOLA RACK SHELVING FOR CUSTOM SIZES AND ANCHORAGE BUILPING PERMIT APPLICATIO.N?DRAMNG P.H: MU�T BE SIGNED ACRCS�ITHIS BLOCK. GENERALNOTES Max 48" 15-22" Max 108" 36-48" 1. This draWng shows typical unit material and geometry of the gondola shelving only. See Harbor Freight fixture plan for location within store. See Higgins DraWngs MX-1, 5 for details of the rack components. 2. The load level locations shown are schematic.A unit may have any number of levels in any position on the uprights if the loads and dimensions do not exceed the limits shown. X X 3. The material shown is the minimum size where a choice of components Upright Regular C:) Beam: PR635 is available. Larger/heavier components may be substituted (D Maximum Loads: 3,000 Ibs per Level 2 3,000 lbs per Bay T FRONT SIDE FRONT SIDE SALES AREA GONDOLAS 2 LEVEL PALLET RACKS Ref. Dwg. MX-1. Ref. MX-5 Maximum Loads: 100 pounds per shelf 600 pounds per side S. Z2 Issue Date:April 28, 2015 e- / � Job# W DATE PETER S/HIGGINS HARBOR FREIGHT #596 2015-03-04 AND"ASSOCIATES 11349 1 STRUCT&AL ENGINEERS DRAWN 1936 E FIRST ST 1 Drawing# IBU,CA USA i A 745 PAO-(-rg�OAST H'GWAY CHECKED PORT ANGELES, WA 03 0,A89-1781 DRAV)A4GANP)DESIGN ARE COPYRIGHT.COPYI.NG MADIX STORE FIXTURES HF-1 BYJINRI N �IRMIS�ION N LY VV`ET OR SECU'ED L ELECTRONIC)SIGNEI)COPIES ONCY ARE VALID F OR APPROVED BJILDING P�RMITAP�PUC�POK'.DRAVVING MU&BE GONDOLA SHELV7NG SIGNED ACROSS THIS BLOCK P.H. GENERALNOTES 1. This drawing shows standard details of the gondola product line only. Main structural elements 1.35" only are shown. Numerous secondary and non structural components are omitted for clarity. See engineer approved installation drawings(same Job Number)for components used, special details, arrangement, dimensions, and site specific information. 2. The installation drawings govern over this drawing. LINO, this drawing applies solely to fixtures regulated by Building Code(normally>96"to the top loaded level). 3. MATERIAL Steel-ASTM Al 008 Class HSLA Grade 50 UNO 18 ga Bases and arms Class CS Grade 40 1/4" Fiber Welding Electrodes-AM E70-XX(all welds single pass fillet welds designed at 50%stress levels) 0 Board-typ LQ 4. Concrete Anchors shall be ICC approved types for installation into #8 TEKS @ 8" cracked concrete. e.g.: around peri-meter Simpson Strong Tie Strong Bolt (#1771, 3037), Titen (#2713) Min ITW Ramset/Red Head Trubolt(#2427) 01 16" Powers/Rawl Power Stud+SD1 (#3502), Power Stud+SD2(#2818) Wedge Bolt(#2526),Atomic(#3067) Hilti Kwik Bolt HSL 3 (#1545), Kwik Bolt TZ(#1917) HUS-EZ(3027) Embedment shall be minimum 6X Bolt Diameter. 3 Special inspections are not required unless demanded by the building POST FRONT SIDE authority. Contractor shall determine any inspection requirements (Fy=50ksi) prior to anchor installation. 5. Bases shall be anchored in the manner shown in detail 4. TYPICAL ELEVATIONS i) Shoe Type: Replace leveling screw with assembly shown. Fasten to slab using one of the anchor types of note 4. Single sided units shall have an anchor at the base front and post. Double sided units shall have an anchor at the end of each base. ii) Slip On Type: Slide plate over leveling screw and anchor using one 3/8"diam. expansion anchor per note 4. Single sided units shall have an anchor at the base front and post. Double sided units shall have an anchor at the end of each base. C:) C� 1/4" Spot 14gaSHOE 1.35" Weld typ Cli C'5 C5� ARM < (t=O.121 Leveling 11 ga BRACKETS Screw 6.5"xO.5"xl 2 ga(0.105") Bar 7/16" Diam. Holes S& NS, FS, typ AAA TYPE W BASE 4.00" Column _--j- Z= 0.38" Face Stock .6 4 ELEVATION 28203 SINGLE Issue Date:April 28, 2015 1 1.82" SIDED 01 0.63" 1 - i�_I I/ S DATE Job# DOUBLE TER S. 1):(GGIN 20155-03-04 HARBOR FREIGHT #596 PLAN VIEW ADASSOCIATES 11349 12 ga(0.105") Bar SIDED TRUF L ENGINEERS DRAV\N 1936 E FIRST ST 7/16" Diam. Holes typ 1/8 BASE SHOE TYPE ANCHORAGE PATTERN 074 1 CIFIP,COAST HIGHV\AY Drawing# SU,CA USA CHECKED PORTANGELES, WA SLIP ON TYPE Anchors may be on /��10-589-178-1__ I MADIX STORE FIXTURES MX-1- BASE ANCHORAGE either side of unit. DRAWN/AND,IDgSIGNAR�CCPYRIGHT.COPYING BYW31 EN.PERMIS� ,![ON ONLY.V�ET(DR SECURED Alternate direction of AAA ELECTRONIC SIGNED COPIES ONLY AF�E VAUD FOR APPROVED See Note 4.Anchor diameter shall b BUI PERATAPPUCATION DRAANGMUSTBE GONDOLA SHELVING 1/16"less than minimum hole dimension. type from unit to unit V SoW�ACRCSS THIS 31_0�31< P.H. Type Type A I B d Sx Ix W � D t As Sx rx � ry 1 0.35 0.68 Regular 3.00 1.50 1 0.074 0.36 0.28 1.15TO.60 *Standard 3.56 *Heavy Duty 4.87 0.55 1.45 3 F Heavy 3.00 3.00 0.074 0.57 0.58 1.26 1.15 RIVET PATTERN r5_b� PRB35 3.50 2.13 1.63 0.84 1.63 C 5 CONN. PHB35 3.50 2.13 0.75 0.91 1.71 PRB40 4.00 2.13 1.63 1.04 2.27 ....................... C PHB40 4.00 2.13 0.75 1.11 2.38 PRB45 4.50 2.13 1.63 1.25 3.05 W 16 ga PHB45 4.50 2.13 0.75 1.33 3.18 PRB50 5.00 2.13 1.63 3.97 COLUMNS PHB50 5.00 2.13 0.75 1.56 4.14 DIMENSIONS AND PROPERTIES pe NET SECTION-UNITS:INCHES UNO BEAM-END WELDS Ty C e� PRB55 5.50 2.13 1.63 1.71 5.05 FRONT SIDE All Welds 1/8"UNO Typical 1.63 1.50 PHB55 5.50 2.13 0.75 1.80 5.24 GENERALNOTES TYPICAL ELEVATIONS BRACE PRB60 6.00 2.13 1.63 1.96 6.29 SEE INSTALLATION DRAVANGS FOR PHB60 6.00 2.13 0.75 2.06 6.51 1� This drawing shows standard details of the rack SITE SPECIFIC INFORMATION DIMENSIONS product line only. See engineer approved installation drawings(same Job number)for components used, special details, arrangement, POST-\ BEAM and site specific information. 2. The installation drawings govern over this drawing. 3. MATERIAL 1.31 0.75" Steel ASTM Al 008 Beams and Clips-Class HLAS Grade 50 Posts-Class SS Grade 40 RIVET-typ Welding Electrodes-AWS E70-XX(all welds CD 3/16"CONNECTOR single pass fillet welds designed at 50%stress PLATE ON BEAM n, < < F -1 levels) CD 4. Concrete Anchors shall be ICC approved types for BEAM-COLUMN CONN. B 1.00,1 1 ' installation into cracked concrete. e.g.-. 7/16" (Nom.)ASTKA A502-3 Rivets TYPICAL UNO DISPLAY BEAMS Simpson Strong Tie Strong Bolt(#1771, 3037), Locking clip shown transparent for clarity Titen (#2713) BEAMS �2 ITW Ramset/Red Head Trubolt(#2427) DIMENSIONS AND PROPERTIES Powers/Rawi Power Stud+SD1 (#3502), Min. 3/8"Anchor ALL BEAMS 0.074"THICK Power Stud+SD2(#2818), Wedge Bolt(#2526), (1 per post) Min. 1/2"Anchor UNITS: INCHES LINO Atomic(#3067) I Either (2 per post) 1\ Either Side OK Hilti K\&4k Bolt HSL 3(#1545), Kwik Bolt TZ(#1917) Added Welds HUS-EZ(3027) /8 Side OK Embedment shall be minimum 6X Bolt Diameter Special inspections are not required unless demanded by C) the building authority. Contractor shall determine any C� inspection requirements prior to anchor installation. ..j Issue Date:April 28:2015 Lo a) S. "I, 7.00 r- cm WAS 00, Job# d _0 2.50 STANDARD Q) PETER/S HIGGINS HARBOR FREIGHT#596 (t=1/4") SEISMIC (t=3/8") ADA�SOCIATES 2-28-13 1.1349 ST50,�URAL ENGINEERS D- - 1936 E FIRST ST / /P i 8_07416 PACIFIC COAST HIGHWAY Drawng# PORTANGELES, WA BASE PLATES ' (_4 MALIBU,CA CHECKED 1_� .29203 310-589-1781 COMMON SIZES ONLY 0, MADIX STORE FIXTURES MX-5 10�1 D.. 'NG V4��GNNARE COPYRIGHT. SEE INSTALLATION DRA\AANGS COP�1NGPYVVRJTTEN PkRMISSION ONLY. I SIGNED COPIES ONLY ARE VALID FOR VING FOR CUSTOM SIZES AND ANCHORAGE BE YV GONDOLA, RACK, SHEL ,DRTG PERMIT APPLICATION.DRAWING AUST BE SIGNED ACROSS THIS BLOCK. Ceiling Height: Open to Structure AW = Advertising 4 Way V AF = Advertising Flat 0 0 G = Gondola (Consider all unlabeled fixtures to be gondolas) S Single Table X D Double Table r-00 't BTM.OF DECK F Flat 0 0 V.P @ IT-Y A.F.F. z .0 t"o 0 LS Low Single Table r-, 7, . ,� - --r-L- I I M .. 0 C.0 tz4=---------- -T, .j L 11 -0 N 0 L----------J 6 HS High Single Table 0 b C? 51-01, b 9 CD 0 0 6-0" e- e- �4- 00 00 -7 0 0 XP Extended Peg Panel 0 X C6 X ?< 0 0 0 0 0 zo ZI) UIL, RECEIVING 00 IQ CID bo Z* .?< ?< ?< l BID AREA B0 60 bo CID PT = Power Tool Display CU :E co co co M 0 0 0 F—A-1 AT = Air Tool Display W cc 0, I / \ 1 [ 38-x8'-Yx8'l I SALES REPLENISHMENT AXE Axe Rack Display Li a)T- AREA MPR Motor/ Pump Rack LID 0 BREAK B Box Stock on Display Flat 9 9 9 9 9 9 9 9 ED 9 9 ROOM C14 i� bo 60 bo EO 60 0 (D C? C? Z-2 Z�o co ce) M M Z-) CO /Y\/Y\ 00 00 00 00 CID 0 60 BID CID CID CID CID CID co co 00 CID NOTE: THE SHOPPING CARTS AT THIS LOCATION ARE TO Cn M M Cn co M co M M C', BE STAGED OUTSIDE 9 9 9 9 C? 9 9 9 9 9 9 1 T bo BID bo 60 BID 60 60 60 bo bo 60 0 2?< ill l ?, ill l cl ?< ?< 2< ?< — C? C? C? C? V? C? C? �e) C? ROOM ROOM < 16 :3 - - -1 - 0.a) 0 Z� 50 CID 1� 13� CID CID < EO 00 00 60 BID 00 Go co 00 BID zo 21. co 51011 5-0" co 5-0" e-M Cl) co co U) Wo PORT ANGELES, Wk#596� Fixture Plan :3:E r- U) M 3 Uj .2--ld -i U)'D 9 ZD 01 /16/16 >,10 W C�P,5 co Retail Square Footage 10li,021 S.F. z MA AGED WA TE I i < �0 Retail Replenishment Square Footage 3,452 S.F. CLEAR TARPS (8) TARPS (8) TIE D NS (16) WINCF HOIS S (1 6L) TOOL AGS 30XES (16) L.T.A. W C: -21) Office/Utili Rm Square Footage 596 S.F. .6-cu 0 a) 0 C 0- X Total Building area 14,069 S.F. CV) C14 C 00 C> E2 F—E23--V 9 1 E24 I E7 C%j C) 0 Icn U- (n 0 — 0.() a U) cf) X Uj -0 C14 z C) NOTE: C, < U) C.0 LN —i — , — AF14 1-011 I-Off (D a) 0 _a cc to U- co 1:2 U- 0- W zc� a to 1 . THIS SITE WILL REQUIRE A NEW 8 X 10 c 0 -1W v-- to < X V- D E E co 0 —r-_ a __j U) z M U) C/) W 0 OVERHEAD DOOR. F- LU W W z � LL- U- __j (If U- �Iif -.Z- -Mr -L- co Uj Uj W 0 M , 1-011 1-011 (D 0 F- C/) 0 U- z 2. THIS SITE WILL REQUIRE A NEW 30 x 20 0 (n. LU C) F;-- M 0 __j W Uj —i Cn D LU M AW4 0- CONCRETE: RECEIVING PAD SLOPED TO GRADE. >1� 0 U- LL U- 0 a) W M W W < 0 < Z: W 0 0 0 CD_ENO , �.S U- C* 'n :3 U- LL co �e E2? U)= C: CIO AN 3 C? L9 0 c3 E 8 E 9 E21 Se E 1 C) 0 U) U) W LL C14 2 C\1 :E 0 0 X o)0 co to CID I.L. co af 0 r7l a- W __j AF5 AF12 LU z (n M g 2- w CO 3: co co to W CID Lu Z3 CC 0 Lj -J C z LU co > CD U- Cn a) U- z -j Co CN ME 0 > CL-o Cn Te 0 Uj 0 _j W< 0 Uj LU CL 0 of I AW1 AW3 a) =4 3: r-% ry U) U) C M r- 0 0 --3- < 0 < 0 D z CO 0 -70- __j n < C) U) C114 < 0 T— o Uj Of 'Ile < L) 0 LL 2 a- E10 4'-8" e 4-41Y) 4'-4" - -4-�-e-- (n 4-4' e< 6-0' 4'-11" F16 4'- 4'-8" cn E e- _4 e_ e__ e- e �1) �4' -7 :1 _D:v I- 11 1L% LU 0 -0 AF4 AR 1 — C SALES AREA C13 Y) C .2-u 9 0) 0- o CL E ',U :3 CL �02 co U') Cf) E3 E 5 E U- CN U) Cl) U) U) — ro-15 C14 U) (D C14 C14 @5 E Ld to C.0 1:0 Uj E E U) to AF10 AF8 0.2 00- > Cn to (n 11 0 0 a 0= < r-0 co cc E >- to AR n 0 M L) LU M U) T) U) TY 4'-Y LU (D D e- !;1 0 (0,0 W LU Uj LLJ F- > C-) cl) z z Z 0 13� Uj Z (a 0 0 0 0 0 fi LU U) U- C40 2 CL U) AW2 W 0 AF3 U- REVISIONS U) 0 LL U- 0 0 < C) LL —j CO LL LU LE 1:1 E CO (n !;� co AF2 AF6 —j 0 a- W -0- 01-- 0 W LLJ 13 CD 0- 0 61-011 6-0" 6'-6" 6--0-' AF7 AF9 'Iry CASH MANAGERS L ROOM El OFFICE F F F F Pe er Higgins &Assoc es 9 --TM-1�E—R nsu g Structural Engineers FIXTURE PLAN SAFE/ I DISPL Myp(lr6T) Job No. 11349 .... ....... LADDERS Re el ec ron BTM.,OF DECK Reviewed and Approved: Apr 2 ', 2015 DATE 03/23/15 @ 18'-5"A.F.F. El 13 0 P 0 0 El 11 Scale may be altered: Use dimensions JOB NO. 14409 17 1-7111 FIXTURE PLAN Reference Higgins &Associates Drawings HF-1, MX-1, MX-5 SCALE 1/8" V-0" for details of displays and racks V1 m5 SHEET NO. 0_U M 0 cc < UL Ceiling Height: Open to Structure AW = Advertising 4 Way AF = Advertising Flat G = Gondola (Consider all unlabeled fixtures to be gondolas) V- 0 0 S = Single Table D = Double Table Co 0 F Flat .204 0 0 U') BTM.OF DECK @ 17'-T A.F.F. '4K 0 CD ,X LS Low Single Table P CD r-L— F— -0 ——————— Lgt— — HS = High Single Table 0!��((.)) q i2r� j 4 0 X 0i L----------J 9 6-0" b 38-)8 38"x8'-3"x8'-O CU 6-0" 9 9 U C) o 0 00 0 XP = Extended Peg Panel 0 0 0 0 0 C? C? CU co 0 ao -?< L- C? RECEIVING BO co PT = Power Tool Display .?< AREA bo 00 BO bo M M M CU 0 t 0 0 LL L---� - AT = Air Tool Display W -CU L38"X81-3"X81-0" Cq AXE Axe Rack Display SALES REPLENISHMENT U, MPR Motor/ Pump Rack 4- AREA Ll .5, = ox oc on sp ay a L--T-- 0 BREAK z 9 9 9 9 9 9 9 ROOM zo 5. C) - - 00 00 00 -�c X Cl) C? C? C? 0 C? C? C? C? 00 00 Z� bo C�z 00 BO 00 ZO ?< i r--711 NOTE: THE SHOPPING CARTS AT THIS LOCATION ARE TO CR ?< ?e ?< CP ;0 ;0 60 oo BO 750 BO ;0 60 00 ;0 co M C13 cr) C13 NS&, N�,\\N,11�& co Cl) C13 BE STAGED OUTSIDE a z E 0 - C? 9 9 9 1 9 9 14- -6 9 < ao ED EO ao a) 0 60 00 co < ?< p ixll il,", co M Cl) ROOM ROOM 6�5 !? !? -1 -1 < 2.- C? -1 5� 5; co p 3: 6 CL 3: 00 1�z CP CR 00 C/) 00 00 00 C, EO 00 51011 Ce, 5'-0" Cn PORT CU co - Cl) 5'0" 51-0" CM CIO) Cl) e- -7 Cn -7 C�� ?< -?< ?< .?< bo B10, co co ANGELES, Wk#596 Fixture Plan W Lo -Na -j 0 Cn 3 01 /16/16 W �,Cc C 0 9 U') 1 10,021 S.F. z Retail Square Footage Cn a (6 0) U MANA E) A T Retail Replenishment Square Footage = 3,452 S.F. F- C TOOL AGS 30XES (16) L.T.A. 16:5 C TARPS (8) TIE DOWNS(16) WINCF HOISTS (1 6L) .2 C� A CLEAR TARPS (8) Office/Utility/Break Rm Square Footage 596 S.F. 0 0 a--(D Total Building area 14,069 S.F. X C 0 CO C) 0 13 CN E23 �!I E24 FE7 E2 I U- Cn 0 Cn Cn Cn X LU Cl) NOTE: C14 z 0 CD .14 1-011 Cr ----07— T— , a) F- U) AF14 0 IL 1 THIS SITE WILL REQUIRE A NEW 8 X 10'-0" OC en LL �0'— E LL a- 0 zc� "r- co Uj co W W — 5 W a X OVERHEAD DOOR. 