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Home My WebLink About404 Eclipse IND Parkway Address:' 404 Eclipse IND Parkway -4wp" PREPARED 10/19/16, 10:19:59 INSPECTION TICKET PACE; 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY 'DATE, 1.0119116 ------------------------------------------------------------------------------------------------ ADDRESS 404 ECLIPSE IND PKWY SUBDIV: CONTRACTOR C ANDERSON HOMES & DEV INC PHONE (425) 770-1477 OWNER BLUE MOUNTAIN LEASING PHONE PARCEL 06-30-18-1-1-0000-0000- APPL NUMBER: 16-00000837 COMM NEW CONST ------------------------------------------------------------------------------------------------ PERMIT: BPC 00 BUILDING PERMIT - COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ BLl 01 7/05/16 PB BLDG FOUNDATION FOOTING 7/06/16 AP July 5, 2016 9:56:17 AM pbarthol. Wilson 670-8062 July 6, 2016 11:09:28 AM pbarthol. BL2 01 7/08/16 PB BLDG FOUNDATION STEM WALL 7/11/16 AP July 8, 2016 11:04:39 AM pbarthol. John 775-9361 July 11, 2016 8:20:48 AM pbarthol. 2 ufr grounds in place BFF 01 7/19/16 JLL BLDG FLOOR FRAMING 7/19/16 AP July 19, 2016 9:14:31 Am jlierly. John 775-9361 AM inspection July 19, 2016 4:36:43 PM jlierly. BEXS 01 8/08/16 JLL BLDG EXTERIOR SHEETING 8/08/16 AP August 8, 2016 8:38:37 AM jlierly. John 775-9361 August 6, 2016 4:26:41 PM jlierly. BAIR 01 8/19/16 JLL BLDG AIR SEAL 8/22/16 AP August 19, 2016 8:37:47 AM jlierly. August 22, 2016 10:19:13 AM jlierly. BL3 01 8/19/16 JLL BLDG FRAMING 8/22/16 AP August 19, 2016 8:38:30 AM jlierly. August 22, 2016 10:19:13 AM jlierly. BLI 01 8/26/16 JLL BLDG INSULATION 9/01/16 AP August 26, 2016 10;51:32 AM jlierly. John 755-9361 September 1, 2016 9:52:04 AM jlierly. BL99 01 10/10/16 JLL BLDG FINAL 10/10/16 DA October 10, 2016 8:15:26 AM jlierly. John W CA homes October 10, 2016 4:24:37 PM jlierly. Pave parking lot and provide ADA parking space and signage and required parking spaces/ Address numbers on face of building/ Provide signage on bathrooms/ insulate WH piping per code/ hand rails on ramp and stairs per code ( both sides of ramp and stairs 1211 extention beyond to and bottom / jil BL99 02 10/19/16 BLDG FINAL J&O October 19, 2016 10:23:40 AM jlierly. John 775-9361 -------------------------------------- COMMENTS AND NOTES -------------------------------------- CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 983fi,2 1 ILI " V Application Number . . . . . 16-00000837 Date 7/01/16 Application pin number . . . 464711 Property Address . . . . . . 404 ECLIPSE IND PKWy REPORT SALES TAX ASSESSOR PARCEL NUMBER: 06-30-18-1-1-0000-0000- Application type description COMM NEW CONST on your state excise tax form Subdivision Name . . . . . . Property Use . . . . . . . . to the City of Port Angeles Property Zoning . . . . . . . UNKNOWN (Location Code 0502) Application valuation . . . . 284035 ---------------------------------------------------------------------------- Application desc 3150 office space 1760 sq unfinished space ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ BLUE MOUNTAIN LEASING C ANDERSON HOMES & DEV INC -2095 BLUE MOUNTAIN RD 1400 W. WASHINGTON ST. ' PORT ANGELES WA 983629203 STE. 104-178 SEQUIM WA 98382 (425) 770-1477 - -------------------------------- ------------------------------------------- Permit . . . . . . BUILDING PERMIT - COMMERCIAL Additional desc NEW OFFICE COMMERCIAL 3150SF Permit Fee . . . . 2056.25 Plan Check Fee 1336.56 Issue Date . . . . 7/01/16 Valuation . . . . 284035 Expiration Date 12/28/16 Qty Unit Charge Per Extension BASE FEE 1020.25 185.00 5.6000 THOU BL-100,001-500K (5.60 PER K) 103G.00 ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL PERMIT Additional desc CNEW MECHANICAL Permit Fee . . . . 97.20 Plan Check Fee .00 Issue Date . . . . 7/01/16 Valuation . . . . 0 Expiration Date 12/28/16 Qty Unit Charge Per Extension BASE FEE 50.00 1.00 14.8000 EA ME-FURN/HP/FAU < OR = 5 TON 14.80 3.00 7.2500 EA ME-VENT FAN (SINGLE DUCT) 21.75 1.00 10.6500 EA ME-HOOD/DUCT-MECH. EXHAUST 10.65 - ---------------------------------------------------------------------------- Permit . . . . . . PLUMBING PERMIT Additional desc CNEW PLUMBING Permit Fee . . . . 156.00 Plan Check Fee .00 Issue Date . . . . . 7/01/16 valuation . . . . 0 Expiration Date 12/28/16 Qty Unit Charge Per Extension BASE FEE 50.00 7.00 7.0000 EA PL-PLUMBING TRAP 49.00 1.00 7.0000 EA PL-WATER LINE 7.00 4.00 7.0000 EA PL-DRAIN VENT PIPING 28.00 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 fro n 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. te 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 Rouqh-In Water Line(Meter to Bldg) Gas Line Back Flow/Water 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 I Furnace I FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts MANUFACTURED HOMES: Footing I Slab Blocking&Hold Downs lSkirting PLANNING DEPT. Separate Permit#s SEPA: Parking/Lighti g 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 CITY OF PORT ANGELES —DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING-DIVISION, 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 16-00000837 Date 7/01/16 Application pin number . . . 464711 REPORT SALES TAX Qty Unit Charge Per Extension on your state excise tax form 1.00 15.0000 EA PL-SEWER LINE 15.00 1.00 7.0000 EA PL-WATER HEATER 7.00 to the City of Port Angeles ---------------------------------------------------------------------------- Permit . . . . . . SANITARY SEWER HOOK UP (Location Code 0502) Additional desc . . I Fee . . . . 135.00 Plan Check Fee .00 Issue Date 7/01/16 Valuation . . . . 284035 Expiration Date 12/28/1G Qty Unit Charge Per Extension BASE FEE 135.00 ------------------------------------------------------------------------------- Special Notes and Comments Electrical load calculations and electrical permits are required. June 23, 2016 9:30:53 AM rbecker. if you are installing a fire sprinkler system, you will need to install a double check valve assembly, if it is a closed system. If it is an open system, you do not need to install a backflow. If you have any questions call Ron Becker at 360-417-4886,fax:452-4972, or E-mail: rbecker@cityofpa.us 1% Establishing Construction Access. 2. Install sediment controls BMPs. 3. Stabilize exposed soils. 4. Protect slopes from erosion. 5. Protect drain inlets. 6. Control pollutants including but not limited to spills, concrete wash out, exposed aggregate processes, concrete grinding and saw cut waste water. 7. Maintain temporary and permanent erosion control BMPS during project. All disturbed area's on site not covered by new improvements should meet the attached soil quality and depth standard. Sanitary sewer connection inspection is required by Public Works prior to back fill of ditch.. 24 hour advance notice is required. Public Works Inspection request line 417-4831 Trench safety per applicable laws. Temp erosion control and surface restoration responsibility of applicant. Contact City inspector prior to start of work @ 360 417-4831. No attachment, to sanitary sewer of stormwater roof leaders, foundation drains, yard drains, or any other CSO contribution is allowed. Clallam County septic system decommission permit required prior occupancy, provide copy to City when obtained. Disconnect/cap or plug existing 4 inch PVC over flow pipe 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 Backfiow 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 AJR 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 MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs lSkirting L PLANNING DEPT. Separate Permit#s SEPA: Parking/Lighti g 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 1 Building 417-4815 CITY OF PORT ANGELES --DEPARTMENT OF COMMUNITY a ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 3 Application Number . . . . . 16-00000837 Date 7/01/16 Application pin number . . . 464711 REPORT SALES TAX ---------------------------------------------------------------------------- !,,, -special Notes and Comments on your state excise.tax.form- from existing effluent pump chamber that is tied into 0-q to the City of Port,A6.4eles' I-- existing 12 inch stormwater pipe. Inspection by City is required. (Location Cod&0502).',- 1 - ----------------------------------------------------------------------- Other Fees . . . . . . . . . STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 2444.45 2444.45 .00 .00 Plan Check Total 1336.56 1336.56 .00 .00 .... .. Other Fee Total 4.50 4.50 .00 Grand Total 3785.51 3785.51 .00 .00 r % 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 ISO 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 Backfiow 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 Rouqh-In Water Line(Meter to Bldg) Gas Line Back Flow I Water AIR SEAL: Walls Ceiling FRAMING: Joists/Girders I Under Floor Shear Wall I Hold Downs Walls I Roof/Ceiling Drywall(Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor I Ceiling MECHANICAL: Heat Pump I Furnace/FAU Ducts Rough-in Gas Line Wood Stove/Pellet I Chimney Commercial Hood I Ducts MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs jSkirting PLANNING DEPT. Separate Permit#s SEPA: Parking/Lighti g [ESA: S Landscaping SHORELINE: 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 City of Port Angeles Correction Notice Building Division Job Located at Inspection of your work revealed that the following is not in accordance with the codes governing the work in this jurisdiction: 0%XVWA D Sq X1 e -A I IA2 - r r"2 These corrections must be made and are not to be covered until reinspection is made. When corrections have been made, please all 36 1-417-4815 for inspection. Date 10 /160 E2 71 loKec or Building D ion DO NOT REMOVE T,HIS TAG AF PREPARED 10/10/16, 8:18:57 INSPECTION TICKET PAGE 5 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY -DATE 10/10/16 ------------------------------------------------------------------------------------------------ ADDRESS 404 ECLIPSE IND PKWY SUBDIV: CONTRACTOR C ANDERSON HOMES & DEV INC PHONE (425) 770-1477 OWNER BLUE MOUNTAIN LEASING PHONE PARCEL 06-30-18-1-1-0000-0000- APPL NUMBER: 16-00000837 COMM NEW CONST ------------------------------------------------------------------------------------------------ PERMIT: BPC 00 BUILDING PERMIT - COMMERCIAL REQUESTED INSP DESCRIPTION COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ BL1 01 7/05/16 PB BLDG FOUNDATION FOOTI14G 7/06/16 AP July 5, 2016 9:56:17 AM pbarthol. Wilson 670-8062 July 6, 2016 11:09:28 A M pbarthol. BL2 01 7/08/16 PB BLDG FOUNDATION STEM WALL 7/11/16 AP July 8, 2016 11:04:39 Am pbarthol. John 775-9361 July 11, 2016 8:20:48 AM pbarthol. 2 ufr grounds in place BFF 01 7/19/16 JLL BLDG FLOOR FRAMING 7/19/16 AP July 19, 2016 9:14:31 AM jlierly. John 775-9361 AM inspection July 19, 2016 4:36:43 PM jlierly. BEXS 01 8/08/16 JLL BLDG EXTERIOR SHEETING 8/08/16 AP August 8, 2016 8:38:37 AM jlierly. John 775-9361 August 8, 2016 4:26:41 PM jlierly. BAIR 01 8/19/16 JLL BLDG AIR SEAL 8/22/16 AP August 19, 2016 8:37:47 AM jlierly. August 22, 2016 10:19:13 AM jlierly. BL3 01 8/19/16 JLL BLDG FRAMING 8/22/16 AP August 19, 2016 8:38:30 AM jlierly. August 22, 2016 10:19:13 AM jlierly. BLI 01 8/26/16 JLL BLDG INSULATION 9/01/16 AP August 26, 2016 10:51:32 AM jlierly. John 755-9361 September 1, 2016 9:52:04 AM jlierly. BL99 01 10/10/16 BLDG FINAL October 10, 2016 8:15:26 AM jlierly. John W CA homes ------------------- ------------------------------------------------------------------- PERMIT: ME 00 MECHANICAT PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ ME1 01 8/19/16 JLL MECHANICAL ROUGH-IN 8/22/16 AP August 19, 2016 8:37:59 AM jlierly. August 22, 2016 10:19:13 AM jlierly. ME99 01 10/10/16 MECHANICAL FINAL October 10, 2016 8:15:53 AM jlierly. --------------------4------------------------------------------------------------------------ PERMIT: PL 00 PLUMBING PERMIT ,REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ PL2 01 8/19/16 JLL PLUMBING ROUGH-IN ----------------------------------- CONTINUED ONTO NEXT PAGE ----------------------------------- -k Aw PREPARED 10/10/16, 8:18:57 INSPECTION TICKET PAGE 6 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 10/10/16 --------------------- ------------------------------------- - --------------------------------- ADDRESS . ; 404 ECLIPSE IND PKWY SUBDIV: CONTRACTOR C ANDERSON HOMES & DEV INC PHONE (425) 770-1477 OWNER . . BLUE MOUNTAIN.LEASING PHONE PARCEL . . 06-30-18-1-1-0000-0000- APPL NUMBER: 16-00000837 COMM NEW CONST ------------------------------------------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ 8/22/16 AP August 19, 2016 8:38:16 AM jlierly. ^ August 22, 2016 10:19:13 AM jlierly. PL99 01 10/10/16 PLUMBING FINAL October 10, 2016 8:16:07 AM jlierly. --------------- COMMENTS AND NOTES -------------------------------------- �T\----------- THE: 7 For City Use CtTY OF Permit# W A S H I N G T 0 N U S. Date Received: Ca 9 0 D 1(10 321 E 51h Street Date Approved Port Angeles,WA 9836 P:360-417-4817 F:360-417-4711 Email:permits Ocityofpaxs BUILDING PERMIT 1, L CATION V Project Address: 404 Eclipse Industrial Parkway Phone:425-770-1477 Primary Contact: Chris Anderson Email: chris@cahomes.build Name Phone 425-770-1477 Hermann Brothers Property Mailing Address Email chris@cahomes.build Owner 495 W.Spruce St Suite 3 City State WA Zip 98382 Sequim I I Name Phone425-770-1477 CA Ho mes,Inc Contractor Address Email chris@cahomes.build 495 W.Spruce St Suite 3 Information City Sequim State WA Zip 98382 Contractor License#CAHOMH1850QS Exp.Date:12/17/37 Legal Description: Zoning: Tax Parcel# Pr ject Value: (materials and labor) Gov Lots 3 &4 REF: Sur o6-30-i8-11-0000 $284,035-00 V72 P 44 Residential 1:1 Commercial XE] Industrial Public EJ Permit Demolition 11 Fire [:] Repair Reroof(tear off/lay over) Classification For the following,fill out both pages of permit application: (check New Construction XF-1 Exterior Remodel E] Addition [:] Tenant Improvement appropriate) F-1 Mechanical E] Plumbing E] Other E] Will a fire sprinkler system be installed Irrigation Sy F? Proposed Bathrooms Proposed Bedrooms or modified? Yes El No El Yes E] No St Project Description New commercial building -2 ., I h -760 U14^'�Jv� Is project in a Flood Zone: Yes E] NoXF-1 Flood Zone Type: If in a Flood Zone, what is the value of the structure before proposed improvement? $ 1 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 i.8o days of submittal,the application will be considered abandoned and the fees will be forfeited. 6-7-16 Chris Anderson Date Print Name Si a Residential Structures For Office Use Area Description(SQ FT) Existing Proposed ss value Basement First Floor Second Floor Covered Deck/Porch/Entry Deck(over 30"or 2 nd floor) Garage Carport Other(describe) Area Totals Commercial Structures Proposed For Office Use Area Descriptions(SQ FT) Existing Proposed ss Value Existing Structure(s) 238,100-00 Proposed Addition 3150 A Tenant Improvement? Other work(describe) t76o Unfinished area Site Area Totals 4910 Lot/Site Coverage Calculations Lot Size(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 many of each type of fixture 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): # Boiler/Compressor Size: # Heating/Cooling appliance # I 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: # 3� 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 # Fuel gas piping #of Outlets: Water Heater #1 Medical gas piping #of Outlets: Water Line # Plumbing Vent piping # 4�- Sewer Line # Industrial waste pretrealanent interceptor(Grease Trap) Size Other(describe): T:\BUILDING\APPLICATION FORMS\Current BP Application\Building Permit 4-17-13.docx FIX tip tk 4M 4,a .1ut -1 'd 1, 1 j jr 7*�'�7 Eclipse Industrial Pkwy T,f jm& Mb 7r --------------- Twl 777-1- T 77 i /All HAJ UA N It . ..............- 277-1 ---------- 7-7 "17 1 ------------- ---------- ----------- ---------- ---------- ------------- ---------- -1-------- ----------- -7v -z6-- ------------- 71 - ............ HH p-f�- lull ------------- +T ----- ------ ---------- I -2Z-t- -.001 .......... op —---------- -17V r ------------- 17 ——--------- ol ---------- L A 1-4------ ---------- --------------...... -------—------- --------—- .... .......... 1. ---------- ----------- -77i - --------------- 77- - ----------- I A4 ELIE ........... f 7 44 ----------------- - ----------- 4 -------------- 10 7 - WK ...... --------------- Et ...... I l2rl,; oc, 6Z to al k2a .......... 7-1-------------- ------------------- 17 --F j r 7----------r Ij ------------- A'.4 ------------- L----------- .. ........... zu:;- -- --------- ---------- ----------- 41 -------------- ........ -r-dr- 5 -15.22 .00 Note: A value of '0' indicates that the zone/load case is not applicable. Norma - Normal to Ridge Note (1) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (2) MIN = Minimum pressures on Walls = 9.6 p3f and Roof = 4.8 psf Note (3) Area* = Area of the surface projected onto a vertical plane normal to wind. MWFRS Pressures for Wind Normal to 45 ft wall (Along Ridge) WALL PRESSURES PER TABLE 27.6-1 L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir 1.56 h: Height to top of Windward Wall 24.00 ft ph: Net Pressure at top of wall (windward + leeward) 21.13 psf pO: Net Pressure at bottom of wall (windward + leeward) 20.38 psf ps: Side wall pressure acting away from wall = .6 * ph = -12.58 psf pl: Leeward wall pressure acting away from wall .32 * ph = -6.74 psf pwh: Windward wall press @ top acting toward wall ph-pl 14.39 psf pwO: Windward wall press @ bot acting toward wall pO-pl 13.65 psf ROOF PRESSURES PER TABLE 27.6-2 h: Mean Roof Height 16.500 ft Lambda: Exposure Adjustment Factor 1.000 Slope: Roof Slope 33.69 Deg Zone Load Casel Load Case2 psf psf ---- ---------- ---------- 1 -8.35 9.44 2 -13.56 -6.46 3 -20.85 .00 4 -18.54 .00 5 -15.22 .00 Note: A value of 10' indicates that the zone/load case is not applicable. Along - Along Ridge Note (1) X= Along Building ridge, Y = Normal to Building Ridge, Z Vertical Note (2) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (3) Area* = Area of the surface projected onto a vertical plane normal to wind. Total Base Reaction Summary Description Fx Fy Fz MX MY MZ Kip Kip Kip K-ft K-ft K-ft -------------------------------------------------------------------------------------- Normal to Ridge Walls+Roof +GCpi .0 18.8 34.5 58.0 .0 .0 Normal to Ridge Walls Only +GCpi .0 13.3 .0 60.0 .0 .0 Normal to Ridge Walls+Roof -GCpi .0 30.0 -4.7 53.8 .0 .0 Normal to Ridge Walls Only -GCpi .0 13.3 .0 60.0 .0 .0 Normal to Ridge Walls+Roof MIN .0 .0 .0 .0 .0 .0 Along Ridge Walls+Roof +GCpi 15.5 .0 51.3 .0 -229.8 .0 Along Ridge Walls Only +GCpi 15.5 .0 .0 .0 -137.5 .0 Along Ridge Walls+Roof -GCpi 15.5 .0 .0 .0 -137.5 .0 Along Ridge Walls Only -GCpi 15.5 .0 .0 .0 -137.5 .0 Along Ridge Walls+Roof MIN .0 .0 .0 .0 .0 .0 Notes Applying to MWFRS Reactions: Note (1) Per Fig 27.4-1, Note 9, Use greater of Shear calculated with or without roof. Note (2) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (3) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (4) MIN area is the area of the surface onto a vertical plane normal to wind. Note (5) Total Roof Area (incl OH Top) = 3785.83 sq. ft Note (6) LC = Load Case (Some pressures can be zero, ref ASCE 7-10 Ch 27 Pt 2) MecaWind Pro v2 . 2 . 6 . 1 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date 5/19/2016 Project No. JobNo Company Name ZENOVIC Designed By TDG Address Address Description OFFICE City City Customer Name C.ANDERSON State State Proj Location PORT ANGELES File Location: C:\Users\TRACY\AppData\Roaming\MecaWind\Default.wnd Directional Procedure Simplified Diaphragm Building (Ch 27 Part 2) Basic Wind Speed(V) 130.00 mph Structural Category III Exposure Category C Natural Frequency N/A Flexible Structure No Importance Factor 1.00 Kd Directional Factor = 0.85 Alpha 9.50 Zg = 900.00 ft At 0.11 Bt 1.00 Am 0.15 Bm 0.65 Cc 0.20 1 500.00 ft Epsilon 0.20 zmin 15.00 ft Slope of Roof = 8 : 12 Slope of Roof(Theta) = 33.69 Deg h: Mean Roof Ht = 16.50 ft Type of Roof = GABLED RHt: Ridge Ht = 24.00 ft Eht: Eave Height 9.00 ft OH: Roof Overhang at Eave= .00 ft Overhead Type No Overhang Bldg Length Along Ridge = 70.00 ft Bldg Width Across Ridge= 45.00 ft Gust Factor Calculations Gust Factor Category I Rigid Structures Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 0.23 Lzm: 1*(Zm/33)^Epsilon 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))AO.5 0.92 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi Internal Pressure Coefficient +/-0.18 Topographic Adjustment 0.33*z 1.00 Kzt (0.33*z) : Topographic factor at elevation 0.33*z 1.00 Vtopo: Adjust V per Para 27.5.2: V * [Kzt(O.33*z)]^0.5 130.00 mph MWFRS Diaphragm Building Wind Pressures per Ch 27 Pt 2 All pressures shown are based upon ASD Design, with a Load Factor of .6 MWFRS Pressures for Wind Normal to 70 ft wall (Normal to Ridge) WALL PRESSURES PER TABLE 27.6-1 L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir 0.64 h: Height to top of Windward Wall 9.00 ft ph: Net Pressure at top of wall (windward + leeward) 21.18 psf pO: Net Pressure at bottom of wall (windward + leeward) 21.18 psf ps: Side wail pressure acting away from wall = .54 * ph = -11.44 psf pl: Leeward wall pressure acting away from wall .38 * ph = -8.05 psf pwh: Windward wall press @ top acting toward wall ph-pl 13.13 psf pwO: Windward wall press @ bot acting toward wall pO-pl 13.13 psf ROOF PRESSURES PER TABLE 27.6-2 h: Mean Roof Height 16.500 ft Lambda: Exposure Adjustment Factor 1.000 Slope: Roof Slope 33.69 Deg Zone Load Casel Load Case2 psf psf ---- ---------- ---------- 1 -8.35 9.44 Ji5.1 2 -13.56 -6.46 3 -20.85 .00 4 -18.54 .00 1. - I BRACED RETAINING WALL DESIGN 6/3/2016 ZENOVIC&ASSOCIATES, INC. 301 EAST 6TH STREET SUITE#1 PROJECT: 4' BRACED FOUNDATION WALL PORT ANGELES,WA. 98362 CLIENT: C.AN DE RSON-H ERMAN JOB#: 16200 SOIL PROPERTIES DENSITY= 120 PCF INTERNAL FRIC.ANGLE 33 DEG. COEF. FRICTION 0.4 X DL AT REST PRES.COEFF. (ko)= 0.46 BEARING CAPACITY= 1500 PSF PASSIVE COEFF. (kP)= 3.4 AT REST SP= 55 PCF ACTIVE COEFF. (k,,)= 0.29 PASSIVE SP= 407 PCF FAILURE PLANE(a)= 61.5 DEG. ACTIVE SP= 35 PCF DESIGN FOR ACTIVE(A)OR AT REST(0)SOIL PRESSURE? A SURCHARGELOADS UNIFORM 0 PSF Rq= 0 PLF POINT 0 P DISTANCE (x) 0 FT Rq= 0 PLF LINE 0 PLF DISTANCE (x) 0 FT Rq= 0 PLF CONCRETE PROPERTIES WALL DIMENSIONS H STEM HEIGHT= 4 FT HI RETAINED EARTH= 3.5 FT DENSITY 150 PCF T STEM THICKNESS= 6 IN FOOTING DIMENSIONS A LENGTH OF TOE= 5 IN F KEY DEPTH= 0 IN B LENGTH OF HEEL 5 IN G KEY WIDTH = 0 IN C TOTAL WIDTH 16 IN H HEEL TO KEY 0 IN D THICKNESS= 6 IN E FOOTING DEPTH 0 IN DENSITY 150 PCF ADDITIONAL GRAVITY LOADS TO WALL MINIMUM VERTICAL LOAD TO WALL 0 PLF MAXIMUM VERTICAL LOAD TO WALL 650 PLF LATERAL FORCES REACTIONS BASEFORCE= 217 TOP= 72 FLOORATTACHMENT SURCHAGEFORCE= 0 BOTTOM 144 SLIDING FORCE DEAD LOADS SLIDING: COMPONEN1 WT FRICTION 232 BACKFILL 175 SP FOOTING&S.K.= 0 STEM 300 FOOTING 100 TOTAL 232 KEY 0 SLIDING FOS 1.61 OK TOTAL 575d OK WITH SLAB BEARING LOADS MAX. 919 OK MIN. 431 OK MOMENTS AND SHEARS MAX. WALL MOMENT 145 LB-FT FOOTING MOMENT 408 LB-FT c B T A SURCHARGE 7/1 /* LL G H I Fl-/�,�/7`---:`\�[ CML EN6NHPdNG LAND"VEM G I C(,) Er� V1 IT 301 East 6th Street,Suite I & ASSOCIATES Port AngelesNashington 98362 I N C 0 R P 0 R A T E D (360)417-0501 Fax(360)417-0514 E-mail:zenovic@olympus.net June 20, 2016 Mr. Lierly City of Port Angeles Department of Community and Economic Development 321 East Fifth Street Port Angeles, WA 98362 SUBJECT: Office Building For Herman —404 Eclipse Industrial Parkway, Port Angeles, Washington Dear Mr. Lierly: This office has performed an inspection of the imported structural fill installed for construction of the office building noted above. Based on the inspection I certify that the structural fill is acceptable and has adequate bearing capacity to support the proposed office building. The fill has a bearing capacity of 1500 psf and was properly installed and compacted. Please call me if you have any further questions on this matter. Sincerely, Tracy Gudgel, P.E. Fc: JN 16176 Cc: Herman 3 777 Prescriptive Path, pg. 1 ENV-PRESCRIPTIVE 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2&R3 over 3 stories and all R1 Revised'6=ct Project Address 1 - Fill this line out on ENV-SUM Date 05/21/2013 Occupancy Group Acommercial 0 Group R For Building Department Use Fenestration Area as%gross above-grade wall area Max.Target: Skylight Area as%gross roof area Max.Target: Vertical Fenestration Alternates: None Selected on ENV-SUM Prescriptive compliance of envelope assemblies may be accomplished by providing insulation R-values per Table C402.2 or WactorslF-tactors per Tables C-402.1.2 and C-402.3.A single project may comply via R-values for some envelope assemblies and WactorslF-factors for others. Note compliance method taken for each assembly in spaces provided. U-Factor/F-Factor for Alternative Building Component R-Value for Prescriptive Compliance Prescriptive Compliance Alternate Cl U-Factor Source Continuous R-Value (Appendix A,Chapter 3 Cavity Ins. Ins.(CI) (Table C402.2 Assembly table,or approved Provide page/plan#of assembly detail and ID. R-Value R-Value Footnote F)' U-Factor calculation method) ID: ID: qq ID: ID� 00 m ID: ID: ID: ID: 0 ID! ID� ID: ID: ID: ID: ID: ID: aS 00 ID: ID: 0 ID: ID� ID: 0 ID: ID: CO ID: ID: ID: ID: La 2 0 ID: -2 LL S ID: E ID: LTL I D: Perim. Ins. Full Slab Cl R-Value R-Value F-Factor F-Factor Source -0 ID: ID: E2 'T E) ID: C ............ ID: 10 ID: ......... ID: Note 1-Calculations are required.Ratio of cross-sectional area of metal penetration through otherwise continuous insulation shall be 0.04-0.08%. Note 2-Thermal spacer blocking and liner system an-required for prescriptive R-Value compliance. Note 3-Intermediate framing is required for prescriptive R-Value compliance in wood-framed wall assemblies. Note 4-Proposed non-residential building CMU walls meeting Table C402.1.2 Footnote D requirements can enter the target U-value of 0.104. Note 5-Refer to Table C402.2,Footnote E for prescriptive R-Value requirement for steel floorjoist assemblies. Note 6-Prescriptive slab-on-grade insulation shall extend from top of slab to minimum length per an approved method as defined in C402.2.6. I Prescriptive Path, pg. 2 ENV-PRESCRIPTIVE 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2&R3 over 3 Revisal 77= Project Address 1 - Fill this line out on ENV-SUM Date 05/21/2013 Fenestration Area as%gross above-grade wall area Max.Target: For Building Department Use Skylight Area as%gross roof area Max.Target: Notes: 1:If vertical fenestration or skylight area exceeds maximum allowed per C402.3.1,then Target Area Adjustment of all applicable envelope elements will be calculated by the compliance form. Refer to Target Area Adjustment worksheet for this calculation. 2:Provide U-factor for the fenestration assembly,which is the combination of frame and glazing I U-Factor/F-Factor for Alternative Building Component R-Value for Prescriptive Compliance Prescriptive Compliance Alternate Cl U-Factor Source Continuous R-Value (Appendix A,Chapter 3 Cavity Ins. Ins.(CI) (Table C402.2 Assembly table,or approved Provide page/plan#of assembly detail and ID. R-Value R-Value Footnote F) U-Factor calculation method) ID: "n, gg,'.'n zm 0 ID: 0 U)0 ID� CL ID: .......... --51- 00 ID� ........ ............ ........ ...... IID: Solar Heat Gain Coefficient(SHGC) U-Factor for Prescriptive Compliance SHGC Projection Adjustment U-Factor Source factor(PF) Multiplier(if Assembly Assembly (NFRC,Appendix A,or (if applicable) applicable) SHGC U-Factor Chapter 3 table) ID: 20 ID: Po� c� 0 ID: Z ID: '0 ID: C .2 ID� 76 2 ID: ID: ID: 0 ID: ID: ID: ID: 2 ID: ID� ID: ID: ID: ID: < I ID: - --------- Note 1-SHGC Adjustment Multiplier based on calculated Projection Factor. Refer to Equation C4-2 Projection Factor Calculation and Table C402.3.3.1 for corresponding SHGC Multiplier. Refrigerated Spaces,Walk-in &Warehouse Coolers Notes R-Values for Prescriptive Compliance Prescriptive U-Factor not allowed. Walls Ceiling Doors Freezers Walls F, Ceiling 1IIII... ....... Doors Floor Interior Lighting Summary LTG- U 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2&R3 over 3 stories and all RI Revised Jan 2014 Project Info Project Address I -This address line will copy onto other forms Date 5/21/2013 Compliance 2-This address line will copy onto other forms For Building Department Use forms do not require a 3-This address line will copy onto other forms password to Applicant Name: 4-This address line will copy onto other forms use. Instructional and Applicant Address: calculating cells ---I are write- Applicant Phone: Project Description ew Building [] Addition El Alteration Plans included Lighting Complianc ighting Power Density Calculations 0 Total Building Performance e Pat�_F (If Total Building Performance then only LGT-CHK is required.) Lighting Power Allowance YEBuilding Area Method 0 Space-By-Space Method Method Selection required to enable LPA forms Interior Lighting System C AJ Description Briefly describe lighting system type and features. Additions and Change of Space Use (CIO1.4.3 &C101.4.4) 1:1 Addition area or Change of Space Use area complies with all applicable provisions as stand alone project o Addition area is combined with existing building lighting systems to demonstrate compliance with all applicable provisions per C101.4.3 Provide Building Area Method(LTG-INT-BLD)or Space-By-Space Method(LTG-INT-SPACE)Compliance Form.Document maximum allowed and proposed(including existing if applicable)lighting wattage of Addition or Change of Use space.Provide applicable lighting controls per C405.2 and commissioning of lighting controls per C405.13. Alterations, Renovations and Repairs (C101.4.3.1) 60%or more of luminaires in space replaced Provide Building Area Method(LTG-INT-BLD)or Space-By-Space Method(LTG-INT-SPACE)Compliance Form.Document maximum allowed wattage within the lighting retrofit space in Maximum Allowed Wattage table and proposed(including existing)lighting wattage in Proposed Wattage table.Retrofit and non-retrofit spaces shall be documented separately using multiple forms. El Less than 60%of luminaires in space replaced Provide a separate Space-By-Space Method(L TG-INT-SPA CE)Compliance Form for this retrofit area.Document existing total wattage within the lighting retrofit space in cell provided in the Maximum Allowed Wattage table.Document proposed(including existing)lighting wattage in the Proposed Wattage table. Lamp and/or ballast replacement within existing luminaires only—existing total interior building wattage not increased F� New wiring installed to serve added fixtures and/or fixtures relocated to new circuit Provide applicable manual lighting controls(C405.2.1),occupancy sensors(C405.2.2.2),daylight zone controls(C405.2.2.3),specific application controls(C405.2.3),and commissioning of lighting controls per C405.13 New or moved lighting panel Provide all applicable lighting controls as noted for New Wiring,automatic time switch controls(C405.2.2.1),and commissioning of lighting controls per C405.13. Space is reconfigured-luminaires unchanged or moved only Provide all applicable lighting controls as noted for New Wiring and commissioning of lighting controls per C405.13. No changes are being made to the interior lighting and space use not changed. :interior Lighting Summary - Space-By-Space LTG-INT-SPACE 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2&R3 over 3 stories and all R1 Revised Jan 2014 Project Address Fill this line out on LGT-SUM Date 5/21/2013 Lighting Alterations, Renovations & Building Additions For Building Department Use 0 Less than 60% 0 60%or more 0 Stand alone 0 Addition Notes: a.Lighting fixtures in a building addition may comply as a stand alone project,or they may be combined with the overall existing bldg lighting to demonstrate compliance.Refer to C 10 1.4.3. b.For retrofits and building additions,provide Space Types and gross interior areas in the Maximum Allowed Lighting table. If a builidrig addition will comply as combined with the overall existing builidng,include all applicable existing Space Types and gross interior areas. c. Document new fixtures and al/existing to remain fixtures in the Proposed Lighting table. d.If less than 60%of existing fixtures will be replaced,provide total existing lighting wattage (prior to retrofit)in the space provided in the Maximum Allowed Lighting table. Speciffy Co pliance Method on LGT-SUM Ma-fis Allowed Location(plan Allowed Gross Interior room Space Type* Wafts per ft2 Area in ft2 (waftSift2 x area) Select Table C405.5.2(2)category from drop down menu. Area Allowed Wafts For atriums,indicate height.Allowed wattage for first 40 feet is 0.03 WIft.ht., Total above 40 feet is 0.02 WIft.lit Specify Compliance Method on LGT-SUM Location(plan#, Number of Wafts/ Wafts room#) Fixture Description— Fixtures Fixture Proposed Total Proposed Watts may not exceed Total Allowed Watts for Interior Lighting Total Proposed Waft Include existing to remain lighting fixtures and exempt lighting equipment per notes below. Notes: 1. Include ALL proposed lighting fixtures. 2.For proposed Fixture Description,indicate fixture type,lamp type(e.g. T-8),n umber of lamps in the fixture, and ballast type(if included). For track lighting,list the length of the track(in feet)in addition to the fixture,lamp, and ballast infonnation. 3. For proposed WattslFixture,use manufacturers listed maximum input wattage of the fixture(not simply the lamp wattage)and other criteria as specified in Section C405.5.1.For line voltage track lighting,list the greater of actual luminaire wattage or length of track multiplied by 50, or as applicable, the wattage of current limiting devices of the transformer For low voltage track lighting list the transformer rated wattage. 4.For lighting equipment eligible for exemption per C405.5.1,note exception number and leave WattslFixture blank. 5.Document existing to remain fixtures in Proposed Lighting table in the same manner as new fixtures.Identify as existing in fixture description. 6. If#NA appears in Retail Display cells,information on L TG-INT-DISPLA Y is incomplete. interior Lighting Power Allowance Interior Display Lighting - Space-by-Space LTG-INT-DISPLAY 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2&R3 over 3 stories and all R1 Revised Jan 2014 Proiect Info Project Address Fill this line out on LGT-SUM Date 5/21/2013 Fill this line out on LGT-SUM For Building Department Use Fill this line out on LGT-SUM Applicant Name: Fill this line out on LGT-SUM Specify Compliance Method on LGT-SUM Location(plan#, Allowed Gross Interior Wafts Allowed room#) Retail Display Area Type* Wafts per ft2 Area in ft2 (wafts/ft2 x area) Only retail sales areas that meet the requirements defined in Table C405.5.2(2) Area Area Wafts footnote A may be entered here. Select retail sales areas form drop down menu. Total **Wattages per Table C405.5.2(2)footnote A. ++Display light allowance per footnote A calculation. Display Lighting Base Allowance ++Total Display Allowance Specify Compliance Method on LGT-SUM J Only separately controlled display fixtures independent of general area lighting per Table C405.5.2(2)footnote A may be entered here. Location(plan#, Number of Watts/ Wafts Display Area* room#) Fixture Description Fixtures Fixture Proposed Select retail sales display area from drop down menu. Total Proposed Waftsi Proposed Display Retail 1 Retail 2 Retail 3 Retail 4 Lighting Totals Notes: 1.For proposed Display Fixture Description,indicate fixture type,lamp type(e.g. T-8), number of lamps in the fixture, and ballast type(if included). For track lighting,list the length of the track(in feet)in addition to the fixture,lamp, and ballast information. 2.For proposed WattslFixture, use manufacturer's listed maximum input wattage of the fixture(not simply the lamp wattage)and other criteria as specified in Section C405.5.1. For line voltage track lighting,list the greater of actual luminaire wattage or length of track multiplied by 50, or as applicable,the wattage of current limiting devices or of the transformer. For low voltage track lighting list the transformer rated wattage. 3.List all display fixtures. Interio r Lighting Summary - Building Area Method LTG-INT-BLU 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2&R3 over 3 stories and all R1 Revised Jan 2014 Project Address Fill this line out on LGT-SUM Date 5/21/2013 Lighting Alterations, Renovations & Building Additions For Building Department Use 0 Less than 60% 0 60%or more 0 Stand alone 0 Addition Notes: a. Lighting fixtures in a building addition may comply as a stand alone project,or they may be combined with the overall existing bldg lighting to demonstrate compliance. Refer to C 10 1.4.3. b.For retrofits and building additions,provide Building Area types and gross interior areas in the Maximum Allowed Lighting table.ff a builidng addition will comply as combined with the overall existing builidng,include a/1 applicable existing Building Area types and gross interior areas. c.Document new fixtures and all existing to remain fixtures in the Proposed Lighting table. d. If less than 60%of existing fixtures will be replaced, use LTG-INT-SPA CE form. Specify Compliance Method on LGT-SUM Location(plan#, --Mowed Gross Interior Wafts Allowed Building Area* room#,or ALL) Area Description Wafts per ft2 Area in ft2 (waftse x area) Select Table C405.5.2(l)Building Area from drop down menu. Totall I Specify Compliance Method on LGT-SUM Location(plan#, Number of Wafts/ Wafts Building Area* room#) Fixture Description— Fixtures Fixture Proposed I I I I I I Select Table C405.5.2(l)Building Area from drop down menu. Include existing to remain lighting and exempt lighting equipment per notes below. Compliance by Building Area Total Allowed Total Proposed Interior Lighting Power Building Area Warnings Wafts Wafts Allowance Notes: Total 1.Proposed Wattage for each Building Area type shall not exceed the Allowed Wattage for that Building Area type. Trading wattage between Building Area types is not allowed under the Building Area Method compliance path. 2.Proposed fixtures must be listed in the building area in which they occur Include ALL proposed lighting fixtures. 3.For proposed Fixture Description,indicate fixture type,lamp type(e.g. T-8),number of lamps in the fixture, and ballast type(ifincluded).For track lighting,list the length of the track(in feet)in addition to the fixture,lamp,and ballast information. 4.For proposed WattslFixture,use manufacturer's listed maximum input wattage of the fixture(not simply the lamp wattage)and other criteria as specified in Section C405.5.1. For line voltage track lighting,list the greater of actual luminaire wattage or length of track multiplied by 50, or as applicable, the wattage of current limiting devices or of the transformer For low voltage track lighting list the transformer rated wattage. 5.For lighting equipment eligible for exemption per C405.5.1,note exception number and leave WattslFixture blank. 6.Document existing to remain fixtures in Proposed Lighting table in the same manner as new fixtures.Identify as existing in fixture description. Exterior Lighting Summary LTG-EXT &R3 over 3 stories and all R1 Revised Jan 2014 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including Project Info Project Address: Fill this line out on LGT-SUM Date 5/21/2013 Fill this line out on LGT-SUM For Building Department Use Fill this line out on LGT-SUM Applicant Name: Fill this line out on LGT-SUM Applicant Addr: Project Description Applicant Phone:F-] New Building Addition Alteration El Plans included Lighting Zone As specified byjurisdiction. Zone selection 0 zone 1 0 zone 2 0 Zone 3 0 zone 4 required to enable LTG-EXT form lCompliance Option 0 Lighting Power Density Calculations 0 Total Building Performance Building Grounds Efficacy>60 iumensm Controlled by motion sensor Applies to luminaires> 100 Watts El Exemption(list) Exterior Lighting Alterations No changes are being made to the existing exterior lighting New wiring installed to serve added fixtures and/or fixtures relocated to new circuit Provide applicable exterior lighting controls per C405.2.4 and commissioning per Tradable Maximum Allowed Lighting Wattage Base Site Allowance: Allowed Wafts Area(T),perimeter Allowed Wafts Tradable Surfaces Surface Description per fl?or per If (10 or#of items X ft2(or x If) Total Allowed Tradable Wafts: Tradable Proposed Lighting Wattage (Use mfgr listed maximum input wattage for luminaire.) Number of Wafts/ Wafts Tradable Surface Fixture Description Fixtures Fixture Proposed Total proposed tradable watts may not exceed the sum of total allowed tradable Total Propos ed Tradable Wafts: watts plus the base site allowance. Any base site allowance not needed to make tradable watts comply can be applied to individual non-tradable categories. Non-Tradable Maximum Allowed Lighting Wattage Base Site Allowance Remaining: 0 Allowed Wafts Area(ft),perimeter Allowed Wafts Non-Tradable Surfaces Surface Descdption per ft2 or per If (1f)or#of items x ft2(or x If) Non-Tradable Proposed Lighting Wattage Number of Wafts/ Wafts Non-Tradable Surface Fixture Description Fixtures Fixture Proposed Non-tradable proposed watts may not exceed allowed watts for any individual Total excess Non-Tradable wafts: surface unless the total excess watts for all non-tradable surfaces are less than Site Allowance Balance: the remaining site allowance. Exterior Lighting Lighting, Motor, and Transformer Permit Documents Checklist LTG-CHK, 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2&R3 over 3 stories and all R1 Revised Jan 2014 Project Address Fill this line out on LGT-SUM TDate 5/21/2013 The following information is necessary to check a permit application for compliance with the lighting,motor,and transformer requirements in the Washington State Energy Code,Commercial Provisions. Applicability Location in Building Department -(yes,no,na)lCocle Sectioni Component lCompliance information required in permit documents Documents J Notes LIGHTING CONTROLS(Section C405.2) C405.2.1.1 Manual interior Indicate on plans the manual control type&locations served; C405.2.1.2 lighting controls Indicate of plans the 50%lighting load reduction method provided or identify exception taken Indicate lighting system automatic shut-off capability-identify Automatic ti lighting zone areas served on plans; C405.2.2.1 switch controls and Indicate locations of override switches on plans and the areas override switching served,include area sq.ft.; Indicate locations where automatic shutoff is provided by other methods(occupancy sensor,daylight controls,etc) C405.2.2.2 Occupancy sensors Indicate on plans the locations served by occupancy sensors Daylight zones- Indicate vertical fenestration primary and secondary daylight C405.2.2.3 Vertical fenestration zone areas on plans,include sq.ft.; and skylights Indicate skylight daylight zone areas on plans,include sq.ft. Indicate on plans the locations served by daylight zone C405.2.2.3.2 Daylight zone controls; controls Indicate in plans the lighting load reduction(dimming)method- stepped or continuous dimming Specific application ndicate on plans the locations served by specific application C405.2.3 lighting controls- !ighting controls General Indicate lighting control method for display and accent lighting, C405.2.3- Display and accent and display case lighting; Indicate these fixtures are controlled independently from both Items 1&2 lighting general area lighting and other lighting applications within the same space C405.2.3- Hotel/motel guest Provide a lighting control device at each guest room entry for Item 3 rooms all permanently installed fixtures in guest room; Indicated whether lighting control is manual or automatic C405.2.3- Supplemental task Provide automatic shut-off vacancy controls for supplemental Item 4 lighting task lighting,including under-shelf or under-cabinet lighting Identify eligible non-visual applications and method of lighting C405.2.3- Lighting for n_n_ control; Item 5 visual applications Indicate these fixtures are controlled independently from both general area lighting and other lighting applications within the same space Indicate lighting control method for lighting equipment for sale C405.2.3- Lighting equipment or demonstration; Item 6 for sale or Indicate these fixtures are controlled independently from both demonstration general area lighting and other lighting applications within the same space If egress lighting power density is greater than 0.05W/fe, C405.2.3- Means of egress indicate method of automatic shut-off during unoccupied Item 7 lighting periods; Identify on plans the egress fixtures that function as both normal and emergency means of egress illumination C405.1 0 Cooler and freezer Provide vacancy device or timer to turn off fixtures within 15 C405.1 1 lighting minutes of unoccupancy for cooler and freezer lighting fixtures with lamp efficacy less than 40 lumens per waft C405.2.4 