'D W Cn U) Cn 0 W 0 (�D Cn (n ;z M z �- __j 1, 011 1 -011 - 0 Cn U- LL LL] Uj 2. THIS SITE WILL REQUIRE ANEW 30 - x20 LL Of 0 Uj 0 co Uj U) LL --z 0 Cl) 0 0 F- co < 0 CL 0 < I-- < -i Cn CONCRETE RECEIVING PAD SLOPED TO GRADE. LU W LLI AW4 n (20 US F- --L --r- C LL LL -ca LU LL 0 Orf (D (D z o < LU 0 0 W E U) co 0 0 C=) 00 LL U- U- �11 U- U- M < �2 I E2 0 E21 E 1 Cn co % AR 3 C? 0 M co (D a) CL(A 11 C) 0 E19 co C: 18 1�e 0 E E2 E C) U) U) U- U) C14 C14 CO 43) CD — W < C.0 LX- T--- CD CL ILL 0 4< < 0 AF5 AF1 2 z U) W U) LU co W ct) CAD 3: W (0 0 IV- =) LU LU in L-3 _j z 0 LU C/) Uj U) U- z LL z jjj- CD a- ;01- Lr- 0 0 LU > 0 = 0 C14 0 0 M a_ W LU Cr) 0 WYE-- AW1 AW3 CD — (0 -�; in -C>- ry LL § U- U- 3: �- 0 0 0 D z CD Cn 0 CD < C) C-4 0 z o LLJ V) C: 0 LL 4'-4"-,, < 4'-4" 0 � F- 5'-0" U- 4'-11" LE-1 6 4'-8" 4'-8" �U) 4'-8'Cn E -,e-�7 el U) - 0.6 rrl� *1 U) C - LU AF4 AF1 1 a) .R 0), co E �m f SALES AREA :3 Cn U) 0 3�.Ln Q- U") ca 00 C: �2- �21 ff E4 00 0- E3 �2 E15 Cn Cn Cn co 0 a- CC"4' C0 W E U- Lij E E-0 C) C) M 0 W Cn co co 0 0 CL td 771 7-- V- (0 0= E CQ a W AF10 AF8 CO CY) "0 Cc > co Lo LL U- Uj a- C: AR V- ==! - C-) Uj Cn U) W D 11 4'-3" r TY 0 -7 C0 LLJ LLI e%., �— 1 -9 � U- W 0 LU LU C1 0 C/) 0 LLI z > Y- Z z 3: C-) Ell Z W C9 LU :;j� U) 0 0 Uj REVISIONS 0 a- (n AW2 C1- U) AF3 Cc U- C3 -r Cn 0 0 U- 0 cr_ 0 D 0 < U- M U- Eq El Cn cn LE12 I Cn co U) AF2 AF6 i - 0 W CO < CO 0 0 13 AL co 't U-) co II- a- 0 6'-0" 6-0" 11. 11 61-011 1, 61-61' AF7 AF9 �i L Ld MANAGER'S 19 CASH �0 P ter S. iggins Asso iates, ROOM OFFICE F F F F Consult* g Structural Eng' eers FIXTURE PLAN 9 SAFE P 0 ob No. 11349 j TRAI�ER/ DISP Y 157� El LADnFR Re iv Electronically: Apr 28, 2015 — Rqvi ed and Approved: Apr 29, 2015 BTM.OF DECK /jh DATE 03/23/15 @ 18'-5"A.F.F. IV Scale may be altered: Use dimensions JOB NO. 14409 El 11 11 0 ;1 0 0 / / / / I ; 7 Z. 7 7—, FIXTURE PLAN Reference Higgins &Associates Drawings 7 _ HF-1, MX-1, MX-5 SCALE 1/8" 11-011 for details of dispiays and racks V1 m5 SHEET NO. 0 '0 38 F'x8'-37'x8'-AO' B�-0-1 ,tAGS HE1 3 U) 0 4�4- r:AAF4 Ceiling Height: Open to Structure AW Advertising 4 Way AF Advertising Flat A Y G = Gondola (Consider all unlabeled fixtures to be gondolas) i� 7 V.- 0 0 S = Single Table D Double Table F Flat V, BTM.OF DECK 0 0 z .2 U @ 17'-3"A.F.F. I I \, 0 r.0 CD P LS Low Single Table F -0 -4 HS High Single Table 0!�00 'L��� L----------J 0 X Ui 0 0 6-0" 38-R-3-R-0 =38-&-3-W-0' 9 9 9 , 5-0" �4 CU bo -7 0 0 0 U- XP Extended Peg Panel ao 0 0 0 0 0 ZI) Z-) C? C? 7= RECEIVING -1 bo CU 1P co PT Power Tool Display AREA co co co co M co FA7 AT Air Tool Display W MC,, L�jo 0 0 'x8'-3"x8'-O" 17 F38 C SALES REPLENISHMENT AXE = Axe Rack Display U 9 AREA zo MPR = Motor/ Pump Rack U') BREAK = ox ocon spay a ROOM C) 9 9 9 9 R 9 9 9 9 9 60 B.0 5.0 C:> Cl) C? N 0 C? C? C? C? C? C? C? IZ- - 60 00 00 CC) 5� NOTE: THE SHOPPING CARTS AT THIS LOCATION ARE TO 00 ZO CL .?< ;0 ;0 ao 00 bo 00 00 00 60 60 01) Cl) Cl) C13 C0 C13 Cn Cl) BE STAGED OUTSIDE 0 E: 0- 9 C) 9 9 9 9 9 9 9 TOI T 011,FT -1 - zo - 60 00 BO co 00 P ?< ?< 0 :?< �?< ?< ROOM ROOM < Cn Cn Cn C? C? C? C? C? X ?< U) U)-0 00 00 01, 00 00 00 00 to 00 00 00 5'- Cl) Cl) 51-011 M c) 5'-0" M C0 5'4 Cl) :3:E C Cl) Cn 0-,x co 80 C? co bo co co 3: CL 80 BO X X -?< ?< X i�� , 6-8 1/2" PORT ANGELES, W�#596 Fixture Plan C/) - L W Cn -j 3 01/16/16 UJI >,CO 9 9 C 0 ca 0 0 -0y, CU Retail Square Footage 107021 S.F. z 8'-2" < e- [M:A:N A E D A TE Retail Replenishment Square Footage 37452 S.F. R TARPS (8) TARPS (8) TIE DOWNS (16) 1 WINCH HOIS�S (160 TOOL I�AGS 30XES (16) L.T.A. 0 CLEA S.F. Office/Utility/Break Rm Square Footage 596 0 0 o CL (t5 X Total Building area 14,069 S.F. C 0 U) CY') C%j M C (1) C> 04 O.0 E2 E23 &! V1 E24 I E7 CD X W a co U- (n co F4, Cn Q- U) z NOTE: w 0 co LU 0 W�-6 T- 2 -011 1-011 0 -6 AF14 C 0 co 0 (L X: 1 THIS SITE WILL REQUIRE A NEW 8 x 10 t) CO � 2 c E U) LU U) L.0 to X 'r- D co 7-7. Cn -1 0 G %-� OVERHEAD DOOR. U) (n W 0 -j I I U, co z 41) U) W LL- -11r -011 -011 - U- LL �e dl- LL. -j- M LLJ W 0 x 20 LU W U) 0 U) z 2. THIS SITE WILL REQUIRE A NEW 3 0 co Uj LL 0 W F- 0 < Uj 9 1-- < >1(0 0 < < -j Cn Uj Uj W AW4 CONCRETE RECEIVING PAD SLOPED TO GRADE. 76 D I . 7r CO n of LL U- 0 < .2 TO Ae h-- z LL U) LL 0 < LU 0 0 (*D 0 a,) < M 0 �e E wN U) =." 1z 0 0 U- CO 3: U- co E2 M -C: U- M- E21 E13 Ne 0 T AF13 C? 0 C :;T M 43M 2) U') 8 E18 E19 32 E2 El 1 C) C/) U- ' 000,0 0 CD co " 0) X <.E- c- CD to UL < r7l 0 AF5 AF12 0 -j — 0 C _Uj- — z co 0- — M g Cn to co cr_ 0 o W CL Lj __j z W 0 > W 0 LU U) ill- L) LL. z 0 __j LL z a- 0,;,- 0)0 0 0 Lij M: 0 i> CN CL Cn < 0 Q 1-U M LJJ L.0 0 Cn 0 Z a- 0 0 0 AW1 AW3 U) LL L) 0 LL LL 0 0 0 -0 < M z U) 3: M %-.) n < < C) 0 < 0 0) V- z o LU of I ��e 0 0 U- �U)4-8- Ca- < M 1 1.�I ��U)4'-811 4'-8'CD E CU e-- 4'-4'(f 17 41-41" e- U) 4'4" 5'-0" 4' '11 4 E10 e- U) 0.6 AF1 1 a) :3.0 AAF4 M SALES ARE C? E 0 W U) CL 13- 3�.Ln 00 LO w __j E3 �2 E15 ff E 4 C�, Cn Cn W E0 0 U- 0 0- C,4 U.) co C) M — Lij E E-2 C14 U) co co 0-0 CL (0 U) AF10 AF8 cc CL to Of -to- co co E Cn 0 �<- a a. 5; !Z-� < V- U) 0 LL. to EL v— AR —Cfl fn o Uj C/71 U) ca U) ED D T-Y, F- 4'-3" le 0 z LLI e- LU 13 Uj U- off U) lm > Uj W 1-- 0 W z z z z F= 3: LU Ed W Ei 0 LU :7t U) 0 0 0 0 AW2 W !R REVISIONS I CL W LL - co AR LL LL W 0 0 LL CL F- 0 D 0 0 < < < L) LLI CO LL M 2[ Eq co co W AF2 AF6 0 W Cn < IL -(D- 0 0 W F#11 A Cq M -q Lo (0 AF7 AF9 Ld CASH MANAGER'S ROOM E OFFICE zo 9 Pete S. i gins & ciates FIXTURE PLAN F F F-j F I I Co sui g tructu Engineers 9 SAFE TRAI�ER/IMP FqARGO P Y ob 1349 Ej, ....... LADDERS— DIS (10 Receiv d lectronically: Ar r 28, 2015 . ...................-Lj-7BTM.OF DECK Review and Approved: A��9, 20,15 DATE 03/23/15 @ 18'-5"A.F.F. Scale may be altered: Use dimensions JOB NO. 14409 0 P 0 0 17 Z 7-7- FIXTURE PLAN Reference Higgins &Associates Drawings HF-1, MX-1, MX-5 SCALE 1/8" 1'-0" for details of displays and racks V1 05 SHEET NO. ZI Ld Uj 81 lip, -S,2 T-4- 1900 V-' jl ';.�- -,d-- 116 "'j- HARBOR FREIGHT TOOLS by RJS h no ocaCon PORT ANGELES,WA d.t. 03/31/15 lqpff ot- ADAARCHITECTS job no. 117 E.�10,8d,51W.5�200 P—d...,C�9iWS 115862 "6.5,8.1121 F!626.578.9121 RFI 1/11 mntAEffs2-_ Elm'q At WAN CIL 0 En7 FILE `PC"pST' �E)2.6 C IPPLE WALL z ABOVE) '�'%52312 10 0, ISMO; ONAL V- <> 3"TYP (E)WOOD HEADER J SEQUENCE NOTES: 1. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND METHODS. (N)12'xl2'x3/8*A36 BENT PLATE COLUMN BUCKET 2. THESE SEQUENCE NOTES ARE GENERAL AND SHALL"OT TAKE PRECEDENT W/(4)6/8'A 307 BOLTS IN AISC OVER MORE DETAILED INFORMATION OR SAFETY STANDARDS REQUIRED STANDARD 13OLT HOLES TO EXECUTE THE PROPOSED WORK ALTERNATE:(E) . COLUMN BUCKET 3. INSPECT INTEGRITY,CONDITION.GEOMETRIC PROPERTIES,ETC.OF(E) W(4)5/8-0 A 307 BOLTS.V.I.F. STEEL POSTS AND DETERMINE IF(E)POSTS CAN BE REIJSED: A. (E)POSTS SHALL BE DEEMED ACCEPTABLE FOR RE-USE IF THEIR 114TEGRITY AND CONDITION IS SOUND AND THEY CAN BE FABRICATED TO ACCOMMODATE THE INTENDED CONNECTION DETAILS. B. IF IS)POSTS ARE DEEMED ACCEPTABLE FOR REJJSE. PROVIDE TEMPORARY 8 HORING AT(E)POST LOCATIONS. LOADS SHALL BE SPREAD OUT SO AS TO NOT DAMAGE THE(E)STRUCTURE AND ALL FOR INSTALLATION OF (N)STRUCTURAL ELEMENTS. (N)HSS x3xi/4ASTMA500GRB ALTERNATE.RELOCATE(E)HSS 4.3 C. IF(E)POSTS ARE NOT ADEQUATE TO BE RE-USED STEEL POST FABRICATE(N)HSS POSTS TO BE INSTALLED AT THE 114"MIN.WALL TH ICKNESS,V.I.F. INTENDED LOCATIONS. A 4. DEMO PORTION OF(E)SLAB AND INSTALL IN)CONCRETE FOOTING. 6 S. INSTALL(N)POST PR RELOCATED(E)POST]AT(N)CONCRETE FOOTING LOCATIONS. 6. INSTALL BOLTS IN COLUMN BUCKET AND ENSURE ALL CONNECTIONS ARE TIGHT. 1, CAREFULLY REMOVE(E)STEEL POSTS(OR TEMPORARY SHORING,IF(E) POSTS ARE RE-USED]TO TRANSFER LOADS TO(N)POST LOCATIONS. CONTRACTOR SHALL OBSERVE AND MONITOR THE(E)STRUCTURE TO VERIFY THAT NO EXCESSIVE DEFLECTION OR ABNORMALITIES OCCUR. 7/8'0 A 307 TYP EA END STANDARD HEX HEAD BOLT 114 (4)TOTAL PER POST 12*02*0/2" lY2'HIGH STRENGTH A38 BASE PLATE NON-SHRINK GROUT 2 L\ (E)CONCRETE SLAB ON GRADE D REPLACE(E)Vr 2"TYP SLAB CONCREOTEMO ANON GRADE,A REQUIRED TO POUR_IN_PLACE (N)CONCRETE FOOTING (N)CONCRETE SPR AD FOOTING 3'TYP Id 3.000 PSI(28-DAY) CLARE #5 EA WAY(BOT) SOIL UNDERNEATH SHALL BE FREE OF DEBRIS,FOREIGN MATERIALS AND SHALL BE COMPACTED TO 90%OF MAXIMUM DRY DENSITY AS DETERMINED By ASTM 0.1557 HSS POST AT(N)STOREFRONT OPENING (E)2x6 STUD (E)OPEN STEEL WEB (E)LATERAL BRACING (E)ROOFING AND PLYWOOD CRIPPLE WALL,V.I.F. WOOD JOIST @±2'-8"OC,V.I.F� AT WOOD HEADER SHEATHING,V.I.F. (WHERE OCCURS) F NOTES: 1. CONTRACTOR SHALL VERIFY IN FIELD (V.I.F.)ALL NOTED CONDITIONS,PRIOR TO FABRICATION AND INSTALLATION. 2. NOTIFY ARCHITECT OF ANY CONFLICTS. 3. CONTRACTOR SHALL BE RESPONSIBLE 00 cf) LO FOR ALL MEANS AND METHODS REQUIRED TO EXECUTE THE PROPOSED IMPROVEMENT WORK SHOWN. 4. SEE SEQUENCE NOTES ON VSK-2 FOR ADDITIONAL INFORMATION. 5. INDICATES SHORING,BY OTHERS. SHORING TYP t (BY OTHERS) (E)HSS 4x3 STEEL POST @ 8'-0"OC(TYP),V.I.F. (E)HSS STEEL POST (E)6x20 DF-L TO BE RELOCATED,TYP HEADER(No.2),V.I.F. 0 0 1-- ENLARGE(E)±8'-O"OPENING 1-- W SEEARCH (N)OPENING TO BE (D cf) 13'-0"WIDE(MAX) (E)STOREFRONT GLAZING SYSTEM LU 5-1 —1 U-1 t LU (N)HSS POST,TYP NOT SHOWN FOR CLARITY LL (D ALT:RELOCATE Z 0 (E)HSS STEEL POST 0 < co < I lm'j/V 12� < < 41 S� TYP -2 0 (E)CONCRETE SLAB-ON-GRADE t)4- /r (N)OPENING AT(E)STOREFRONT-ELEVATION (N)SPREAD FOOTING,Typ (E)SPREAD FOOTING SCALE 318-l'-T Z W A. 7� IT LA�NNG n N VX ... .............. E LE VAT O?J 4 # I s IE '4- A 4YL4 Tj�7r_MEI Ir R 6 AT f-D ,0\ -F DS L \3 A Q 94 1�?- 4A N_j S�k 7 --—-------- _10,1Z (C_ _0\ i , P E CP 66 it -7, 33 ------------------ C/ LA IV.D, ----—------ oL GI A _ji fit 'ie A FILE __114 4 —ConsMictiOn Plan$ _4 CITY OF poRT ANGELES --------- The Issuance Of this pen-nit based upon these PIMS IA specifications and other data shall not prevent the -------------------I C i I I . I iffing thill T AT TE-0 'cations correction of errors in said plans,spwif building official from thereafter requ and _j. om preventing building operationS er data,or fr oth ...... nder when in violation Of At ;)o( cvr000t,�- U)N being carried on thereu this jurisdictiom I codes and ordinances Of APPROVAL ALL WORK SU JECT TO FIELD -SID j Date By q0 RES 'Tj�EAT 0: To Ir Grt Rl" 6;x c wo so t Mor 14 LH J _Tlii -AH_ eti4-/ Li ro%i !g. lair L4) : Ceiling Height: Open to Structure AW Advertising 4 Way AF Advertising Flat 0 0 G = Gondola (Consider all unlabeled fixtures to be gondolas) X", X, S = Single Table D = Double Table C* C:, BTM.OF DECK 0 0 F Flat LO C, -rr 0(0 Vp @ 17'-3"A.F.F. '9�/ Z .2" Y * : . . . - .. .. % :". ., �.: .� . LS Low Single Table 9=r-1 I F LCL-i Ldt-j Len - L----------J ig Ing e a e -0 0 0 5'-0" C�l CD 51-01, 38"ff-Y*4' 38"W-Tff-0" 0 8 -Pol e- 9 9 4'-4" 0 X Ui o 0 0 0 0 13� 60 3: CU ?< 0 XP Extended Peg Panel C? RECEIVING ZI) �13 ZY) -1 -1 a)U- Z6 00 00 co 00 bo AREA bo zo BO ao PT = Power Tool Display 7= CU :E 0 C13 V) L-7jo 0 US AT = Air Tool Display W ccu, I / \ I [ 3V'x8'-3"x8'-O' Lr--J� d -acu SALES REPLENISHMENT AXE Axe Rack Display 9 AREA > 3: <04 Ll MPR Motor/ Pump Rack M 4-LO 0 BREAK .0� L-(0 B Box Stock on Display Flat 9 9 9 9 9 9 9 9 9 9 ROOM C14 60 ao 80 00 il� ao 60 60 CO C? EI) zn �0 Z-) zn Cl) cr) C) -1 -1 /^\\ 0< ,- C: 00 00 00 5� 00 CP 00 00 00 co 80 co 00 00 co 00 co NOTE: THE SHOPPING CARTS AT THIS LOCATION ARE TO M Cn co co M co M Cn M Cn co W I IPT BE STAGED OUTSIDE -wo, 9 9 9 9 9 9 9 9 9 C? 9 qo[L.ET E 60 BO bo 60 zo BO 60 60 60 EO bo 0 Fn &3 C? C? C? ROOM ROOM 0 co 50 60 co co co 00 co 00 00 00 00 00 00 co co co Cl) 5-0" Cclo) CO C13 6-0" M M 5-8 1/2" co'a PORT ANGELES, Wk#596 Fixture Plan :3:E c Cn M 3 (1) .2-�d W W 0 C0 C> -j C -1 01/16/16 >1 U') CD L0 W S- %] Retail Square Footage 10,021 S.F. z co EMANA E)WA TE < Retail Replenishment Square Footage = 37452 S.F. LEAR TARPS1(8) TARPS (8) TIE DOW WINCF HOISTS (1 6L) TOOL 13 AGS OOXES (16) L.T.A. C 0 Office/Utility/Break Rm Square Footage 596 S.F. '02-' 0 0 a CO X Total Building area 14,069 S.F. 0 I E23 1�! E24 E7 C) C14 (0 C a) E2 IC/) LL- C14 Iftftwom 0 C14 C0 C/) U) 0 — 16 X W a)-a a) z NOTE: C, Z)(0 to C4 Uj 77, — - 0 U- Uj —I — — AF14 < 1-011 1-011 a)M- 0 LL CD 0 .6 C U) ><- LU co C.0 1 THIS SITE WILL REQUIRE A NEW 8 x 10 C LU X co 0 0 W U) in --i (D G Cn Cn Cn Cn Q9 0 OVERHEAD DOOR. 1-- Cn U-1 z LU U- W U- !�e .2-, U- 0 U- fn af M 0 0 Cn U-1 co 0 Cf) M LLJ 1-011 1-011 < n . :3 Ix 1-- C-) U) 0 LL 2. THIS SITE WILL REQUIRE A NEW 30 x 20 ez --rE— LU U) -D 0 < Fz- < 1-- 1-- - 0 < LU LLJ C/) U) 0 0 LL -CD- -j- �LJ -r 100 1 AW4 n I I CONCRETE RECEIVING PAD SLOPED TO GRADE. 21� C/) LL. < U- LU LL. 0 9 of W < ca 0 C/) LU 0 0 40) LL 00 C:) U- E r 4 LL U- LL CF) T– Cn 0 E21 E13 �-11- I E2 Ile co C/) Cn AF13 L? LQ 0 < E18 E 9 E20 Ell �e 0 C) " C Cn Cn C/) Cn U- CL-D C14 0, 0- co — X co CD 0 V- <0 0 --LLJ 1-- r7l AF5 AF12 -CD- W U) i-- — a z < , co co M W co W co V- M CD Lj CN �Q z C/) 1.0 Cn > C/) W U- z LU r, -L[J-- 4) LL z UL -fr--U- 0 LU C111 ;z-- �e CL-0 Cn ft� 0 0 [.0 0 3: = o M Uj Uj t-� re AW1 AW3 in a-3 co Cn Co U- (D 0 0 0 < :D z M U) 0 0 0 C� < C) C/) i3a C-) 0 a) 0 0 0 Uj (if 0 0 U- 3: �e 0 Z�; �e �e z 2! 