Exterior lighting Indicate on exterior lighting plans the automatic lighting control controls method and locations served Exterior building Provide motion sensor controls for building grounds fixtures C405.6.1 grounds lighting rated at greater than 100 wafts with lamp efficacy less than 60 controls lumens,or identify exception taken Identify applicable commissioning documentation requirements per Section C408 or eligibility for exception; C408.3 Lighting system Provide written procedures for functional testing of all automatic functional testing controls and describe the expected system response; Identify in construction documents the party responsible for functional testing of automatic lighting controls Lighting, Motor, and Transformer Permit Documents Checklist LTG-CHK 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2&R3 over 3 stories and all RI Revised Jan 2014 Project Address Fill this line out on LGT-SUM I Date 5/21/2013 The following information is necessary to check a permit application for compliance with the lighting,motor,and transformer requirements in the Washington State Energy Code,Commercial Provisions. Applicability Location in Building Department uments (yes,no,na) Code Sectioni �omponent Documents Notes lCompliance information required in permit doc INTERIOR LIGHTING POWER&EFFICACY(Sections C405.5, C405.1 0,C405.1 1) Provide fixture schedule with fixture types,lamps,ballasts,and rated wafts per fixture; C405.5.1 Identify spaces eligible for lighting power exemption on plans C405.5.1.1 Total connected and in compliance forms; C405.5.1.2 interior lighting power Identify lighting equipment eligible for exemption in fixture C405.5.1.3 C405.5.1.4 schedule and in compliance forms; Indicate that exempt lighting equipment is in addition to general area lighting and is controlled independently C405.4 Exit signs Provide exit sign types and rated wafts per fixture in fixture schedule(maximum 5 wafts per fixture) C405.10 Cooler and freezer For lighting in walk-in coolers and freezers,and refrigerated C405.11 lighting warehouse coolers and freezers,provide rated lamp efficacy(in lumens per waft)in fixture schedule Lighting Power Calculation-Indicate compliance path taken Complete required compliance forms—proposed wattage per C405.5.2 Building Area building area does not exceed maximum allowed wattage per Method building area.Identify locations of building areas on plans Complete required compliance forms—total proposed wattage C405.5.2 Space-By-Space does not exceed maximum allowed wattage.Identify locations Method of space types on plans,including retail display areas as applicable EXTERIOR LIGHTING POWER&EFFICACY(Section C405.6) Provide fixture schedule with fixture types,lamps,ballasts,and Total connected rated wafts per fixture; C405.6.2 exterior lighting Identify exterior applications eligible for lighting power power exemption on plans and in compliance forms; Indicate that exempt exterior lighting is controlled independently from non-exempt exterior lighting Table Exterior lighting zone Indicate building exterior lighting zone as defined by the AHJ C405.6.2(l) Exterior building For building grounds fixtures rated at greater than 100 wafts, C405.6.1 grounds lighting provide rated lamp efficacy(in lumens per waft)in fixture schedule Exterior lighting Complete required compliance form—proposed wattage for C405.6.2 power calculations exterior lighting plus base site allowed does not exceed maximum allowed MOTORS&TRANSFORMERS(Sections C405.8,C405.9) C405.8 Electric Motors For motors not part of an HVAC system,provide electric motor schedule on electrical plans with hp,rpm,and rated efficiency C405.9 Transformers Provide distribution transformer schedule on electrical plans with transformer size and efficiency If"no" is selected for any question, provide explanation: c; proval Is made or Implied By approval of these plans,no RP ith the City's regarding anything in these plans that confliCt w % niess CO current Urban Services Standards and Guidelines,u explicitly stated and noted on the applicable sheet(s)or V5 approved separately in writing by the City EngineeE Uj 0 E U U > rn I LO t: LLJ 0 00 LU Scal e: 50' x 0 co 0 50' 100' 150' a. z j C, :k PROPOSED 0- TREES OFFICE DEES PUMP CON TROL A PANEL 1000 GALLON PUMP VAULT Q CL INSTALL CLEANOUT A SANITARY CONNECTION 7� r LLj oo Q Lj r ca A L L15 LU �—Ij (—Z) CL 0:: zi Uj Q: Q- LLJ 2ZfSLOPE Q- >< EXIS77NG MAINTENANCE 1-25" DIA. POLY PIPE INCA FACILITY EXIST IN A 4" DIA. SLEEVE BUILD (SEE SPECIFICATIONS) DA TE. JUNE 14, -7016 JOB NUMBER: 2016-044 4 DRAWN By. 4 EXIS77NG SEWAGE PR SURE SEWER LINE JERRY L JACOBS foRr PUMP STA77ON A 4 Underground REWSIONS. Utilities Location SERWCE LINE ""j Services coNNEcroN 12- rec�wraj Call: TOLL FREE (SEE DETAIL) 1-800-424-5555 THREE WORKING DAYS BEFORE DIGGING o f 24"0 PVC RISER WITH SEPARATE CONDUIT WITH CORD GRIPS. 30"0 TRAFFIC–RATED LID 13ALL VALVE 00 NOT RUN SIGNAL CABLE IN THE SNORKEL GENERAL CONSTRUCTION NOTES SAME CONDUIT AS POWER TO THE PUMP PVC SPLICE BOX PVC UNION WITH CORD GRIPS CONDUIT TO 27.1 (0 1. Construction materials and procedures shall be as set forth herein and in AQUAWORX CONTROL FINISH GRADE conformance with: PANEL 10*1 < LU E on applicable Washington State Department of Health (WSDOH) Technical CD Review Committee (TRC) publications, HIGH LEVEL 8_ INLET LO-t: 6 ALARM Uj 00 0 TRIGGER WSDOH RS & G Pressure Distribution Standards (July, 2009). 1.25-0 TRANSPORT (0 V) Washington Administrative Code chapter 246-272A, On-Site Sewage LINE TO SEWER LINE Mm" X U-1 STAINLESS STEEL BELL Systems (July, 2007) a) 0 CLAMP OVER ASSEMBLY 0 applicable portions of the Standard Specifications for Road, Bridge, and NEOPRENE RUBBER Boor (Typ'.) ell Municipal Construction (Washington State Department of el 11 z CL VETO., CLEAN NA77VE 0 Transportation/APWA, current edition), 6"— BACKFILL 0 National Electrical Code (NEC), (current edition), 4"0 PVC INLET TRANSDUCER READS 0.0--^�A BAFFLE 0 Clallarn County Regulations, CHECK VAL Vff-� 0 Clallarn County Division of Environmental Health Policies, Grinder Pump 0 '..." - along with all other applicable national, state and county codes. NEW TRAFFIC RATED __j CL 1000 GAL. SINGLE COMPARTMENT PEA GRAVEL 4" MIN. LLI (Z) :z- DEPTH UNDER TANK LO LU CONCRETE SEWAGE C):� PUMP VAUL 1 0 SYSTEM INFORMATION &SPECIFICATIONS LQ Pump Va 00 ult.. 1000 gallon, Single compartment concrete tank with CL Traffic Rated Lid, (equal to Peninsula Tanks) Pump Vault riser Orenco 24" 0 Ribbed Risers(or equal) NOT TO SCALE L Li c3 Riser Lids: Orenco 24"Orenco fiberglass lid FL24G4B or equal i_ Manhole Rings _j z) & Covers: Olympic Foundry Inc. Product. Cast Iron ASTM A48, Ld CL 30, 30" x 6" (part no. MH69) Q: Pump: Liberty, LSG 200 Traffic rated lid >< 230V, Single Phase Z Control panel. Aquaworx IPC-1 pump control system with floatless 14 Go. Insulated 0 operation, programmable on/off timer, manualoff/auto Copper Toning Wire Traffic rated valve box operation. The alarm must be on a seperate circuit from DATE- june 13, 2016 the pump controls. Aqualified electrician must perform all Check Valve wiring. Ba.11 Valve JOB NUMBER: pe: Gra vity pi Sewer Main 2016-044 (And Sleeve) 4"0 ASTM D-3034 PVC DRAMY BY. Transport pipe.- 1.25"0 Sch 40 PVC Service Lateral JERRY L JACOBS (within the pump REVISIONS. chamber) Transport Piping: 1.25 0 (PE 3608 3408)Continuous poly pipe Service Connection All service line connections shall be solvent welded. The only acceptable solvents and 2 cements are those that are recommended by the pipe manufacturer. All service laterals f from the effluent sewer main to the property line shall be pressure tested' prior to any backfilling. On-Site Services L.L.C. PO Box 1688 Port Angeles, WA. 98362 Email:jerry@onsite-service.net Phone (360)-452--")905 Date: June 29, 2016 Customer No: 2016-044 COMMERCIAL OFFICE Evergreen Fibre Inc. DESIGN PARAMETERS FACILITY This sewage pump vault system will serve an office at 404 Eclips Industrial Park. Employee restroom only. TOTAL FLOW RATE (Design Flow) 6 employees x 16 GPD=96 gpd = 144 GPD ORGANIC LOADING RATE The estimated organic loading rate is expected to be within residential parameters PROPOSED The waste stream from the restroom (no floor drains) will flow into a 1000 gallon, concrete pump vault. Sewage will be pumped via a sewage "Grinder"pump to the existing pressure sewer line. On-Site ServiceS LLC Jerry L. Jacobs P.O. Box 1688 Phone (360)452-3905 Port Angeles,WA. 98362 Email jerry@onsite-service.net Soil Analysis-Onsite Septic System Design Client Name: Evergreen Fiber Customer#2016-044 Date: 06/29/2016 Pump sizing CaIcs Head loss 1.25" dia. PE Pipe 10 gpM Static=6' Elevation =7' Friction Loss Transport Pipe Equivalent pipe length => Pipe 2501 1-90' =4' I-GV =1' I-CV= 11' 1-Union = 2' 268' 3.9' Head Loss Transport=> 268 (10 gpm/98.3)' Total Head Loss => 14.85' (1.25) 16.9' SPEC PUMP AT 10-GPM AT 17'TDH Dose Volume Approx.. 120 gallons LSG - SERIES LSG-200-Series LS 200.,Series, GAnd&,.P.tjMp arihillim, thp Sin4le.StAge tane 1-S fie] ........... ----------- 200 -87 PAT- .ENTED GR20 Guide Rail' 190 WSLICEID ISO, 1111:UT,T, T!ECHiA--0-'dL- *--' GY 1170� 166 2.hPi:1..1/4"M*,dhar,ge Features:, 140 '81 One-pieu,castiron,�ousing 130' Dual shift seals 112-0 A 'acbdV-�SJidet.b6tb6rtechnoIogy dva # made 6fhatde4dstainless steel for Cast Iron�construcfion 43 superi6rshred'ding. C 'i, go Olpe'design 25"GUick-discbnwt:power cord A[ Auto-alidnment46446 works so 70 'Series' Solid state stxting.circuit A 60 Upper,ra'll s-uppoit'bracket, Stainless,steel Impeller (PR20'60tibn-iold sep-arat I so y) Panel-less design(extept3-phase) 40 17 Available Voltages: 30' -208,23OV,Single Phase 20 9' -208-23OV,&-Phase 10 -440-48OV,3-Phase 0 575V,3�Phase -10 0' 6�j, IS 10-25-30 3S 40� -46- 60 Gallons Per Minute V-Slice"TechnologV Recessed.cutter bolt Superior cutting-,syst6n.i.provides improved.shredditig eiWinites Wadding performance ovOr'.r9dial cuft&�.-V-pattarri Or6id6i'Upi .- I I " ' -' ..— Exclusion ClOaC101,111 slots and to 101 alteriiated�cuts per.I revolutlom-Entlrercuttinq-, system made of44b!.�stainles*�'ste'et'ha�d�66d'io�8-Rc,. back relief clears debris from under cutter Agaffiffiquil-i - J v pt* 2 —7 11-fivi-1p— "Is Certified Models A%�W;,ble ��,C n ) Address: ipse IND Parkway PREPARED 5/21/14, 14:26:40 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 5/21/14 ---------------------------------I--------------------------------------------------------------- ADDRESS . : 404 ECLIPSE IND PKWY SUBDIV: CONTRACTOR : PHONE OWNER BLUE MOUNTAIN LEASING PHONE PARCEL 06-30-18-1-1-0000-0000- APPL NUMBER: 13-00001445 COMM NEW CONST ---------------------------------------------------------------------------7-------------------- PERMIT: BPC 00 BUILDING PERMIT - COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ BL6 01 1/21/14 PB BLDG POST/COLUMN FTG 1/21/14 AP January 21, 2014 9:48:04 AM pbarthol. Mike 460-1512 January 21, 2014 4:48:11 PM pbarthol. south side footing rebar BL6 02 1/24/14 JLL BLDG POST/COLUMN FTG 1/24/14 AP January 24, 2014 8:31:42 AM pbarthol. mike 460-1512 AM January 24, 2014 4:22:57 PM jlierly. 13L6 03 1/27/14 JLL BLDG POST/COLUMN FTG 1/27/14 AP January 27, 2014 8:47:33 AM pbarthol. mike 460-1512 AM January 27, 2014 4:12;S7 PM jlierly. BL6 04 1/28/14 JLL BLDG POST/COLUMN FTG 1/28/14 AP January 28, 2014 10:13:38 AM pbarthol. Mike 460-1512 January 28, 2014 3:49:32 PM jlierly- BL99 01 5/21/14 BLDG FINAL 0�4 May 21, 2014 9:33:22 AM pbarthol. 14 %� Scott 461-4724 -------------------------------------- COMMENTS AND NOTES -------------------------------------- CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES,.WA 98362 Application Number . . . . . 13-00001445 Date 1/10/14 Application pin number . . . 637450 Property Address . . . . . . 404 ECLIPSE IND PKWY ASSESSOR PARCEL NUMBER: 06-30-18-1-1-0000-0000- Application type description COMM NEW CONST REPORT SALES TAX Subdivision Name . . . . . . on your state excise tax form Property Use . . . . . . . . Property Zoning . . . . . . . UNKNOWN to the City of Port Angeles -----Application-valuation 150000--------------- (Location Code 0502) ----------- --------- - - - - ------ Application desc METAL BUILDING TO ENCLOSE CHIPPER ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ BLUE MOUNTAIN LEASING OWNER 2095 BLUE MOUNTAIN RD PORT ANGELES WA 983629203 ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT - COMMERCIAL Additional desc . . METAL BUILDING FOR CHIPPER Permit Fee . . . . 1300.25 Plan Check Fee 845.1G Issue Date . . . . 1/10/14 Valuation . . . . 150000 Expiration Date 7/09/14 Qty Unit Charge Per Extension L BASE FEE 1020.25 50.00 5.GOOO THOU BL-100,001-500K (5.60 PER K) 280.00 ---------------------------------------------------------------------------- Special Notes and Comments A minimum of 4 2A-10BC fire exinguishers are required. Extinguishers must be mounted, with the top no more than 5' off the floor. Suggested extinguisher placement is adjacent to each exit. January 7, 2014 2:24:34 PM kdubuc. January 10, 2014 11:53:36 AM sroberds. The proposal will result in an additional 4230 sq.ft. industrial warehouse bldg in the IH zone, 1�o land use issues are anticipated. December 30, 2013 11:10:10 AM banders. Equipment clearance must be maintained, Contact Trent for any electrical alterations. If fire sprinklers are required other permits, fee's or conditions may apply. Consider applying for the City Green Infrastructure Rebate of up to $750.00 towards the materials to install rain garden to control roof and driveway runoff. Also rebates available for downspout disconnections.Contact Jonathan Boehme at 360 417-4811 No attachment to sanitary sewer of stormwater roof leaders, foundation drains, yard drains, or any other CSO contribution is allowed. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE SURCHARGE 4.50 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. /4--i3 I 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 lTa-ck Flow/Water FINAL Date Accepted by AIR SEAL: Walls Ceiling FRAMING: Joists I 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 I Ducts FINAL Date Accepted by MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs ISkirting 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 CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 13-00001445 Date 1/10/14 Application pin number . . . G37450 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due REPORT SALES TAX ----------------- ---------- ---------- ---------- ---------- on your state excise tax form Permit Fee Total 1300.25 1300.25 .00 .00 Plan Check Total 845.1G 845.16 .00 .00 to the City of Port Angeles Other Fee Total 4.50 4.50 .00 .00 Grand Total 2149.91 2149.91 .00 .00 (Location Code 0502) 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 PERMITIN CONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts 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 I Roof I 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 Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 YL i,4 If 4 AV- it 11 __J _4 _14---- I 01404P 0 L�_A_ +- - --------- ___L__ 43658' _L__4 Ai LA- - Ll VA- -LIA I t i +7- 2$S, Hl i I I I 'I to kV40 .Y Yl Xf -�tll 4j-1 4-- I T- J-4� A t �--rl 4 A. i-A 1. 4 7 7 -T f -T ------ 4 I '4- T-T 7-"-7-- f4 7=-T- J Ll, --4 1- --4 --- ----- ---L-4 -4 J- 7f+ -T en -4 T-1 -A 1-4 F _7 -7 T r 4 14-i il-71- L t.-T -4 t i i --- tA -T- 44' A 3 W L 1 --l-- F it jal L 7-r. �4- T -LJ 4 if 7-4— L it :-71 L '04� LHI 4- --i-L 1-4-4-1 1 1 1 1 1 -4 A- Ll LOAD COMBINATIONS(ASCE 7-10) ASD MA)UMIN LOAD CALCULATION 1 D Zenovic&Associates,Inc. 2 D+L 301 E 6th Street,Suite 1 3 D+S Port Angeles,WA 3a D+S(UNBALANCED) 3b D+S(UNBALANCED) Job#: 13071 4 D+(W) Project: Metal Building Over�hlpper 5 D+(0.7 Client: Evergreen Fibre 6 D+0.75(L)+0.75(W)+0.75(S) 1D;t-e. 1111312013 7 D+0.7-5(L)+0.75(0.7E)+Q.75(S) 8 0.6D+W 9 0.60+0.7E D Dead Load E Seismic Load L Seismic Load S Snow Load W WinTL--oad FRAME LINE I FRAME LINE 2 COLUMN D B COLUMN D B LOAD GROUP HL VL LNR HL VL LNR LOAD GROUP HL VL LNR HL VL LNR 7L 0.6 -0.6 DL 0.6 4.5 -0.6 5.7, 20.2 COLL 0.4 4.2 -0,4 2.5 COLL 0.4 2A -03 SNOW 3.2 35.2 -3.1. 21'2', SNOW 3 17.4 -2.8 ADW 0-1 2J -0.1 25.7, ADW 0.1 1.4 -0A AlDIL 0.2 2.5 -0.2 2.t,: A1D1L 02 2.5 -0.2 -2j, �0.2 2. AID1R 0.2 21 5�, AlDIR 01 2-1 -0.2 2,5' Lr 2.5 28.1 -Z5 1:7 Lr 2.4 13.9 -2.3 AIVIL 0.4 7.4 -0.4 '2 5�, A1V1L 0.4 7.4 -0.4 ",2.6, 8 A1H1R -0.6 -0.8 -0.6 0 A1H1R -0,6 -0.8 -0.6 0.6 0.8 0.6 �P,&, A1H1L A11-111- 0.6 0.8 0-6 48 -0.4 A1V1R 0-4 2.5 -0.4 7.4 A1V1R 0.4 2.6 EQ -&8 -9.6 -6.9 EQ -3.2 -4.5 -3.6' 44, RBUPEQ EQ RBUP 0A -13.5 -8.6 -0.1 WI-1 -10.6 49.5 -12.1 -66.1�- -115 W1-1 -7.5 -26.1 -Ji4 WL2 -19�6 -15.1 -8.5 WL2 -14.8 -7.5 WL3 14.7 -3.2 -20.4 10.9 WI-3 10.6 -9.4 5.4 -29.4 WL4 5.8 14 14.5 WI-4 3.3 9.2 15.8 "'-10.8 LWLI 7.1 42.9 -3.6 LWL1 6 5.1 -23.3 -11.1 -24, A RBUPLW RBUPLW 0.2 -17.6 -11.2 -0.2 .6 LWI-2 6.8 -39�9 -19 LWL2 4.8 -22.3 -11.4 -24.5 LWI-3 8 -30.5 -4.3 -16,7%'-,'-" LWL3 6.2 -17.1 -11.3 -16.7, LWI-4 7.9 -29.2 4.4 �16 9 LWI-4 6.1 -16.7 -11.4 -,1 6,.ra TWI-5 0.4 -8.4 LWI-5 -2.2 -4-7 -0.7 LWI-6 LWI-6 0.1 -5.4 -1.3 4A' -2.5 -3.7 -1 -6.9", -1.7 22 LWI-7 -1.1 LWI-7 1.4 4 1.5 -1 LWI-8 13 5.2 -1.8 LWL8 -1.2 1-9 -1.1 RS 2 15.1 -2 f2.9�, RS 1.9 7.5 -1.9 13 LS 2 26 -2 7�3 LS 1.9 13 -1.9 P2K1 03 2 -0.3 1 P2K1 0.3 1 -0.3 P2KR1 0 1 0.4 P2KR1 0 0 0 -4 SBAL 2A 26.6 -2,3 SBAL 2.3 13.1 -2.1 19A' DSNW -0.1 DSNW -0.1 -0.1 0-1, *,6: SSNW 1.9 SSNW 0 -0.1 01 3,6, jRBDWLW RBDWLW 0 17.6 0 2, 0 1,6 jRBDWEQ I -IRBDWEQ 0 13.5 LOAD COMBINATION FRAME LINE 1 LOAD COMBINATION FRAME L 77E 2 0 LC HL VL LNR HL VL LNR LC HL VL LNR HL VL LNR -11- 1. 2 _q_. 29.6 0 -1.3, 12.2 0 1-� i-3 10.5 0 :1-2 12.7 0 11-4.4 0 73.2 *6L, 0 2 43 L�1�8 0 .-2ff -,4CFf- 0 -4- 33.4 0 3 4�3- 27:9--' 0 -4- 0 3 [_.-4.5 64.8 0 i-, 3a 3.3 44.7 0 -3.3 25.1 0 3a 3.2 18 0 -3.1 25.7 0 3b 3.3 55.6 0 -33 19.5 0 3b 3.2 23.5 0 -3.1 20.2 0 4(wLl- -9.3 -19.9 0 EIIA3 6.1 0 4(WL1) -6.2 -15.6 0 -14.7 0.3 0 4(WL2) -18.3 14.5 0 -9.8 25.2 0 4(WL2) -13.5 3 0 -4.4 18.9 0 4(WL3) 16 9.2 0 9.6 -22.9 0 4(WL3) 11.9 1.1 0 4-2 -16.7 0 4(WL4) 7.1 43.6 0 13.2 -3.8 0 4(WL4) 4.6 19.7 0 14.6 1.9 0 4(LWL1)- 8.4 -13.3 0 4.9 -10.9 0 4(LWL1)- 6.6 -30.4 0 -12.5 -33.5 0 4(LWL2)- 8.1 -10.3 0 -5.2 -11.5 0 4(LWL2)- 6.3 -29.4 0 -12.8 -33.4 0 4(LWI-3� 9.3 -0.9 0 -5.6 -4.5 0 4(LWL3)- 7.7 -24.2 0 -12.7 -25-6 0 4(LWL4)- 9.2 0.4 0 -5.7 4.7 0 4(LWL4y 7.6 -23.8 0 -12.8 -25.5 0 4(LWL5)- 1.7 21.2 0 -2.4 8 0 4(LWL5)- -0.7 -11.8 0 -2.1 -14.9 0 4(LWL6)- 1.4 24.2 0 -2.6 7.4 0 4(LWL6)- -1 -10.8 0 -2.4 -14.8 0 4(LWL7)- 2.7 33.6 0 -3 144 0 4(LWL7)- 0.4 -5.6 0 -2.4 -7 0 4(LWI-8� 2.6 34.8 0 -3.1 14.2 0 4(LWL8)- 0.3 -5.2 0 -2.5 -6.9 0 4(LWL1)+ 8.4 -13.3 0 4.9 -10.9 0 4(LWLI)+ 6.4 4.8 0 -12.3 9.7 0 4(LWL2)+ 8.1 -10.3 0 -5.2 -,1.5 0 4(LWL2)+ 6.1 5.8 0 -12.6 9.8 0 4(LWL3)+ 9.3 -0.9 0 -5.6 -4.5 0 4(LWL3)+ 7.5 11 0 -12.5 17.6 0 4(LWL4)+ 9.2 0.4 0 -5.7 -4.7 0 4(LWL4)+ 7.4 11.4 0 -12.6 17.7 0 4(LWL5)+ 1.7 21.2 0 -2.4 8 0 4(LWL5)+ -0-9 23.4 0 -1.9 28.3 0 4(LWL6)+ 1.4 24.2 0 -2.6 7.4 0 4(LWL6)+ -1.2 24.4 0 -2.2 28.4 0 4(LWL7)+ 2.7 33.6 0 -3 14.4 0 4(LWL7)+ 0.2 29.6 0 -2.2 36.2 0 4(LWL8)+ 2.6 34.8 0 -3.1 14.2 0 4(LWL8)+ 0.1 30 0 -2.3 36.3 0 5 -3.46 22.88 0 -6.13 18.92 0 5 -0.94 7.35 0 -3.72 15.78 0 5a 1.3 29.6 0 -1.3 12.2 0 5a 1.37 1.05 -6.02 -1.27 1.08 -7.35 5b 1.3 29.6 0 -1.3 122 0 5b 1.3 19.95 0 -1.2 24.32 0 6(WL1) -3.8 24.425 0 -12.25 29.075 0 6(WL1) -1.625 9.525 0 -12.975 28-225 0 [!6,�(W L 2-� -10.55 50.225 0 -9.55 D�14D 0 6(WL2) -7.1 23.475 0 -5.25 42A75 0 6(WL3) 15.175 46.25 0 5 7.325 0 6(WL3) 11.95 22.05 -6.45 1.2 15.475 -7.875 6(WL4) 8.5 72.05 0 7.7 21.65 0 6(WL4) 6.475 36 -6.45 9 29.425 -7.875 6(LWLI)- 9.475 29.375 0 -5.875 16.325 0 6(LWL1)- 7.975 -1.575 -8.4 -11.325 2.875 -10.275 6(LWL2)- 9.25 31.625 0 -6.1 15.875 0 6(LWL2)- 7.75 -0.825 0 -11.55 2.95 0 6(LWL3)- 10.15 38.675 0 -6.4 21.125 0 6(LWL3)- 8.8 3.075 0 -11.475 8.8 0 6(LWL4)- 10.075 39.65 0 -6.475 20.975 0 6(LWL4)- 8.725 3.375 0 -11.55 8.875 0 6(LWL5)- 4.45 55-25 0 -4 30-5 0 6(LWL5)- 2.5 12.375 0 -3.525 16.825 0 6(LWL6)- 4.225 57.5 0 -4.15 30.05 0 6(LWL6y 2.275 13.125 0 -3.75 16.9 0 6(LWL7)- 5.2 64+55 0 4.45 35.3 0 6(LWL7)- 3.325 17.025 0 -3+75 22+75 0 6(LWL8)- 5+125 65-45 0 4+525 35.15 0 6(LWL8)- 3-25 17+325 0 -3.825 22.825 0 6(LWL1)+ 9.475 29.375 0 -5.875 16.325 0 6(LWL1)+ 7.825 -1.575 0 -11.175 2.875 0 6(LWL2)+ 9.25 31.625 0 -6.1 15.875 0 6(LWL2)+ 7.6 -0.825 0 -11.4 2.95 0 6(LWL3)+ 10.15 38+675 0 -6.4 21.125 0 6(LWL3)+ 8.65 3.075 0 -11.325 8.8 0 6(LWL4)+ 10.075 39.65 0 -6.475 20.975 0 6(LWL4)+ 8.575 3.375 0 -11.4 8+875 0 6(LWL5)+ 4.45 55.25 0 4 30.5 0 6(LWL5)+ 2+35 12.375 0 -3.375 16.825 0 6(LWL6)+ 4.225 57.5 0 -4.15 30.05 0 6(LWL6)+ 2.125 13.125 0 -3.6 16.9 0 6(LWL7)+ 5.2 64.55 0 -4.45 35.3 0 6(LWL7)+ 3.175 17.025 0 -3.6 22.75 0 6(LWL8)+ 5.125 65.45 0 -4.525 35.15 0 6(LWL8)+ 3.1 17.325 0 -3.675 22.825 0 7 0.58 56.51 0 -6.7975 38.69 0 7 2.32 26.7375 0 4.74 39.835 0 7a 4.15 56.51 0 -3.175 38.69 0 7a 4.0525 26.7375 -4.515 -2.9025 39.835 -5.5125 7b 4.15 61.55 0 -3.175 33.65 0 7b 4 36.1875 0 -2.85 46.24 0 8(WL1) -9.82 -31.74 0 -12.88 1.22 0 E8(WLI) -6.72 -19+8 0 -14.22 4.78 0 8(WL2) -18.82 2.66 0 -9.28 20.32 0 8(?EL2:�) (_-1.4�02- -1.2 0 -3.92 13.82 0 C8'(,%kLL3)�j 15.48 -2+64 0 10.'12 L-27.783 0 6(WL3) 11.38 -3-1 0 4.68 -21.78 0 C8-(W:L�4)D 6.58 31.76 0 EI-17 �21 -8+68 0 -8(.WL4) 4.08 -15.51- _0 15.08 -3.18 0 8(LWL1)- 7.98 -25.14 0 A.38 -15.78 0 8(LW-L1) 6.08 -34.6 -1 nl.2 -12.02 -38.58 -13.7 8(LWL3)- -a( 5.78 -33.6 '0 -12.32 -38.48 0 8(LWL2)- 7-58 -22.14 0 -4.68 -16-38 0 1VVE2)n 8.78 -12.74 0 -5.08 -9.38 0 8(LWL3)- 7.18 -28.4 0 -12.22 -30.68 0 8(LWL4)- 8.68 -11.44 0 -5.18 -9.58 0 8(LWL4)- 7.08 -28 0 -12.32 -30.58 0 8(LWL5)- 1.18 9.36 0 -1.88 3.12 0 8(LWL5)- -1.22 -16 0 -1-62 -19.98 0 8(LWL6)- 0.88 12.36 0 -2.08 2.52 0 8(LWL6)- -1.52 -15 0 -1.92 -19.88 0 8(LWL7)- 2.18 21.76 0 -2.48 9.52 0 8(LWL7)- -0.12 -9.8 0 -1.92 -12-08 0 8(LWL8)- 2.08 22.96 0 -2.58 9.32 0 8(LWL8)- -0.22 -9.4 0 -2.02 -11.98 0 8(LWL1)+ 7.88 -25.14 0 -4.38 -15+78 0 8(LWL1)+ 5.88 0.6 0 -11.82 4.62 0 8(LWL2)+ 7.58 -22.14 0 -4.68 -16.38 0 8(LWL2)+ 5.58 1.6 0 -12.12 4.72 0 8(LWL3)+ 8.78 -12.74 0 -5.08 -9.38 0 8(LWL3)+ 6+98 6.8 0 -12.02 12.52 0 B(LWL4)+ 8.68 -11.44 0 -5.18 -9.58 0 8(LWL4), 6.88 7.2 0 -12.12 12.62 0 8(LWL5)+ 1.18 9.36 0 -1.88 3.12 0 8(LWL5)+ -1.42 19.2 0 -1.42 23.22 0 8(LWL6)+ 0.88 12.36 0 -2.08 2.52 0 8(LWL6)+ -1.72 20.2 0 -t72 23.32 0 8(LWL7)+ 2.18 21.76 0 -2.48 9.52 0 8(LWL7)+ -032 25.4 0 -1.72 31.12 0 8(LWL8)+ 2.08 22.96 0 -2.58 9.32 0 8(LWL8)+ 442 25.8 0 -1-82 31.22 0 9 -3.98 11.04 0 -5.61 14.04 0 9 -1.46 3.15 0 -3.24 10.7 0 9a 0.78 17.76 0 -0.78 7.32 0 9a 0.85 -3.15 -6.02 -0.79 -4 -7.35 9b 0.78 17.76 0 -0.78 7.32 0 9b 0.78 1 15.75 1 0 1 -0.72 1 19.24 0 mm 1 16 72.05 0 �l��72 43-4 0 MAX LC 4(WL3) 6(WL4) (V L4) 6(WL2) 1 r, MIN -18.82 -31.74 0 -la4 -27-78 0 8(WL1) 1 1 A(Wl LC 8(WL2) ti±g 1N srJOU3 31,S4- 4b, -1-9 01 ND W)N r �)- 0 1 16,11 13 LOAD COMBINATIONS(ASCE 7-10) ASD MA)UMIN LOAD CALCULATION Zenovic&Associates,Inc. 2 D-L 301 E 6th Street,Suite 1 3 D+S Port Angeles,WA - 3a D+S(UNBALANCED) - 3b D+S(UNBALANCED) Job#: 13071 4 D+(W) Y 5 D+(0.7E) 6 D+0.75(L)+0.75(W)+0.75(S) jDate: 11111312013 7 D+0.75(L)+0.75(0.7E)+0.75(S) 8 0.6D+W 9 0.6D+0.7E D Dea L ad E Seismic Load L Seismic Load S Snow Load W Win ad COLUMN FRAME LINE D 3 B COLUMN FRAME LINE D 4 LOAD GROUP HL VIL LNR HL VL LNR LOAD GROUP HL VL LNR HL VL LNR DL 0.6 4.5 -0.6 5.7 DL 0.6 4.4 -0�6 5.6 COLL 0.4 2.1 -0,3 31 COLL 0A 2.1 -0.4 3.1 SNOW 3 17.4 -2.8 2'5'? SNOW 3.2 17.4 -31 25.7, ADW 0.1 1A -0.1 i4 ADW A1D1L 0.2 2.5 42 AID1L 0.3 3.9 -0.3 3.1 5' AID1R 0.2 2.1 -0.2 AID1R 0.3 3.5 -0.3 3.9 Lr 2.4 13.9 -2.3 2016 Lr 2.6 13.9 -2.5 20.6 A1V1L 0.4 7.4 -0.4 2.6' A1V1L 0.6 8.8 -0-6 19 A1H1R -0.6 -0.8 -0.6 0.8' A1H1R -0.6 -0.8 -0.6 0.8 A11-111 0.6 0.8 O�6 -0.8 A11-111 0.6 &8 -0.6 -0.8 A1V1R 0.4 2.6 -0.4 7.4 A1V1R 0.6 3.9 -0.6 EQ -3.2 4.5 -3.6 4.4 EQ -3.2 -4.5 -15 4-4 RBUPEQ 0.1 -13.5 -10-5 -0.1 -16.6 1 0.1 0.1 -0.1 -13A 0,51:_ RBUPEQ WLI -7-5 -261 -13.5 -12.4 WLI -7.5 -26 -13.5 -12.3, WL2 -14.8 -7,5 -12 6.2 WI-2 -15 -7.5 -3 WI-3 6.2 1 0�6 -9-4 5.4 -29A, WI-3 10,8 -9-4 5.4 -A4 WI-4 3.3 9.2 15�8 -1G.8' WL4 3.1 9.2 15.9 -10 LWL1 5.1 -24.1 -10�9 LWLI 5.2 -23.3 -11.2 -24.5 RBUPLW 0-2 -17.6 -13.7 -0.2 21,6 RBUPLW 0.1 0.1 -0.1 -2 5W L-2 5 -22 -11.3 -�0.4 �23.1 LWI-2 4.9 -22.2 -11.5 -24.5 LWI-3 6.2 -17.4 -11.3 LWI-3 64 -17A -11.5 -18.6, TWI-4 61 -16.5 -11.4 -16 LWI-5 -2.2 4.7 -01 LWL4 6.2 -16.6 -11.6 -'16.6 LWI-5 -2.2 -4.7 -0.7 -6' LWL6 -2.5 -3-7 -1 -5.9 LWI-6 -2.5 -3.6 -1 -5.9 LWI-7 -1.1 1.5 -1 LWI-7 -1.1 1.5 1�� LWI-8 -1.2 1�9 -1.1 2 LWLB -1.2 1.9 RS LS 1.9 7-5 -1.9 1'3 RS 2.1 7.5 -2,1 13 1.9 13 -1.9 7.5 LS 2-1 13 -2,1 7-5 P2K1 0.3 1 -0.3 1, P2K1 0.3 1 -0.3 1 P2KR1 0 0 0 1 P2KR1 0 0 0 1 SBAL 2.3 13.1 -2.1 19A SBAL 2.4 13.1 -2-3 !�A', DSNW -0.1 -0.1 0.1 4.6 DSNW -0.1 -0-1 0:1 4:.6:1, SSNW 0 -0.1 0.1 16 SSNW -0.1 0.1 3.6 jRBDWLW 0 17.6 0 DWLW -0.1 0 20.8, IRBDWEQ 0 13.5 0 16 INg -0.1 0 Q.4 V LOAD COMBINATION FRAME LINE 3 LOAD COMBINATION FRAME LINE 4 0 LC HL VL LNR HL VL LNR LC HL L LNR HL VL LNR 1 1 1.3 10.5 0 -1.2 12.7 0 1 1.3 10.4 0 -1.3 12.6 0 8E: 0 C--2r5' r-46-7 0 2 4.5 33.1 0 -4.4 42 0 3 4.3 27.9 0 -4 36.4 0 3 4.5 27.8 0 4.4 38.3 0 3a 3.2 18 0 -3.1 25.7 0 3a 3.4 1T9 0 -3.4 25.6 0 3b 3.2 23.5 0 -3.1 20.2 0 3b 3.4 23A 0 -3.4 20.1 0 64(.W Ll -6.2 -15.6 0 C-1-4-73 0.3 0 4(WL1) -6.2 -15-6 0 -14.8 0.3 0 4(WL2) -13.5 3 0 -4.4 18.9 0 4(WL2) -13.7 2.9 0 -4.3 18.8 0 4(WL3) 11.9 1.1 0 4.2 -16.7 0 4(WL3) 12.1 1 0 4.1 -16.8 0 4(WL4) 4.6 19.7 0 14.6 1.9 0 4(WL4) 4.4 19.6 0 14.6 1.7 0 4(LWL1)- 6.6 -31-2 0 -123 -33.8 0 4(LWL1)- 6.6 -12.8 0 -12.6 -32.7 0 4(LWL2)- 6.5 -29.1 0 -12.7 -32 0 4(LWL2)- 6.3 -11.7 0 -12.9 -32.7 0 4(LWL3)- 7.7 -24.5 0 -12.7 -25.7 0 4(LWL3)- 7.8 -6.6 0 -12.9 -26.8 0 4(LWL4)- 7.6 -23.6 0 -12.8 -24.9 0 4(LWL4)- 7.6 -6.1 0 -13 -24.8 0 4(LWL5)- -0.7 -11.8 0 -2.1 -14.9 0 4(LWL5)- -0.8 5-8 0 -2.1 -14.2 0 4(LWL6)- -1 -10.8 0 -2.4 -14.8 0 4(LWL6)- -1.1 6.9 0 -2.4 -14.1 0 4(LWL7)- 0.4 -5.6 0 -2-4 -7 0 4(LWL7)- 0.3 12 0 -2.4 -6.3 0 4(LWL8)- 0.3 -5.2 0 -2.5 -6.9 0 4(LWL8)- 0.2 12.4 0 -2.5 -6.3 0 4(LWL1)+ 6.4 4 0 -12.1 9.4 0 4(LWLI)+ 6.5 -13 0 -12.5 8.9 0 4(LWL2)+ 6.3 6-1 0 -12.5 11.2 0 4(LWL2)+ 6.2 -11.9 0 -12.8 8.9 0 4(LWL3)+ 7.5 10.7 0 -12.5 17.5 0 4(LWL3)+ 7.7 -6.8 0 -12-8 14.8 0 4(LWL4)+ 7.4 11.6 0 AZ6 18.3 0 4(LWL4)+ 7.5 -6.3 0 -12.9 16.8 0 4(LWL5)+ -0.9 23.4 0 -1.9 28.3 0 4(LWL5)+ -0.9 5-6 0 -2 27.4 0 4(LWL6)+ -1.2 24.4 0 -2.2 28.4 0 4(LWL6)+ -1.2 6.7 0 -2.3 27.5 0 4(LWL7)+ 0.2 29.6 0 -2.2 36.2 0 4(LWL7)+ 0.2 11.8 0 -2.3 35.3 0 4(LWL8)+ 0.1 30 0 -2.3 36.3 0 4(LWL8)+ 0.1 12.2 0 -2.4 35.3 0 5 -0.94 7.35 0 -3.72 15.78 0 5 -0.94 7-25 0 -3.75 15.68 0 5a 1.37 1-05 -7.35 -1.27 1.08 -7.35 5a 1.37 10-47 0 -1.37 3.22 -6.09 5b 1.3 19.95 0 -1.2 24.32 0 5b 1.3 10.33 0 -1.3 21.98 0 6(WL1) -1.625 9.525 0 -12.975 28.225 0 6(WL1) -1.475 10.55 0 -14.2 29.25 0 6(WL2) -7.1 23.475 0 -5.25 42.175 0 6(WL2) -7.1 24.425 0 -6.325 43.125 0 6(WL3) 11.95 22.05 -7.875 1.2 15.475 -7.875 6(WL3) 12.25 23 0 -0.025 16.425 -6.525 6(WL4) 6.475 36 -7.875 9 29.425 -7.875 6(WL4) 6.475 36-95 0 7.85 30.3 -6.525 6(LWLI)- 7.975 -2.175 -10.275 -11.175 2.65 -10.275 6(LWL1)- 8.125 12.65 0 -12.55 4.5 -10.05 6(LWL2)- 7.9 -0.6 0 -11.475 4 0 6(LWL2)- 7.9 13.475 0 -12-775 4.5 0 6(LWL3)- 8.8 2.85 0 -11.475 8.725 0 6(LWL3)- 9.025 17.3 0 -12.775 8.925 0 6(LWL4)- 8.725 3.525 0 -11.55 9.325 0 6(LWL4)- 8.875 17.675 0 -12.85 10.425 0 6(LWL5)- 2.5 12.375 0 -3.525 16.825 0 6(LWL5)- 2.575 26.6 0 -4-675 18.375 0 6(LWL6)- 2.275 13.125 0 -3.75 16.9 0 6(LWL6)- 2.35 27.425 0 -4.9 18.45 0 6(LWL7)- 3.325 17.025 0 -3.75 22.75 0 6(LWL7)- 3.4 31.25 0 -4.9 24.3 0 6(LWL8)- 3.25 17.325 0 -3.825 22.825 0 6(LWL8)- 3.325 31.55 0 -4.975 24.3 0 6(LWLI)+ 7.825 -2.175 0 -11.025 2.65 0 6(LWL1)+ 8.05 12.65 0 -12.475 4�5 0 6(LWL2)+ 7.75 -0.6 0 -11.325 4 0 6(LWL2)+ 7.825 13.475 0 -12.7 4.5 0 6(LWL3)+ 8.65 2.85 0 -11.325 8.725 0 6(LWL3)+ &95 17-3 0 -12.7 8.925 0 6(LWL4)+ 8.575 3.525 0 -11.4 9.325 0 6(LWL4)+ 8.8 17.675 0 -12.775 10.425 0 6(LWL5)+ 2.35 12.375 0 -3.375 16.825 0 6(LWL5)+ 2.5 26.6 0 -4.6 18.375 0 6(LWL6)+ 2.125 13.125 0 -3.6 16.9 0 B(LWL6)+ 2.275 27-425 0 -4.825 18.45 0 6(LWL7)+ 3.175 17.025 0 -3.6 22.75 0 6(LWL7)+ 3.325 31.25 0 -4.825 24.3 0 6(LWL8)+ 3.1 17.325 0 -3.675 22.825 0 6(LWL8)+ 3.25 31.55 0 -4.9 24.3 0 7 2.32 26-7375 0 A.74 39.835 0 7 2.47 27.6875 0 -5.9125 40.785 0 7a 4.0525 26.7375 -5.5125 -2.9025 39.835 -5.5125 7a 4.2025 27.6875 0 -4.1275 40.785 4.5675 7b 4 36.1875 0 -2.85 46.24 0 7b 4.15 29.9975 0 -4.075 45.51 0 8(WL1) -6.72 -19.8 0 -14.22 -4.78 0 8(WLI) -6.72 -19.76 0 -14.28 -4.74 0 8(WL2) -14.02 -1.2 0 -3.92 13.82 0 8(WL2) -14.22 -1.26 0 -3.78 13.76 0 8(WL3) 11.38 -3.1 0 4.68 -21.78 0 8(WL3) 11.58 -3.16 0 4.62 -21.84 0 8(WL4) 4.08 15.5 0 15.08 -3.18 0 8(WL4) 3.88 15.44 0 15.12 -3.34 0 6.08 -35.4 -13.7 -11.82 C-�3�8,88 �- 3.77, 8(LWL1)- 6.08 -16.96 0 -12.08 -37.74 -13.4 8(LWL2)- 5.98 -33.3 0 -12.22 -37.08 0 8(LWL2)- 5.78 -15.86 0 -12.38 -37.74 0 8(LWL3)- 7.18 -28.7 0 -12.22 -30.78 0 8(LWL3)- 7.28 -10.76 0 -12.38 -31.84 0 8(LWL4)- 7.08 -27.8 0 -12.32 -29.98 0 8(LWL4)- 7.08 -10.26 0 -12.48 -29.84 0 8(LWL5)- -1.22 -16 0 -1.62 -19.98 0 8(LWL5)- -1.32 1.64 0 -1.58 -19.24 0 8(LWL6)- -1.52 -15 0 -1.92 -19.88 0 8(LWL6)- -1.62 2.74 0 -1.88 -19.14 0 8(LWL7)- -0.12 -9.8 0 -1-92 -12.08 0 8(LWL7)- -0.22 7.84 0 -1.88 -11.34 0 8(LWL8)- -0.22 -9.4 0 -2.02 -11.98 0 8(LWL8)- -0.32 8.24 0 -1.98 -11-34 0 8(LWL1)+ 5.88 -0.2 0 -11.62 4.32 0 8(LWLI)+ 5.98 -17.16 0 -11.98 3.86 0 8(LWL2)+ 5.78 1.9 0 -12.02 6.12 0 8(LWL2)+ 5.68 -16-06 0 -12.28 3.86 0 8(LWL3)+ 6.98 6.5 0 -12.02 12.42 0 8(LWL3)+ 7.18 -10.96 0 -12.28 9.76 0 8(LWL4)+ 6.88 7.4 0 -12.12 13.22 0 8(LWL4)+ 6.98 -10.46 0 -12.38 11.76 0 8(LWL5)+ -1.42 19.2 0 -1.42 23.22 0 8(LWL5)+ -1.42 1.44 0 -1.48 22.36 0 8(LWL6)+ -1.72 20.2 0 -1.72 23.32 0 8(LWL6)+ -1.72 2.54 0 -1.78 22.46 0 8(LWL7)+ -0.32 25.4 0 -1.72 31.12 0 8(LWL7)+ -0.32 7.64 0 -1.78 30.26 0 8(LWL8)+ -0.42 25.8 0 -1.82 31.22 0 8(LWL8)+ -0.42 8.04 0 -1.88 30.26 0 9 -1.46 3.15 0 -3.24 10.7 0 9 -1.46 3.09 0 -3.23 10.64 0 ga 0.85 -3-15 -7.35 -0.79 -4 -7.35 9a 0.85 6.31 0 -0.85 -1.82 -6.09 9b 0.78 15.75 0 -0.72 19.24 0 9b 0.78 6.17 0 -0.78 16.94 0 MAX 1 .95 36.1875 0 15.0 4624 0-----] MAX �12 25 3,W195 0 15. 0 7b 1 8(WL4) 7b 1 LC (V_- -_ L ( L 6(WL3T 3)46(WL4) I 8(WL4) 7b 1- MIN -14.02 -35.4 -13.7 -14.7 1 -38-88 -13.7 1 -MIN 1 -14.22 1 -19.76 0 -14.8 -37.74 -17-4 LC 8(W-L2) '��(LWU)- 8�(LWU) 4(WL1) I 8(LWL1)- 18(LWL1)-I LC I 8(WL2) I 8(WLI) 1 1 1 QWLI) 18(LWL1)-18(LWLI)- -Q,N 0--� spat," Ij 17 -76 CZ 7 _jW -3 S LO'AD COMBINATIONS(ASCE 7-10) ASD MAXIMIN LOAD CALCULATION 1 D Zenovic&Associates,Inc. 2 D+L 301 E 6th Street,Suite 1 3 D+S Port Angeles,INA 3a D+S(UNBALANCED) 3b D+S(UNBALANCED) Job#: 13071 4 D+(W) Project: Metal Building Over Chipper 5 D+(0.7E) Client: Evergreen Fibre 6 D+0-75(L)+0.75(W)+0.75(S) jDate� 11/5/2013 7 D+0.75(L)+0.75(0.7E)+0.75(S) 8 0.6D+W 9 0.6DTO,7E D Dead oad E Seismic Load L Seismic Load S Snow Load W Wind Load FRAME LINE 4 FRAME LINE COLUMN C COLUMN LOAD GROUP HL VIL LNR HL VL LNR LOAD GROUP HL VL LNR HL VL LNR DL 4.4 DL COLL 2.1 COLL SNOW 17.8 SNOW ADW ADW A1D1L 0.9 A1D1L A1D1R 0.9 A1D1R Lr 14.2 Lr A1V1L 1.5 A1V1L A1H1R A1H1R A11-111 A1H1L A1V1R 1�5 A1V1R EQ 0.4 EQ RBUPEQ -0.1 RBUPEQ WLI -8-6 WL1 WI-2 -7.5 WL2 WI-3 -8-3 WI-3 WI-4 -7.1 WI-4 LWL1 -3.4 14.6 LWL1 RBUPLW -0.1 RBUPLW LWI-2 -3.4 14.6 LWI-2 LWI-3 1.3 -16.2 LWL3 LWL4 1.3 -16.2 LWL4 LWL5 -22 14.6 LWI-5 LWL6 2A 14.6 LWI-6 LWI-7 2.4 -16.2 LWI-7 TWI-8 11.6 -16.2 LWI-8 RS 11.6 RS LS 1-1 LS 'P2K1 1.1 P2K1 P2KR1 13.4 P2KR1 SBAL SBAL DSNW DSNW SSNW SSNW RBDWLW 4 RBDWLW RBDWEQ -0.3 RBDWEQ LOAD COMBINATION FRAME LINE 4 LOAD COMBINATION FRAME LINE 0 0 LC HL VL LNR HL_ VL LNR- LC HL VL LNR HL VL LNR 1 0 7.4 0 0 0 0 1 0 0 0 0 0 0 2 0 23.1 0 0 0 0 2 0 0 0 0 0 0 3 0 25.2 0 0 0 0 3 0 0 0 0 0 0 3a 0 19 0 0 0 0 3a 0 0 0 0 0 0 3b 0 8.5 0 0 0 0 3b 0 0 0 0 0 0 4(WLI) 0 -1.2 0 0 0 0 4(WL1) 0 0 0 0 0 0 4(WL2) 0 -0.1 0 0 0 0 4(WL2) 0 0 0 0 0 0 4(WL3) 0 -0.9 0 0 0 0 4(WL3) 0 0 0 0 0 0 4(WL4) 0 0.3 0 0 0 0 4(WL4) 0 0 0 0 0 0 4(LWL1)- 0 3.9 14.6 0 0 0 4(LWL1)- 0 0 0 0 0 0 4(LWL2)- 0 3.9 14.6 0 0 0 4(LWL2)- 0 0 0 0 0 0 4(LWL3)- 0 8.6 -16.2 0 0 0 4(LWL3)- 0 0 0 0 0 0 4(LWL4)- 0 8.6 -16.2 0 0 0 4(LWL4)- 0 0 0 0 0 0 4(LWL5)- 0 5.1 14.6 0 0 0 4(LWL5)- 0 0 0 0 0 0 4(LWL6)- 0 9.7 14.6 0 0 0 4(LWL6)- 0 0 0 0 0 0 4(LWL7)- 0 9.7 -16.2 0 0 0 4(LWL7y 0 0 0 0 0 0 4(LWL8)- 0 18.9 -16.2 0 0 0 4(LWLB)- 0 0 0 0 0 0 4(LWL1)+ 0 0 14.6 0 0 0 4(LWL1)+ 0 0 0 0 0 0 4(LWL2)+ 0 0 14.6 0 0 0 4(LWL2)+ 0 0 0 0 0 0 4(LWL3)+ 0 4.7 -16.2 0 0 0 4(LWL3)+ 0 0 0 0 0 0 4(LWL4)+ 0 47 -16.2 0 0 0 4(LWL4)+ 0 0 0 0 0 0 4(LWL5)+ 0 1.2 14.6 0 0 0 4(LWL5)- 0 0 0 0 0 0 4(LWL6)+ 0 5.8 14.6 0 0 0 4(LWL6)+ 0 0 0 0 0 0 4(LWL7)+ 0 5.8 -16.2 0 0 0 4(LWL7)+ 0 0 0 0 0 0 4(LWL8)+ 0 15 -16.2 0 0 0 4(LWL8)+ 0 0 0 0 0 0 5 0 7.68 0 0 0 0 5 0 0 0 0 0 0 5a 0 7.33 0 0 0 0 5a 0 0 0 0 0 0 5b 0 7.19 0 0 0 0 5b 0 0 0 0 0 0 6(WL1) 0 15.425 0 0 0 0 6(WLI) 0 0 0 0 0 0 6(WL2) 0 16.25 0 0 0 0 6(WL2) 0 0 0 0 0 0 6(WL3) 0 15.65 0 0 0 0 6(WL3) 0 0 0 0 0 0 6(WL4) 0 16.55 0 0 0 0 6(WL4) 0 0 0 0 0 0 6(LWL1)- 0 19.25 10.95 0 0 0 6(LWL1)- 0 0 0 0 0 0 6(LWL2)- 0 19.25 10.95 0 0 0 6(LWL2)- 0 0 0 0 0 0 6(LWL3)- 0 22.775 -12.15 0 0 0 6(LWL3)- 0 0 0 0 0 0 6(LWL4)- 0 22.775 -12.15 0 0 0 6(LWL4)- 0 0 0 0 0 0 6(LWL5)- 0 20.15 10.95 0 0 0 6(LWL5)- 0 0 0 0 0 0 6(LWL6)- 0 23.6 10.95 0 0 0 6(LWL6)- 0 0 0 0 0 0 6(LWL7)- 0 23.6 -12.15 0 0 0 6(LWL7)- 0 0 0 0 0 0 6(LWL8)- 0 30.5 -12.15 0 0 0 6(LWL8)- 0 0 0 0 0 0 6(LWL1)+ 0 19.25 10.95 0 0 0 6(LWL1)+ 0 0 0 0 0 0 6(LWL2)+ 0 19.25 10.95 0 0 0 6(LWL2)+ 0 0 0 0 0 0 6(LWL3)+ 0 22.775 -12.15 0 0 0 6(LWL3)+ 0 0 0 0 0 0 6(LWL4)+ 0 22.775 -12.15 0 0 0 6(LWL4)+ 0 0 0 0 0 0 6(LWL5)+ 0 20.15 10.95 0 0 0 6(LWL5)+ 0 0 0 0 0 0 6(LWL6)+ 0 23.6 10.95 0 0 0 6(LWL6)+ 0 0 0 0 0 0 6(LWL7)+ 0 23.6 -12.15 0 0 0 6(LWL7)+ 0 0 0 0 0 0 6(LWL8)+ 0 30.5 -12.15 0 0 0 6(LWL8)+ 0 0 0 0 0 0 7 0 22.085 0 0 0 0 7 0 0 0 0 0 0 7a 0 22.085 0 0 0 0 7a 0 0 0 0 0 0 7b 0 21.7175 0 0 0 0 7b 0 0 0 0 0 0 8(WL1) 0 -4.16 0 0 0 0 8(WL1) 0 0 0 0 0 0 8(WL2) 0 -3.06 0 0 0 0 8(WL2) 0 0 0 0 0 0 8(WL3) 0 -3.86 0 0 0 0 8(WL3) 0 0 0 0 0 0 8(WL4) 0 -2.66 0 0 0 0 8(WL4) 0 0 0 0 0 0 8(LWL1)- 0 0.94 14.6 0 0 0 8(LWL1)- 0 0 0 0 0 0 8(LWL2)- 0 0.94 14.6 0 0 0 8(LWL2)- 0 0 0 0 0 0 8(LWL3)- 0 5.64 -16.2 0 0 0 8(LWL3)- 0 0 0 0 0 0 8(LWL4)- 0 5.64 -16-2 0 0 0 8(LWL4)- 0 0 0 0 0 0 8(LWL5)- 0 2.14 14.6 0 0 0 8(LWL5)- 0 0 0 0 0 0 8(LWL6)- 0 6.74 14.6 0 0 0 8(LWL6)- 0 0 0 0 0 0 8(LWL7)- 0 6.74 -16.2 0 0 0 8(LWL7)- 0 0 0 0 0 0 8(LWL8)- 0 15.94 -16.2 0 0 0 8(LWL8)- 0 0 0 0 0 0 8(LWL1)+ 0 -2.96 14.6 0 0 0 8(LWL1)+ 0 0 0 0 0 0 8(LWL2)+ 0 -2.96 14.6 0 0 0 8(LWL2)+ 0 0 0 0 0 0 8(LWL3)+ 0 1.74 -16.2 0 0 0 8(LWL3)+ 0 0 0 0 0 0 8(LWL4)+ 0 1.74 -16.2 0 0 0 8(LWL4)+ 0 0 0 0 0 0 8(LWL5)+ 0 -1.76 14.6 0 0 0 8(LWL5)+ 0 0 0 0 0 0 8(LWL6)+ 0 2.84 14.6 0 0 0 8(LWL6)+ 0 0 0 0 0 0 8(LWL7)+ 0 2.84 -16.2 0 0 0 8(LWL7)+ 0 0 0 0 0 0 8(LWL8)+ 0 12.04 -16.2 0 0 0 8(LWL8)+ 0 0 0 0 0 0 9 0 4.72 0 0 0 0 9 0 0 0 0 0 0 9a 0 4.37 0 0 0 0 9a 0 0 0 0 0 0 9b 0 4.23 0 0 0 0 9b 0 0 0 0 0 0 MAX 0 30.5 14.6 0 0 0 MAX 0 0 0 0 0 0 LC 1 6(LWL8y 4(LWL1)- 1 1 1 LC 1 1 1 1 1 1 MIN 0 -4�16 -16.2 0 0 0 MIN 0 0 0 0 0 4(LWL3)- LC 1 8(WL!) LC 1 1 1 1 1 1 ZENOVIC&ASSOCIATES,INC. PROJECT: METAL BUILDING OVER CHIPPER 301 EAST 6TH STREET, SUITE I CLIENT: EVERGREEN FIBRE PORTANGELES, WA JOB#: 13071 DATE: 12/2/2013 SQUARE PIER FOOTING DESIGN COL.@ LINE I(D) USERINPUT WIDTH AND LENGTH OF PIER B(in) 108 O.T.M. MR(SNOW)(k-ft) 512 S.F. WIDTH OF COLUMN/BASE PLATE Sl (in) 17 WO(SNOW)(kips) 114 LENGTH OF COLUMNIBASE PLATE Ll (in) 10 M,T(SNOW)(k-ft) 26 19.4 OK HEIGHT OF PIER h(in) 24 MR(WIND)(k-ft) 76 DEPTH OF FOOTING D(in) 48 WO(WIND)(kips) 17 BTM.REINFORCING SIZE # 5 MOT�WIND)(k-ft) 59 1.3 NG BTM.NUMBER OF BARS # 12 MR(PSOIL)(k-ft) 37 1.9 OK WITH Psp TOP REINFORCING SIZE # 5 eSNOW(ft) 0.23 IN KERN TOP NUMBER OF BARS # 9 ewIN0(ft) 3.49 O.S.KERN CONCRETESTRENGTH Fc'(psi) 2500 BEARING f,,...(SNOW)(ksf) 1.62 0.9 OK CONCRETE UNIT WEIGHT WCONC.(PSf) 150 fp,mi�(SNOW)(ksf) 1.19 1.3 ALLOWABLE SOIL BEARING SPALOW(ksf) 1.5 fp,m.(WIND)(ksf) 0.69 2.2 OK SOIL COVER ON FOOTING z(ft) fp,min(WIND)(kso 0 OK UNIT WEIGHT OF SOIL WSOIL(PSO 120 SLIDING FNSNOW)(kips) 75 16.9 qK PASSIVE SOIL COEF KP 3 FR(WIND)(kips) 26 2.7 OK ACTIVE SOIL COEF K� 0.33 BENDING SLOPE(ksf/ft) 0.05 CONCRETEISOIL FRICTION �l 0.5 F,(kip) 49 ADDITIONAL LOAD OVER FOOTING WADD(PSfl F2(kip) 3 (SNOKqLOAD V+ (kips) 65.1 mmax(SNOW)(k-ft) 101 H+ (kips) 4.4 M.-(WIND)(k-ft) 39 (WIND)LOAD V- (kips) -31.74 H- (kips) -9,82 LRFD CONVERSION FACTOR 1.4 REINFORCING GRADE(40 OR 60) 40 CALCULATED EFFECTIVE DEPTH OF FOOTING d(in) 44.38 LENGTH OF CRITICAL SHEAR PERIMETER bo(in) 231.50 WEIGHT OF FOOTING Fm(kips) 48.60 CRITICAL SHEAR (2-way) V.(kips) 131 Oc 2 SHEAR STRENGTH EQ.15-14 (2-way) Vc(kips) N.A. SHEAR STRENGTH EQ.15-15 (2-way) Vc(kips) N.A. SHEAR STRENGTH EQ.15-16 (2-way) Vc(kips) 2055 ALLOWABLE SHEAR (2-way) �Vc(kips) 1541 ok two-way shear CRITICAL SHEAR (1-way) V.(kips) 2 ALLOWABLE SHEAR (1-way) �Vc(kips) 359 ok one-way shear CRITICAL MOMENT(BTM.STEEL) M,(kip-ft) 141 AREA OF STEEL REQ'D As(in^2) 1.12 MINIMUM STEEL AREA As,MIN(in^2) 4.67 SIZE SPACING(O.C.E.W.1 STEEL PROVIDED As(in'2) 3.68 ok 5 9 a(in) 0.64 ALLOWABLE MOMENT(BTM.STEEL) �Mn(kip-ft) 4871kk CRITICAL MOMENT(TOP STEEL) M�(kip-ft) 54 AREA OF STEEL REQD As(inA2) 0.43 MINIMUM STEEL AREA As,MIN(inA2) 4.67 J§IZE SPACING Q.C.E.W. j STEEL PROVIDED As(in^2)' 2.76 ok 5 13 JALLOWABLE MOMENT(TOP STEEL) �M�(kip-ft) 365 ok ZENOVIC&ASSOCIATES,INC. PROJECT METAL BUILDING OVER CHIPPER 1 301 EAST 6TH STREET,SUITE 1 CLIENT: EVERGREEN FIBRE PORTANGELES, WA JOB#: 13071 DATE: 12/2/2013 SQUARE PIER FOOTING DESIGN COL.@ LINE 1(B) USERINPUT WIDTH AND LENGTH OF PIER B(in) �98 O.T.M. MR(SNOW)(k-ft) 313 S.F. WIDTH OF COLUMN/BASE PLATE Sl (in) W (kips) 77 O(SNOW) LENGTH OF COLUMNIBASE PLATE Ll (in) MOT(SNOW)(k-ft) 16 19.6 OK HEIGHT OF PIER h(in) M R(WIND)(k-ft) 50 DEPTH OF FOOTING D(in) WO(WIND)(kips) 12 BTM.REINFORCING SIZE # MOT(WIND)(k-ft) 51 1.0 NG BTM.NUMBER OF BARS # MR(P SOIL)(k-ft) 34 1.7 OK WITH Psp TOP REINFORCING SIZE # eSNOW R 0.21 IN KERN e TOP NUMBER OF BARS # WIND(ft) 4.14 O.S.KERN CONCRETE STRENGTH Fc'(psi) BEARING fp,.-(SNOW)(ksf) 1.33 1.1 OK CONCRETE UNIT WEIGHT WCONC.(PSO -�"j fp,mm(SNOW)(kso 0.97 1.5 ALLOWABLE SOIL BEARING SP,Low(ksf) fp,.-(WIND)(ksq 0.74 2.0 OK SOIL COVER ON FOOTING Z(ft) fp,ft�(WIND)(kso 0 OK SLIDING F _T UNIT WEIGHT OF SOIL WSOIL(PSf) R(SNOW)(kips) 54 17.0 OK PASSIVE SOIL COEF. KP FR(WIND)(kips) 22 2.2 K ACTIVE SOIL COEF K. BENDING SLOPE(ksf/ft) 0.04 CONCRETEISOIL FRICTION F,(kip) 33 ADDITIONAL LOAD OVER FOOTING WADE)(PSf) F2(kip) 2 (SNOM LOAD V+ (kips) M_(SNOW)(k-ft) 59 H+ (kips) Mmax(WIND)(k-ft) 28 (WIND)LOAD V_ (kips) H- �(kips) 2 LRFD CONVERSION FACTOR REINFORCING GRADE(40 OR 60) 40, j CALCULATED EFFECTIVE DEPTH OF FOOTING d(in) 44.38 LENGTH OF CRITICAL SHEAR PERIMETER bo(in) 231.50 WEIGHT OF FOOTING Ft(kips) 40.02 CRITICAL SHEAR (2-way) V.(kips) 81 PC 2 SHEAR STRENGTH EQ.15-14 (2-way) VC(kips) N.A. SHEAR STRENGTH EQ.15-15 (2-way) VC(kips) N.A. SHEAR STRENGTH EQ.15-16 (2-way) VC(kips) 2055 ALLOWABLESHEAR (2-way) �Vc(kips) 1541 ok two-way shear CRITICAL SHEAR (1-way) V.(kips) -5 ALLOWABLE SHEAR (1-way) �Vc(kips) 326 ok one-way shear CRITICAL MOMENT(BTM.STEEL) M�(kip-ft) 83 AREA OF STEEL REQD As(in^2) 0.66 MINIMUM STEEL AREA As,MIN(in^2) 4.23 111ZE SPACING(O.C.E.W.1 STEEL PROVIDED As(inA2) 2.76 ok 1_2 a(in) 0.53 ALLOWABLE MOMENT(BTM.STEEL) Wn(kip-ft) 365jak CRITICAL MOMENT(TOP STEEL) M�(kip-ft) 39 AREA OF STEEL REQD As(inA2) 0.31 MINIMUM STEEL AREA As,MIN(inA2) 4.23 15IZE SPACING(O.C.E.W.) STEEL PROVIDED As(inA2) 2.76 ok 5 12 JALLOWABLE MOMENT(TOP STEEL) �M�(kip-ft) 365 ok ZENOVIC&ASSOCIATES,INC. PROJECT: METAL BUILDING OVER CHIPPER 301 EAST 6TH STREET,SUITE I CLIENT: EVERGREEN FIBRE PORTANGELES, WA JOB#.- 13071 DATE: 12/2/2013 SQUARE PIER FOOTING DESIGN COL.@ LINE 2(D) USERINPUT WIDTH AND LENGTH OF PIER B(in) 108 O.T.M. MR(SNOW)(k-ft) 362 S.F. WIDTH OF COLUMN/BASE PLATE Sl (in) 15 WO(SNOW)(kips) 80 LENGTH OF COLUMNIBASE PLATE Ll (in) 8 MOT(SNOW)(k-ft) 26 14.0 OK HEIGHT OF PIER h(in) 24 MR(WIND)(k-ft) 63 DEPTH OF FOOTING D(in) 48 WO(WIND)(kips) 14 BTM.REINFORCING SIZE # 5 MOT(WIND)(k-ft) 67 0.9 NG BTM.NUMBER OF BARS # 12 MR(P SOIL)(k-ft) 37 1.5 OK WITH Psp TOP REINFORCING SIZE # 5 eSNOW R 0.32 IN KERN TOP NUMBER OF BARS # 9 eWIND R 4.80 O.S.KERN CONCRETESTRENGTH Fc'(psi) 2500 BEARING fp,(SNOW)(ksf) 1.20 1-2 OK CONCRETE UNIT WEIGHT WCONC.(PS� 150 fp,.i�(SNOW)(ksfl 0.78 1.9 ALLOWABLE SOIL BEARING SPALOW(ksf) 1.5 fP,...(WIND)(kso 0.73 2.1 OK SOIL COVER ON FOOTING z(ft) fp,.m(WlND)(ks� 0 OK UNIT WEIGHT OF SOIL WSOIL(PSO 120 SLIDING FNSNOW)(kips) 58 13.5 OK PASSIVE SOIL COEF. KP 3 FNWIND)(kips) 25 2.3 OK ACTIVE SOIL COEF. K� 0.33 BENDING SLOPE(ksf/ft) 0.05 CONCRETEISOIL FRICTION P 0.5 F,(kip) 36 ADDITIONAL LOAD OVER FOOTING WADD(PSO F2(kip) 3 (SNOM LOAD V+ (kips) 31.8 M(SNOW)(k-ft) 77 H+ (kips) 4.3 M.-(WIND)(k-ft) 41 (WIND)LOAD V_ (kips) -34.6 H- (kips) -11.2 LRFD CONVERSION FACTOR 1.4 REINFORCING GRADE(40 OR 60) 40 CALCULATED EFFECTIVE DEPTH OF FOOTING d(in) 44.38 LENGTH OF CRITICAL SHEAR PERIMETER bo(in) 223.50 WEIGHT OF FOOTING Fm(kips) 48.60 CRITICAL SHEAR (2-way) V.(kips) 100 PC 2 SHEAR STRENGTH EQ.15-14 (2-way) Vc(kips) N.A. SHEAR STRENGTH EQ.15-15 (2-way) VC(kips) N.A. SHEAR STRENGTH EQ.15-16 (2-way) Vc(kips) 1984 ALLOWABLE SHEAR (2-way) �Vc(kips) 1488 ok two-way shear CRITICAL SHEAR (1-way) V.(kips) 3 ALLOWABLE SHEAR (1-way) �Vc(kips) 359 ok one-way shear CRITICAL MOMENT(BTM.STEEL) M�(kip-ft) 108 AREA OF STEEL REQD As(inA2) 0.86 MINIMUM STEEL AREA As,MIN(inA2) 4.67 J�IZE �PACING(O.C.E.W.1 STEEL PROVIDED As(inA2) 3.68 ok 5 9 a(in) 0.64 ALLOWABLE MOMENT(BTM.STEEL) Wn(kip-ft) 4871Lk CRITICAL MOMENT(TOP STEEL) M�(kip-ft) 57 AREA OF STEEL REQD As(in A2) 0.45 MINIMUM STEEL AREA As,MIN(inA2) 4.67 ja[ZE SPACING JQ.C.E.W.1 STEEL PROVIDED As(inA2) 2.76 ok 13 ALLOWABLE MOMENT(TOP STEEL) Wn(kip-ft) 365 ok ZENO VIC&ASSOCIATES,INC. PROJECT: METAL BUILDING OVER CHIPPER 301 EAST 6TH STREET, SUITE I CLIENT: EVERGREEN FIBRE PORTANGaEs, wA JOB#.- 13071 DATE: 12/2/2013 SQUARE PIER FOOTING DESIGN COL.@ LINE 2(B) USERINPUT WIDTH AND LENGTH OF PIER B(in) 114 O.T.M. MR(SNOW)(k-ft) 465 S.F. WIDTH OF COLUMN/BASE PLATE Sl (in) 15 WO(SNOW)(kips) 98 LENGTH OF COLUMNIBASE PLATE Ll (in) 8 MOT(SNOW)(k-ft) 15 32.1 OK HEIGHT OF PIER h(in) 12 MR(WINO)(k-ft) 74 DEPTH OF FOOTING D(in) 48 WO(WIND)(kips) 16 BTM.REINFORCING SIZE # 5 MOT(WIND)(k-ft) 69 1.1 NG BTM.NUMBER OF BARS # 12 MR(P SOIL)(k-ft) 39 1.6 OK WITH Psp TOP REINFORCING SIZE # 5 eSNOW(ft) 0.15 IN KERN TOP NUMBER OF BARS # 10 eWIND(ft) 4.41 O.S.KERN CONCRETESTRENGTH Fc'(psi) 2500 BEARING fP,(SN0W)(ksf) 1.19 1.3 OK CONCRETE UNIT WEIGHT WCONC.(PSO 150 fp,.m(SNOW)(kso 0.98 1.5 ALLOWABLE SOIL BEARING SPALOW(ksf) 1.5 fp,.-(WIND)(ksf) 0.65 2.3 OK SOIL COVER ON FOOTING Z(ft) fp,.m(WIND)(ks� 0 OK UNIT WEIGHT OF SOIL WSOIL(PSO 120 SLIDING FR(SNOW)(kips) 68 23.3 QK PASSIVE SOIL COEF. KIP 3 FR(WIND)(kips) 26 2.0 OK ACTIVE SOIL COEF. K� 0.33 BENDING SLOPE(ksf/ft) 0.02 CONCRETEISOIL FRICTION 11 0.5 F,(kip) 43 ADDITIONAL LOAD OVER FOOTING WADD(PSO F2(kip) 2 (SNOIAqLOAD V+ (kips) 43.7 M.-(SNOW)(k-ft) 93 H+ - (kips) 2.9 M(WIND)(k-ft) 48 (WIND)LOAD V_ (kips) -38.6 H- (kips) -13.7 LRFD CONVERSION FACTOR 1.4 REINFORCING GRADE(40 OR 60) 40 CALCULATED EFFECTIVE DEPTH OF FOOTING d(in) 44.38 LENGTH OF CRITICAL SHEAR PERIMETER bo(in) 223.50 WEIGHT OF FOOTING Fvt(kips) 54.15 CRITICAL SHEAR (2-way) V�(kips) 114 PC 2 SHEAR STRENGTH EQ.15-14 (2-way) VC(kips) N.A. SHEAR STRENGTH EQ.15-15 (2-way) VC(kips) N.A. SHEAR STRENGTH EQ.15-16 (2-way) VC(kips) 1984 ALLOWABLE SHEAR (2-way) �Vc(kips) 1488 ok two-waV shear CRITICAL SHEAR (1-way) V,(kips) 7 ALLOWABLE SHEAR (1-way) �Vc(kips) 379 ok one-way shear CRITICAL MOMENT(BTM.STEEL) M�(kip-ft) 131 AREA OF STEEL REQD As(in^2) 1.03 MINIMUM STEEL AREA As,MIN(inA2) 4.92 JaIZE SPACING(O.C.E.W.1 STEEL PROVIDED As(in'2) 3.68 ok 10 a(in) 0.61 ALLOWABLE MOMENT(BTM.STEEL) Wn(kip-ft) 4871ok CRITICAL MOMENT(TOP STEEL) M�(kip-ft) 68 AREA OF STEEL REQD As(inA2) 0.54 MINIMUM STEEL AREA As,MIN(inA2) 4.92 J§IZE SPACING(O.C.E.W.1 STEEL PROVIDED As(in A2) 3.07 ok 12 JALLOWABLE MOMENT(TOP STEEL) �M�(kip-ft) 406 ok ZENOVIC&ASSOCIATES,INC. PROJECT: METAL BUILDING OVER CHIPPER 301 EAST 6TH STREET, SUITE I CLIENT: EVERGREEN FIBRE PORTANGELES, WA JOB#: 13071 DATE: 12/2/2013 SQUARE PIER FOOTING DESIGN COL.@ LINE 3(D) LISERINPLIT WIDTH AND LENGTH OF PIER B(in) 98 O.T.M. MR(SNOW)(k-ft) 292 S.F. WIDTH OF COLUMN/BASE PLATE Sl (in) .15 WO(SNOW)(kips) 72 LENGTH OF COLUMNIBASE PLATE Ll (in) MOT(SNOW)(k-ft) 26 11.1 OK HEIGHT OF PIER h(in) 2� MR(WIND)(k-ft) 31 DEPTH OF FOOTING D(in) 48 WO(WIND)(kips) 7 BTM.REINFORCING SIZE # 5 MOT(WIND)(k-ft) 44 0.7 NG BTM.NUMBER OF BARS # 10 MR(P SOIL)(k-ft) 34 1.5 OK WITH Psp TOP REINFORCING SIZE # 5 eSNOW(ft) 0.37 IN KERN TOP NUMBER OF BARS # eWIND(ft) 5.83 O.S.KERN CONCRETE STRENGTH Fc'(psi) 2500 BEARING fp,.-(SNOW)(ksf) 1.36 1.1 OK CONCRETE UNIT WEIGHT WCONC.(PSf) i5o fp,m(SNOW)(ksfl 0.78 1.9 ALLOWABLE SOIL BEARING SPALOW(ksf) 1.5 fp,.