1-- 51-01, 4,-11,,u- 4'-11" 4'-8" 4'-8" L_10 LU)4'-8" ol 4'-8'fn E9 4'41, 4'4�1�1 < 4'411 (1) rr,711 L E16 e- e- W 0 cc 0 LU V--n � �>1- 0 --a AF4 AR 1 .2 t 0 SALES AREA U) C CL F- E cc 2 00 LO U) a (If C:> E3 E15 E8 E4 r U- 0 C/) Cn U) Cn Cn LL 0 U) co C14 C) 0 E C F-- co C40 Co Uj E E-- a- U) AF10 :3 0 a) U- 0 U- > co -tr�- AF8 (.0 0 0 0= to AR C.0 LU CY) E M T71 0 0 Uj U) 0) co 0 TY CD LLJ 14 LU o' 4'-3" LU < r%, F- r CO F- LU LU U- Of LU > 00 P= z M M: CO 0 i�: LU 0 (0 - 0 0 0 0 - LU :;7C co U- —1121 Cn M a_ co _j AW2 LU -Q)--d-- LU U) 0 X 0 0 AF3 U- REVISIONS 1-- U- D 0 a- LU < 0 U- -j Cn LL C14 !�e Ne El E co co Cn C/) AF2 AF6 C/) 9 W -fD- Q- 0 on- W, W to C) 6'-0" 6'-0"' 6'-0" 6'-6" 1�- 0 LO C.0 II- AF9 AF7 co 1 ,7) !o CASH MANAGER'S Ld ROOM OFFICE o Pet r i ins &Ass F FJ F FIXTURE PLAN SAFE TRAI�E I M R Iii tructural Engineers ..................... ..... ...... LADDERS D_qpl AV(16) No. 11349 BW OF DECK Reviewed and Approved: Apr 29, 2015 DATE 03/23/15 @ 18'-5"A.F.F. 0 0 .0 0 Scale may be altered: Use dimensions JOB NO. 14409 FIXTUREPLAN Reference Higgins &Associates Drawings HF-1, MX-1, MX-5 SCALE 1/8" 11-011 for details of displays and racks V1 05 SHEET NO. LO-4 5'-81/2' 5-0 13 0 CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 15-00000211 Date 3/26/15 Application pin number . . . 7963G5 Property Address . . . . . . 1940 E 1ST ST 170 ASSESSOR PARCEL NUMBER: 06-30-12-5-0-7000-0000- REPORT SALES TAX Application type description SIGNS on your state excise tax form Subdivision Name . . . . . . Property Use . . . . . . . . to the City of Port Angeles Property Zoning . . . . . . . UNKNOWN (Location Code 0502) Application valuation . . . . 10000 ---------------------------------------------------------------------------- Application desc 1 wall sign over 25 sf ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ PORT ANGELES PLAZA SHORELINE SIGN & AWNING ASSOCIATES LLC 12101 HUCKLEBERRY LANE 650 S ORCAS ST, STE 210 ARLINGTON WA 98223 SEATTLE WA 9810 p 8 (206) 658-3104 --------------------------------- ------------------------------------------ Permit . . . . . . SIGN Additional desc WALL MOUNT SIGN OVER 2S SF Permit Fee . . . . 85.00 Plan Check Fee .00 Issue Date . . . . 3/26/15 Valuation . . . . 10000 Expiration Date 9/22/1S Qty Unit Charge Per Extension 1.00 8S.0000 PER S-WALL SIGN OR MARQUEE > 2S SF 85.00 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 8S.00 85.00 .00 .00 Plan Check Total .00 .00 .00 .00 Grand Total 8S.00 8S.00 .00 .00 Q3 )'-N (-A Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This perm it becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does Nl� not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Sternwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line(Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall(Interior Braced Panel OnlyL_ T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pump/Furnace/FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted by MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parking/Lighting ESA: Landscaping ISHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY1 USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T�Forms/Building Division/Building Permit CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT-BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES,WA 98362 Application Number . . . . . 15-00000211 Date 3/26/15 Application pin number . . . 796365 Property Address . . . . . . 1940 E 1ST ST 170 ASSESSOR PARCEL NUMBER: 06-30-12-5-0-7000-0000- REPORT SALES TAX Application type description SIGNS on your state excise tax form Subdivision Name . . . . . . Property Use . . . . . . . . to the City of Port Angeles Property Zoning . . . . . . . UNKNOWN (Location Code 0502) Application valuation . . . . 10000 ---------------------------------------------------------------------------- - Application desc 1 wall sign over 25 st ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ PORT ANGELES PLAZA SHORELINE SIGN & AWNING ASSOCIATES LLC 12101 HUCKLEBERRY LANE 650 S ORCAS ST, STE 210 ARLINGTON WA 98223 SEATTLE WA 9810.8 (206) 658-3104 --------------------------------- ------------------------------------------ Permit . . . . . . SIGN Additional desc . . WALL MOUNT SIGN OVER 25 SF Permit Fee . . . . 85.00 Plan Check Fee .00 Issue Date . . . . 3/26/15 Valuation . . . . 10000 Expiration Date . . 9/22/15 Oty Unit Charge Per Extension 1.00 85.0000 PER S-WALL SIGN OR MARQUEE > 25 SF 85.00 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- 7--------- ---------- Permit Fee Total 85.00 85.00 .00 .00 Plan Check Total .00 .00 .00 .00 Grand Total 85.00 85.00 .00 .00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements, This permit becomes null and void if work or construction authorized Is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced,or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. /S/ignture of Owner(if owner is builder) Date Pri6jN me Signature of Contra To//r r Authorized Agent T:Forms/Bullding DivisiontBuIlding Permft FRE SIGN PERMiT APPLICATiON Print in ink CITY OF PORT ANGELES For City Use Only: Attn: Building Permit Technician 6 Date Received 321 E. Fifth St., Port Angeles, WA 98362 (360)417-4815 fax (360)417-4711 Permit# DateApprdv!5'd V 7 1, Applicant or Agent Shoreline Sign & Awning Phone 206-498-5327 Property Owner Attached Phone Property Owner's Address Contractor Shoreline Sign & Awning Phone 360-435-2013 Contractor's Address 12101 Huckleberry Lane, Arlington WA 98223 License # SHORESA981JW �xpires 4/14/16 Project Address 1936EFirstSt Business Name Harbor Freight Parcel Number Lot Zoning Submit an 8 Y2 "x 11 "site plan & three sets of plans that include: Type of sign (wall-mounted, projecting, freestanding, illuminated, other... Placement and sq.ft. area How the sign will be securely attached (Engineering specs may be required for freestanding signs) Separation distance between the bottom of projecting and freestanding signs and the surface below See "Chapter 14.36 Sign Code"of the City of Port Angeles Municipal Code for sign requirements. Sign Type & Brief Description: (Type, location, sq. ft.) Sign #1 Illuminated channel letter display on north elevation–232 sf Sign #2 Reface tenant panels on existing pylon Sign #3 Sign #4 Totals(Unit charges Sign(s) Unit Charg Quantit multiplied by quantities) Type of Sign Valuation$ 10,000.0 $47.00 x = $ All signs less than or equal to 25 sq. ft. $85.00 x 1 = $ Wall sign or marquees, over 25 sq. ft. $115.00 x = $ Freestanding sign or projecting sign, over 25 sq. ft. GRAND TOTAL Make Checks Payable to: City of Port Angeles $ Credit Cards (Except American Express) are accepted Existing sign(s) area—0—sq. ft. +Proposed sign(s) area_232 sq. ft. = Total sign(s) area_232 sq. ft. Building fagade area (height –21–ft. X width-100 ft.) = _2100 sq. ft. (if a building has more than one business in it, only measure the area of the building fagade that is used by the business applying for this permit.) I have read and completed this application and know it to be true and correct. I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required, and to obtain permits prior to working on projects. Date 3/5/15 Print Name Kylene Knapp Signature: ��*.e T:Form s/Bui Iding Division/Sign Permit Application.doc 44WCOAST SIGN 1 N C 0 R P 0 R A T E D Authorization and Consent Form Proiect: Harbor Freight Tools Street Address: 1936 E. First Street CITY OF PORT ANGELES-Construction Plans City, State, Zip:Port Angeles, WA 98362 The Issuance of this permit based upon these plans specifications; and other data shall not prevent the building official from thereafter requiring the BuildinjR Owner/Landlord: correction of effors;in said plans.specifications;v4 ELAT MANAGEMENT COMPANY other data,or from preventing building operations Attn: Ezra Genauer being carried on thereunder when in violatim of&N Street Address: 650 S. Orcas Street, Suite 210 codes and ordinances of this jurisdiction. City, State, Zip: Seattle,WA 98108 ALL W?R�SUSJECrTO FIELDAPPROVAL Phone: 206.658.3104 0 Email: ezragenauer@gmail.com 375C 1 am a duly authorized representative for the above referenced address. In my capacity as Landlord/Landlord's representative, I do hereby authorize Coast Sign, Inc. to perform all work associated with the above referenced location. I approve of the sign drawings submitted (Enter Drwg#PRJ-HBFT-96483-R3). I further authorize Coast Sip or its representative to obtain a pern-tit in vendor's name.All permits for the sign program hereby consented by Landlord. Costs associated with permit acquisition and signage installation will be at the expense of Harbor Freight Tools. Authorized By(Name,Title) AAA, W Authorization Signature;�J_ Dated s-, Please fax or e-mail this completed form to: Irene A.Rios Coast Sign Inc. Irene.Rios@coastsign,com 1500 West Embassy Street,Anaheim, CA 92802 Phone: (714) 999-1915 Fax (714)520-5847 The sign Industry's leader in corporate branding. West southwest southeast southeast Headquarters+Manufacturing Project Management Project Management Project Management+Manufacturing 1500 W.Embassy St. 1909 E.Ray Rd.,No.9-128 8331 E.Walker Springs Ln,No.302 1698 Perimeter Rd. Anaheim,CA 92802 Chandler,AZ 85225 Knoxville,TN 37923 Greenville,SC 29605-5244 phone 714 520 9144 phone 480 926 5780 phone 865 693 0101 phone 864 277 8187 fax 714 520 5847 fax 480 632 9700 fox 865 693 0184 fox 864 277 8445 nationwide I coastsign.com SITE PLAN SIGNAGE SPECIFICATIONS ILLUMINATED(HFT-CLR-BC-48)CHANNEL LETTERS /M MULTI-TENANT REPLACEMENT FACE too f -so s A, BIC LOTSY, ,.in ...... .... Dan, P,.,a.N.n,.. ,,.1b.1F,..ghtT—K This is an original unputoltaNed dr—ing No]Dasiq... Data Revision Notes D..�qna, D.1a Revision Notes DESIGN DRAWING 1 of 5 s 1936 E Finst st y—pe,sonal-ainconjunctio— .1 RequestNumber. COAST SIGN S'.I.: NI Addn,ss: 1..tadbyC..atSkj..lh..Ifiasabnettci Y.. 1"' ' pl-j-d being planned fc� by Coast_L - 01�-15 R,!ertoPaOiFm&,, c,tylst,tOzip s,gh,ln,..:d I shall not be mpnod—d. I 1P 02a()3w15 R.fs-P.thF—,. PRJ-HBFT-96483-R2 E. .,s..�1-1-.11— File Location IN C 0 R P 0 R A T E D KH Pan Angeles. a.by d sclosed to any fi�11 4 _'ohaden 14)5-11-F":(714152Q.5"7 Sales: In.—R. C1,11a APP1111L DA.: Z=Z W:%AcootmtWT)mwjngM ,th,ut wnnan pen—sras�h`ss 11 X 17TEMfkATEVERS1W6.a EXISTING PHOTO-SIGN A PHOTO ENHANCEMENT-SIGN A - - 1001- U-j HA A Lll�' b"' P"J""'N"ne Haiti,F-9M Tools This is an original unpubl,sh N 0-ign., Date R-W..Notes .to..Ig— Data Revision Notes V16115 It ad drawing .1 DESIGN DRAWING 2 of 5 ,mated by Coaret Sign.Inc. Is I Address: I.,y-,personal—I,,c.ne.=wit I Req.estN—be, COAST SIGN 1936 E Find St projecl being planned for try C P, PRJ-HBFT-96483-R2 Sigh,Inc.,And�hall hot bar. -it 02 Refer 1.Po!hF!-,,i 'c C 0 R P 0 R A T E D KH Po,tAng.I.%WA see by or disclosed to any I sl-An-h-lin,�M.2 77,— rponition for any purpose whal'Z-1 File Location: e, 7,7 1 14)5-91" (714)520-58- withoWwritten pennsinon. 11 X 17 1113keltATE VERSION ZO EXISTING PHOTQ— SIGN B PHOTO ENHANCEMENT- SIGN B J0-ANjq-; '-7-7 V uEO VlL)E0 Elm Date P"'e"Na"" �.,b.,F,bightTol. This is an ongial unp�bl,,hel d—mg No. Desig— Date Revisi—Not- No Designer Date Revision Notes DESIGN DRAWING 3 of 5 —ted by Coast SlUn COAST SIGN s"" Address: 1936 E First St I.,y—,w,-n —L Reques Nornber. P'.J.'i[,.,.g=-d to you by Coast P, pt City I St't";Zifi: I'll Angeles WA Sign -HBFT-96483-R2 RJ by d scls y finn or File L—Wn .1 Settee..,$1,A..h.iCA'�— 7--� Client App—A D,ns: corporation for any pu rpose whalsoever I N C 0 R P 0 R A T E D KH n W. (714)5-9——(714)520-5847 -n. Ah.ul-inen P.-iss.r. 12 11 X 17 M—ATE VER—A 6k DETAIL @ CHANNEL LETTERS TT-,- HARBOR FREIGHT SPECIFICATIONS 1.G40 Formed Aluminum Returns 5'Deep 2.Jewelite trim cap face retainer bonded to acrAic face and fastened well" 11 k ME 119181 IPW F'SITA*-A d:1 to returns with NoB x 9/16*pan head screws. 3.1 77 LD Acrylic faces. 4..063 Aluminum backs fastened to returns with 1/2"x'/,ft it 18 gauge w start s.I every 3"typical.Seal at return and back ovedap inside with 1i FIR NT VIEW @ HFT-CLR-BC-48 CHANNEL LETTERS voc pliant 360 white telex caulking to prevent moisture penetration. 'om 5.Internal Illumination GE TetraMu Red GEMXRD-I 10%,voltage LED Scale:NITS modules mounted to letter backs. 6.Wall appropriate mounling hardware. 7.I/V Weep holes 2 per letter typical as per NEC 690.9. B.UL Junction Boxes mounted behind each letter for LED branch wire connections, Product 13 Overall Height [3 Overall Length 13 Letter Height Cabinet Height Square Footage 9.#18AWG UV rated LED branch wiring from junchon box to Power Supply mounted inside housing. HFT-CLR-BC-18 30'/2"(T-5 V?) 154'(112i-110') 18'(l'-6') 71/2" Sq Ft 0 UL Junction Boxes mourn it behind each letter for led branch vitro connections. I at I I�120VAC/20 AMP toggle type disconnect switch mounted to Power Supply HFT-CLR-BC-24 40 5/,'(3'-4 5/,') 205'(17�-l') 24'(2'-G') 10, 57.83 Sq R housing and connected to primary branch wiring inside housing.AA criers will be terminated with UL fisted wire nuts. HFT-CLR-BC-30 51'(4-3') 256'(21'4') 30'(2-6') 121/2' 90.66 Sq R 12.IcEwS'P"1 2-1 BOO/2.5 amp class 2 low voltage led power supplies, 0 HFT-CLR-BC-36 611'(5k-l-) 308'(25'-8') 36'(3'-0') 15, 130.47 Sq Ft HFT-CLR-BC-42 711/2'(5'-Il 112.) 