-(WIND)(ksf) 0.59 2.5 OK SOIL COVER ON FOOTING z(ft) fp,.m(WIND)(ksf) 0 OK UNIT WEIGHT OF SOIL WSOIL(PSf) 120 SLIDING FR(sNow)(kips) 52 11.8 QK PASSIVE SOIL COEF KID 3 FFZ(WIND)(kips) 20 2.8 OK ACTIVE SOIL COEF. K� 0.33 BENDING SLOPE(ksf/ft) 0-07 CONCRETEISOIL FRICTION P 1 0.5 F,(kip) 32 ADDITIONAL LOAD OVER FOOTING WADD(PSO F2(kip) 3 (SNOW)LOAD V+ (kips) 31.6 M.-(SNOW)(k-ft) 63 H+ (kips) 4�4 Mm-(WiND)(k-ft) 29 (WIND)LOAD V_ (kips) -32.52 H- (kips) 7.28 LRFD CONVERSION FACTOR 1.4 REINFORCING GRADE(40 OR 60) 40 CALCULATED EFFECTIVE DEPTH OF FOOTING d(in) 44.38 LENGTH OF CRITICAL SHEAR PERIMETER bo(in) 223.50 WEIGHT OF FOOTING Fwt(kips) 40.02 CRITICAL SHEAR (2-way) V.(kips) 86 PC 2 SHEAR STRENGTH EQ.15-14 (2-way) VC(kips) N.A. SHEAR STRENGTH EQ.15-15 (2-way) VC(kips) N.A. SHEAR STRENGTH EQ.15-16 (2-way) Vc(kips) 1984 ALLOWABLE SHEAR (2-way) �Vc(kips) 1488 ok two-way shea CRITICAL SHEAR (1-way) V�(kips) -4 ALLOWABLE SHEAR (1-way) OVc(kips) 326 ok one-WAV shear CRITICAL MOMENT(BTM.STEEL) M�(kip-ft) 88 AREA OF STEEL REQD As(in^2) 0.69 MINIMUM STEEL AREA As,MIN(i n^2) 4.23 SIZE SPACING(O.C.E.W.1 STEEL PROVIDED As(in'2) 3.07 ok 5 10 a(in) 0.59 ALLOWABLE MOMENT(BTM.STEEL) Wn(kip-ft) 406pk CRITICAL MOMENT(TOP STEEL) M�(kip-ft) 41 AREA OF STEEL REQD As(inA2) 0.32 MINIMUM STEEL AREA As,MIN(inA2) 4.23 JaIZE SPACING(O.C.E.Wl STEEL PROVIDED As(inA2) 2.76 ok 12 JALLOWABLE MOMENT(TOP STEEL) �M,(kip-ft) 365 ok ZENOVIC&ASSIOCIA TES,INC. PROJECT: METAL BUILDING OVER CHIPPER 3 01 EA S T 6 TH S TR�!&T,S Ul TE I CLIENT: EVERGREEN FIBRE PORTANGELES, WA JOB#.. 13071 DATE. 11/4/2013 SQUA PIER FOOTING DESIGN COL.@ LINE 3(B) N., USER INP WIDTH AND LENGTH OF PIER B',n) 98 O.T.M. MR(SNOW)(k-ft) 326 S.F. WIDTH OF COLLIMN/BASE PLATE 1 (1 15 WO(SNOW)(kips) 80 LENGTH OF COLUMNIBASE PLATE Ll 8 MOT(SNOW)(k-ft) 12 28.1 OK DEPTH OF FOOTING ND n . 48 MR(WIND)(k-ft) 5 BTM.REINFORCING SIZE #\5 WO(WIND)(kips) 1 BTM.NUMBER OF BARS # 10 MOT(WIND)(k-ft) 26 0.2 NG TOP REINFORCING SIZE # 5 MNPSOIL)(k-ft) 34 1.5 OK WITH Psp TOP NUMBER OF BARS # 8 eSNOW(ft) 0.15 IN KERN CONCRETE STRENGTH Fc'(psi) 2500\ eWIND(ft) 20.11 O.S_.KERN CONCRETE UNIT WEIGHT WCONC.(PSO 150 NG fP,._(SN0W)(lksq 1.32 1.1 OK ALLOWABLE SOIL BEARING SPALOW(ks� 1.5 fP,.m(SN0W)(kso 1.07 1.4 SOIL COVER ON FOOTING z(ft) fp,max(WIND)(ksf) 0.31 4.9 OK UNIT WEIGHT OF SOIL WSOIL(PS� 120 fpffin(WIND)(ksf) 0 OK PASSIVE SOIL COEF. K, 3 SLIDN FR(SNOW)(kips) 56 19.3 OK ACTIVE SOIL COEF. K� 0.33 1 FR(WIND)(kips) 17 2.6 2K CONCRETEISOIL FRICTION �L 0.5 BENDING NOPE(ksf/ft) 0.03 ADDITIONAL LOAD OVER FOOTING WADD(PSf) F, ip) 34 (SNOW)LOAD V+ (kips) 39.7 F2 ki 2 M� \ H+ (kips) 2.9 -(SNh (k ft) IN&k-- 63 (WIND)LOAD V_ (kips) -38.72 M�"(w D) k-ft) 29 H- (kips) -6.52 LRFD CONVERSION FACTOR 1'4 REINFORCING GRADE(40 OR 60) 40 CALCULATED EFFECTIVE DEPTH OF FOOTING d(in) 44.38 LENGTH OF CRITICAL SHEAR PERIMETER bo(in) 223.50 WEIGHT OF FOOTING Fwt(kips) 40.02 CRITICAL SHEAR (2-way) V.(kips) 84 PC 2 SHEAR STRENGTH EQ.15-14 (2-way) VC(kips) N.A. SHEAR STRENGTH EQ.15-15 (2-way) Vc(kips) N.A. SHEAR S TRENG TH EQ.15-16 (2-way) Vc(kips) 1984 ALLOWABLE SHEAR (2-way) �Vc(kips) 1488 ok two-way shea CRITICAL SHEAR (I-way) V.(kips) -4 ALLOWABLE SHEAR (1-way) �Vc(kips) 326 ok one-way shear\ CRITICAL MOMENT(BTM.STEEL) M�(kip-ft) 88 AREA OF STEEL REQ'D As(in'2) 0.70 MINIMUM STEEL AREA As,MIN(in^2) 4.23 111ZE §PACINgNO.C.E.W.1 STEEL PROVIDED As(inA2) 3.07 ok 10- a(in) 0.59 ALLOWABLE MOMENT(BTM. STEEL) �M,(kip-ft) 406pk CRITICAL MOMENT(TOP STEEL) M�(kip-ft) 41 AREA OF STEEL REQD As(inA2) 0.32 MINIMUM STEEL AREA As,MIN(in A2) 4.23 J�IZE PACING(O.C.E.W STEEL PROVIDED As(inA2) 2.61 ok 12 JALLOWABLE MOMENT(TOP STEEL) �M�(kip-ft) 345 ok ZENOVIC&ASSOCIATES,INC. PROJECT: METAL BUILDING OVER CHIPPER 301 EAST 6TH STREET,SUITE I CLIENT: EVERGREEN FIBRE PORTANGELES, WA JOB#.- 13071 DATE: 12/2/2013 SQUARE PIER FOOTING DESIGN COL.@ LINE 4(D) USERINPUT WIDTH AND LENGTH OF PIER B(in) 90 O.T.M. MR(SNOW)(k-ft) 251 S.F. WIDTH OF COLUMN/BASE PLATE Sl (in) 15 WO(SNOW)(kips) 67 LENGTH OF COLUMNIBASE PLATE Ll (in) 8 MOT(SNOW)(k-ft) 27 9.3 OK HEIGHT OF PIER h(in) 24 MR(WIND)(k-ft) 52 DEPTH OF FOOTING D(in) 48 WO(WIND)(kips) 14 BTM.REINFORCING SIZE # 5 MOT(WIND)(k-ft) 40 1.3 NG BTM.NUMBER OF BARS # 8 MR(P SOIL)(k-ft) 31 2.1 OK WITH Psp TOP REINFORCING SIZE # 5 eSNOW(ft) 0.40 IN KERN TOP NUMBER OF BARS # 8 eWIND(ft) 2.88 O.S.KERN CONCRETESTRENGTH Fc'(psi) '2500 BEARING fp,-(SNOW)(ksf) 1.57 1.0 OK CONCRETE UNIT WEIGHT WCONC.(PSf) 150 fp,mm(SNOW)(ksf) 0.80 1.9 ALLOWABLE SOIL BEARING SPALOW(kso 1.5 fP,m..(WIND)(kso 0.82 1.8 OK SOIL COVER ON FOOTING z(ft) fp,mi.(WIND)(ksq 0 OK UNIT WEIGHT OF SOIL WSOIL(PSf) 120 SLIDING FR(SNOW)(kips) 48 10.7 OK PASSIVE SOIL COEF KP 3 FR(WIND)(kips) 22 3.3 OK ACTIVE SOIL COEF K. 0.33 BENDING SLOPE(ksf/ft) 0.10 CONCRETEISOIL FRICTION 9 0.5 F,(kip) 29 ADDITIONAL LOAD OVER FOOTING WADD(PSf) F2(kip) 4 (SNOM LOAD V+ (kips) 33.1 mmax(SNOW)(k-ft) 54 H+ (kips) 4.5 M.-(WIND)(k-ft) 22 (WIND)LOAD V- (kips) 719.76 H- (kips) 6.72 LRFD CONVERSION FACTOR 1.4 REINFORCING GRADE(40 OR 60) 40 CALCULATED EFFECTIVE DEPTH OF FOOTING d(in) 44.38 LENGTH OF CRITICAL SHEAR PERIMETER bo(in) 223.50 WEIGHT OF FOOTING Ft(kips) 33.75 CRITICAL SHEAR (2-way) V.(kips) 76 PC 2 SHEAR STRENGTH EQ.15-14 (2-way) VC(kips) N.A. SHEAR STRENGTH EQ.15-15 (2-way) Vc(kips) N.A. SHEAR STRENGTH EQ.15-16 (2-way) Vc(kips) 1984 ALLOWABLE SHEAR (2-way) OVc(kips) 1488 ok two-waV shear CRITICAL SHEAR (1-way) V�(kips) -9 ALLOWABLE SHEAR (1-way) �V,(kips) 300 ok on2:WAy shear CRITICAL MOMENT(BTM.STEEL) M�(kip-ft) 75 AREA OF STEEL REQ'D As(in^2) 0.59 MINIMUM STEEL AREA As.MIN(inA2) 3.89 ISIZE SPACING(O.C.E.W.1 STEEL PROVIDED As(inA2) 2.45 ok 5 12 a(in) 0.51 ALLOWABLE MOMENT(BTM.STEEL) �M.(kip-ft) 3251pk CRITICAL MOMENT(TOP STEEL) M�(kip-ft) 31 AREA OF STEEL REQ'D As(in A2) 0.24 MINIMUM STEEL AREA As,MIN(inA2) 3.89 J§IZE aPACING(O.C.E.W.1 STEEL PROVIDED As(inA2) 2.45 ok 5 12 ALLOWABLE MOMENT(TOP STEEL) Wn(kip-ft) 325 ok ZENOVIC&ASSOCIATES,INC. PROJECT: METAL BUILDING OVER CHIPPER 301 EAST 6TH STREET,SUITE I CLIENT: EVERGREEN FIBRE PORTANGELES, WA JOB#: 13071 DATE: 12/2/2013 SQUARE PIER FOOTING DESIGN COL.@ LINE 4(B) USERINPUT WIDTH AND LENGTH OF PIER B(in) 112 O.T_M_ MR(SNOW)(k-ft) 440 S.F. WIDTH OF COLUMN/BASE PLATE Sl (in) 15 WO(SNOW)(kips) 94 LENGTH OF COLUMNIBASE PLATE Ll (in) 8 MOT(SNOW)(k-ft) 22 20.0 OK HEIGHT OF PIER h(in) 12 MR(WIND)(k-ft) 68 DEPTH OF FOOTING D(in) 48 WO(WIND)(kips) 15 BTM. REINFORCING SIZE # 5 MOT(WIND)(k-ft) 67 1.0 NIS BTM.NUMBER OF BARS # 9 MR(P SOIL)(k-ft) 38 1.6 OK WITH Psp TOP REINFORCING SIZE # 5 eSNOW(ft) 0.23 IN KERN TOP NUMBER OF BARS # 9 eWIND(ft) 4.61 O.S.KERN CONCRETE STRENGTH Fc'(psi) 2500 BEARING fP,.-(SN0W)(ksf) 1.24 1.2 OK CONCRETE UNIT WEIGHT WCONC.(PSO 150 fP,.i,(SN0W)(kso 0.92 1.6 ALLOWABLE SOIL BEARING SPALOW(ksf) 1.5"': fP,.-(WlND)(ksf) 0.66 2.3 OK SOIL COVER ON FOOTING z(ft) fP,.i,(WIND)(ksf) 0 OK UNIT WEIGHT OF SOIL WSOIL(PSf) 120 SLIDING FR(SNOW)(kips) 65 14.9 qK PASSIVE SOIL COEF. KP 3 FR(WIND)(kips) 26 2.0 OK ACTIVE SOIL COEF. K� 0.33 BENDING SLOPE(ksf/ft) 0.03 CONCRETEISOIL FRICTION 9 0,5 F,(kip) 42 ADDITIONAL LOAD OVER FOOTING WADD(PSO F2(kip) 3 (SNOM LOAD V+ (kips) 42 M.-(SNOW)(k-ft) 91 H+ (kips) 4.4 M.-(WIND)(k-ft) 46 (WIND)LOAD V_ (kips) -37.74 H- (kips) -13.4 LRFD CONVERSION FACTOR 1.4 REINFORCING GRADE(40 OR 60) 40 CALCULATED EFFECTIVE DEPTH OF FOOTING d(in) 44.38 LENGTH OF CRITICAL SHEAR PERIMETER bo(in) 223.50 WEIGHT OF FOOTING Fm(kips) 52.27 CRITICAL SHEAR (2-way) V�(kips) 114 PC 2 SHEAR STRENGTH EQ.15-14 (2-way) Vc(kips) N.A. SHEAR STRENGTH EQ.15-15 (2-way) Vc(kips) N.A. SHEAR STRENGTH EQ.15-16 (2-way) Vc(kips) 1984 ALLOWABLE SHEAR (2-way) �Vc(kips) 1488 ok two-way shear CRITICAL SHEAR (1-way) V.(kips) 6 ALLOWABLE SHEAR (1-way) �Vc(kips) 373 ok one-way shear CRITICAL MOMENT(BTM.STEEL) M�(kip-ft) 128 AREA OF STEEL REQD As(inA2) 1.01 MINIMUM STEEL AREA As,MIN(in'2) 4.84 j§IZE SPACING(O.C.E.W.1 STEEL PROVIDED As(inA2) 2.76 ok 13 a(in) 0.46 ALLOWABLE MOMENT(BTM.STEEL) Wn(kip-ft) 3661gk CRITICAL MOMENT(TOP STEEL) M�(kip-ft) 64 AREA OF STEEL REQD As(inA2) 0.51 MINIMUM STEEL AREA As,MIN(in A2) 4.84 111ZE �PACING(O.C.E.W.1 STEEL PROVIDED As(inA2) 2.76 ok 5 13 L ALLOWABLE MOMENT(TOP STEEL) Wn(kip-ft) 366 ok ZENOVIC&ASSOCIATES,INC. PROJECT: METAL BUILDING OVER CHIPPER 301 EAST 6TH STREET,SUITE I CLIENT: EVERGREEN FIBRE PORTANGELES, WA JOB#. 13071 DATE: 12/2/2013 SQUARE PIER FOOTING DESIGN COL.@ LINE 4(C) USERINPUT WIDTH AND LENGTH OF PIER B(in) t16,�,', O.T.M. MR(SNOW)(k-ft) 254 S.F. WIDTH OF COLUMN/BASE PLATE Sl (in) 2016,"�" W,(SNOW)(kips) 64 -l"71;,1;'ll LENGTH OF COLUMNIBASE PLATE Ll (in) ,,' MOT(SNOW)(k-ft) 1 508.8 OK HEIGHT OF PIER h(in) M R(WIND)(k-ft) 217 DEPTH OF FOOTING D(in) WO(WIND)(kips) 54 BTM.REINFORCING SIZE MOT(WIND)(k-ft) 81 2.7 OK BTM.NUMBER OF BARS # MR(P SOIL)(k-ft) 33 3�1 OK TOP REINFORCING SIZE # eSNOW(ft) 0.01 IN KERN TOP NUMBER OF BARS # eWIND R 1.49 O.S.KERN CONCRETE STRENGTH Fc'(psi) BEARING fp.—(SNOW)(ksf) 1.00 1.5 OK CONCRETE UNIT WEIGHT WCONC.(PSf) f',.in(SNOW)(ksf) 0.99 1.5 ALLOWABLE SOIL BEARING SPALOW(ksf) fp,mu(WIND)(ksfl 1.80 0.8 OK SOIL COVER ON FOOTING z fp,.m(WIND)(ks� 0 OK UNIT WEIGHT OF SOIL WSOIL(PSO 11�16�,,:.: SLIDING FR(SNOW)(kips) 47 475.0 qK PASSIVE SOIL COEF. KP FR(WIND)(kips) 43 2.7 OK ACTIVE SOIL COEF. K. BENDING SLOPE(ksf/ft) 0.00 CONCRETEISOIL FRICTION F,(kip) 25 ADDITIONAL LOAD OVER FOOTING WADD(W F2(kip) 0 (SNOM LOAD V+ (kips) M(SNOW)(k-ft) 39 H+ (kips) 0A, M(WIND)(k-ft) 24 (WIND)LOAD V_ (kips) H- (kips) �,lt.2, LRFD CONVERSION FACTOR J-4 REINFORCING GRADE(40 OR 60) 40', CALCULATED EFFECTIVE DEPTH OF FOOTING d(in) 44.38 LENGTH OF CRITICAL SHEAR PERIMETER bo(in) 235.00 WEIGHT OF FOOTING FA(kips) 38.40 CRITICAL SHEAR (2-way) V.(kips) 56 PC 3 SHEAR STRENGTH EQ.15-14 (2-way) Vc(kips) 1847 SHEAR STRENGTH EQ.15-15 (2-way) VC(kips) N.A. SHEAR STRENGTH EQ.15-16 (2-way) VC(kips) N.A. ALLOWABLE SHEAR (2-way) �Vc(kips) 1385 ok two-way shea CRITICAL SHEAR (1-way) V.(kips) -6 ALLOWABLE SHEAR (I-way) �Vc(kips) 320 ok one-way shear CRITICAL MOMENT(BTM. STEEL) M�(kip-ft) 55 AREA OF STEEL REQD As(in^2) 0.43 MINIMUM STEEL AREA As.MIN(in,12) 4.15 JaIZE aPAGING(O.C.E.W.1 STEEL PROVIDED As(inA2) 2.45 ok L3 a(in) 0.48 ALLOWABLE MOMENT(BTM.STEEL) �M�(kip-ft) 3251gk CRITICAL MOMENT(TOP STEEL) M�(kip-ft) 33 AREA OF STEEL REQD As(inA2) 0.26 MINIMUM STEEL AREA As,MIN(inA2) 4.15 JaIZE aPACING(O.C.E.W.1 STEEL PROVIDED As(inA2) 2.45 ok L3 JALLOWABLE MOMENT(TOP STEEL) �M�(kip-ft) 325 ok TM Company: Zenovic&Associates, Inc. te: 12/3/2013 Anchor Designer — Engineer: SRH Page: 1/4 Software Project: 13071 Version 2.0.4896.20 Address: 301 East 6th Street,Suite 1 Phone: 360-417-0501 E-mail: scott@zenovic.net 1I.Promect information Customer company: EVERGREEN FIBRE Project description:BUILDING OVER CHIPPER Customer contact name:MIKE HERMAN Location:FRAME LINE 1 COL.D Customer e-mail: Fastening description: 1"AB Comment: 2.Inout Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):48.00 State: Non-cracked Anchor Information: Compressive strength,fc(psi):2500 Anchor type:Cast-in-place W,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:A tension,A shear Diameter(inch): 1.000 Supplemental reinforcement:Yes Effective Embedment depth,he(inch): 18.000 Do not evaluate concrete breakout in tension:Yes Anchor category:- Do not evaluate concrete breakout in shear:Yes Anchor ductility:Yes Ignore 6do requirement:Yes hmin(inch): 19.75 Build-up grout pad: No Cmm(inch): 1.44 S.in(inch):4.00 Base Plate Length x Width x Thickness(inch): 10.00 x 17.00 x 0.75 Load and Geometry z Load factor source:ACI 318 Section 9.2 6020 1b Load combination: not set Seismic design:No Anchors subjected to sustained tension:Not applic Apply entire shear load at front row:No Anchors only resisting wind and/or seismi 160�1h <Figure 1> ---y -1b Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Anchor Designer TM Company: Zenovic&Associates, Inc. Date7 112/3/20113 Engineer: SRH I Page: 12/4 Software Project: 13071 Version 2.0.4896.20 Address: 301 East 6th Street,Suite I Phone: 360-417-0501 E-mail: scott@zenovic.net <Figure 2> C) C> N, CD C� 12.25 11.75 Recommended Anchor Anchor Name: Heavy Hex Bolt-1"0 Heavy Hex Bolt, F1 554 Gr.36 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Anchor Designer TM Company: Zenovic&Associates, Inc. TDate� 112/3/2013 Engineer: SRH I Page: 13/4 Software Project: 13071 Version 2.0.4896.20 Address: 301 East 6th Street,Suite 1 Phone: 360-417-0501 E-mail: scott@zenovic.net 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N..(lb) W�x(lb) V..,(I b) q(V�.X)1+(V..Y)2(lb) 1 15255.0 0.0 4015.0 4015.0 2 15255.0 0.0 4015.0 4015.0 3 15255.0 0.0 4015.0 4015.0 4 15255.0 0.0 4015.0 4015.0 Sum 61020.0 0.0 16060.0 16060.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'NX(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'NY(inch):0.00 01 0 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 00- 04 03 XT 4.Steel Strength of Anchor in Tension(Sec.D.5.1) N-(lb) 0 ON-(lb) 35150 0.75 26363 6.Pullout Strength of Anchor in Tension(Sec.Q.5.3) ONpn=OV'cpNp=OV'c,p8Abrgf�(Sec. D.4.1, Eq. D-13&D-14) T'�'P Abrg(in 2) FC(psi) 0 ONpn(lb) 1.4 1.50 2500 0.70 29UO Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility, Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 17TT"0 ,, Anchor Designer TM Company: Zenovic&Associates, Inc. _FDate7 12/3/2013 Engineer: SRH Page: 414 Software Project: 13071 Version 2.0.4896.20 Address: 301 East 6th Street, Suite 1 Phone: 360-417-0501 E-mail: scott@zenovic.net 8.Steel Strencith of Anchor in Shear(Sec.Q.6.11 V-(lb) Ogrout 0 Og�wOV�.(lb) 21090 1.0 0.65 13709 10.Concrete P!yout Strength of Anchor in Shear(Sec.Q.6.3) OV�pg�Ok�^bg�ok�p(A-IANco)PecNPedNPcNV'cpNNb(Eq.D-41) kp AN�(in2) ANc.(in2) %c,N V'e d,N �'c,N Kp,N Nb(I b) 0 OV�pg(I b) 2.0 784.00 600.25 1.000 0.988 1.250 1.000 26495 0.70 59819 11.Interaction of Tensile and Shear Forces(Sec.Q.7) Tension Factored Load,N-(lb) Design Strength,oNn(lb) Ratio Status Steel 15255 26363 0.58 Pass(Governs) Pullout 15255 29420 0.52 Pass Shear Factored Load,Vua(lb) Design Strength,oW(lb) Ratio Status Steel 4015 13709 0.29 Pass(Governs) Pryout 16060 59819 0.27 Pass Interaction check N-1^ V../Ov� Combined Ratio Permissible Status Sec. D.7.3 0.58 0.29 87.2% 1.2 Pass 1"0 Heavy Hex Bolt, F1554 Gr.36 meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Concrete breakout strength in tension has not been evaluated against applied tension load(s)per designer option. Refer to ACI 318 Section D.4.2.1 for conditions where calculations of the concrete breakout strength may not be required. -Concrete breakout strength in shear has not been evaluated against applied tension load(s)per designer option.Refer to ACI 318 Section D.4.2.1 for conditions where calculations of the concrete breakout strength may not be required. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Anchor Designer"' Company: Zenovic&Associates, Inc. -FDate: 111/5/2013 Engineer: SRH Page: 1/4 Software Project: 13071 Version 2.0.4896.21 Address: 301 East 6th Street, Suite 1 Phone: 360-417-0501 E-mail: scoft@zenovic.net 1.Prowect information Customer company: EVERGREEN FIBRE Project description:BUILDING OVER CHIPPER Customer contact name:MIKE HERMAN Location:FRAME LINE 2-B Customer e-mail: Fastening description: 1"AB Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):36.00 State: Non-cracked Anchor Information: Compressive strength,f c(psi):4000 Anchor type:Cast-in-place q)�,V: 1.0 Material:F1554 Grade 36 Reinforcement condition:A tension,A shear Diameter(inch): 1.000 Supplemental reinforcement:Yes Effective Embedment depth,he(inch): 18.000 Do not evaluate concrete breakout in tension:Yes Anchor category:- Do not evaluate concrete breakout in shear:Yes Anchor ductility:Yes Ignore 6do requirement:Yes h.i�(inch): 19.75 Build-up grout pad: No C.i�(inch): 1.44 S�m(inch):4.00 Base Plate Length x Width x Thickness(inch):8.00 x 15.00 x 0.50 Load and Geometry z Load factor source:ACI 318 Section 9.2 6490 lb Load combination: U=0.9D+ 1.6W+ 1.6H Seismic design:No Anchors subjected to sustained tension:Not applica Apply entire shear load at front row:No Anchors only resisting wind and/or seismi s- <Figure 1> -18840 1b ,-Y Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Anchor Designer TM Company: Zenovic&Associates, Inc. jDate: 111/5/2013 Engineer: SRH Page: 2/4 Software Project: 13071 Version 2.0.4896.21 Address: 301 East 6th Street,Suite 1 Phone: 360-417-0501 E-mail: scott@zenovic.net <Figure 2> C�l C11 12.25 11.75 Recommended Anchor Anchor Name: Heavy Hex Bolt-VO Heavy Hex Bolt, F1554 Gr.36 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com E= Anchor Designer TIVI Company: Zenovic&Associates, Inc. JlDate� 111/5/2013 Engineer: SRH Page: 13/4 Software Project: 13071 Version 2.0.4896.21 Address: 301 East 6th Street,Suite I Phone: 360-417-0501 E-mail: scott@zenovic.net 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu.(lb) V�..(lb) Vuay(lb) qMu)2+(V�ay)2(lb) 1 15622.5 5480.0 -4710.0 7226.0 2 15622.5 5480.0 -4710.0 7226.0 3 15622.5 5480.0 -4710.0 7226.0 4 15622.5 5480.0 -4710.0 7226.0 Sum 62490.0 21920.0 -18840.0 28903.8 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 01 02 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'v�(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 011111- Q4 XT 03 4.Steel Strength of Anchor in Tension(Sec.Q.5.11) N-(b) 0 ON..(lb) 35150 0.75 26363 6.Pullout Strength of Anchor in Tension(Sec.P.5.3 A ONpn=OP.,PNP=OVI.,P8Abgf�(Sec. D.4.1, Eq. D-13&D-14) T,P Abrg(in 2) F�(psi) 0 ONp�(lb) 1.4 1.50 4000 0.70 47071 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com TM Company: Zenovic&Associates, Inc. Date: 11/5/2013 OMMM Anchor Designer Engineer: SRH Page: 4/4 A I Software Project: 13071 Version 2.0.4896.21 Address: 301 East 6th Street,Suite I Phone: 360-417-0501 E-mail: scott@zenovic.net 8.Steel Strength of Anchor in Shear(Sec.D.6.11 V-(lb) Og'-Ut 0 OgmutoVsa(lb) 21090 1.0 0.65 13709 10.Concrete P!yout Strength of Anchor in Shear(Sec.D.6.3) OV.pg�Ok�^bg�Ok�p(AN.I AN..)'F,NVJedNT�,NP�P,NNb(Eq.D-41) k, Aft(in 2) ANc.(in 2) P..,N %dN Vc,N V'cp,N Nb(I b) 0 OVpg(I b) 2.0 784.00 600.25 1.000 0.988 1.250 1.000 33514 0.70 75665 11.Interaction of Tensile and Shear Forces(Sec.Q.7) Tension Factored Load, N-(lb) Design Strength,oNn(lb) Ratio Status Steel 15623 26363 0.59 Pass(Governs) Pullout 15623 47071 0.33 Pass Shear Factored Load,V-(lb) Design Strength, oW(lb) Ratio Status Steel 7226 13709 0.53 Pass(Governs) Pryout 28904 75665 0.38 Pass Interaction check N..I^ V_/Ov� Combined Ratio Permissible Status Sec. D.7.3 0.59 0.53 112.0% 1.2 Pass 1"0 Heavy Hex Bolt,F1554 Gr.36 meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Concrete breakout strength in tension has not been evaluated against applied tension load(s)per designer option.Refer to ACI 318 Section D.4.2.1 for conditions where calculations of the concrete breakout strength may not be required. -Concrete breakout strength in shear has not been evaluated against applied tension load(s)per designer option. Refer to ACI 318 Section D.4.2.1 for conditions where calculations of the concrete breakout strength may not be required. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Anchor Designer TIVI Company: Zenovic&Associates, Inc. JDate: 111/5/2013 Engineer: SRH Page: 1/4 LimaSoftware Project: 13071 Version 2.0.4896.22 Address: 301 East 6th Street,Suite I QD Phone: 360-417-0501 E-maiL-1 scott@zenovic.net I.Proiect information Customer company: EVERGREEN FIBRE Project description:BUILDING OVER CHIPPER Customer contact name:MIKE HERMAN Location:FRAME LINE 4-B Customer e-mail: Fastening description: 1"AB Comment: 2.Innut Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):48.00 State: Non-cracked Anchor Information: Compressive strength,fc(psi):2500 Anchor type: Cast-in-place 4J.'V: 1.0 Material: F1554 Grade 36 Reinforcement condition:A tension,A shear Diameter(inch): 1.000 Supplemental reinforcement:Yes Effective Embedment depth,hef(inch): 18.000 Do not evaluate concrete breakout in tension:Yes Anchor category:- Do not evaluate concrete breakout in shear:Yes Anchor ductility:Yes Ignore 6do requirement:Yes h.in(inch): 19.75 Build-up grout pad: No C.in(inch): 1.44 S.in(inch):4.00 Base Plate Length x Width x Thickness(inch):8.00 x 15.00 x 0.75 Load and Geometry z Load factor source:ACI 318 Section 9.2 6!1140 tb Load combination: U=0.9D+ 1.6W+ 1.6H Seismic design:No Anchors subjected to sustained tension:Not applic Apply entire shear load at front row: No Anchors only resisting wind and/or seismi 01b <Figure 1> .-Y 0 ft-lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Company: Zenovic&Associates, Inc. 1111/5/2013 E= Anchor Designer" Engineer: SRH Page: 2/4 Softwar Project: 13071 Version 2.0.4896.22 Address: 301 East 6th Street,Suite 1 Phone: 360-417-0501 E-mail: scoft@zenovic.net <Figure 2> -41 12.25 11.75 Recommended Anchor Anchor Name: Heavy Hex Bolt-1"0 Heavy Hex Bolt, F1 554 Gr.36 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Anchor Designer TIVI Company: Zenovic&Associates, Inc. jDate: 111/5/2013 Engineer: SRH Page: 13/4 Software Project: 13071 Version 2.0.4896-22 Address: 301 East 6th Street,Suite 1 Phone: 360-417-0501 E-mail: scott@zenovic.net 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N..(lb) Vuax(lb) W�y(lb) 4(vUaX)2+(VUay)2(lb) 1 15285.0 5360.0 0.0 5360.0 2 15285.0 5360.0 0.0 5360.0 3 15285.0 5360.0 0.0 5360.0 4 15285.0 5360.0 0.0 5360.0 Sum 61140.0 21440.0 0.0 21440.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 01 02 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 D1111- 04y 03 X 4.Steel Strencith of Anchor in Tension(Sec.Q.5.11) N�.(lb) 0 ON-(lb) 35150 0.75 26363 6. Pullout Strength of Anchor in Tension(Sec.Q.5.3) ONpn=0 Vc,pNp=0 Pc,p8Abrgfc(Sec. DA.1, Eq. D-1 3&D-1 4) ��'p Abg(in 2) F�(psi) 0 ONp�(lb) 1.4 1.50 2500 0.70 29420 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com E= Anchor Designer TM Company: Zenovic&Associates, Inc. I Date7 111/5/2013 Engineer: SRH Page: 4/4 Software Project: 13071 Version 2.0.4896.22 Address: 301 East 6th Street,Suite 1 Phone: 360-417-0501 E-mail: scott@zenovic.net 8.Steel Strength of Anchor in Shear(Sec.D.6.11 V�.(I b) og�-f 0 OgroutoVsa(lb) 21090 1.0 0.65 13709 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) OV.pg=Ok�^bg=Okp(Aw IAN-)Tec,NTedNVJc,NTGPNNb(Eq. D-41) k, AN�(in 2) AN,�(in 2) %�,N Ve d,N PC,N Vcp,N Nb(I b) 0 0 Vpg(I b) 2.0 784.00 600.25 1.000 0.988 1.250 1.000 26495 0.70 59819 11.Interaction of Tensile and Shear Forces(Sec.13.7) Tension Factored Load,N-(lb) Design Strength,oNn(lb) Ratio Status Steel 15285 26363 0.58 Pass(Governs) Pullout 15285 29420 0.52 Pass Shear Factored Load,V..