359'(29'-11') 42"(T-6") 17'/2" 178.25 Sq Ft 13.SignComp Narrow S/F Body Extruded Cabinet with Bleed Tension Frame. HFT-GLR-BC-48 81'/,"(6-9 410"(34'-2 48"(4'-0'1) 2W 232.04 Sq Ft 14.3M Panagraphics M Flex Face with applied graphics. 92'(7'-8') 462"(38'-6") 54"(4-41 1 5 BE Tetra EdgeSmjv LED Modules mounted inside cabinet returns. M rHFT-CLR-BC-54 1 23" 295.16 Sq Ft 16'GE class 2 low voltage led power supplies. HFF-CLR-BC-60 102"(8-6") 513" 42'-9') 60"(T-01 25' 363.37 Sq R 17.Westnm 120VAC/20 amp toggle type disconnect switch with Neoprene boat mounted to side of cabinet.Switch at cabinet wig control entire sign. 18.'Al min,diam.drain holes as required. 19.Wall appropriate mounting hardware. 20.#12 AWG branch wiring with ground from customer supplied Junction Box CHANNEL LETTER SPECIFICATIONS CHANNEL LETTER COLOR SCHEDULE to connection at power supply and disconnect switch. M 1. D63 Aluminum Backs With.040 Pre-Finished Aluminum-returns 5"Deep. Returns �Pre-Finished Matte Black(Exterior)White(interior) 21.#1 2AWG branch wiring inside UL conduit from back of cabinet thru wall 0 2.GE TetraMax Red LED Internal Illumination. to custo pplied junction box and connection to primary wiring. M Faces �2793 Red Acrylic All cituntrehei'o'n's Inside junction box win be terminated with UL listed wire nuts, F 3..177,Thick Acrylic Letter Faces. �Illumination =Red GE TetraMax LED GEMXRD-1 M 4.Standard Trim-Cap Retainer 1 1 Wide to 48"Letters,2"Above 48. M Tinm-Cap =Black ELECTRICAL NOTE: 5.Letters Rush Mount with aluminum background panel behind letters EXTERIOR DISCONNECT FOR ENTIRE SIGN WILL BE LOCATED iB -7 and are Remote Wired. Background Panel=Flat aluminum-painted White(Matte Finish) AT SIDE OF LEFT CABINET SECTION.SIGN CONNECTION WILL BE AT MAIN JUNCTION BOX NOTE M is se flon represents a typical situation for manufacturing TAG LINE CABINET SPECIFICATIONS TAG LINE CABINET COLOR SCHEDULE T1,i nsciallation.All details shown will need confirmation M 1.SignComp Narrow Body Extruded Cabinets with Bleed Face Tension Frame �Extruded Cabinet =Painted Akzo Nobel 480-C-5 Blue(satin) subsequent to conducting a technical on site survey for each returns 6"Deep. Tag Line cabinets are(2)cabinets butted end to end with =Flex Faces(Bleed Face) =3M Panagraphics III White site prior to manufacturing. DETAIL SECTION:No Scale single piece flex face, �Vinyl Graphics =3M 3630-97 Bristol Blue-Weed copy 2.GE Tetra EdgeStrip LED modules Internal Illumination. =Internal Illumination =GE Tetra EdgeStrip LED modules-White 3.3M Panagraphics III Flex Face with applied vinyl graphics. 4.Cabinet Flush Mounted to elevation. NOTE: CONCEPTUAL IMAGE ONLY VERIFY ARTWORK AND DIMENSIONS IS PRIOR TO FABRICATION I D"': 1/16115 Project N-in 8.1-Freight Tools This,an original unpubillhed dr=g N;l Dear.9ner Date Revision Notes No Niue- nine Revision Not.. DESIGN DRAWING 4 of 5 mated by Coast Sign.Inc.Itissuk iwuib� - -7r COAST SIGN 1-lin Addre- 1936 E First St to,you,Personal use In conjunction . t =5 977 in P777� Request Nurroar; protect th ng planned or you by Coast 2 HA 01-30-15 R,(�, "n-. ' 10 citylstat'lZip, Sig.,Inc"And shall not be reproduced, 3 sip U�3 Flo,,"ppl"hp PRJ-HBFT-96483-R:2 I N C 0 R P 0 W A_TE 0 """KH Port Angeles,WA used by or disclosed to any firm W 4 a02 7Z,- Data: corporation for any purpose whatsoever avvings� Iren.R ith-twulter;be-sexuri. 6 (714)5-9-FAX;(714)520-�7 Client App,oval: L24z- 10'-0 3/4" 9'-8 3/4" HARBOR FREIGHT QUALITY TOOLS LOWEST PRICES COLOR SPECIFICATIONS: TENANT FACE SPECIFICATIONS: VINYL:3630-53 CARDINAL RED FACES: WHITE LEXAN FACE WITH FIRST SURFACE VINYL GRAPHICS. WHITE LEXAN FACE &DETAILS @ TENANT PANELS FOR DOUBLE FACE SIGN (QTY.2) VINYL: 3M 3630-53 CARDINAL RED"FIRST SURFACE 3M 3630-97 BRISTOL BLUE OSLIA_ 50. c.l. NOTE:VERIFY ALL DIMENSIONS. CONCEPTUAL IMAGE ONLY TECHNICAL SURVEY NEEDED P,.j.Cl Nam'H.,be,Freight Teets This is- mg.-I unpublished d—,,9 N, D-19— 0.1. Re,ri.i.n Notes tD*,In,, D,ld Revision Notes DESIGN DRAWING 5 of 5 S.W.. Add—,: er_ued by c"emiji,1—His submitted — ., �I,'11;3r"; "t� Request Number: COAST SIGN 1936 E First St I.,y—, in Coriju-b-Mth.—, —rl 11 m)e lb—go—dimy-byc-st 2 Sig w c. 3 -HBFT-96483-R2 For!Argeles,WA used by ce dislos.cl t. PRJ 1, - C; . R .1 . R A T � D I�H ee..'AN shelf let he dpl.du- %F0 W-1 E b—y$L A. �lei CA 92802 File Lec,dort 71 1'._R earpraliori for udy purpose l.s—, WAAecounMrt\Drewin9M (714)520-9141 FAX:(114)s�0-5— Clum,Appr—l: DO.: ithout written wmm-ro, 11�I TEMPLATEVERSI—ii Address: 1940 E ls' Street #170 PREPARED 5/05/15, 11:51:02 INSPECTION TICKET PAGE i CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 5/os/15 ------------------------------------------------------------------------------------------------ ADDRESS . : 1940 E 1ST ST 170 SUBDIV: CONTRACTOR MARCO CONTRACTORS INC PHONE (724) 741-0300 OWNER PORT ANGELES PLAZA PHONE (206) 658-3104 PARCEL 06-30-12-5-0-7000-0000- APPL NUMBER: 15-00000478 COMM REMODEL ------------------------------------------------------------------------------------------------ PERMIT: BPC 00 BUILDING PERMIT - COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------- --------------------------------------------------------------------- BL99 01 5/05/15 ALO BLDG FINAL May 5, 2015 11:54:21 AM jlierly. ie I&T dan -------------------------x------------ COMMENTS AND NOTES -------------------------------------- CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT-BUILDING DIVISION �9 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 15-00000478 Date 5/04/15 Application pin number . . . 728370 Property Address . . . . . . 1940 E 1ST ST 170 ASSESSOR PARCEL NUMBER: 06-30-12-5-0-7000-0000- REPORT SALES TAX Application type description COMM REMODEL Subdivision Name . . . . . . on your state excise tax form Property Use . I . . . . . . to the City of Port Angeles Property Zoning . . . . . .. . UNKNOWN Application valuation . . . . 27000 (Location Code 0502) ---------------------------------------------------------------------------- Application desc ADD OVERSTOCK RACKING SYSTEM ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ PORT ANGELES PLAZA MARCO CONTRACTORS INC ASSOCIATES LLC PO BOX 805 650 S ORCAS ST, STE 210 WARRENDALE PA 15095 SEATTLE WA 98108 (724) 741-0300 (206) 658-3104 ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT - COMMERCIAL Additional desc . . OVERSTOCK RACK SYSTEM Permit Fee . . . . 437.95 Plan Check Fee 284.67 Issue Date . . . . 5/04/15 Valuation . . . . 27000 Expiration Date 10/31/15 Qty Unit Charge Per Extension BASE FEE 2.00 10.1000 THOU BL-25,001-50K (10.10 PER K) 20.20 ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 437.95 437.95 .00 .00 Plan Check Total 284.67 284.67 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 727.12 727.12 .00 .00 Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violancel.the provisions of any state or local law regulating construction or the performance of construction. 244Z ZZ/ Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD — PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line(Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted by AIR SEAL: Walls Ceiling FRAMING: Joists I Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall(interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pump/Furnace/FAU/Ducts Rough-in Gas Line Wood Stove I Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted by MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parking/Lighting ESA: Landscaping ISHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY1 USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW I Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 ZC1,Z C T:Forms/Building Division/Building Permit .-2 17 THE For City Use CJ'T'y OF ' N-G1 -7 Permit# W A S H I N G T 0 N, U . S. Date Received: 321 E Slh Street Date Approved Port Angeles,WA 9836 P:360-417-4817 F:360-417-4711 Email:permitsOciiyofDa.us BUILDING PERMI APPLICATION Project Address: 7 0 Phone: (7,5-7 o�( -2 e Primag Contact: 2X'Z� Email: .61 a&)I�) a Name// Phone Property Mailing Address Email z2k '�5- Owner City&a A ) de 6j:6��j&�n State -P Name Phone Contractor Address Email Information City /Zo (�00A mmc) State FZiP Contractor]License# Exp.Date: Legal Description: Zo Tax Parcel# Project Value: (materials and labor) I -- --- � $ oze 1� Residential El Commercial 0 Industrial 0 Public 1:1 Permit Demolition 1:1 Fire El Repair 1:1 Reroof(tear off/lay over) 0 Classification For the following,fill out both pages of permit application: (check New.Construction 1:1 Exterior Remodel 11 Addition 11 Tenant Improvement 0 appropriate) M echanical 1:1 Plumbing D Other 11 Fire Sprinkler System Proposed Irrigation System Proposed or roposed Bathrooms Proposed Bedrooms or Existing? Yes E3 No E3 1 Existing? Yes 0 No 0 T I In addition to standard hard copy submittals please send a PDF copy of all Stormwater plans and Engineering to www.stormwaterWityof pa.us Project Description Is project in a Flood Zone: Yes 0 NoO Flood Zone Type: If in a Flood Zone, what is the value of the structure before proposed improvement? $ I have read and completed the application and know it to be true and correct. I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required and to obtain permits prior to work. I understand that plan review fees are not refundable after review has occurred. I understand that I will forfeit review fees if I withdraw the application before the permit is issued. I understand that if the permit is not picked up/issued within 18o days of submittal,the application will be considered abandoned and the fees will be forfeited. Signa D ate Print Name-�� ure Residential Structures Existing Proposed Construction For Office Use Area Descriptions(SQ FT) Floor area Floor area $Value new area Basement First Floor Second Floor Covered Deck/Porch/Entry Deck(over 30"or 2 nd floor) Garage Carport Other(describe) Area Totals Commercial Structures Area Descriptions(SQ FT) Existing Proposed Construction For Office Use Floor area Floor area $Value new area Existing Structure(s) Proposed Addition Tenant Improvement? Other work(describe) Site Area Totals Lot/Site Coverage Calculations Lot Size(sq ft Lot Coverage(sq ft)foot print of %Lot Coverage (Total lot cov lot size) Max Bldg Height TFF1 I all structures sqft Site Coverage(Sq Ft of all impervious) %of Site Coverage(total site cov-- lot size) Mechanical Fixtures Indicate how many of each type of xture to be installed or relocated as part of this project. Air Handler Size: # Haz/Non-Haz Piping Outlets: Appliance Exhaust Fan # Heater(Suspended, Floor,Recessed wall) # # Heating/Cooling appliance # Boiler/Compresso�—]� repair/alteration Evaporative Cooler(attached,not # Pellet Stove/Wood-bur'ning/Gas # portable) Fireplace/Gas Stove/Gas Cook Stove/Misc. Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # Furnace/Heat Pump/ Size: # Ventilation System # Forced Air Unit I I I Plumbing Fixtures Indicate how many of each type of fixture to be installed or relocated Plumbing Traps # Water Heater # Plumbing Vent piping # Medical gas piping #of Outlets: Water Line # Fuel gas piping #of Outlets: Sewer Line # Industrial waste pretreatment I interceptor(Grease Trap) I Size Other(describe): T:\BUILDING\APPLICATION FORMS\Current BP Application\Building Permit 4-17-13.docx PETER S. HIGGINS & ASSOCIATES Consulting Structural Engineers 30745 Pacific Coast Highway, Box 117 Malibu, CA 90265 Tel: (310)589-1781 Fax: (310)589-5194 LETTER OF TRANSMITTAL To: Zenovic &Assoc., Inc Date: 01 May 2015 301 East 6th Street, Suite 1 Port Angeles, WA 98362 Job No: 11349 360.417.0501 From: Peter Higgins Subject: Harbor Freight Tools # 596 - Madix Store Fixtures Port Angeles, WA Attention: Scott Headrick, PE Engineering Manager We are sending you the following via: Z Next Day El Ground E] Pickup F-1 2 nd Day US Mail El Other 3 Day . Messenger COPIES DOCUMENT IDENTIFICATION DESCRIPTION/ACTION 5 PSH CALCULATIONS Sheets 1 thru 13 Signed 5 PSH DRAWINGS Per Calc Sheet Rl-2, 1.4.1 Reviewed & Approved These are transmitted: F�For approval E]Approved as submitted ZFor Building Department RFor your use F�Approved as noted F]For your records F]For review and comment OReturned for corrections FOther Remarks: Kindly contact us immediately if enclosures are not as listed Scott Headrick From: Peter Higgins <higginsengineers@cs.com> Sent: Friday, May 01, 2015 11:06 AM To: scott@zenovic.net; dball@marcocontractors.com Subject: Re: Special Inspection on Rack Anchorage Scott&all, Many thanks for the inspection, and noting the difference in materials. 1. Due to the accelerated schedule, I did not receive the material list, and assumed storage racks as a worst case. I have reissued the calculations and drawings for the actual material present in the store. The anchorage provided exceeds the minimum required. 2. While the calculations shows minor uplift for the gondolas (120 lbs)they assume a slightly higher seismicity than this actual site The net OTM using these forces is 0.2 inch kips or about 10 pounds of uplift. The AAA anchorage is satisfactory for this store if it otherwise conforms to MX-1. The anchorage described satisfies the drawing requirements. Regards, Peter S. Higgins, SE -----Original Message----- From: Scott Headrick<scott@zenovic.net> To: 'Peter Higgins' <higginsengineers@cs.com>; 'Dan Ball' <dball@marcocontractors.com> Sent: Thu, Apr 30, 2015 1:43 prn Subject: Special Inspection on Rack Anchorage Gentlemen, Please see attached report on rack anchorage at the Harbor Freight Tools in Port Angeles. Scott Headrick, PE Engineering Manager Zenovic &Assoc., Inc. 301 East 6th Street, Suite 1 Port Angeles, WA 98362 360.417.0501 FAX 360.417.0514 ECEIVEU M AY.0 4 2015 OR, ELES 1, Cly 0'P S9 N NG Dtv� 1U11LD1 "10 CITY OF PORT AWOM Pt" The ISSLIMCC Of thiS permit base -upon these plans s If,' and a pecifications I not prevent the building official from r requiring the C� ccji()jj of errors in salid illmlions and Harbor Freight #596 Wiwi-data. or from p Madix Racks on themuAft aftft 44V! Location: /\Lj�-W.U !v644-: 1936 East First Street Port Angeles, WA Prepared For: 17 Madix Store Fixtures 91C Terrell, TX 10 Prepared By: Peter S. ffiggins And Associates Consulting Structural Engineers 30745 Pacific Coast Highway r 3,0., Malibu, CA USA 90265 (310) 589-1781 I? Peter S. Higgins, S.E. Job Number 11349 Revision 1: General Revision as described in Section 1. May 1, 2015 S. RrG6, This Document and the design it contains is copyright by Peter S.Higgins and sociates. It is provided as an instrument of service,and shall not be reproduced in any fas ion without il the written permission of Peter S.Higgins and Associates. Notice to Building Departments If this calculation is submitted for building permit approval, it shall conta all s e calbulations as listed in the table of contents on the next page(s), and shall b acco p ied 2. 203 by all drawings listed in Section 1.All documents shall bear appropriate seals nd si res in ink of a contrasting color with the same Job Number Reference. The calclation 11 b Isigned across this block. AL UCTIONS OF SIGNED COPIES ARE INVAtID RECEIVED MAY 0 4 2015 'Ty 0 F P 0""A N G e LL]rES BUILDING DIVISION PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 Revision 1 May 1, 2015 Sheet RI-iii Table of Contents IReference Data .............................................................................................. 1 1.1 Scope of Work and Codes ......................................................................... 1 1.2 Revision History .................................................................................... 1 1.3 Design Methods ..................................................................................... 1 1.4 Drawings .............................................................................................. 2 1.4.1 By Peter S. Higgins and Associates ...................................................... 2 1.4.2 By Others ...................................................................................... 2 1.5 Loads ............................ .. 2 .................................................................... 1'.5.rVertical (Dead plus Live) .................................................................. 2 1.5.1.1 Stockroom Widespan Shelving .................................................... 2 1.5.1.2 Sales Floor Gondolas ................................................................ 2 1.5.2 Seismic ......................................................................................... 2 1.5.2.1 General ................................................................................. 2 1.5.2.2 Stockroom Areas ..................................................................... 3 1.5.2.3 Sales (Public) Areas ................................................................... 3 2 Stock Room Widespan Shelving ......................................................................... 3 2.1 Components and Geometry ........................................................................ 4 2.2 Check Beams ......................................................................................... 4 2.2.1 Regular ......................................................................................... 4 2.2.1.1 Design Forces ......................................................................... 4 2.2.1.2 Beam Properties ...................................................................... 4 2.2.2 Heavy Duty ................................................................................... 5 2.2.2.1 Design Forces ......................................................................... 5 2.2.2.2 Beam Properties ...................................................................... 5 2.3 Check Posts (Dead plus Live Loads) ............................................................ 5 2.3.1 Vertical Load ....................... 5 2.3.2 Second Order Effects ....................................................................... 6 2.3.3 Post Properties (net section) ............................................................... 7 2.3.4 Post Demand, Capacity and Combined Stress Check ................................. 7 2.4 Longitudinal Seismic ............................................................................... 8 2.4.1 Base Shear ..................................................................................... 8 2.4.2 Design Forces ................................................................................ 9 2.4.3 Post - Combined Stresses .................................................................. 9 2.4.4 Beam Connections ........................................................................... 10 2.4.4.1 Design Forces ......................................................................... 10 2.4.4.2 Connection Capacity ................................................................. 10 2.5 Transverse Seismic ................................................................................. 10 2.5.1 Base Shear ..................................................................................... 10 2.5.2 Design Forces ................................................................................ 10 2.5.3 Post Capacity ................................................................................. 10 2.5.4 Stability ........................................................................................ 10 2.5.5 Anchorage ..................................................................................... 11 2.5.6 Brace ........................................................................................... 11 2.5.6.1 Design Force .......................................................................... 11 2.5.6.2 Brace Capacity ........................................................................ 11 3 Gondolas ..................................................................................................... 11 3.1 Components and Geometry ........................................................................ 11 3.2 Check Arms .......................................................................................... 12 3.3 Check Posts (Dead plus Live Loads) ............................................................ 12 3.3.1 Load to Post .................................................................................. 12 Copyright 0 by Peter S.Hig.gins and Associates.Provided as an instr ument of service.Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight #596 Job No. 11349 Revision I May 1, 2015 Sheet R1-iv a.J. Dasic Section, Moment C"apacity .......................................................... 3.3.3 Axial Capacities .............................................................................. 12 3.3.3.1 Major Axis .............................................................................. 12 3.3.3.2 Minor Axis. ..................................................... ... 13 3.3.4 Post - Combined Stresses .................................................................. 13 3.4 Base .................................................................................................... 13 3.5 Seismic ................................................................................................ 13 3.5.1 Base Shear ..................................................................................... 13 3.5.2 Transverse Forces and Post Design Checks ............................................ 13 3.5.3 Stability ........................................................................................ 114 3.5.4 Longitudingal Seismic ...................................................................... 14 3.5.4.1 Design Forces ......................................................................... 14 3.5.4.2 Panel Capacity ........................................................................ 14 3.6 Fastening to Wall ................................................................................... 14 Copyri.ght by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. 0. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 Revision I May 1, 2015 Sheet R1-1 1 Reference Data 1.1 Scope of Work and Codes This calculation reviews the installation of storage racks and displays for structural adequacy. The sealing of drawings is for the structural review of these items only. Other information is not reviewed, nor approved. IBC, ASCE/ANSI 7, RMI/ANSI MH16.1, AISI/ANSI S100, and FEMA 460 are used for design. 1.2 Revision Histga This is a revision to the calculation issued April 29, 2015, and supercedes that document. The store uses wide span shelving rather than pallet racking in the stockroom. This material is not machine loaded, and the beams are closer together. A minor change to the gondolas was also made, increasing the per arm allowable load from 100 to 200 pounds. Only drawings HF-2 and MX-3 are issued with this revised calculation, and superceding HF-1, and MX-5. 1.3 Design Methods Per ANSI MH 16.1, this review employs LRFD direct design methods which are the only unre- stricted design method in AISC 360. This uses notional loads to determine second order displace- ments, and is found in AISC 360 Appendix 7. For seismic loads FEMA 460 6.5.1 is employed (as permitted by ANSI MH16.1 2.6.2). Since the displacement effects have been computed as part of the static load review, the seismic effects may be conservatively computed by simple scaling of the static results. In addition to the above documents, the reviewer is referred to the following references for assis- tance with these methods, and the connector values used in the design as required by both AISC 360 and FEMA 460. General Design Methods: Displacement Based Design for Storage Racks Higgins, P, ASCE/SEI Conference, Long Beach, CA (invited paper) ASCE/SEI Proceedings, 2007 Shake Table Results for Typical Racks: Recent Shake Table Studies of Full Scale Storage Racks Filiatrault, A., Wanitkorkul, A., Higgins, P, et al ASCE/SEI Conference, Long Beach, CA (invited paper, presented by Higgins) ASCE/SEI Proceedings, 2007 Connector Values for Rivet Connector Racks: Experimental Stiffness and Seismic Response of Pallet-Type Steel Storage Rack Tear Drop Connectors Filiatrault, A., Higgins, P., Wanikorkul, A., Courtwright, J., ASCE J. Pract. Period. Struct. Des. Constr. 12(4), 210-215 (2007). General Seismic Force Transverse Rack Behavior: Experimental Seismic Response of Base Isolated Pallet-Type Storage racks Filiatrault, A., Higgins, P., Wanikorkul, A., Courtwright, J., Michael, A. Earthquake Spectr 24:3 pp 617-639 August 2008. These publications are widely available, and may be found in any large library, or easily borrowed from any UC library. Copyright 0 by Peter S. Hig.-ins and Associates. Provided as an instrument of service, Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#596 Job No. 11349 Revision 1 May 1, 2015 She&t R 1-2 Reference only UNO. HF-2 and MX-3 are new, and issued with this revision, superceding HF-1 -and MX-5. All other drawings remain valid. I.A.1 ns and Associates By Peter S. Higgins HF-2 issued (suverceding HF-1), MX-1, MX-3 (superceding MX-5) 1.4.2 By Others ADA Architect, Lakewood, OH, Job No. 14409 Sheet No. V1.5 Fixture Plan Dated 3/23/15 1.5 Loads 1.5.1 Vertical (Dead plus Live 1.5.1.1 Stockroom Widespan Shelvigg Max Load per: Level Regular = 1.25 kips Heavy Duty = 3.0 kips Bay = 3.0 kips 1.5.1.2 Sales Floor Gondolas Max Load per: Shelf 175 lbs Side 600 lbs 1.5.2 Seismic 1.5.2.1 General Stores are designed to very high seismic criteria regardless of location. C, Seismic ASCE 7 15.5.3 V = Csw ; CS = SDS V = 'ESDS W R11F R Within the constraints 0.044S,,I, !�- C,= SDI < SDS (RII,)T RII, Yielding: 0.044SDSIE"I :� V SDI W !� SDS W (RIIE)T (RIIE) Copyri.ght 1�by Peter S. Higgins and Associates. Provided as an instrument of service.Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#Madix Gond (84"), Widespan(96") Job No. May 1, 2015 Sheet 3 0.056W < Vmom= 0.125W/T < 0.211W 0.056W < Vbrc= 0.188W/T < 0.317W T may be determined by any rational method. 1.4.2.3 Sales (Public) Areas Here, for IE= 1.5 (open to the general public) Results in: 0.084W < Vmom= 0.188W/T < 0.317W 0.084W < Vbrc= 0.281W/T < 0.476W T may be determined by any rational method. 2 Stock Room Widespan Shelving 2.1 Components and Geomefty W D d C H IY W 108" H max 96" a-c = max 36" D 36-48" ly= 36" Beam Type id= 5311 Min. Regular Upright Type Regular 2.2 Check Beams 2.2.1 Reggla 2.2.1.1 Design Force M :� LiW S'in < M (2)(8) 30 11.8 inch kips 0.33 in3 Copyright by Peter S. Hi.