(1b) Design Strength,oW(lb) Ratio Status Steel 5360 13709 0.39 Pass(Governs) Pryout 21440 59819 0.36 Pass Interaction check N../^ V../Ov� Combined Ratio Permissible Status Sec. D.7.3 0.58 0.39 97.1 % 1.2 Pass 1"0 Heavy Hex Bolt,F1 554 Gr.36 meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Concrete breakout strength in tension has not been evaluated against applied tension load(s)per designer option. Refer to ACI 318 Section D.4.2.1 for conditions where calculations of the concrete breakout strength may not be required. -Concrete breakout strength in shear has not been evaluated against applied tension load(s)per designer option. Refer to ACI 318 Section D.4.2.1 for conditions where calculations of the concrete breakout strength may not be required. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 177176 M' Anchor Designer TIVI Company: Zenovic&Associates, Inc. Date7 11/5/2013 Engineer: SRH Page: 1/3 WOOSoftware Project: 13071 Version 2.0.4896.23 Address: 301 East 6th Street,Suite 1 Phone: 360-417-0501 E-mail: scott@zenovic.net 1I.Promect information Customer company: EVERGREEN FIBRE Project description:BUILDING OVER CHIPPER Customer contact name:MIKE HERMAN Location:FRAME LINE 4-C Customer e-mail: Fastening description:1"AB Comment: 2.Innut Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete:Normal-weight Units: Imperial units Concrete thickness,h (inch):48.00 State:Non-cracked Anchor Information: Compressive strength,F�(psi):2500 Anchor type:Cast-in-place W,V: 1.0 Material: F1554 Grade 36 Reinforcement condition:A tension,A shear Diameter(inch):0.750 Supplemental reinforcement:Yes Effective Embedment depth,ho(inch): 12.000 Do not evaluate concrete breakout in tension:Yes Anchor category:- Do not evaluate concrete breakout in shear:Yes Anchor ductility:Yes Ignore 6do requirement:Yes h.i�(inch): 13.50 Build-up grout pad:No Cmm(inch): 1.22 Smi�(inch):3.00 Base Plate Length x Width x Thickness(inch):8.00 x 20.75 x 0.75 Load and Geometry z Load factor source:ACI 318 Section 9.2 01b Load combination: U=0.9D+1.6W+ 1.6H Seismic design:No Anchors subjected to sustained tension:Not ap Apply entire shear load at front row:No Anchors only resisting wind and/or sei 25920 1b <Figure 1> __y -1b Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company InG. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Anchor Designer TM Company: Zenovic&Associates,Inc. Date7 111/5/2013 Engineer: SRH Page: 2/3 Software Project: 13071 Version 2.0.4896.23 Address: 301 East 6th Street, Suite 1 Phone: 360-417-0501 E-mail: scott@zenovic.net <Figure 2> CD q CD C� 13.25 14.75 Recommended Anchor Anchor Name: Heavy Hex Bolt-3/4"0 Heavy Hex Bolt, F1554 Gr.36 L I Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Tate7 Company: Zenovic&Associates, Inc. D 111/5/2013 Anchor Designer" Engineer: SRH Page: 13/3 Software Project: 13071 Version 2.0.4896.23 Address: 301 East 6th Street,Suite 1 Phone: 360-417-0501 E-mail: scott@zenovic.net 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N-(lb) V...(lb) Way(lb) q(Vuax)2+(Vuay)2(lb) 1 0.0 0.0 6480.0 6480.0 2 0.0 0.0 6480.0 6480.0 3 0.0 0.0 6480.0 6480.0 4 0.0 0.0 6480.0 6480.0 Sum 0.0 0.0 25920.0 25920.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 01 0 Eccentricity of resultant shear forces in x-axis, e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 03 8.Steel Strength Of Anchor in Shear(Sec.Q.61) V-(lb) Ogrout 0 OgmutoVse(lb) 11625 1.0 0.65 7556 10.Concrete Pryout Strength of Anchor in Shear(Sec.Q.6.31 OV�pg�Ok�^bg�ok�p(ANc I A Nco)VecNPedJVVJcNWGp,NNb(Eq.D-41) k, AN�(in 2) AN�.(in 2) Pec,N 'Fe d,N PcN P�p,N Nb(lb) 0 0 Vcpg(I b) 2.0 896.00 870.25 1.000 0.944 1.250 1.000 36107 0.70 61418 11.Interaction of Tensile and Shear Forces(Sec.Q.7) Shear Factored Load,V-(lb) Design Strength,OW(lb) Ratio Status Steel 6480 7556 0.86 Pass(Governs) Pryout 25920 61418 0.42 Pass 3/4"0 Heavy Hex Bolt,F1 554 Gr.36 meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Concrete breakout strength in tension has not been evaluated against applied tension load(s)per designer option. Refer to ACI 318 Section D.4.2.1 for conditions where calculations of the concrete breakout strength may not be required. -Concrete breakout strength in shear has not been evaluated against applied tension load(s)per designer option. Refer to ACI 318 Section D.4.2.1 for conditions where calculations of the concrete breakout strength may not be required. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Anchor Designer TIVI Company: Zenovic&Associates, Inc. I Date: 112/5/2013 Engineer: SRH Page: 1/5 Software Project: 13215 Version 2.0.4896.24 Address: 301 East 6th Street,Suite I Phone: 360-417-0501 E-mail: scott@zenovic.net I.Proiect information Customer company: EVERGREEN FIBRE Project description:BUILDING OVER CHIPPER Customer contact name:MIKE HERMAN Location:WORST CASE LOAD EMB INTO FTNG Customer e-mail: Fastening description: 1"AB Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):48.00 State: Non-cracked Anchor Information: Compressive strength,fc(psi):2500 Anchor type:Cast-in-place LP.,v: 1.4 Material: F1554 Grade 36 Reinforcement condition:A tension,A shear Diameter(inch): 1.000 Supplemental reinforcement:Yes Effective Embedment depth,he(inch): 18.000 Do not evaluate concrete breakout in tension:No Anchor category:- Do not evaluate concrete breakout in shear:No Anchor ductility:Yes Ignore 6do requirement:Yes hmin(inch): 19.75 Build-up grout pad:No Cmin(inch): 1.44 S.in(inch):4.00 Base Plate Length x Width x Thickness(inch):8.00 x 20.75 x 0.75 Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained ten Apply entire shear load at front Anchors only resisting win <Figure 1> Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com TM Company: Zenovic&Associates, Inc. 1112/5/2013 L7 MM"Ok Anchor Designer Engineer: SRH I Page: 12/5 Software Project: 13215 Version 2.0.4896-24 Address: 301 East 6th Street,Suite 1 Phone: 360-417-0501 E-mail: scott@zenovic.net <Figure 2> Recommended Anchor Anchor Name: Heavy Hex Bolt-1"0 Heavy Hex Bolt, F1 554 Gr.36 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com E= Anchor Designer" Company: Zenovic&Associates, Inc. I Date: 112/5/2013 Engineer: SRH Page: 13/5 Software Project: 13215 Version 2.0.4896.24 Address: 301 East 6th Street,Suite 1 Phone: 360-417-0501 E-mail: scoft@zenovic.net 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N�.(lb) Vuax(lb) V..y(lb) 4(v..X)2+(V..Y)2(lb) 1 13600.0 0.0 4480.0 4480.0 2 13600.0 0.0 4480.0 4480.0 3 13600.0 0.0 4480.0 4480.0 4 13600.0 0.0 4480.0 4480.0 Sum 54400.0 0.0 17920.0 17920.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):54400 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'W(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 01 ()q Eccentricity of resultant shear forces in x-axis,e'v.(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 0 4 03 4.Steel Strength of Anchor in Tension(Sec.Q.5.11) N-(I b) 0 ON..(lb) 35150 0.75 26363 5.Concrete Breakout Strength of Anchor in Tension(Sec.Q.5.21 Nb=16,1.4f�NPI(Eq. D-7) Ae fc(psi) Nf(in) Nb(I b) 1.00 2500 18.000 98903 ONCbg=0(ANcIANco)V'OCNV'�dNV'�,NV'�p,NNb(Sec.D.4.11 &Eq. D-4) Aft(in 2) AN��(in 2) �'e�,N V'�d,N PC,N V,p,N Nb(I b) 0 ^bg(lb) 3364.00 2916.00 1.000 1.000 1.25 1.000 98903 0.75 106967 6.Pullout Strength of Anchor in Tension(Sec.D.5.3) ONp�=0 Vc,pNp=0 V'�,P8/lblgf�(Sec. D.4.1, Eq. D-1 3&D-1 4) V'�,P Abrg(in 2) F.(psi) 0 (lb) 1.4 1.50 2500 0.70 29420 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Anchor Designer TM Company: Zenovic&Associates, Inc. Date: 12/5/2013 Engineer: SRH Page: 4/5 Software Project: - 13215 Version 2.0.4896.24 Address: 301 East 6th Street,Suite 1 Phone: 360-417-0501 E-mail: scott@zenovic.net 8.Steel Strength of Anchor in Shear(Sec.Q.6.11 V-(lb) Ogmut 0 Og-4V��(lb) 21090 1.0 0.65 13709 9.Concrete Breakout Strenoth of Anchor in Shear(Sec.Q.6.2) Shear perpendicular to edge in y-direction: Vby=minl7(/,/d.)0_24d�A�qf,�C�,1_5;9A�qf�C�11.51(Eq. D-33&Eq.D-34) /.(in) da(in) A� f�(psi) c.i(in) Vby(I b) 8.00 1.00 1.00 2500 32.00 81459 OV�bgy=0(Av�lAv_)%,vV'�dvV.,vTh,vVby(Sec.D.4.1 &Eq. D-31) Av�(in 2) Aw�(in') V'.C,V V'�d,V V'C,V Th,V Vby(lb) 0 OVcbgy(I b) 3648.00 4608.00 1.000 0.925 1.400 1.000 81459 0.75 62634 Shear parallel to edge in y�direction: Vb�=minl7(/./da)O 2qda11a_N1fcCa 11-5;9,1�qfcC�11.51(Eq.D-33&Eq.D-34) 1.(in) d.(in) Aa f�(psi) c.i(in) Vb�(I b) 8.00 1.00 1.00 2500 32.00 81459 oVcbgy=0(2)(AvclAvco)Tec,VPed,VVc,VV-h,VVbx(Sec. D.4.1 &Eq.D-31) A w(in') Awo(in') %�,V T.dV V'C,V Vh,V Vb�(I b) 0 OVcbgy(I b) 3648.00 4608.00 1.000 1.000 1.400 1.000 81459 0.75 135425 10.Concrete P!yout Strength of Anchor in Shear(Sec.Q.6.3) 0 Wpg�Ok�^bg�Ok�p(A W/A Nw)T.,N Vj.dN V'�,N Vcp,NNb(Eq. D-4 1) k, A W(in') ANco(in') T,N Ve d,N T�,N 'Pcp,N Nb(I b) 0 OVpg(lb) 2.0 3364.00 2916.00 1.000 1.000 1.250 1.000 98903 0.70 199672 11.Interaction of Tensile and Shear Forces(Sec.Q.7) Tension Factored Load, %.(lb) Design Strength, oW(lb) Ratio Status Steel 13600 26363 0.52 Pass(Governs) Concrete breakout 54400 106967 0.51 Pass Pullout 13600 29420 0.46 Pass Shear Factored Load,V.a(lb) Design Strength,OW(lb) Ratio Status Steel 4480 13709 0.33 Pass(Governs) T Concrete breakout y+ 17920 62634 0.29 Pass 11 Concrete breakout x- 8960 135425 0.07 Pass Pryout 17920 199672 0.09 Pass Interaction check N..10M V_/Ov� Combined Ratio Permissible Status Sec.D.7.3 0.52 0.33 84.3% 1.2 Pass 1"0 Heavy Hex Bolt,F1554 Gr.36 meets the selected design criteria. 12.Warnings Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Company: Zenovic&Associates, Inc. Date: 112/5/2013 KITT�0 ', Anchor Designer"' Engineer: SRH I Page: 15/5 R Software Project: 13215 6119" M Version 2.0.4896-24 Address: 301 East 6th Street, Suite I Phone: 360-417-0501 E-mail: scott@zenovic.net -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D-8.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Project: EVERGREEN FIBRE-CHIPPER BLDG Eng: SRH Civiffla y . Job No: 13071 Chk 0 Doc No: COL @ 2-D Date 12/5/2013 Calculation Sheet Subject: Headed Anchor Bolt Design ACI 318-11 Rev 1 1 of 7 ANCHOR BOLT DESIGN Combined Tension and Shear Anchor bolt design based on Code Abbreviation ACI 318-11 Building Code Requirements for Structural Concrete and Commentary Appendix D ACI 318-11 PIP STE05121 Anchor Bolt Design Guide-2006 PIP STE05121 Code Reference Assumptions ACI 318-11 1.Concrete is cracked D.5.2.6, D5.3.6, D.6.2.7 2.Condition A-supplementary reinforcement is provided D.4.3(c) 3.Load combinations shall be per ACI 318-11 9.2 D.4.3 4.Anchor reinft strength is used to replace concrete tension I shear breakout strength as per ACI 318-11 Appendix D clause D.5.2.9 and D.6.2.9 D.5.2.9&D.6.2.9 5. For tie reinft,only the top most 2 or 3 layers of ties(2"from TOC and 2xY after)are effective 6.Strut-and-Tie model is used to anlyze the shear transfer and to design the required tie reinft 7.Anchor reinft used in structures with SDC—C shall meet requirements specified in D.3.3.7 D.3.3.7 8.Anchor bolt washer shall be tack welded to base plate for all anchor bolts to transfer shear AISC Design Guide I section 3.5.3 Anchor Bolt Data set Nu=0 if it's compression Factored tension for design N. =� 17-407[kips] = 242.0 [kN] Factored shear VU = .92 [kips] = 79.7 [kNJ Factored shear for design V� = 17.92 [kips] Vu 0 if shear key is provided Concrete strength fc = [ksi] = 17.2 [MPal Anchor bolt material = F1 554 Grade 36' J Anchor tensile strength futa = 58 [ksi] = 400 [MPa] ACI 318-11 Anchor is ductile steel element D.1 Anchor bolt diameter d,, =F-7-771: [in] = 25.4 [mm] PIP STE05121 Bolt sleeve diameter cl�, = 3.0 [in] Page A-1 Table 1 Bolt sleeve height hs = 10.0 [in] min required Anchor bolt embedment depth hef = 18.0 [in] 12.0 OK Page A-1 Table 1 Pedestal height h = 24.0 [in] 21.0 OK, Pedestal width b, = 28.0 [in] Pedestal depth d, = 28.0 [in] min(0.5C1 0.3C2) min(0.5 C 1 0.3 C2) �3 �3 �3 C/3 o 7� t3�5*L I Ld---J Q, C4 IIS2,, C2 C 4 IS 2J/ C 2 J C 4 1,S 2,1, C 2 1 "\b. C bc b Ver.Reinft For Tension Hor.Ties For Shear-4 Legs Hor.Ties For Shear-2 Legs Project: EVERGREEN FIBRE-CHIPPER BLDG Eng: SRH CivilBal Ar Job No: 13071 Chk: 0 Y Doc No: COIL @ 2-D Date: 12/5/2013 Calculation Sheet Subject Headed Anchor Bolt Design ACI 318-11 Rev: 1 min required 2 of 7 Bolt edge distance cl cl 12.0 [in] 4.5 OK Code Reference Bolt edge distance C2 c2 12.0 [in] 4.5 ok PIP STE05121 Bolt edge distance C3 C3 12.0 [in] 4.5 OK Page A-1 Table 1 Bolt edge distance G4 c4 12.0 [in] 4.5 OK Outermost bolt line spacing s, si 4.0 [in] 4.0 OK Page A-1 Table 1 Outermost bolt line spacing S2 S2 =W0 [in] 4.0 OK ACI 318-11 To be considered effective for resisting anchor tension,vertical reinforcing bars shall be located RD.5.2.9 within 0.5h�f from the outmost anchor's centerline. Avg ver.bar center to anchor rod center distance dar = 5�O [in] No of ver.rebar that are effective for resisting anchor tension nv =4 Ver.bar size No. 1 6 0.750 [in]dia single bar area As = 0.44 [in 2] Ver.bar top anchorage option 180 Degree Hook or Hairpin --L::i ? To be considered effective for resisting anchor shear,hor.reinft shall be located RD.6.2.9 within min(0.5cl,0.3c2)from the outmost anchor's centerline min(0.5cl,0.3C2) = 3.6 [in] No of tie leg that are effective to resist anchor shear n�eg = ? No of tie laver that are effective to resist anchor shear n ay = ? Hor.tie bar size No. E 0.500 [in]dia single bar area A. = 0.20 [in 2] For anchor reinft shear breakout strength calc 100% hor.tie bars develop full yield strength ? suggest Rebar yield strength-ver.bar fy-V = 60 [ksi] 60 Rebar yield strength-hor.bar fy-h = 60 [ksi] 60 No of bolt carrying tension nt = 4 No of bolt carrying shear n. = 4 r-nbl For side-face blowout check use No of bolt along width edge nbw = 2 No of bolt along depth edge nbd = 2, C 4 IS 2J/ C 2 J Anchor head type ? /� /i\ Anchor effective cross sect area Ase = 0.606 [in 2] bc Bearing area of head Abrg = 1.501 [in 2] Bolt No Input for Side—Face Ab, [in 2] not applicable Blowout Check Use Bolt 1/8"(3mm)corrosion allowance ? Provide shear key? Nio L±J ? ACI 318-11 Provide built-up grout pad? =No ? D.6.1.3 Seismic design category SDC C =1' ' 1-�i;�l ? D.3.3.1 �y Anchor bolt load E—0.21J Tensile Ye"� ? D.3.3.4.1 &D.3.3.5.1 ? Shear Y e,7�1 Project: EVERGREEN FIBRE-CHIPPER BLDG Eng: SRH Civionsay Job No: 13071 Chk: 0 Doc No: COL @ 2-D Date 12/5/2013 Calculation Sheet Subject: Headed Anchor Bolt Design ACI 318-11 Rev 1 3 of 7 Code Reference Strength reduction factors ACI 318-11 Anchor reinforcement 0.75 D.5.2.9&D.6.2.9 Anchor rod-ductile steel 0.75 0.65 D.4.3(a) Concrete-condition A �t,c 0.75 0.75 D.4.3(c) CONCLUSION Anchor Rod Embedment,Spacing and Edge Distance 'OK 7, Min Rquired Anchor Reinft.Development Length ratio = 0.48 OK* -12.5.1 Overall ratio = 0.99 OK Tension Anchor Rod Tensile Resistance ratio = 0.52 OK Anchor Reinft Tensile Breakout Resistance ratio = 0.69 OK'� Anchor Pullout Resistance ratio = 0.65 0 K-- Side Blowout Resistance ratio = 0.00 OK Shear Anchor Rod Shear Resistance ratio 0.33 -OK Anchor Reinft Shear Breakout Resistance Strut Bearing Strength ratio 0.40 OK. Tie Reinforcement ratio 0.50 OK�,*- Conc. Pryout Not Govern When h,,f 12d,, OK Tension Shear Interaction Tension Shear Interaction ratio 0.99 OK. Seismic Design Tension Not Applicable NA D.3.3.4 Seismic SDC<C or E-0.2LI additional seismic requirements in D.3.3.4.3 is NOT required,as per D.3.3.1 &D.3.3.4.1 Shear Not Applicable �''NA�,`F�'D.3.3.5 Seismic SDC<C or E-0.21-1 ,additional seismic requirements in D.3.3.5.3 is NOT required,as per D.3.3.1 &D.3.3.5.1 CACULATION Anchor Rod Tensile t,s Nsa = �t,s nt Ase futa 105.44 [kips] D.5.1.2(D-2) Resistance ratio = 0.52 > Nu OKI Anchor Reinft Tensile Breakout Resistance Min tension development length /d = straight bar case not applicable = 0.00 [in] 12.2.1, 12.2.2, 12.2.4 for ver.#6 bar /dh = 180 hook case applicable = 12.60 [in] 12.5.2, 12.5.3(a) Actual development lenngth /a = h&-c(2 in)-dar x tan35 = 12.50 [in] > 6.00 OK,- 12.5.1 Project: EVERGREEN FIBRE-CHIPPER BLDG Eng: SRH Civifflay . Job No: 13071 Chk: 0 Doc No: COL @ 2-D Date: 12/5/2013 Calculation Sheet Subject: Headed Anchor Bolt Design ACI 318-11 Rev: 1 4of 7 0.5 he Code Reference 8 in �jn ACI 318-11 3 A5 �s Nn � �s x fy,x nv x As x(/a /d,if </d) 78.56 [kips] D.3.3.4.5&D.5.2.9 12.2.5 ratio = 0.69 > N,, OK Anchor Pullout Resistance Single bolt pullout resistance NP = 8 A,,f,' = 30.02 [kips] D.5.3.4(D-14) t,.Npn t,nt W c,p Np = 84.06 [kips] D.5.3.1 (D-13) Seismic design strength reduction = x 1.0 not applicable = 84.06 [kips] D.3.3.4.4 ratio = 0.65 > Nu OK = 1 for cracked conc D.5.3.6 = 0.70 pullout strength is always Condition B D.4.3(c) Side Blowout Resistance Failure Alonq Pedestal Width Edge Tensile load carried by anchors close to edge which may cause side-face blowout along pedestal width edge Nb,,w = N.x nb,,/nt = 27.20 [kips] RD.5.4.2 c = min C1,C3 = 12.0 [in] Check if side blowout applicable he = 18.0 [in] < 2.5c side bowout is NOT applicable D.5.4.1 Check if edge anchors work as a S22 = 0.0 [in] S=S2 = 0.0 [in] a group or work individually < 6c side bowout is NOT applicable D.5.4.2 Single anchor SB resistance �t.,Nsb = 0,,c (16 0 c x—.)A'Tc = 0.00 [kips] D.5.4.1 (D-16) Multiple anchors SB resistance �t,Nsbg,w = work as a group-not applicable = (1+s/6c)x�t,c Nsb = 0.00 [kips] D.5.4.2(D-17) work individually-not applicable = nb.x�t,c Nsb X[1+(c2 or C4)/C1/4 = 0.00 [kips] D.5.4.1 Seismic design strength reduction = x 1.0 not applicable = 0.00 [kips] D.3.3.4.4 ratio = 0.00 < Nbuw OK Failure Along Pedestal Depth Edge Tensile load carried by anchors close to edge which may cause side-face blowout along pedestal depth edge Nbud = Nu x nbd/nt = 27.20 [kips] RD.5.4.2 c = min(C2,C4 = 12.0 [in] Check if side blowout applicable hg = 18.0 [in] < 2.5c side bowout is NOT applicable D.5.4.1 Project: EVERGREEN FIBRE-CHIPPER BLDG Eng: SRH Civifflay . Job No: 13071 Chk: 0 Doc No: COL @ 2-D Date 12/5/2013 Calculation Sheet Subject: Headed Anchor Bolt Design ACI 318-11 Rev 1 5 of 7 Code Reference ACI 318-11 Check if edge anchors work as a S1, = 0.0 [in] S=s, = 0.0 [in] a group or work individually < 6c side bowout is NOT applicable D.5.4.2 Single anchor SB resistance +t,c Nsb = 0,, (16 0 c xr—J A 0.00 [kips] D.5.4.1 (D-16) Multiple anchors SB resistance +t,cNrbg,d = work as a group-not applicable = (1+s/6c)x+t,c NSb 0.00 [kips] D.5.4.2(D-17) work individually-not applicable = nbd x+t,c N.b X 11+(Cl or C3)/cl 4 = 0.00 [kips] D.5.4.1 Seismic design strength reduction = x 1.0 not applicable = 0.00 [kip sl D.3.3.4.4 ratio = 0.00 < Nbud OK Group side blowout resistance +t,c N.bg = Ot,c min N.b�.nt , N.bg,�nt 0.00 [kips] ( n,, n, Govern Tensile Resistance Nr = min Ns.,+Nn,+Npn,+Nrbg = 78.56 [kips] Note:Anchor bolt sleeve portion must be tape wrapped and grouted to resist shear Anchor Rod Shear +v,sVsa = 0 s ns 0.6 Ase futa = 54.83 [kips] D.6.1.2(b)(D-29) Resistance Reduction due to built-up grout pads = x 1.0,not applicable = 54.83 [kips] D.6.1.3 ratio = 0.33 > V� OK Anchor Reinft Shear Breakout Resistance Strut-and-Tie model is used to anlyze the shear transfer and to design the required tie reinft STM strength reduction factor +Si 0.75 9.3.2.6 d V,,12 Vu/2 00 T t T t -0 T t Tt A/ \A T t Tt C�;\ C, 135 Od Li, \J 0 Project: EVERGREEN FIBRE-CHIPPER BLDG Eng: SRH Civiffla y . Job No: 13071 Chk: 0 Doc No: COL @ 2-D Date: 12/5/2013 Calculation Sheet Subject: Headed Anchor Bolt Design ACI 318-11 Rev: I 6 of 7 Code Reference Strut-and-Tie model geometry d, = 9.250 [in] dh = 9.250 [in] ACI 318-11 6 = 45 dt = 13.081 [in] Strut compression force Cc, = 0.5 V,� sinO = 12.67 [kips] Strut Bearing Siren-jtfi Strut compressive strength fce = 0.85 f,: = 2.1 [ksi] A.3.2(A-3) •Bearing of anchor bolt Anchor bearing length = min(8d,hef = 8.0 [in] D.6.2.2 Anchor bearing area Abrg =le x d. = 8.0 [in'] Anchor bearing resistance C, = n.,x �.t X fce x Abrg = 51.00 [kips] > V� OK ' •Bearing of ver reinft bar Ver bar bearing area Abrg = (fe+1.5 x dt-dJ2-db/2)x db = 20.1 [in'] Ver bar bearing resistance C, = �st X fce x Abrg = 31.97 [kips] ratio = 0.40 > CS OK Tie Reinforcement •For tie reinft,only the top most 2 or 3 layers of ties(2"from TOC and 2xY after)are effective •For enclosed tie,at hook location the tie cannot develop full yield strength fy, Use the pullout resistance in tension of a single hooked bolt as per ACI 318-11 Eq.(D-1 5)as the max force can be developed at hook T h •Assume 100%of hor.tie bars can develop full yield strength. Total number of hor tie bar n = nieg(leg)x nl.y(layer) = 4 ACI 318-11 Pull out resistance at hook Th = �t,c,0-9 fr.'eh da = 1.90 [kips] D.5.3.5(D-15) eh = 4.5 db = 2.250 [in] Single tie bar tension resistance T, = �S X fy-h X AS = 9.00 [kips] Total tie bar tension resistance �,V, = 1.0 x n x Tr = 36.00 [kips] D.3.3.5.4&D.6.2.9 ratio = 0.50 > Vu '-OK Conc.Pryout Shear Resistance The pryout failure is only critical for short and stiff anchors.It is reasonable to assume that for general cast-in place headed anchors with hef>=12d.,the pryout failure will not govern 12dz, = 12.0 [in] h�f = 18.0 [in] > 12da pi OK Govern Shear Resistance Vr = min(�v,Vsa,�sVn) 36.00 [kips] Project: EVERGREEN FIBRE-CHIPPER BLDG Eng: SRH Civifflay . Job No: 13071 Chk: 0 Doc No: COL @ 2-D Date 12/5/2013 Calculation Sheet Subject: Headed Anchor Bolt Design ACI 318-11 Rev 1 7 of 7 Code Reference ACI 318-11 Tension Shear Interaction Check if Nu>0.2�Nn and Vu>0.2�Vn Yes D.7.1 &D.7.2 Nu/0 Nn+Vu/0 Vn 1.19 D.7.3(D-42) ratio 0.99 < 1.2 OK, Seismic Design Tension Not Applicable NA Steel nominal strength x 1.2 0.00 [kips] Concrete-governed nominal NP, = 0.00 [kips] N,bg = 0.00 [kips] strength Nu/min(Npn,N,b,) = 0-00 N,,I 1.2Nsa = 0.00 > 0.00 NA Not Applicable - Check Option 1 D.3.3.4.3(a)subsections 1-2 Seismic SDC<C or E0.2U ,additional seismic requirements in D.3.3.4.3 is NOT required,as per D.3.3.1 &D.3.3.4.1 Shear Not Applicable -'jNX�,- Seismic SDC<C or E<=0.2U ,additional seismic requirements in D.3.3.5.3 is NOT required,as per D.3.3.1 &D.3.3.5.1 THE i S-��, 'GELE ,� it For City Use CITY OF Permit# W A S H I N G T 0 N , U . S . Date Received: 12- f3-13 321 East 51b Street D Port Angeles, WA 98362 Date Approved P: 360-417-4817 F: 360-417-4711 Con I J permitsPcityofpa.us Project Address: Building Permit Appikil n v Main Contact: Phone # -3LC> q6c) 1�9 ' yevinl?i1v r-1 E-Mail: Property Name Phone Owner Mailing Address Email -'?O�J- MA,4- t �ermA--bi-vs. cL-vn city State Zip LAJA Contractor Name Phone .I /Mke MailingAddress Email M L'ke- V41 04" L r-0 S, city State Zip WA ML2- Contractor License # Expiration: _71-2-�' H ER M A X ly- 2-3 T- Project Value: Zoning: Tax Parcel# Lot# $ HeAQ Type of Residential 0 Comir Industrial K Public 13 Permit Demolition E3 Fire [3 Repair [3 Reroof(tear off/lay over) For the following,fill out both pages of permit application: New Construction Remodel 11 Addition El Tenant Improvement Mechanical 0 Plumbing El Other 1:3 Existing Fire Sprinkler System? Maximum height of structure Proposed Bedrooms Proposed Bathrooms Yes [3 No b I I I Project NeW b)i*i(- C-)nippe, lZeckizL, A)c)(Srz- De scription -J 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 for-feit. Date Print Name Signature )13 I(Q� de VM A 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) io-loco -b 1,50000 Proposed Addition Tenant Improvement? Other work(describe) ['71rea 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 , : I 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/ # Ventilation System # Forced Air Unit 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 LEGEND D TA PROVIDED IS BASED CITY OF PORT ANGELES AERIAL NAMING AND NGT BI A MILD LOCATE. PROPER'LINE EASEMENT UNE U) (E)BUILDING m (P)BUILDING 0 ——————— (E)�ATER LINE (E)PA�.EW FIR 063018110000 (E)nT-A�D 44.736 AC. (E)DITCH FLO�LINE 699'± (E)DEBARXER (E)LIETAL BUILDING (E)CONWYOFt AND CHIP BIN .75'8'(4,238 PROPMD IuDING OVER SF) ETAL (E)ACCESS (E)MIPPE R ROADWAY CE (E)MAINWNANCE SHOP (E)FIR HYDRANT sc.1, 1" Too, o I DIX 2w CEM Machine, Inc. 571 West End Avenue , Carthage, New York, 13619 Telephone: (315)493-4258 Fax.