-.-ins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. IIIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight# Madix Gond(84"), Widespan (96") lob No. May 1, 2015 Sheet 4 Z.2.1L.2, Bearin Prweeties 1" 0.75" Standard 0.69" D = 3.56 in O.K. 0.501, n S,= 0.35 in3 t=16 ga 1,= 0.68 in4 f 0.50" 2.2.2 Heayy Du1y 2.2.2.1 Design Force M S�,n !� M (2)(8) 30 28.4 inch kips 0.79 in3 2.2.2.2 Beam Properties PRB35 D 3.5 O.K. S,, 0.84 in3 1,= 1.63 in4 12 3/16- 2.3 Check Posts (Dead-plus Live Loads 2.3.1 Vertical Load P !� (# of levels)(L) 2 — 1.5 kips 2.1 kips factored Copyright by Peter S. Hi.-.-ins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight# Madix Gond (84"), Widespan(96") Job No. May 1, 2015 Sheet 5 2.3.2 Second Order Effects P K nP J TotaL Elastic Rigid Column Column + Body DeFLection De4�ormation Rotation Primary Notional Moment (base fixity assumption verified below) M primary=TIP H 2 Deflection flp( H 3 + H 2 12EI, 2K, Second Order Notional Moment pA flp2 H3 H 2 MP-A= — + —2 —2 (T2 E 17 2KJ Define: MPA H 12EI, 2K, S= M primary= PH + To acceptable accuracy: 211 M notional m M primary + si) T1 PH(I + S, 2 Ktheta comprised of the beam end stiffness in series with the connector stiffness yielding: K eta Kbeam K conn With: 6EI K beam L beam Kco. from tests or published literature Copyright c by Peter S. HiMins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight# Madix Gond (84"), Widespan (96") Job No. May 1, 2015 Sheet 6 Post Properfles (pei sedion 1 .70" A,= 0.3 1 in2 Sx= 0.20 in3 r,= 0.75 in 0 Sy 0.14 in3 r= 7 ,50" ry 0.66 in 00 L 2.3.4 Post Demand, Capacity and Combined Stress Check Capacity Lx 36 in Ly 36 in SRx 48 SRy 55 Fn 33.6 ksi phiPn 8.9 kips phiMnx 7.2 inch kips phiMny 4.0 inch kips Stability Kconn 2000 in-kip/rad lbearn 0.68 in'4 Lbearn 108 in Kbeam 1096 in-kip/rad Ktheta 708 in-kip/rad s 0.10 Demand n 0.005 P 2.1 kips H 36 in Mnot 0.2 in-kips Comb Stress 0.27 Copyright��by Peter S. Hig.-ins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight#Madix.Gond(84"), Widespan(96") Job No. May 1, 2015 Sheet 7 2.4 Longitudinal Seismic 2.4.1 Base Shear Determine Period - FEMA 460 Appendix A 2 Ywpih Pi T, = 2n — i- 1 kckbe k,k,� Cg�N kc+kbe)+ Nb k,+k,, For a rack with a constant load per level and spacing between beams: N number of levels W W pi. h = spacing between beams If the height of the pallet is conservatively ignored, then: hpi = ih and recalling that: i 2 (N)(N + 1)(2N + I 6 Simplifies the basic equation to the following expression: k2(N(N+1)(2N+1) NWit, � 6 T ( k c kbe ( kb k,:. g(7N )+ N b kc+kbe k b+k ca Conservatively ignoring the more lightly loaded end uprights, for a long row of rack: N,= 2N Nb = 1 k = kb/2 = k, (i.e. the interior posts dominate the response in a long row) Which allows a further simplification to: 2 2 _V + —i�� N + I T, -- 2n 7W h N N + I )(�2N +�1 ) 12gk,(N( ' )+ ( ' kc+k be k b+kc.) Copyright by Peter S.Hi.—ins and Associates. Provided as an instrument of service.Copying by written permission only. JILD11PIXER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight# Madix Gond (84"), Widespan (96") Job No. May 1, 2015 Sheet 8 Variable V ue Units Description Wpi 1.00 kips Weight per level per bay h 36 in Spacing between levels hpi in Height of level i above floor N 3 number of levels 9 386 in/sec'2 acceleration due to gravity Nc 6 number of connections kc 2000 in-k/rad rotational stiffness of connector kbe 1096 in-k/rad rotational stiffness of beam end Nb 1 number of base plates kb 4000 in-k/rad rotational stiffness of base plate kce 843 in-k/rad rotational stiffness of column E 29000 ksi Youngs modulus Ib 0.68 in'4 Moment of intertia of beam Ic 0.17 in'4 Moment of intertia of column Lb 108 in Length of beam(bay width) Yielding, T=1 0.8 sec I Thus: V < 0.16W 2.4.2 Design Forces P < 1.5k; V < 0.l6k Vh/2 < M < Vh-(e)P + Mn, (adjusted for unfactored axial load) (fixity due to width of base plate) For: h = 36 in (beam spacing at critical section) e = 0.3 in (distance between CL of post and concrete contact stress area) M = 5.3 + 0.1 = 5.4 inch kips 2.4.3 Post - Combined Stresse P M P, A/Ia 0.93 < 1.0 O.K. Copyright'g by Peter S. Hi,-.-ins and Associates. Provided as an instrument of service.Copyin.-by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight# Madix Gond (84"), Widespan(96") Job No. May 1, 2015 Sheet 9 2.4.4 Beam Connections 2.4.4.1 DesigLrt Force M,,.< 5.3(1+2/3)/2 = 4.4,,k (notional demands not taken to connectors) 2.4.4.2 Connection Capacity Standard Connection Effective throat of hook 2' 0.50" X 0.105" = 0.052 in2 tYP Allowable Shear on Hook = 1.56 kips Ma= (1.33)(1.56(2) 4.2ink O.K. 2.5 Transverse Seismic 2.5.1 Base Shear Use Code Default V = 0.317W = 0.63k 2.5.2 Design Forces D pe Vh' q D V h'= 88 inches OTM < Vh' 56 inch kips RM > WD/2 54/72 inch kips (36"/48" deep) h' Net GTM = 2/0 inch kips Pq= OTM/D < 1.5 kips + Note: Bracing shown is schematic - see components and P EQ geometry section above for actual geometry. 2.5.3 Post CapagLity P + Pq< 3.0 kips < Pn OK 2.5.4 Stabflit TBolt = Max Net OTM/D = 0.056k 0.06 kips per bolt (36" deep) Copyright 0 by Peter S. Hig.-ins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight# Madix Gond (84"), Widespan(96") Job No. May 1, 2015 Sheet 10 AnchoKW Use min. 3/8" diam. approved anchors. Minimum embedment 2.25" into slab. O.K. 2.5.6 Brace 48" deep frames govern. 2.5.6.1 Design Forc Pbr<— 0.8 kips 2.5.6.2 Brace Capacity t=18 go An,t= 0.15 in2 r min= 0.29 in 0,75:1 F Q = 1.00 (Fya= 44 ksi) CD L k1 F, On (in) r (ksi) (k) 53 182 8.63 0.97 O.K. 3 Gondolas Strictly speaking, these units are exempt from regulation (except possibly for anchorage and stability review). However a full stress analysis is provided here at the request of the owner. 3.1 Components and GeometU ........... ............ D = max 22 in W = max 48 in H = max 87 in Copyright 0 by Peter S. Hig.-ins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight# Madix Gond (84"), Widespan(96") Job No. May 1, 2015 Sheet 11 3.2 Check Arms Al S'in < 2 OF, 0.086 in3 3.1 inch kips Nfin. 211 x 0.121 arm (S 0.09 in-3) O.K. 3.3 Check Posts (Dead plus Live Loads 3.3.1 Load to Post One Side Loaded Both Sides Loaded P:5 y4/HD P:� 2yHWD = 0.60 kips = 1.2 kips 0.84 kips factored 1.7 kips factored PD M 0 inch kips M < — 2 6.0 in kips 8.4 inch kips factored 3.3.2 Basic Section, Moment Capacit 1.35" As= 0.69 in2 S, 0.67 in3 r,, 1.11 in M 24.1 inch kips Sy= 0.32 in3 �Myn= 11.5 inch kips ry 0.56 in Ln 0.16" 3.3.3 Axial CaDacifies 3.3.3.1 Major Ax s Use Roark, 7th edition, table 15.1, case 3a. (pct)'= K]t 2 El Substitution yields: 12 pa' = 27.0 kips For: This is the Euler load (or P,). P/pa = 0 a/1 < 1.0 F,= 27.0/0.69 = 39.1 ksi E = 29000 ksi SRqi,= 86 1 > 0.83 in4 (core section) Fn= 25.8 ksi 1 84 in �P...= 17.8 kips K 0.795 Copyright by Peter S. Hig.gins and Associates. Provided as an instrument of service.Copyin.-by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight# Madix Gond (84"), Widespan(96") Job No. May 1, 2015 Sheet 12 Scconul orulcr e5ects nealigil-1. k" vx� U.Y ... 3.3.3.2 Minor Axis I /ry= 0 (shear panel) �,,= 42.5 ksi D A ny= 29.32 kips 1,1 -s not govern� Second order effects negligible by inspection. 3.3.4 Post - Combined Stresses P M �Pn �M,, 0.38 < 1.0 O.K. 3.4 Base 1 .35" Base Shoe t = 14 ga 24.5-1 S,,= 0.68 in.3 3.5 Seismic 3.5.1 Base Shear V < 0.383W = 0.13 kips per side (above bottom shelf) 3.5.2 Transverse Forces and Post DesigLi Check One Side Loaded Both Sides Loaded P < 0.6 kips P < 1.2 kips V < 0.13 kips V < 0.26 kips M < MD+L + VH/2 M < VH/2 12.0 inch kips 16.0 inch kips P M 1P M �P, �M,,, �P, �M,,, 0.53 < 1.00 O.K. 0.73 < 1.00 O.K. Copyright 0 by Peter S. Higgins and Associates. Provided as an instrument of service.Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Harbor Freight# Madix Gond (84"), Widespan(96") Job No. May 1, 2015 Sheet 13 3.5.3 Stabilit One Side Loaded Governs By Inspection D V--- H H/2 OTM < (VH/2) = 8.0 inch kips RM > (PD/2) = 5.4 inch kips Net OTM < 2.6 inch kips Uplift < 2.6/22 = 0.12 kips Use min. 1/4" diam. Approved anchors. Minimum embedment 1.5" into slab. O.K. 3.5.4 Longitudingal Seismic Forces resisted by shear panels 3.5.4.1 DesigLi Force V < 0.26W = 0.10 kips per side 3.5.4.2 Panel Capacity Shear per foot of panel < V/2W 0.01 kips per foot 1/4" Fiberboard Tested Rgr ASTM E72 to 0.2 klf OK 3.6 Fastening to Wall The units are engineered to be free standing. However, they may be attached to a perimeter build- ing wall. From the above, the total base shear is approximately (0.2)(15)(1.5) = 4.5 psf. A perim- eter wall requires a design to at least 15 psf wind load. The code does not require design for simultaneous D+L+E+W, so the attachment is acceptable, although strictly speaking not necessary. Copyri.ght 0 by Peter S.Hi.-gins and Associates. Provided as an instrument of service. Copying by written permission only. JX GENERALNOTES Max 48" 15-22" .F Max 108" 36-48"7, 1 This drawing shows typical unit material and geometry of the gondola shelving only. See Harbor Freight fixture plan for location within store. Upright:Regular See Higgins DraWngs MX-1, 3 for details of the display and shelving Maximum Loads: components. Std Beam=1,250 lbs/Level HD Beam=3,000 lbs/Level 2. The load level locations shown are schematic.A unit may have any 3,000 lbs per Bay number of levels in any position on the uprights if the loads and u X dimensions do not exceed the limits shown. C0 X cc 3. The material shown is the minimum size where a choice of components is available. Larger/heavier components may be substituted co J': 7 F FRONT SIDE FRONT SIDE SALES AREA GONDOLAS \AADE SPAN SHELVING Ref. Dwg. MX-1. Ref. MX-3 Maximum Loads: 200 pounds per shelf 600 pounds per side N RECEIVED MAY 0 4 2015 CITY OF PORT ANGELES BUILDING DIVISION Issue Date: May 1, 2015 P TER HIGGINS DATE HARBOR FREIGHT#596 0 2015-055-01 ASSOCIATES 11349 STRUC URAL ENGINEERS DRAM 1936 E FIRST ST /1") 30745 CIFIC COAST HIGHWAY DraWng# B CA USA PORTANGELES, WA 03 :CHECKED 31 9-1781 DRAVVI 0 DESIGN RE COPYRIGHT YING MADIX STORE FIXTURES HF-2 ONLY. SE RED BY PERMI N L ELE NIC SIGN 0 PIES ARE VALI FOR APPROVED 1 BU DING PERMITAPPLI .DRA\NING BE' � P.H. GONDOLA& WIDESPAN SHELVING CROS SIGNED A S THIS BLOCK pe As Sx rx ry Type H t Ix Sx TY Standard 3.56 14 ga 0.68 0.35 Regular 0.31 0.20 1 0.75 0.66 1.70 1/8 Heavy Duty 4.87 14 ga 1.45 0.55 CONN. 0.75" A 00 V 00 1.38 0.072 E C:) COLUMNS U� 14 ga 1.001, DIMENSIONS AND PROPERTIES NET SECTION-UNITS: INCHES UNO t=18 ga BRACE FRONT SIDE DIMENSIONS TYPICAL ELEVATIONS r--� UNITS: INCHES LINO BEAMS SEE INSTALLATION DRAWINGS FOR DI MENSI ONS AND PROPERTIES SITE SPECIFIC INFORMATION UNITS:INCHES UNO GENERALNOTES 0.09 typ 1. This drawing shows standard details of the rack product line only. See engineer approved installation drawings(same Job number)for components used, special details, arrangement, and site specific information. 2. The installation drawings govern over this drawing. Q 1"x3/8" n slot Min.3/8"Anchor 3. MATERIAL *IJ -=f Steel-ASTM Al 008 Grade 40 UNO EM LO tyP 1/8 Welding Electrodes-AVVS E70-XX(all welds Min. 1/2"net throat per hook single pass fillet welds designed at 50%stress Hooks at 2"C-C ,` 2a levels) 3 hook connection shown U 2 hook connection used on standard beams. STANDARD t=1 1 ga PLATE MAY BE WELDED TO 4. Concrete Anchors shall be ICC approved types for installafion into BEAM-COLUMN CONN. 2.00,1 b POST OR OPTIONAL cracked concrete. e.g.: IQ Bolt-In Type REINFORCING PIECE Simpson Strong Tie Strong Bolt(#1771,3037�Titen (#2713) 12 ga t--12 ga, 5/16" Diam Bolt ITW Ramset/Red Head Trubolt(#2427) 1/8 Powers/Rawl Power Stud+SD1 (#3502), Power Stud+SD2(#2818) Wedge Bolt(#2526),Atomic(#3067) BASE PLATE Hilti Kwik Bolt HSL 3 (#1545), Kwik Bolt TZ(#1917) PLATE MAY BE WELDED TO POST HUS-EZ(3027) OR OPTIONAL REINFORCING PIECE Embedment shall be minimum 6X Bolt Diameter. Issue Date: May 1, 2015 Special inspections are not required unless demanded by the building S& authority. Contractor shall determine any inspection requirements WAS, DATE Job# prior to anchor installation. P ER HIGGINS 12-18-12 HARBOR FREIGHT#596 11349 ASSOCIATES PETER As SC STRU PAAL ENGINEERS DRAM 1936 E FIRST ST ' 0 30745 FIC COAST HIGHMY Drawing# C IBLI,CA PORTANGELES, WA CHECKED M03 57-1 AN C sl I MX-3 D !EIGj PRE C)YRIGHT. MADIX STORE FIXTURES By CO G BY I PERMISS' NO L IGNED NLYARE IDFOR' APPROVED WIDE SPAN SHEL\41NG ILDING PERIVIRAPPLICATION.kRAVANG P H. IS B MUST BE SIGNED ACROSS THIS BLOCK Address: ls' Street #160 PREPARED 11/07/13, 9:07:20 INSPECTION TICKET PAGE 4 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY 6-- DATE 11/07/13 ------------------------------------------------------------------------------------------------- ADDRESS . : 1940 E 1ST ST 160 SUBDIV: CONTRACTOR HATHAWAY CONSTRUCTION INC PHONE (360) 457-5627 OWNER PORT ANGELES PLAZA PHONE (206) 658-3104 PARCEL 06-30-12-5-0-7000-0000- APPI, NUMBER: 13-00000556 COMM REMODEL ------------------------------------------------------------------------------------------------- PERMIT: BPC 00 BUILDING PERMIT - COP949RCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ BL3 01 8/15/13 JLL BLDG FRAMING 8/15/13 AP August 15, 2013 8:28:04 AM pbarthol. Yuan 608-772-7577 August 15, 2013 3:48:24 PM jlierly. BL99 01 11/07/13 BLDG FINAL arl November 7, 2013 8:58:38 AM jlierly. ---------------------- --------- COMMENTS AND NOTES -------------------------------------- PREPARED 10/25/13, 13:04:46 INSPECTION TICKET PAGE 2 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 10/25/13 ------------------------------------------------------------------------- ------------------------ ADDRESS . ; 1940 E 1ST ST 160 SUBDIV: CONTRACTOR HATHAWAY CONSTRUCTION INC PHONE (360) 457-5627 OWNER PORT ANGELES PLAZA PHONE (206) 658-3104 PARCEL 06-30-12-5-0-7000-0000- APPL NUMBER: 13-00000556 COMM REMODEL ------------------------------------------------------------------------------------------------ PERMIT: ME 00 MECHANICAL PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------- ME1 01 9/06/13 JLL MECHANICAL ROUGH-IN 9/06/13 AP September 5, 2013 11:26:21 AM jlierly. September 6, 2013 3:43:21 PM jlierly. ME2 01 9/06/13 JLL MECHANICAL HOOD / DUCT 9/06/13 AP September 5, 2013 11:27:54 AM jlierly. September 6, 2013 3:43:21 PM jlierly. ME6 01 9/13/13 JLL MECHANICAL GAS LINE 9/13/13 AP September 13, 2013 8:28:42 AM pbarthol. Yuan 608-772-7577 September 13, 2013 4:36:35 PM jlierly. ME6 02 9/20/13 JLL MECHANICAL GAS LINE 9/20/13 AP September 20, 2013 8:16:03 AM pbarthol. Yuan 608-772-7S77 Outside gas line September 20, 2013 3:52:28 PM jlierly. Provide ground on CSST line for final inspection/jll ME99 01 10/25/13 MECHANICAL FINAL October 25, 2013 9:18:47 AM pbarthol. Yuan 608-772-7577 ----------------------------------------------------------------------------------------------- PERMIT: PL 00 PLUMBING PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------ --------- ------ ---------------- PL1 01 7/11/13 JLL PLUMBING UNDER SLAB 7/12/13 DA July 10, 2013 11:19:07 AM pbarthol. Yuan 608-772-7577 July 12, 2013 8:49:58 AM jlierly. sand around dwv and potable water supply. .. remove soil and excessive gravel re bed and separate DWV and potable water supply per code/jIl PL1 02 7/16/13 JLL PLUMBING UNDER SLAB 7/16/13 AP July 16, 2013 9:25:53 AM pbarthol. Yuan 608-772-7577 July 16, 2013 4:18:40 PM jlierly. PL2 01 7/29/13 JLL PLUMBING ROUGH-IN 7/29/13 AP July 29, 2013 9:14:24 AM pbarthol. yaun 608-772-7577 July 29, 2013 4:03:11 PM jlierly. PL99 01 10/09/13 JLL PLUMBING FINAL 10/09/13 CA October 9, 2013 8:19:27 AM pbarthol. Yuan 608-772-7577 October 9, 2013 1:15:19 PM jlierly. Yen called and cancelled inspection, She said she was not ready yet. will recall when ready/jll PL99 02 10/25/13 JLL PLUMBING FINAL ----------------------------------- CONTINUED ONTO NEXT PAGE ----------------------------------- PREPARED 10/25/13, 13:04:46 INSPECTION TICKET PAGE 3 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 10/25/13 ------------------------------------------------------------------------------------------------ ADDRESS . : 1940 E 1ST ST 160 SUBDIV: CONTRACTOR HATHAWAY CONSTRUCTION INC PHONE (360) 457-5627 OWNER PORT ANGELES PLAZA PHONE (206) 658-3104 PARCEL 06-30-12-5-0-7000-0000- APPI, NUMBER: 13-00000556 COMM REMODEL ------------------------------------------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS --------------- ------- ------------------------------------------------------------------ October 25, 2013 9:19:33 AM pbarthol. Yuan 608-772-7577 --------------- --------- ------- COMMENTS AND NOTES ---------------------------- PREPARED 10/31/13, 11:52:20 INSPECTION TICKET PAGE 2 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE '10/31/13 ------------------------------------------------------------------------------------------------ ADDRESS . : 1940 E IST ST 160 SUBDIV: CONTRACTOR HATHAWAY CONSTRUCTION INC PHONE (360) 457-5627 OWNER PORT ANGELES PLAZA PHONE (206) 658-3104 PARCEL 06-30-12-5-0-7000-0000- APPI, NUMBER: 13-00000556 COMM REMODEL ------------------------------------------------------------------------------------------------ PERMIT: ME 00 MECHANICAL PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ MEI 01 9/06/13 JLL MECHANICAL ROUGH-IN 9/06/13 AP September 5, 2013 11:26:21 AM jlierly. September 6, 2013 3:43:21 PM jlierly. ME2 01 9/06/13 JLL MECHANICAL HOOD / DUCT 9/06/13 AP September 5, 2013 11:27:54 AM jlierly. September 6, 2013 3:43:21 PM jlierly. ME6 01 9/13/13 JLL MECHANICAL GAS LINE 9/13/13 AP September 13, 2013 8:28:42 AM pbarthol. Yuan 608-772-7577 September 13, 2013 4:36:35 PM jlierly. ME6 02 9/20/13 JLL MECHANICAL GAS LINE 9/20/13 AP September 20, 2013 8:16:03 AM pbarthol. Yuan 608-772-7577 Outside gas line September 20, 2013 3:52:28 PM jlierly. Provide ground on CSST line for final inspection/jll ME99 01 10/25/13 JLL MECHANICAL FINAL 10/25/13 DA October 25, 2013 9:18:47 AM pbarthol. Yuan 608-772-7577 October 25, 2013 3:36:46 PM jlierly. Provide Combu8table air for W/H enclosure per code/jll ME99 02 10/31/13 JLL MECHANICAL FINAL h, October 31, 2013 11:35:46 AM pbarthol. I.,7J Yuan 608-772-7577 -------------------------------------- COMMENTS AND NOTES -------------------------------------- City of P dit Angeles Correction Notice Building Division Job Located at !�) �: I Inspection of your work revealed that the following is not in accordance with the codes governing the work in this jurisdiction: Lis *U4 &P-q 1�v u I Al LZ 14 These corrections must be made and are not to be covered until reinspection is made. When corrections have been made, please call 31-417-4815 for inspection. Date ?fit )15 "Ispector for Building Division DO NOT REMOVE THIS TAG PREPARED 7/11/13, 9:40:45 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE' 7/11/13 ------------------------------------------------------------------------------------------------ ADDRESS . : 1940 E 1ST ST 160 SUBDIV: CONTRACTOR HATHAWAY CONSTRUCTION INC PHONE (360) 457-5627 OWNER PORT ANGELES PLAZA PHONE (206) 658-3104 PARCEL 06-30-12-5-0-7000-0000- APPI, NUMBER: 13-00000556 COMM REMODEL ------------------------------------------------------------------------------------------------ PERMIT: PL 00 PLUMBING PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ PL1 01 7/11/13 PLUMBING UNDER SLAB July 10, 2013 11:19:07 AM pbarthol. Yuan 608-772-7577 -------------------------------------- COMMENTS AND NOTES --------- --------------------------- 4 CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 13-00000556 Date 6/26/13 Application pin number . . . 786556 Property Address . . . . . . 1940 E 1ST ST 160 ASSESSOR PARCEL NUMBER: 06-30-12-5-0-7000-0000- Application type description COMM REMODEL REPORT SALES TAX Subdivision Name . . . . . . on your state excise tax form Property Use . . . . . . . . Property Zoning . . . . . . . UNKNOWN to the City of Port Angeles -----Application-valuation 95000------------------------------- (Location Code 0502) ----------- --------- - - - - ----- Application desc 6000SQ FT TENANT IMPROVEMENTS FOR RESTAURANT ------ -- ------ ------------ --- ---------- Owner Contractor ------------------------ ------------------------ PORT ANGELES PLAZA HATHAWAY CONSTRUCTION INC ASSOCIATES LLC 624 E. 7TH ST. 650 S ORCAS ST, STE 210 PORT ANGELES WA 98362 SEATTLE WA 98108 (360) 457-5627 (206) 658-3104 ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT - COMMERCIAL Additional desc . . TI WORK CONVERT TO ASIAN BUFFE Permit Fee . . . . 985.25 Plan Check Fee 640.41 Issue Date . . . . 6/2G/13 Valuation . . . . 95000 Expiration Date 12/23/13 Qty Unit Charge Per Extension BASE FEE 670.25 45.00 7.0000 THOU BL-50,001-100K (7.00 PEP, K) 315.00 ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL PERMIT Additional desc . . RETAIL SPACE TO RESTAURANT Permit Fee . . . . 194.05 Plan Check Fee .00 Issue Date . . . . 6/26/13 valuation . . . . 0 Expiration Date . . 12/23/13 0 Qty Unit Charge Per Extension BASE FEE 50.00 2.00 7.2500 EA ME-VENT FAN (SINGLE DUCT) 14.50 IV,1 2.00 10.6500 EA ME-HOOD/DUCT-MECH. .EXHAUST 21.30 5.00 10.6500 EA ME-FUEL GAS PIPING,1-5 OUTLETS 53.25 1.00, 5.0000 EA ME-FUEL GAS PIPE,EA>5 OUTLETS 5.00 1.00 50.0000 HR ME-INSPECTION, MIN 1 HR 50.00 ---------------------------------------------------------------------------- Permit . . . . . . PLUMBING PERMIT Additional desc RETAIL TO RESTAURANT TI WORK "J Permit Fee 366.00 Plan Check Fee .00 Issue Date . . . . 6/26/13 Valuation . . . . 0 Expiration Date 12/23/13 Qty Unit Charge Per Extension BASE FEE 50.00 24.00 7.0000 EA PL-PLUMBING TRAP 168.00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) TForms/Building Division/Bu i[ding Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in Water Line(Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted by AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall(Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pump/Furnace FAU Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted by MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: .Parking/Lighting ESA: .Landscaping ISHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY1 USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW I Engineering 417-4831 Fire 417-4653 Planning 417-4750 1 Building 417-4815 T:Forms/Building Division/Building Permit CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES,WA 98362 Page 2 Application Number . . . . . 13-00000556 Date 6/26/13 Application pin number . . . 786556 Qty Unit Charge Per Extension REPORT SALES TAX 4.00 7.0000 EA PL-WATER LINE 28.00 on your state excise tax form 13.00 7.0000 EA PL-DRAIN VENT PIPING 91.00 1.00 15.0000 EA PL-BACKFLOW PROTECTION > 2" 15.00 to the City of Port Angeles 1.00 7.0000 EA PL-WATER HEATER 7.00 (Location Code 0502) 1.00 7.0000 EA PL-IND WASTE PRETREAT INTRCPTR 7.00 ---------------------------------------------------------------------------- - Special Notes and Comments June 10, 2013 3:12:41 PM tamiot. Any changes required to the cites electrical facilities will be at the owners expense, An electrical permit will be required for any electrical work. June 11, 2013 7:53:45 AM rbecker. If you are installing soda dispensers, you will need to install a double check backflow assembly. If you are installing a boiler or water controlled heat pump, you will also need a backflow assembly. If you have any questions call Ron Becker at 360-417-4886, Fax:360-452-4972, or E-mail: rbecker@cityofpa.us This project will require a seperate permit and fire alarm plans for review. A full acceptance test will be required for the fire alarm system. Address numbers shall be plainly visible from the street" Address numbers shall be a minimum of six inches high and be of contrasting color from the background. A minimum 2A-10BC fire exinguisher is required. Extinguishers must be mounted, with the top no more than 5' off the floor. Suggested extinguisher placement is adjac!�nt to an exit. A "KII CLASS FIRE EXTINGUISHER MUST BE PROVIDED AND MOUNTED WITHIN 201 OF THE COOKING AREA. A FULL ACCEPTANCE TEST WILL BE REQUIRED FOR THIS HOOD AND DUCT FIRE SUPPRESSION SYSTEM. THE TEST WILL INCLUDE A BALLOON TEST, AS WELL AS A TEST OF THE FUSIBLE LINK, MANUAL PULL STATION AND UTILITIES SHUT-OFF. Owner is responsible for ongoing fire alarm system inspection and maintenance per the current addition of NFPA 72. Owner is responsible for ongoing fire sprinkler syst6m inspection and testing per the current addition of NFPA 25. This project will require seperate permit and fire sprinkler plans for review. This project will require a seperate permit and hood and duct suppression system plans for review. A full suppression system test will be required. June 18, 2013 1:21:07 PM kdubuc. A second exit is required from "Dining Area #1" June 10, 2013 3:39:48 PM sroberds. The proposal is to convert retail space to restaurant in the Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor I Stab Rough-In Water Line(Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted by AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall(Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pump/Furnace/FAU/Ducts Rough-In Gas Line Wood Stove I Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted by MANUFACTURED HOMES: Footing/Slab - I I Blocking&Hold Downs ,Skirting PLANNING DEPT. Separate Permit#s SEPA: Parking/Lighting ESA: Landscaping ISHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY1 USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW I Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION 3 21 EAST 5TH STREET, PORT ANGELES, WA 983 62 Page 3 Application Number . . . . . 13-00000556 Date 6/26/13 Application pin number . . . 