- (315) 493-4236 January 9, 2014 City of Port Angeles Fire Department 102 East Fifth Street Port Angeles, WA 98362-3014 Attn: Mr. Ken Dubuc,Fire Chief Ph: (360)417 4655 e-mail: pafire(a)cityofpa.us Reference:Your Letter of December 31 to Zenovic and Associates Subject: Hermann Brothers, Evergreen Chipping Operation Proposed Building enclosure for heavy duty CEM Wood Chipper Expected Concentrations and Characteristics of Wood Dust in building air Dear Mr.Dubuc, As per your request in letter of December 3 1,please consider the following: As you have pointed out from the commentary of the IFC, the concern here is about whether a possibility exists in normal operation of an enclosed structure accumulating an explosive mixture of air and a sufficiently fine and combustible dust thereby causing an explosion hazard. As a general rule, building enclosures for chippers are not fit with sprinklers, and I am also not aware of any of our machines that have ever even been in a fire or a dust explosion. The reasons for this are several: • The weight of'finely divided'wood dust produced (i.e.,'wood dust produced which is smaller than 420 microns/0.0165") is quite small(typically less than 20 lbs/hr,wet weight), Z� • And has a high water content, typically greater than 40% (on a wet basis). As such, this wood dust is certainly not very flammable and is also not explosive when mixed in air. Typically only wood dust at a moisture content below 20% is considered to be an explosion or fire risk. The wood chipped seldom has less than 30-35%wet basis water content, and typically has 42-50%water content. • Because of the stickiness of the larger wet chips produced in great quantities at this facility, most of the wood dust fines generated adhere to these larger chips and move with these chips on out to the plant's next process equipment(the screen). • Finally, the dust produced but that will not adhere to the chips rarely escapes to the building air through leaks which would need to be in the outer sections of the chipper disc casing. In normal operation, these areas are quite tight, and our chipper will instead draw air from the opening of the feed spout and from around the disc casing at its fit to the shaft (inside the building) and move this air to the outside of the building. This air movement tends to result in removal of what small dust concentration may be in the air of the building,thereby preventing any significant concentrations from developing in the building air. Page I of 2 CEM Machine, Inc. Herniann Brothers, Evergreen Chipping Operation Dust in Proposed Building enclosure In summary, while a very small amount of PM420 size wood dust is generated as a waste product and which is separate from the chips produced, this material is sufficiently wet as to not present a fire or explosion hazard. Furthermore, the constant natural exchange of air from the building results in fresh air constantly moving into the building,replacing air already there and resulting in quite low wood dust concentrations. I believe this supplies what you require. If you have any questions,please don't hesitate to contact me. Sincerely, Mark Robinson, P.E. Zenovic and Associates 301 East 6th Street Port Angeles, WA 98362 Attn: Mr. Scott Headrick Cc: Herinaim Brothers Evergreen Chipping Operation 2095 Blue Mountain Road Port Angeles, WA 98362-9203 Attn: Mr. Mike Hermann Ph: (360)452-3341 Cc: CEM,Carthage,NY: Tim Nettles,Dan McBride /end Page 2 of 2 P ORT NGELES' ' W A S H I N G T 0 N., U. S. A. U- C=M NOW Fire nep' ariment December"31, 2014. Scot Headr ck Zenovi.eand Assomates I E 6"' Street Port Angeles.. W.A.'98362 Scott, 1 an-.i reviewing the plans for thes.tetl bVilding that is proposed at thel-lermana Brothers facilh.-V ariding that this 4200 sf build-ii-ig is located at 404'1.clipse Industnal Parkway. ltismy:widerstc inxended to provide noise suppression aro.-Lind a wood..,chipper. -rhL plans COIT&tly classif�y this strLicture as an'F-1 Occ-aparicy. 903.2.4.1 of-ft-fl'-"C* I-eCl.L111-CS fiTe Sprink.l.er protectionfor all Gro4p F-1 occupancy fire areas diat:Qdritain woodwork-ing operations in excess of 2500 s-f i.t.-hich generate-J"nel"y dh--ided cornbustible i-kis4e or 14--hich ase fil7e/v dii.-ided con7bustible n7aterials-According to the I.FC Coinnientary.the 11itent o-l'tl--Ie phrase -finely divided coin.bustible waste" is to describe particles that arein the explosive range. IF-C I')02 dtfi-nes—"Flnely divided.s6lidmaterial'%-Nhich.is 420 nitc.rons:& les . diameter and which, when dispersed in air in the proper proportiOns. could be ignited by d I istible d6st will ass througha U'S'. No. flani.e. spark-or other source of ignition, Cotribt 401 standard sleve." Would gUeSS Ifliniat 4.wood chipp-el,does not produce^-fi nely divided" wasti-��.-. h O.N.vever I ani'llot ClUalified to makc this deteim-�.natlon. In order to avoid the fire sprinkler requirement far tll.is bLilldi.11g, We N-Vill-requi-re a letter fiorn a.qLiallfied engineer or froin the chlpoer manC1fk.1CtL11-.,r stating that this machine does-not produce finely divided corob-astible waste that will prl�sent a- al explosive hazard. Without such certi.-fication. �ve-w-illneed to rnove TbTward;withlth(t potenti fire sprinkler requirement. There may be other.aliernEitives that meet the intent oftherf C., Please do not hesitate to co.niact.me kf VOLI iie6d,addit-lo.t.ial..I..[.I.,Forin�iti.olI or cla�fflicat-.10.11. Thanks. A Men Dubuc. ChiK Phone:360-41*74655 Fax:360-417-4659 TTY:360-417-4645 Website:WWW.CityOfpa.LIS/Email: p�fire Gcdtyo-.fpa.us '102 East Fifth Street Port Ar'igeles, WA 08362�30-14 7 GarcoBu Ming . Systems ACCREDrTED I i AC472 Wv1si'dri,6f koberfson.-Ceco 1.1 Corpotdfio'ni' -2291 Office:(800)941 (509)244-5611 2714 S.Garfield Road Fax:(509)244-2850 Airway Heights,WA 99001-9595 http://www.garcobuildings.com August 02, 2013 J & J CONSTRUCTION OF PORT ANGELES I 233 ALICE RD PORT ANGELES, WA 98363-9492 14-B-18415 BLUE MOUNTAIN LEASING 2095 BLUE MOUNTAIN ROAD PORT ANGELES, WA 98362 MULTIPLE BUILDINGS To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Garco Building Systems. The attached design criteria and calculations are to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Garco Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Garco Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, Garco Building Systems Materials for Metal Buildings An NCI Company Daniel A. Rauscher, P.E. Engineering Manager 14-B-18415 Mailing Address: Office:(800)941-2291 Garcoo Building Systems (509)244-5611 2714 S.Garfield Road Fax:(509)244-2850 Airway Heights,WA 99001 Building LGarcDo. Systems ACCREDITED AC472 DMISI'dr! df kob'Ntsoft-CL�Ico 1.1 C-orpamitibil Office:(800)941-2291 (509)244-5611 2714 S.Garfield Road Fax:(509)244-2850 Airway Heights,WA 99001-9595 http://www.garcobuildings.com ANGELES,Washington Building Code . . . . . . . . . . . . . . . . . . . . . 2009 International Building Code Occupancy Category . . . . . . . . . . . . . . . . Normal (Category II) Roof Dead Load Superimposed . . . . . . . . . . . . . . . . . 3.05 psf (Bldg A) 2.85 psf (Bldg B) Collateral . . . . . . . . . . . . . . . . . . . 3.00 psf (0.00 psf Ceiling 3.00 psf other) Roof Live Load . . . . . . . . . . . . . . . . . . . . 20.00 psf no reduction Snow Ground Snow Load (Pg) . . . . . . . . 25.00 psf Snow Load Importance Factor (1) 1.00 Flat Roof Snow Load (Pf) . . . . . 18. 90 psf (per code) (Bldg A) 20.00 psf (per code) (Bldg B) Minimum Roof Snow Load (Pf) 25.00 psf (used in design) Snow Exposure Factor (Ce) . . . . 0.90 Thermal Factor (Ct) . . . . . . . . . . 1.20 Wind Basic Wind Speed . . . . . . . . . . . . . 100.00 mph Wind Importance Factor (I) . . . 1.00 Wind Exposure Category . . . . . . . C Internal Pressure Coef (GCpi) 0.18/-0.18 Loads for components not provided by building manufacturer Corner Areas (within 5.071 of corner) 32. 92 psf pressure -41.10 psf suction Other Areas 32. 92 psf pressure -34 . 97 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1 .00 Seismic Design Category . . . . . . D Soil Site Class . . . . . . . . . . . . . . D Stiff Soil Ss . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 .119 g Sds . . . . . 0.785 g Sl . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.468 g Sdl . . . . . 0.478 g Analysis Procedure . . . . . . . . . . . Equivalent Lateral Force Column Line (Bldg A) 1-3 SWA & SWC Basic Force Resisting System C4 B4 Response Modification Coefficient (R) 3.50 3.25 Seismic Response Coefficient (Cs) 0.224 0.242 Design Base Shear in kips (V) 17 .66 14 . � Column Line (Bldg B) SWA Basic Force Resisting System B4 Response Modification Coefficient (R) 3.25 Seismic Response Coefficient (Cs) 0.242 Design Base Shear in kips (V) 1.37 Basic Structural System (from ASCE 7-05 Table 12 .2 B4 - Ordinary Steel Concentrically Braced Frame 4W1 C4 - Ordinary Steel Moment Frame 14-B-18415 Mailing Address: Office:(800)941-2291 Garcoo Building Systems (509)244-5611 2714 S.Garfield Road Fax:(509)244-2850 Airway Heights,WA 99001 DESIGN PACKAGE BUILDER: J & J CONSTRUCTION OF PORT ANGELES I CUSTOMER: BLUE MOUNTAIN LEASING JOB NUMBER: 14-B-18415 TABLE OF CONTENTS Page Design Criteria I Notes on Drawings 2-3 Deflection Criteria NA Project Layout 4-5 Building A 6-24 Building B Building C Special Details 25-26 Original Design Completed thru Change Order# 0 Revision Histo Update Date Rev# Reactions Reason for Revision Pages Revised Revised Eng. 1 No Add tieback detail 25 8/5/13 TAB 2 No Change F.O. dimensions per CO # 01 4, 10 9/11/13 TAB Add bay and adjust framed 3-17 3 Yes openings/bracing per CO # 02 10/8/13 TAB 4 Yes Revised F.O. and girt design per CO # 03 4, 7, 10-17 11/11/13 TAB Project Engineer: Todd Barfuss (Spokane) Checking Engineer: Dan A. Rauscher Signing Engineer: Dan A. Rauscher, P.E. Job Number . . . . . . . . . . . . . . . . . . . . . . . . 14-B-18415 Builder . . . . . . . . . . . . . . . . . . . . . . . . . . . J & J CONSTRUCTION OF PORT ANGELES I Jobsite Location . . . . . . . . . . . . . . . . . . BLUE MOUNTAIN LEASING, PORT ANGELES,WashingtoLn Building Code . . . . . . . . . . . . . . . . . . . . . 2009 International Building Code Occupancy Category . . . . . . . . . . . . . . . . Normal (Category II) Roof Dead Load Superimposed . . . . . . . . . . . . . . . . . 3 . 05 psf (Bldg A) 2 . 85 psf (Bldg B) Collateral . . . . . . . . . . . . . . . . . . . 3 . 00 psf (0 . 00 psf Ceiling 3 . 00 psf Other) Roof Live Load . . . . . . . . . . . . . . . . . . . . 20 . 00 psf no reduction Snow Ground Snow Load (Pg) . . . . . . . . 25 . 00 psf Snow Load Importance Factor (1) 1 . 00 Flat Roof Snow Load (Pf) . . . . . 18 . 90 psf (per code) (Bldg A) 20 . 00 psf (per code) (Bldg B) Minimum Roof Snow Load (Pf) 25 . 00 psf (used in design) Snow Exposure Factor (Ce) . . . . 0 . 90 Thermal Factor (Ct) . . . . . . . . . . 1 . 20 Wind Basic Wind Speed . . . . . . . . . . . . . 100 . 00 mph Wind Importance Factor (I) . . . 1 . 00 Wind Exposure Category . . . . . . . C Internal Pressure Coef (GCpi) 0 . 18/-0 . 18 Loads for components not provided by building manufacturer Corner Areas (within 5 . 07 ' of corner) 32 . 92 psf pressure -41 . 10 psf suction Other Areas 32 . 92 psf pressure -34 . 9� psf suction These values are the maximum values required based on a 10 sq ft area . Components with larger areas may have lower wind loads . Seismic Seismic Importance Factor (Ie) 1 . 00 Seismic Design Category . . . . . . D Soil Site Class . . . . . . . . . . . . . . D Stiff Soil Ss . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . 119 g Sds . . . . . 0 . 785 g Sl . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 468 g Sdl . . . . . 0 . 478 g Analysis Procedure . . . . . . . . . . . Equivalent Lateral Force Seismic Response Coefficient (Cs) 0 .242 Page 1 10/08/2013 -D6sign ,criteria as noted is as given within order documents and is applied in general accordance with the applicable provisions of tihe model code and/or specification indicated. Neither the manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters . The design criteria is supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall construction project . This project is designed using manufacture ' s standard serviceability standards . Generally this means that all deflections are within typical performance limits for normal occupancy and standard metal building products . The design collateral load has been uniformly applied to the design of the building. Hanging loads are to be attached to the purlin web. This may not be appropriate for heavily concentrated loads . Any attached load in excess of 150 pounds shall be accounted for by special design performed by a licensed engineer using concentrated loads and may require seperate support members within the roof system. The use of fully exposed for the snow exposure results in the rigid frames being designed for only 90 percent of the roof snow load that is used for partially exposed. For a fully exposed snow exposure to be used, all of the following conditions must be true: 1 . The roof is exposed to wind on all sides with no obstructions higher than the roof located closer to the building than a distance equal to 10 times the height of the obstruction above the roof. 2 . The roof is exposed to wind on all sides with no significant obstructions on the roof such as parapet walls or large roof top mechanical units . 3 . The roof is not exposed to accumulation of snow due to drifting or sliding from adjacent structures . Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi . Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi . Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM A500 grade B, minimum yield point is 42 ksi for round HSS and 46 ksi for rectangular HSS . Material properties of cold-formed light gage steel members conform to the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55 Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1 with a minimum yield point of 55 ksi . For Canada, material properties conform to CAN/CSA G40 . 20/G40 .21 or equivalent. BOLT TIGHTENING - Bolted joints with A325-09 Type 1 bolts greater than 1/2" diamter are specified as pretensioned joints in accordance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, June 30, 2004 . Pre-Tensioning can be accomplished by using the turn-of-nut method of tightening, calibrated wrench, twist off type tension control bolts or direct tension indicator as acceptable to the Inspecting Agency and Building Official . Installation Inspection Page2 10/08/2013 requirements for Pre-Tensioned joints (Specification for Structural Joints Section 9 . 2) using turn-of-nut method is suggested. The connections on this project are not slip critical . X-Bracinq is to be installed to a taut condition with all slack removed. Do not tighten beyond this state. Framed openings, walk doors, and open areas shall be located in the bay and elevation as shown in the erection drawings . The cutting or removal of girts shown on the erection drawings due to the addition of framed openings, walk doors, or open areas not shown may void the design certifications supplied by the metal building manufacturer. Using standard eave gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal Building Systems Manual . Downspout locations have not been located on these drawings . The downspouts are to be placed on the building sidewalls at a spacing not to exceed 71 . 6 feet with the first downspout from both ends of the gutter run within 35 . 8 feet of the end. Downspout spacing that does not exceed the maximum spacing will be in compliance with the building code . The gutter and downspout system as provided by the manufacturer is designed to accommodate 4 in/hr rainfall intensity. The frame at framline 1 has been designed to receive a future 75 foot carry beam supporting (2) 56 foot wide rafters at a spacing of 25 feet. Frameline 1 has been designed to support lateral loads from one future frame . Rafters being supported by the carry beam are not to impose any thrust loads on the carry beam and the carry beam is not to impose any weak-axis moment on the frame at frameline 1 . Materials supplied by the metal building manufacturer have been designed to support a future width expansion on Sidewall A. The future width expansion shall be 25 ft wide, with a 2 : 12 roof slope and 18 ' -0" low side eave height. The design loads for the future expansion shall be the same as for this material . Bracing shall be provided in the roof and low sidewail to provide longitudinal stability to the future width expansion. The panel, girts, and bracing at side SWA shall remain when the future width expansion is added. A future width expansion different from the above description could void warranties and certifications as they apply to the material supplied by the metal building manufacturer. Page 3 10/08/2013 C� m VMS -I-IVM3GIS C9C86 VM S3-139NV id0d 9NISV3-1 NIViNnOW 3nis 8192 U 'se 0192 t o? C� Aaumo 40' 6 4 2 1 2 ,1 US -D, ru 9%0 0 ru cr%0 ru 36' 2 — i i i , I i , # 6 * 31' 10 --- ----- 0181 27' 6 X0191- - ----- 23' 2 18, 10 - C? 1810 - 0 14' 6 - 12' 0 tj I 1' 2 7' 4 3' 6 ul-a!i oiuDal ainqnj, �n m ru I I I I ru z OD 0� 8/ B/ Li 9c C� 0 z > w z r- Ln o X0 0 XCL 0 -j - r C; Ln - 0 < �000 0 �c m u Ln, m v- rx) ru 8/ t=j co 00 z Lj 0 c;2 0 0 Eh %D ————— ———— - ————— 0 I fl,%,0 xj i---- - ----- 0 -H-H-A W0I,0CU00%DWV0 P2 P2 C102 t?l :IC :60 ZO I-DO UOW �D :-�, in 7�o ;;,- �-�, in M -Www - - - 25' 8 25' 0 25' 0 SSnjJl0q0j-joJaA :uo!sAaA m - 10unJ Vglt?81 :ON qOr' 75' 8 (WM)ad!d=o Dd JO N01i3ndiSN03 r I r SIDEWALL SWC IZ ajd!x�=xx Aap I !nEl IZ alqnop=x qnA�S Aa>i GARCO Building Systems, Airway Heights, WA Design Summary Program User: tabarfuss Job Number: 18415A Design Summary Report Version: 4 .4.7 run0l Date: 10/07/13 Start Time: 09:31:07 R:\ . .\14-B-18415\verOl-tabarfuss\Bldg-A\runol\18415A—bldg—A-0l.cds ------------------------------------------------------------------------------- M A I N B U I L D I N G D E S I G N S U M M A R Y R E P 0 R T All connections use ASTM A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM F1554 Gr. 36 strengths. ROOF PLANE ------- RPA R:\Jobs\Active\ENG\14-B-18415\verOl-tabarfuss\Bldg-A\run0l\AroofRPA-0l.edf Panel . . . . . . . . . . . . . . . . . . . . PBR26 Purlins . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Eave Struts . . . . . . . . . . . . . . 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. PURLIN SPACING : 2@3 .3156 3@4 ' 6 2@3 '4 1.2022 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 2S .000 8X2 .5Z12 None S 0.000 3 .146 C 2 2S .000 8X2 .5Z14 None C 3 .146 3 .146 C 3 25 .667 8X2 .SZ12 None C 3 .146 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7, 8 @ Supports:1,2,3,4 Purlin Stiffened Clips @ Level 2, 8 @ Supports:1,2,3,4 Purlin Backup Plate @ Level 2, 8 @ Supports:1,2,3,4 ROOF PLANE ------- RPC R:\Jobs\Active\ENG\14-B-1841S\verOl-tabarfuss\Bldg-A\run0l\AroofRPC—Ol.edf Panel . . . . . . . . . . . . . . . . . . . . PBR26 Purlins . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Eave Struts . . . . . . . . . . . . . . 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. PURLIN SPACING : 2@3 .3156 3@4 ' 6 2@3 '4 1.2022 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 25 .667 8X2 .5Z12 None S 0.000 3 .146 C 2 25.000 8X2 .SZ14 None C 3 .146 3 .146 C 3 25.000 8X2 .5Z12 None C 3 .146 0 .000 S Purlin Clip Use 2 A32S Bolt's @ Level 2,3,4,5, 6,7,8 @ Supports:4,3,2, 1 Purlin Stiffened Clips @ Level 2, 8 @ Supports:4, 3,2,1 Purlin Backup Plate @ Level 2, 8 @ Supports:4,3,2,1 Page 5 10/08/2013 GARCO Building Systems, Airway Heights, WA Design Summary Program User: tabarfuss Job Number: 18415A - Design Summary Report Version: 4.4 .7 run0l Date: 10/07/13 Start Time: 09:31:07 R:\. .\14-B-18415\verOl-tabarfuss\Bldg-A\run0l\18415A—bldg—A-01.cds ------------------------------------------------------------------------------- RPC Purlin Strut @ 28.000 (ft) 8X2 .SZ12 Bays 3 RPC Purlin Strut @ 28.000 (ft) 8X2 .SZ12 Bays 2 RPC Purlin Strut @ 28.000 (ft) 8X2 .5Z12 Bays 1 SWC Pipe Strut @ 22 .167 (ft) P6X10.78 Bays 2 SWC Eave Strut @ 40.000 (ft) 8X3.5E14 Bays 3 SWC Eave Strut @ 40.000 (ft) 8X3 .5E12 Bays 2 SWC Eave Strut @ 40.000 (ft) 8X3.SE12 Bays 1 SWA Eave Strut @ 40.000 (ft) 8X3 .SE14 Bays 1 SWA Eave Strut @ 40.000 (ft) 8X3 .5E12 Bays 2 SWA Eave Strut @ 40 .000 (ft) 8X3 .5E12 Bays 3 SWA Pipe Strut @ 22 .167 (ft) P6X1O.78 Bays 3 Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. 2) Pipe strut locations for all roof planes are measured from back sidewall. 3) All pipe struts have a 3/8" thick plate and (4) 1/211 A325 bolts connection. Eave strut interior connection at SWA uses (4) -1/211 A325 bolts w/SC-18 plate. Eave strut interior connection at SWC uses (4) -1/211 A325 bolts w/SC-18 plate. Eave strut connection at end-frame uses (4) -1/211 A325 bolts. BRACING ---- Roof: 2 bays Rod Plane SWA 1 bays Rod Plane SWC 1 bays Rod Plane EWB :End Frame Plane EWD :End Frame Page 6 10/08/2013 GARCO Building Systems, Airway Heights, WA Design Summary Program User: tabarfuss Job Number: 18415A Design Summary Report Version: 4 .4 .7 run0l Date: 10/07/13 Start Time: 09:31:07 R:\. .