786556 ---------------------------------------------------------------------------- Special Notes and Comments REPORT SALES TAX Commercial Arterial zone. No land use issues are foreseen. on your state excise tax form The plaza area contains adequate off street parking. Signage will be on existing gang sign. to the City of Port Angeles Public works Utility Engineering has no requirements for this plan review. (Location Code 0502) ---------------------------------------------------------------------------- Other Fees . . . . . . . I . STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 1545.30 1545.30 .00 .00 Plan Check Total 640.41 640.41 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 2190.21 2190.21 .00 .00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Sternwall Foundation Drainage/Downspouts Piers Post Holes(Pole BIdgs.) PLUMBING: Under Floor/Slab Rough-in Water Line(Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted by AIR SEAL: Walls Ceiling FRAMING: Joists/Girders I Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall(interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pump/Furnace/FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted by MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parking/Lighting ESA: Landscaping ISHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY1 USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW I Engineering 417-4831 Fire 417-4653 Planning 417-4750 1 1 Building 417-4815 T:Form s/B uilding Division/Building Permit THE CITY OF . "ORT NGELES For City Use P �A Permit# 13-- S !5� WASHI NGTON . U . S . Date Received: 321 East Slh Street Port Angeles, WA 98362 DateApproved P: 360-417-4817 F: 360-417-4711 permits0cityofpa.us Building Permit Application Project Address- Main Contact- Phone # ��, E-Mail: Property Na Phone M;!5;i;FA Iq 4EN 4f Ep. 0 -772-7, Owner Mailing Address 4P I Email r19!:9Vr - r ity State Zip 7 Ci Contractor Name Phone Mailing Address Email city State Zip .4d Contractor Lice!��e Expiration: Proje'ct Value: Zoning: Tax Parcel # Lot# $ 4q!5'—' C5�'o 0-- Type of Residential 0 Commercial M' Industrial 11 Public 11 Permit Demolition 0 Fire 11 Repair 11 Reroof(tear off/lay over) 11 For the following, fill out both pages of permit application: New Construction 11 Remodel 11 Addition 11 Tenant Improvement Mechanical 1:1 Plumbing 1:1 Other 0 Existin Fire Sprinkler System? Maximum height of structure Proposed Bedrooms roposed Bathrooms Yes 9 No Project Description I have read and completed the application and know it to be true and correct.I am authorized to apply for this permit. I understand that it is my responsibility to determine what permits are required and to obtain permits prior to working on projects. I understand that the plan review fee is not refundable after plan review has occurred. I understand that I will forfeit the review fee if I cancel or withdraw the application before the permit is issued. I understand that if the permit is not issued within 180 days of receipt,the application will be considered abandoned and the fees forfeit. Date Print Name Signature- Residential Structures For Office Use Area Description(SQ FT) Existing Proposed $$value Basement First Floor Secondpoor. I Covered De&/Porch/Entry Deck Garage Carport Other,(descHb 6)% Z, Area Totals Commercial Structures For Office Use Area Descriptions (SQ FT) Existing Proposed , $$Value Existing Structure(s) Proposed Addition Tenant Improvement? Other work(describe) Area Totals Lot/Site Coverage Calculations' Footprint(SQ FT) of all Structures: Lot Size: %Lot Coverage SQ FT Site coverage(all impervious+ %Site Coverage structures) Mechanical Fixtures Indicate how many of each type of fixture to be installed or relocated as part of this project. Air Handler J Size: # Haz/Non-Haz Piping #of Outlets: Appliance Vent #,)— Heater(Suspended,Floor,Recessed wall) # Boiler/Compressor Size: # Heating/Cooling appliance # repair/alteration Evaporative Cooler(attached,not Pellet Stove/Wood-burning/Gas # portable) Fireplace/Gas Stove/Gas Cook Stove/Misc. Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # Furnace/Heat Pump/ Size: # Ventilation System # Forced Air Unit I I Plumbing Fixtures Indicate how many of each type of fixture to be instaUed o relocated Plumbing Traps # Fuel gas piping #of Outlets: Water Heater # Medical gas piping #of Outlets: Water Line # 4f Vent piping # Sewer Line # Industrial waste pretreatment # interceptor Other(describe): T-.\BUILDING\APPLICATION FORMS\BUILDING PERMIT 081212.DOCX v u 1927 ............ 19317 ls PA, 2001 2 1908 ............. ......... 1936 112 2026 112 112 108 112 ...................................... ........................... fr. ........ ... ....... ............ . . ............ .......... 112 0 112 U. 112 1940 0 ------------------ -------------- ------------------- ......... ---------------- --------------------------- 140 23 /124P p 16 21 15P 22 2001 Ip us (I 2P- ------ --tA, ,.-,,.3-4/OALCN 4"P -40 I � . i j vc U-S Hwy 10, IA SEC.CAd. 3-4/0kc 2111( p c 0 ul- F 40 SIGN j; JSIGN 1936 8 396 25 F 120/ 0 8,j 50- 3F 16 J-BOX 20/208V J-BOX W/FEED-THRU 112 ,;W3-LBC-4,3- 7 j12 ...... "'P'VC 5 J-52 ' 17 4 2t2r) ------- IVC 140 18 il2 J-51 I OOA c/o I OOA c/o 112 't-. 32 SIA BUFFET '112 112l !A ASSOCIATES 120/208 120 208v r.CAVENDER v RVIEW AVE. E. 19 3F CL WA.98102 26, 3 M 1 500 500 L) 225 14 p 300 v 7 J-2 1 12012, J-53 V 15 LC- IOLE3-#2A,L. 3"PVO IPPA E I) 3F-4v �% :(WS 747G)-lvA 3. 3-1/0 ALCO YPVC 1/0 ,OMMON li�TRENCH< At V,-)Vc CO IIIc C6,1 "3 C-74 _SITFJP�LAN 3-1 ooA C/O F 3-140K LEGEND 1. AB-TI-C--- CODES 2. AB-TI-1--- 113C-----------2009 INTERNATIONAL BUILDING CODE 3. AB-TI-2--- IMC---------2009 INTERNATIONAL MECHANICAL CODE 4. AB-TI-3--- IFGC--------2nng INTPRINIATICINAl Piipi cAc rnnp 'Mot RECEIVED AUG 22 2013 '==�WKX;aZan & ASSOCIATES, INC. ,M-- CITY OF PORT A—AGEL GEOTECHNICAL ENGINEERING - ENVIRONMENTAL ENGINEERING FIL C)BUILDING DIVISION# CONSTRUCTION TESTING & INSPECTION REPORT NO. : 15T7760 DATE: 8/28113 CONTRACTOR: PROJECT#:106-13141 PERMIT NO.: 13-00000556 PROJECT: Port Angeles Buffet Duct Inspection INSPECTOR: Ty Jennings LOCATION: 1940 iE 1"' St., Port Angeles WA JURISDICTION: Port Angeles KRAZAN PROJECT MANAGER: JMB WEATHER: Overcast/Fog TEMP: 70 Inspector on site at 1940 E 1" Street, Port Angeles for a re-inspection of welding repairs to address findings detailed under the original inspection(Field Report No.: 157758). A 200 watt lamp was again placed into the ducts and cast upon areas previously found to be of concern. The duct was then inspected from the exterior for any visible light. FINDINGS: No pin holes were observed to still exist. The duCtWOTk in its present condition, by visual inspection and to the best of our knowledge, appears to meet the minimum code requirements for an installation of this type. Based upon our initial recommendation that a WABO/AWS certified welder repair all welds, the client provided a welder certification card. We were informed that Mr. V. Jack Hutto Jr. WABO #W02170,certified to AWS D1.1,DI.2 and DIA performed the repairs. Upon re-inspection, we believe that the work meets industry standards for these ducts to be utilized as installed. VII To my best of knowledge,the above WAS/WAS NOT performed in accordance with the approved plans,specifications,and regulatory requirements. Superintendent/Representative: Technician- 215 West Dakota Ave,,Clovis,CA 93612 (559)348-2200 226 N.Sherman,Ste.A,Corona CA 92880 (909)549-1188 4231 Foster Ave.,Bakersfield,CA 93308 (661)633-2200 1501 15"St.NW#106,Auburn,WA 98002 (253)939-2500 1025 Lone Palm Ave.,Ste.2E,Modesto,CA 95351 (209)572-2200 20714 SR Hwy.305,Ste.3C,Poulsbo,WA 98370 (360)598-2126 545 Parrott St.,San Jose,CA 958112 (408)271-2200 19501 144b Ave.NE 0300,Woodinville,WA 98072 (425)485-5519 123 Commerce Circle,Sacramento,CA 95815 (916)564-2200 11913 NE 103r'Ave.,Vancouver,WA 98662 (360)254-3200 0, pORT AiV 0 Official Use Only A ss e i n.# V Backflow Assembly Test Report Received City of Port Angeles 10-ur Public Works and Utilities Department Water/Wastewater Collection Division NAME OF PREMISES: ell SERVICE ADDRESS: .4C e F 7_;- .51 LOCATION OF DEVICE: WAL1 /tl I A7.471 er �4, k,/Z 4 W_":�_� , � ASSEMBLY: i-7- Manufacturer Model Siz� Serial No. IS THIS AN APPROVED ASSEMBLY'? YES 11 NO 11 IS ASSEMBLY INSTALLED CORRECTLY'? YES D NO 11 DATE OF INSTALLATION 01&KNOWN 0 REDUCED PRESSURE PRINCIPLE ASSEMBLY RP 13— RPDA 13 DC 0 DCDA 0 PVB E3 Air Gap E3 DOUBLE CHECK VALVE ASSEMBLY SVB 0 AVB 13 CHECK VALVE#1 CHECK VALVE#2 RELIEF VALVE PVB/SVB Initial Leaked (3 Leaked 13 Did Not Open 13 AIR INLET Held at Closed Tight Did Not Open 0 Test psi Held at_ psi Opened 2,j�' psi Opened at psi Repairs Cleaned 0 Cleaned 13 Cleaned 13 CHECK VALVE Leaked CI Held at psi ,Replaced 0 Replaced 13 Replaced [3 REPAIRS Cleaned 0 Details Replaced 0 3 psi Buffer YES 0 NO 0 Final Closed Tight 0 AIR INLET 0 ened at _ psi CHECK VALVE Held at_psi Test Held at psi Held at_psi Opened it psi BACK PRESSURE NO 0 YES(3 AIR GAP INSPECTION: REQUIRED MINIMUM SEPARATION: YES 0 NO 0 TYPE OF HAZARD P;'/9e4 COMMENTS Line Pressure(, ,� psi Held Backpressure YES Do"NO [3 #2 Shutoff Held YES 1_4,,-&O E3 Relief Valve Exercised YES b-"'NO 13 Date'rime Tester Signature Cert.# Test Kit Passed Failed Initial -7 117 -7 - Test f 13 Repairs 13 0 Fina L�lj E3 E3 WHITE-CUSTOMER COPY YELLOW-PURVEYOR COPY PINK-TESTER COPY or PORTA4,6, Official Use Only Asserri.4 Backflow Assembly Test Report Received City of Port Angeles ot, Public Works and Utilities Department Water/Wastewater Collection Division NAME OF PREMISES: SERVICE ADDRESS: If 1Y 11VP IW41 Z-- /p/ ,7 Z e aF �Ole X, LOCATION OF DEVICE: L 0 0 XSSEMBLY: W11 T F; Manufacturer Model Size 'Serial No. 15,17,1-11S AN APPROVED ASSEMBLY'? YES 11 NO 0 IS ASSEMBLY INSTALLED CORRECTLY.? YES[I NO[I DATE OF INSTALLATION UNKNOWND REDUCED PRESSURE PRINCIPLE ASSEMBLY R P 1900' RPDA -1`13 DC 0 DCDA 13 PV13 E3 Air Gap 0 DOUBLE CHECK VALVE ASSEMBLY SV13 0 AV13 13 CHECK VALVE#1 CHECK VALVE#2 RELIEF VALVE PVB/SVB Initial Leaked Leaked 13 Did Not Open 0 AIR INLET Test Held at psi Closed Tight 0--- Opened at Did Not Open C3 Held at_psi psi Opened at _ psi Repairs Cleaned 13 Cleaned 13 Cleaned 13 CHECK VALVE I Leaked 0 Held at psi Replaced 0 Replaced [3 Replaced 0 REPAIRS Cleaned 13 Details Replaced 0 3 psi Buffer YES E3 NO E3 r Final Closed Tight [3 AIR INLET Opened at psi CHECK VALVE Held at-psi Test Held at psi Held at psi Opened at psi BACK PRESSURE 0 YES 0 AIR GAP INSPECTION: REQUIRED MINIMUM SEPARATION: YES [3 NO 13 TYPE OF HAZARD COMMENTS Line Pressure psi YI Held Backpressure YES M NO (3 Al #2 Shutof��Hel.d YES 13-'NO 0 Relief Valve Exercised YES Cl---"NO 13 Date'rime Tester Signature Cert.# Test Kit Passed Failed Initial 7 Test & r; M'*400' 13 Repairs 13 13 Final 13 E3 Test WHITE-CUSTOMER COPY YELLOW-PURVEYOR COPY PINK-TESTER COPY COMMERCIAL LEASE This lease (the"Lease") is made the date indicated below by PORT ANGELES PLAZA ASSOCIATES, L.L.C., a Washington limited liability company ("Landlord") and YUAN TIAN and QILU GUO, as individuals,dba Asian Buffet("Tenant"). 1. PREMISES. Landlord leases to Tenant and Tenant leases from Landlord the Premises commonly known as 160 Plaza Street Port Angeles, WA, which is a portion of the property known as PORT ANGELES PLAZA, located in Clallarn County, Washington, which is legally described on Exhibit A ("Shopping Center"), attached hereto, and is outlined on Exhibit B,attached hereto,consisting of approximately 6,000 square feet(the "Premises"). 2. TERM. The term of this Lease shall be five (5) years from the Lease Commencement Date with renewal options as provided below. The Lease Commencement Date will be one hundred and eighty (180) days following the Possession Date. The Tenant shall take possession of the space on June 1, 2013 ("Possession Date"). Upon taking possession, all terms and conditions of the Lease shall be in full force and effect except for payment of rent and Tenant Costs. 3. MONTHLY RENT. The Rent Commencement Date shall be the Lease Commencement Date. The Tenant shall pay to the Landlord at Landlord's address specified below, or at such other place as the Landlord may hereinafter designate,on or before the first day of each calendar month, without offset or deduction the following amounts as rent for the Premises: Years 1 - 2 $5,250.00 per month Year 3 $5,407.50 per month Year 4 $5,569.73 per month Year 5 $5,736.82 per month One full month's rent in the amount of Five Thousand Two Hundred and Fifty Dollars ($5,250.00) will be paid by Tenant upon execution of this Lease. If the Lease Commencement Date is not the first day of a calendar month, then the rent due on the first day of the first full calendar month after the Lease Commencement Date will be reduced by the amount of the initial rent payment that would be applicable to the first full calendar month,prorated on a daily basis. 4. SECURITY DEPOSIT. Tenant shall deposit a security deposit with Landlord in the amount of Five Thousand Seven Hundred and Thirty Six Dollars and 82/100 ($5,736.82), receipt of which is hereby acknowledged, as security for Tenant's faithful performance of Tenant's obligations hereunder. Landlord shall not be required to keep said deposit separate from its general accounts. Landlord may apply the deposit to any loss or damages caused by any breach or default by Tenant, without waiver of such breach of default. To the extent the deposit is not so applied, it shall be returned without interest to Tenant (or, at Landlord's option, to the last assignee, if any, if Tenant's interest hereunder) within fifteen (15) days after the expiration JHC 08578/5-631006