\14-B-18415\verOl-tabarfuss\Bldg-A\run0l\18415A-bldg-A-01.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWA -- ( 8.25011 Inset columns ) R:\Jobs\Active\ENG\14-B-1841S\verOl-tabarfuss\Bldg-A\run0l\AwallSWA-Ol.edf Panel . . . . . . . . . . . . . . . . . . . . PBR26 Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. GIRTS SPACINGS 3 ' 6 2@3 '10 3'4 3' 6 0'10 4@4 '4 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 316 2S .000 8X2 .5Z14 4 points S 0.000 3 .146 C 2 316 25 .000 8X2 .5Z14 3 points C 3 .146 0.000 S 3 316 25.667 8X2 .SZ16 None S 0.000 0.000 S 1 714 2S.000 8X2 .5Z14 4 points S 0.000 3 .146 C 2 714 25.000 8X2 .5Z14 3 points C 3 .146 0.000 S 3 714 25.667 8X2 .5Z16 None S 0.000 0.000 S 1 1112 25.000 8X2 .SZ14 4 points S 0.000 3 .146 C 2 1112 25.000 8X2 .5Z14 3 points C 3 .146 0.000 S 3 1112 25.667 8X2 .5Z16 None S 0.000 0.000 S 1 1416 25.000 8X2 .SZ14 4 points S 0.000 3 .146 C 2 1416 25.000 8X2 .SZ14 3 points C 3 .146 0.000 S 3 1416 25.667 8X2 .5ZI6 None S 0.000 0.000 S 3 1810 25 .667 C8X11.S None S 0.146 o.146 S 1 18110 25 .000 8X2 .5Z14 4 points S 0.000 2.479 C 2 18110 2S .000 8X2 .5ZI4 3 points C 2 .479 2 .479 C 3 18110 25.667 8X2 .SZ12 3 points C 2 .479 0.000 S 1 2312 2S.000 8X2 .5Z14 4 points S 0.000 2.479 C 2 2312 25.000 8X2 .SZ14 3 points C 2 .479 2.479 C 3 2312 25 .667 8X2 .5Z12 3 points C 2 .479 0.000 S 1 2716 2S .000 8X2 .5Z14 4 points S 0.000 2 .479 C 2 2716 25 .000 8X2 .5Z14 3 points C 2 .479 2 .479 C 3 2716 25.667 8X2 .SZ12 3 points C 2 .479 0.000 S 1 31110 25.000 8X2 .5Z14 4 points S 0.000 2 .479 C 2 31110 25.000 8X2 .5Z14 3 points C 2 .479 2 .479 C 3 31110 2S.667 8X2.SZ12 3 points C 2 .479 0.000 S 1 3612 25.000 8X2.SZ14 4 points S 0.000 2 .479 C 2 3612 25.000 8X2.SZ14 3 points C 2 .479 2 .479 C 3 3612 25.667 8X2 .5Z12 3 points C 2 .479 0.000 S Note Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. FRAMED OPENINGS: 3 or 4 sided Qty Size Jamb Header/Sill Wall Bay Distance Sill ht 3 1 1610 x 1810 C8X11.5 C8X11.5* SWA 2 210 N/A Use a C8X11.5 continuous header Page 7 11/11/2013 GARCO Building Systems, Airway Heights, WA Design Summary Program User: tabarfuss Job Number: 18415A Design Summary Report Version: 4.4.7 run0l Date: 10/07/13 Start Time: 09:31:07 R:\ . .\14-B-1841S\verOl-tabarfuss\Bldg-A\run0l\1841SA-bldg A 01.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWC -- ( 8.2SO" Inset columns ) R:\Jobs\Active\ENG\14-B-1841S\verOl-tabarfuss\Bldg-A\run0l\AwallSWC-Ol.edf Panel . . . ... . . . . . . . . . . . . . . . PBR26 Girts . . . . . . . . . . . . . . . . . . . . SS.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. GIRTS SPACINGS 3 ' 6 2@3 ' 10 3 '4 3 ' 6 0' 10 4@4 '4 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 316 25.667 8X2 .SZ16 None S 0.000 0.000 S 2 316 25.000 8X2 .5Z14 3 points S 0.000 3 .146 C 3 316 25.000 8X2 .SZ14 4 points C 3 .146 0.000 S 1 714 25.667 8X2 .5Z16 None S 0.000 0.000 S 2 714 2S.000 8X2 .5Z14 3 points S 0.000 3 .146 C 3 714 25.000 8X2 .SZ14 4 points C 3 .146 0.000 S 1 1112 2S.667 8X2 .5Z16 None S 0.000 0.000 S 2 1112 25.000 8X2 .SZ14 3 points S 0.000 3 .146 C 3 1112 25.000 8X2 .SZ14 4 points C 3 .146 0.000 S 1 1416 25.667 8X2 .5Z16 None S 0.000 0.000 S 2 1416 25.000 8X2 .5Z14 3 points S 0.000 3 .146 C 3 1416 2S.000 8X2 .5Z14 4 points C 3 .146 0.000 S 1 1810 25.667 C8X11.5 None S 0.146 0.146 S 1 18 , 10 2S.667 8X2 .5Z12 3 points S 0.000 2 .479 C 2 18110 25.000 8X2 .5Z14 3 points C 2 .479 2 .479 C 3 18110 25.000 8X2 .5Z14 4 points C 2 .479 0.000 S 1 2312 2S.667 8X2 .5ZI2 3 points S 0.000 2 .479 C 2 2312 25.000 8X2 .5Z14 3 points C 2 .479 2 .479 C 3 2312 25 .000 8X2 .5Z14 4 points C 2 .479 0.000 S 1 2716 25.667 8X2 .5Z12 3 points S 0.000 2 .479 C 2 2716 25.000 8X2 .SZ14 3 points C 2 .479 2 .479 C 3 2716 25.000 8X2 .5Z14 4 points C 2 .479 0.000 S 1 31110 25.667 8X2 .SZ12 3 points S 0.000 2 .479 C 2 31110 25.000 8X2 .5Z14 3 points C 2 .479 2 .479 C 3 31110 25.000 8X2 .5Z14 4 points C 2 .479 0.000 S 1 3612 2S.667 8X2 .5Z12 3 points S 0.000 2 .479 C 2 3612 25.000 8X2 .5Z14 3 points C 2 .479 2 .479 C 3 3612 25.000 8X2 .5Z14 4 points C 2 .479 0.000 S Note Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. FRAMED OPENINGS: 3 or 4 sided Qty Size Jamb Header/Sill Wall Bay Distance Sill ht 3 1 1610 x 1810 C8X11.5 C8X11.5* SWC 1 510 N/A Use a C8X11.5 continuous header Page 8 10/08/2013 GARCO Building Systems, Airway Heights, WA Design Summary Program User: tabarfuss Job Number: 18415A Design Summary Report Version: 4.4.7 run0l Date: 10/07/13 Start Time: 09:31:07 R:\ . .\14-B-18415\verOl-tabarfuss\Bldg-A\run0l\18415A-bldg A 01.cds ------------------------------------------------------------------------------- Endwall Plane EWD Design . . . . . . . . Expandable Frame (CS R:\Jobs\Active\ENG\14-B-18415\verOl-tabarfuss\Bldg-A\runol\AwallEWD-Ol.edf Panel . . . . . . . . . . . . . . . . . . . . . . . PBR26 Girts . . . . . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. Girts Spacings 3 ' 6 2@3 '10 0 ' 10 2 ' 6 316 0 '10 S@4 '4 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 316 27.312 1OX2 .SZ14 None S 0.000 0 .000 C 2 316 27.312 10X2 .5Z14 None C 0.000 0.000 S 1 714 27.312 1OX2 .SZ14 None S 0.000 0.000 C 2 714 27.312 1OX2 .SZ14 None C 0.000 0.000 S 1 1112 27.312 10X2 .5Z14 None S 0.000 0.000 C 2 1112 27.312 1OX2 .SZ14 None C 0 .000 0.000 S 1 1416 27.312 10X2 .5Z14 None S 0.000 0.000 C 2 1416 27.312 C10X15.3 S points C 0.000 0.000 S 1 1810 27.312 C10X15.3 None S 0 .146 0.146 S 1 18 , 10 27.312 1OX2 .SZ12 5 points S 0.000 1.479 C 2 18110 27.312 10X2 .5Z12 5 points C 1.479 0.000 S 1 2312 27.312 1OX2 .SZ12 5 points S 0 .000 1.479 C 2 2312 27.312 10X2 .5Z12 5 points C 1.479 0.000 S 1 2716 27.312 10X2 .5Z12 5 points S 0 .000 1.479 C 2 2716 27.312 10X2 .5Z12 5 points C 1.479 0.000 S 1 31110 27.312 10X2 .5Z12 5 points S 0.000 1.479 C 2 31110 27.312 10X2 .5Z12 5 points C 1.479 0.000 S 1 3612 27.312 10X2 .5Z12 5 points S 0.000 1.479 C 2 3612 27.312 1OX2 .SZ12 5 points C 1.479 0 .000 S 1 4016 20.94S 1OX2 .SZ12 5 points S 0.000 1.479 C 2 4016 20.945 1OX2 .SZ12 5 points C 1.479 0.000 S Note Maximum distance to extend girt from adjacent bay is 36.00 inches. FRAMED OPENINGS: 3 or 4 sided Qty Size Jamb Header/Sill Wall Bay Distance Sill ht 3 1 1610 x 1810 C10X15.3 ClOX15 .3* EWD 1 1010 N/A 3 1 1210 x 1410 10X2 .5C12 10X2 .5C14 EWD 2 F.L. N/A Use continuous header Page 9 11/12/2013 Garco Building Systems FRAME ID #01 USER NAME:tabarfuss DATE:11/11/13 TIME:16:23:42 PAGE: 1-1 cs 56./40./25. 20./100./25. JOB NAME:18415A FILE:frame-l.fra LOCATION: Gridlines I DETAIL FILE: ctive\Eng\14-B-18415\verD.l.-tabarftiss\B.I-dg-A\Drft:g\xOIL (1) All sectional dimensions are in inches. BOLTS:A325 FULLY TIGHT WEIGHT: 7755 lbs (2) All Flange lengths are measured along outer flange. PURLINS(horz. from eave) :8"-Z 2@3'3 13/16",3@4'6",2@3'4" GIRTS (vert. from floor) : 8—Z 3'6",2@3'10", ��'4�'13'6"10-10",4@4'4" (8.25�') 8�'O.25 3�5 0.25 ().25 S./,0.25 WSB TT(' .315 1 4..655 2.00 10 12 9 7 8 M �M 40' E.H. Cap plate-to-web we x 5/16" fillet both sides x I 11/4" flange-to-web weld x x x x x 0.542' 0.542' 28' 0 2: CONNECTION DETAILS Location -D — _U - 0 Web Dep. 16.0 22.7055 29.4109 36.1164 40.5 N/A 33.5 33.5 33.5 33.5 .:z CD Type BASE SPLICE SPLICE SPLICE HORZ STF CAP (EXT) 4E/4E SPLICE SPLICE 2E/2E i�3 ID Plate(DN) 10.OXO.625 N/A N/A N/A 4.75XO.5 10.OXO.5 10.oxi.0 N/A N/A 8.OXO.375 Plate(UP) N/A N/A N/A N/A N/A N/A 10.0XI.0 N/A N/A 8.OXO.375 Bolts (4)-1 N/A N/A N/A N/A N/A (16)-1 N/A N/A (8)-3/4 Garco Building Systems FRAME ID #01 USER NAME:tabarfuss DATE:11/11/13 TIME:16:23:42 PAGE: 1-2 cs 56./40./25. 20./100./25. JOB NAME;18415A FILE:frame—l.fra LOCATION: Gridlines 1 DETAIL FILE: ctive\Eng\14-3-18415\verOl-tabarfuss\Bldg-A\Drftg\xOlR (1) All sectional dimensions are in inches. BOLTS:A325 FULLY TIGHT WEIGHT: 7755 lbs (2) All Flange lengths are measured along outer flange. PURLINS(horz. from eave) :8"-Z 2@3'3 13/16",3@4'6",2@3'4" GIRTS (vert. from floor) : 8"-Z 36",2@3'_10",3'4" 3'6"'0'10",4@4'4" (8.25") Member Sizes and Connection Details Same as Left Side 8X0-25 0.25 8XQ-375 8XO-5 0.F, 8XQ-25 0.25 0 25 pVEB 10.0" 8X0-275 8X0-5 ,.F. 4 655, 10 2.00F----, 9 12 8 7 -4,0- E.H. -A x d Cap plate-to-web wel x 5/16" fillet both sides 11/4" f lange-to-web weld x x x x x x :E 0 .542' M - W 28' 13 CONNECTION DETAILS Location *-B 0 0 (�) -- (D .- (D �A) Q-V) Web Dep. 16.0 22.7055 29.4109 36.1164 40.5 A A 33.5 33.5 33.5 33.5 NONE CD Type BASE SPLICE SPLICE SPLICE HORZ STF nCAP (EXT) 4E/4E SPLICE SPLICE 2E/2E LT STIF j,-3 — C, — Plate(DN) 10.OXO.625 N/A N/A N/A 4.75XO.5 10.OXO.5 10.0X1.0 N/A N/A 8 OXO.375 N/A Plate(UP) N/A N/A N/A N/A N/A N/A 10.0X1.0 N/A N/A 8.OXO.375 N/A Bolts (4)-1 N/A N/A N/A N/A N/A (16)-1 N/A N/A (8)-3/4 N/A Garco Building Systems FRAME ID #02 USER NAME:tabarfuss DATE:11/11/13 TIME:16:26:50 PAGE: 2-1 cs 56./40./25. 20./100./25. JOB NAME:18415A FILE:frame-2,fra LOCATION: Gridlines 2 DETAIL FILE: ctive\Eng\14-B-18415\verOl-tabarfuss\Bldg-A\Drftg\xO2L (1) All sectional dimensions are in inches. BOLTS:A325 FULLY TIGHT WEIGHT: 5648 lbs (2) All Flange lengths are measured along outer flange. PURLINS(horz. from eave) :8"-Z 2@3'3 13/16",3@4'6",2@3'4" GIRTS (vert. from floor) : 8"-Z 3'6",2@3'10", 3'4" 3'6" 0'l0",4@4'4" (8.25") 25 2 5 ().25 O.F. 25 0.25 25 WEB 'r 0 25 6�AD,312 4.665 2.00 10 12 9 C 8 7 C 40' E.H. C x x x x x x 0 542' 0.542-* 2 8 0 CONNECTION DETAILS = 2 Location Q*-D Web Dep. 14.0 21.4170 28.8341 36.2511 41.0 N/A 35.5 35.5 35.5 35.5 CD Type BASE SPLICE SPLICE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE SPLICE 2E/2E j�s — C:, N) Plate(DN) 8.OXO.625 N/A N/A N/A 3,'75XO.375 8.OXO.3125 8.0XI.0 N/A N/A 6.0X0.5 w Plate(UP) N/A N/A N/A N/A N/A N/A 8.OXI.a N/A N/A 6.OXO.5 Bolts (4)-1 N/A N/A N/A N/A N/A (8)-1 N/A N/A (8)-3/4 Garco Building Systems FRAME ID #02 USER NAME:tabarfuss DATE:11/11/13 TIME:16:26:50 PAGE: 2-2 cs 56./40./25. 20./100./25. JOB NAME:18415A FILE;frame-2.fra LOCATION: Gridlines 2 DETAIL FILE: ctive\Eng\14-B-18415\verOl-tabarfuss\Bldg-A\Drftg\xO2R (1) All sectional dimensions are in inches. BOLTS:A325 FULLY TIGHT WEIGHT: 5648 lbs (2) All Flange lengths are measured along outer flange, PURLINS(horz. from eave) :8"-Z 2@3'3 13/16",3@4'6",2@3'4" GIRTS (vert. from floor) : 8"-Z 3'6",2@3'10",314-1,3'6'1,0-10",4@4'4" (8.25") Member Sizes and Connection Details Same as Left Side GX0-25 0.25 6XO 25 6XO 312 0. GXO-25 0.25 0.25 WED 7, 3.0,0" G>�G--15 GX0.3125 011 4.665, 10 2.00 12 7 AO- E.H. x x x x x x x —:E 0 0.542' M - w 28 1-3 CONNECTION DETAILS 2 Location *-B -U Web Dep. 14.0 21.4170 28.8341 36.2511 41.0 N/A 35.5 35.5 35.5 35.5 NONE (D Type BASE SPLICE SPLICE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE SPLICE 2E/2E LT STIF CD c Plate(DN) 8.OXO.625 N/A N/A N/A 3.75XO.375 8.OXO.3125 8.oxi.0 N/A N/A 6.OXO.5 N/A Plate(UP) N/A N/A N/A N/A N/A N/A 8.oxi.0 N/A N/A 6.OXO.5 N/A Bolts (4)-1 N/A N/A N/A N/A N/A (8)-1 N/A N/A (8)-3/4 N/A Garco Building Systems FRAME ID #03 USER NAME:tabarfuss DATE:11/11/13 TIME:16:29:00 PAGE: 3--1 cs 56./40./25. 20./100./25. JOB NAME:18415A FILE:frame-3.fra LOCATION: Gridlines 3 DETAIL FILE: ctive\Eng\14-B-18415\verOl-tabarfuss\Bldg-A\Drftg\xO3L (1) All sectional dimensions are in inches. BOLTS:A323 FULLY TIGHT WEIGHT: 5648 lbs (2) All Flange lengths are measured along outer flange. PURLINS(horz. from eave) A—Z 2@3'3 13/16",3@4'6",2@3'4" GIRTS (vert. from floor) : 8"-Z 3'6"12@3'10",3'4",3'6",0'10�',4@4�4"(8.25") 6'AO.25 Gy'n.312 ().25 0.25 0,0. 0.25 Vi� G 0101, -I.F. 4.665 101o" 2.00 10 12 9 7 8 C C 40' E.H. C n x x x x x x 0.542' 0.542 28 r, rn F, 0 3: CONNECTION DETAILS = 3 Location Q*-D Web Dep. 14.0 21.4170 28.8341 36.2511 41.0 N/A 35.5 35.5 35.5 35.5 CD Type BASE SPLICE SPLICE SPLICE HORZ STE CAP (EXT) 2E/2E SPLICE SPLICE 2E/2E C) Plate(DN) 8.OXO.625 N/A N/A N/A 3.75XO.375 8.OXO.3125 8.oxi.0 N/A N/A 6.OXO.5 w Plate(UP) N/A N/A N/A N/A N/A N/A 8.0XI.0 N/A N/A 6.OXO.5 Bolts (4)-1 N/A N/A N/A N/A N/A (8)-1 N/A N/A (8)-3/4 Garco Building Systems FRAME ID #03 USER NAME:tabarfuss DATE:11/11/13 TIME:16:29:00 PAGE: 3-2 cs 56./40./25. 20./100./25. JOB NAME:18415A FILE:frame-3.fra LOCATION: Gridlines 3 DETAIL FILE: ctive\Eng\14-B-18415\verOl-tabarfuss\Bldg-A\Drftg\xO3R (1) All sectional dimensions are in inches. BOLTS:A325 FULLY TIGHT WEIGHT: 5648 lbs (2) All Flange lengths are measured along outer flange. PURLINS(horz. from eave) :8—Z 2@3'3 13/16",3@4'6",2@3'4" GIRTS (vert. from floor) : --8"--Z 3'6",2@3'10",3'4",3'6"10'10"14@4,4" 18.25") - - Member Sizes and Connection Details Same as Left Side 6X0-25 0.25 6XG 25 GXO 312 0.F, 6X0-25 0.25 0.25 WED 10,()" 6XO 25 6X0.312 10,0" 1.p. 4.665 10 2.00 9 12 7 40' E.H. x x I x x X x x x :2 0 .542' 28 CONNECTION DETAILS 3 Location *-B Q Web Dep. 14.0 21.4170 28.8341 36.2511 41.0 N/A 35.5 35.5 35.5 35.5 NONE Type 2E/2E SPLICE SPLICE 2E/2E LT STIF (D BASE SPLICE SPLICE SPLICE HORZ STF CAP (EXT) 8.OXO.3125 CD C Plate(DN) 8.OXO.625 N/A N/A N/A 3.75XO.375 8.oxi.0 N/A N/A 6.OX0.5 N/A Plate(UP) N/A N/A N/A N/A N/A N/A 8.oxi.0 N/A N/A 6.OXO.5 N/A Bolts (4)-1 N/A N/A N/A N/A N/A (8)-1 N/A N/A (8)-3/4 N/A Garco Building Systems FRAME ID #04 USER NAME:tabarfuss DATE:11/11/13 TIME:16:32:32 PAGE: 4-1 cs 56./40./25. 20./100./25. JOB NAME:18415A FILE:frame-4-w-post.fra LOCATION: Gridlines 4 DETAIL FILE: ct-ive\Eng\14-B-18415\ver0l.-tiabarfuss\Bldg-A\Drftg\xO4I. (1) All sectional dimensions are in inches. BOLTS:A325 FULLY TIGHT WEIGHT: 7054 lbs (2) All Flange lengths are measured along outer flange. PURLINS(horz. from cave) :8"-Z 2@3'3 13/16",3@4'6",2@3'4" GIRTS (vert. from floor) : 8"-Z 3'6",2@3'10",3'4",3'6",0'10",4@4'4" (8.25") 25 '25 6�,O.3� O.F. ().25 6y,0.25 25 B 6)�O.315 S.W. I.E. 9.57�I 2.00 10 9 12 C 7 C 40' F.H. — E Single stiffener (NS/FS) x x aligned over column web Z Rotate post to form endwall column x x Brace interior column @ x K 11'1, 18'9, 23'1 , 275, 36'1 elevs. x x x x 11,512 0.542' 0.5 E, 28' 0 3: CONNECTION DETAILS Location Q*-D C W Web Dep. 14.0 21.3171 28.6342 35.951.3 41.0 N/A 29.5 29.5 29.5 38.4375 20.0 20.0 Cc (D Type BASE SPLICE SPLICE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE 2E/2E SPLICE BASE CAP/STF i�s — C) 0) Plate(DN) 8.OXO.625 N/A N/A N/A 3.75XO.375 8.OXO.375 8.0XI.0 N/A 6.0X0.5 N/A 8.OXO.625 8.OXO.375 zo, Plate(UP) N/A N/A N/A N/A N/A N/A 8.0XI.0 N/A 6.OXO.5 N/A N/A 2.75XO.375 Bolts (4)-1 N/A N/A N/A N/A N/A (8)-1 N/A (8)-3/4 N/A (4)-3/4 (4)-1/2 Garco Building Systems FRAME ID #04 USER NAME:tabarfuss DATE:11/11/13 TIME:16:32:32 PAGE: 4-2 cs 36./40./25. 20./100./25. JOB NAME:18415A FILE:frame_4_w_post.fra LOCATION: Gridlines 4 DETAIL FILE: ctive\Eng\14-B-18415\verOl-tabarfuss\Bldg-A\Drftg\xO4R (1) All sectional dimensions are in inches. BOLTS:A325 FULLY TIGHT WEIGHT: 7054 lbs (2) All Flange lengths are measured along outer flange. PURLINS(horz. from eave) :8"-Z 2@3'3 13/16",3@4'6",2@3'V' GIRTS (vert. from floor) : 8"-Z 3'6",2@3'lV 3'4",3'6",0'10",4@4'4" (8.25") Member Sizes and Connection Details Same as Left Side 6X0.25 0.25 GXO-25 6XO 0 185 375 O.F 6X0-25 6X0-25 0.25 51 6XO WEB Tnrc 10, .375 9 577, 10 2.00 12 =4�O E.H. x x Single stiffener (NS/FS) aligned over column web x x Rotate post to form Brace interior column @ endwall column 11'1 , 18'9, 23'1 , 27'5, 36'1 elevs. x x C-2 x x x x :E 0 0.542' 0 542 28 1-3 CONNECTION DETAILS = 4 Location (D—B Q Q (D G) I nA Web Dep. 14.0 21.3171 28.6342 35.9513 41.0 N/A 29.5 29.5 29.5 38.4375 20.0 20.0 NONE Type BASE SPLICE SPLICE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE 2E/2E SPLICE BASE CAP/STF LT STIF (D N) Pl.te(DN) 8 OXO.625 N/A N/A N/A 3."75M.375 8.OXO.375 8.QX1.0 N/A 6.OX0.5 N/A 8.OXO.625 8.OXO�375 N/A C) Plate(UP) N/A N/A N/A N/A N/A N/A 8.0XI.0 N/A 6.OX0.5 N/A N/A 2.75XO.375 N/A Bolts (4)-1 N/A N/A N/A N/A N/A (s)-i N/A (8)-3/4 N/A (4)-3/4 (4)-1/2 /A BRACE AT TOP OF ENDWALL COLUMN JOB NO. 14-B- 18415 Extend (1) connection plate @ FL-2. Attach to stiffener @ FL-3. Use (2) 1" A325 Bolts. BEAM STRUT 10" x %" flanges 12" x 0. 185" web 0 0 1/4 3 16" 1" A325 Bolt 0 0 21, 3 x 3 x Y4 w/ spacers bolted at Y3rd points 1" A325 Bolt 1/2" Clip (typ) 2111 En ame rafter C\I 2" Min. Edge Dist. NN. Page 18 10/08/2013 UHE CRANE BRACKET DETAILS JOB NO. 14-B- 184 15 L2 x 2 x Y8 Min. flange brace NS & FS at purlin uphill and downhill from bra 3/8" Stiffeners NS & FS Rafter 0 0 4-Y4" x%" x 6" Plate (typ) ,0 4� 0 V L3x3x3/16 Bracket angle brace 6" If spliced w/ 3/4" bolts 1/2 End-plate w/ 3/4 bolts Cq C) Bracket flanges and web Runway beam by others Beam height Y2" Rod brace between FL's 2 &3 T T� Note: End stops by others 1) Provide bracket splice bracket angle brace only if Page 19 bracket length exceed 1'-2 at lowest point 10/08/2013 2) Use standard weldement per WS-3 ARM all 0, Building syatuma REACTIONS BUILDER: J & J CONSTRUCTION OF PORT ANGELES I CUSTOMER: BLUE MOUNTAIN LEASING JOB NUMBER: 14-B-18415 Notes 1) The reactions provided are based on the Order Documents at the time of mailing. Any changes to building loads or dimensions may change the reactions. The reactions will be superseded and voided by any future mailing. 2) The reactions provided have been created with the following layout(unless noted otherwise). a) A reaction table is provided with the reactions for each load group. b) Rigid Frames (1) Gabled Buildings (a) Left and Right columns are determined as if viewing the left side of the building,as shown on the anchor rod drawing,from the outside of the building. (b) Interior columns are spaced from left side to right side. (2) Single Slope Buildings (a) Left column is the low sidecolumn. (b) Right column is the high side column. (c) Interior columns are spaced from low side to high side. c) Endwalls (1) Left and Right columns are determined as if viewing the wall from the outside. (2) Interior columns are spaced from left to right. d) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer. e) Anchor rods are ASTM Fl 554 Gr. 36 material unless noted otherwise on the anchor rod layout drawing. f) X-Bracing (1) Rod Bracing reactions have been included in values shown in the reaction tables. (2) For IBC and UBC based building codes,when x-bracing is present in the sidewall, individual longitudinal seismic loads(RBUPEQ and RBDWEQ)do not include the amplification factor,00. (3) For IBC and UBC based building codes,when x-bracing is present in the endwall, individual transverse seismic loads(EQ)do not include the amplification factor,no. 3) Reactions are provided as un-factored for each load group applied to the column. The foundation engineer will apply the appropriate load factors and combine the reactions in accordance with the building code and design specifications to determine bearing pressures and concrete design. The factors applied to load groups for the steel column design may be different than the factors used in the foundation design. a) For projects using ultimate design wind speeds such as 2012 IBC or 2010 Florida building code,the wind load reactions are at a streneth value with a load factor of 1.0. The manufacturer does not provide "maximum"load combination reactions.However,the individual load reactions provided may be used by the foundation engineer to determine the applicable load combinations for his/her design procedures and allow for an economical foundation design. Rev D 2/25/11 FRAME ID #01 USER NAME:tabarfuss DATE:10/ 8/13 PAGE: 1-3 cs 56./40./25. 20./100./25- JOB NAME:18415A FILE:frame-l.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 1 NOTE: All reactions are in kips and kip-ft. TIME:11:23:33 REACTION NOTATIONS 2� Z HL �-, HR � Vl, VR L-D LOAD GROUP REACTION TABLE 1 COLUMN *-D, LOAD GROUP HL VL LNL HR VR LNR DL 0.6 20.2 0.0 -0.6 5.9 0.0 COLL 0.4 4 .2 0.0 -0.4 2.5 0.0 SNOW 3.2 35.2 0.0 -3.1 21.21 0.0 ADW 0.0 1.4 0.0 0.0 0.01 0.0 AlDlL 0.3 3.9 0.0 -0.3 3.5 0.0 AlDlR 0.3 3.5 0.0 -0.3 3.9 0.0 LL 2.5 28.1 0.0 -2.5 17.0 0.0 AlVlL 0.5 8.8 0.0 -0.5 3.9 0.0 AlHlR -0.6 -0.8 0.0 -0.6 0.8 0.0 AlHlL 0.6 0.8 0.0 0.6 -0.8 0.0 AlVlR o-5F-3.9 0.0 -0.5 8.8 0.0 EQ -6.81 -9.6 0.0 -6.9 9.6 0.0 WL1 -11.41 -50.6 0.0 -16.6 -5.0 0.0 WL2 -19.2 -14 9 0.0 -7.4 12.7 0.0 LWL1 6.1 -44 1 0.0 -8.8 -21.9 0.0 LWL2 5.81 -41 1 0.0 -9.0 -22.5 0.0 LWL3 7.0 -31.� 0.0 -9.4 -15.4 0.0 LWL4 6.9 -30.5 0.0 -9.5 -15.7 0.0 LWL5 0.3 -8.5 0.0 -1.6 -4.1 0.0 LWL6 0.0 -5.5, 0.0, -1.8, -4.7, 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load CCLL Roof Collateral Load SNOW Roo.- Snow Load ADW Auxiliary Dead Weight AlDlL Auxiliary Crane #1 Dead Loading #1 Max. at Left AlDlR Auxiliary Crane #1 Dead Loading #1 Max. at Right LL Roof Live Load AlVlL Auxiliary Crane #1 Vert Loading #1 Max. at Left AlHlR Auxiliary Crane #1 Horz Loading #1 to the Right AlHlL Auxiliary Crane #1 Horz Loading #1 to the Left AlVlR Auxiliary Crane #1 Vert Loading #1 Max. at Right EQ Lateral Seismic Load [parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWLl Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load LWLS Longitudinal Primary Wind Load LWL6 Longitudinal Primary Wind Load FRAME ID #01 USER NAME:tabarfuss DATE:10/ 8/13 PAGE: 1-4 cs 56./40./25. 20./100./25. JOB NAME:18415A FILE:frame l.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: I NOTE: All reactions are in kips and kip-ft. TIME:11:23:33 REACTION NOTATIONS HL HR VL VR F-'--B I LOAD GROUP REACTION TABLE * = 1 COLUMN *-D *-B LOAD GROUP HL VL LNL HR VR LNR LWL7 1.3 3-9 0.0 -2.21 2.3 0.0 LWL8 1.2 5.1 0.0 -2.3 2.1 0.0 WL3 14 .6 -20.5 0.0 10.4 -35.0 0.0 WL4 6.8 15.2 0.0 19.6 -17.2 0.0 RS 2.0 15.1 0.0 -2.0 12.9 0.0 LS 2.0 26.0 0.0 -2.0 7.3 0.0 P2K1 0.3 2.0 0.0 -0.3 1.0 0.0 P2KRl 0.0 1.0 0.0 0.0 0.9 0. SBAL 2.4 26.6 0.0 -2.3 16.0 0.0 DSNW 0.0 -0.1 0.0 0.0 2.5 0.0 SSNW 1 0.01 0.0, 0. 1 0.0, 1.9 0.01 LOAD GROUP DESCRIPTION LWL7 Longitudinal Primary Wind Load LWL8 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load RS Unbalanced Right Roof Snow Load LS Unbalanced Left Roof Snow Load P2K1 2000# Point Load P2KR1 2000# Point Load SBAL Code Calculated Balanced Roof Snow Load DSNW Drifting Snow SSNW Sliding Snow FRAME ID #02 USER NAME:tabarfuss DATE:11/11/13 PAGE: 2-3 cs 56./40./2S. 20./100./25. JOB NAME:18415A FILE:frame-2.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 2 NOTES: (1) All reactions are in kips and kip-ft. TIME:16:26:50 (2) The seismic overstrength factor (Omega) is not included in the "RBDWEQ" and "RBUPEQ" Load Group reactions. Seismic "BASE-ONLY" combination reactions include an overstrength factor of: 2.000 REACTION NOTATIONS 11 HL Z H R VL VR F-i-D] F 157 LOAD GROUP REACTION TABLE 2 COLUMN *-D, *-B LOAD GROUP HL VL LNL HR VR LNR DL 0-6 4.5 0.0 -0.6 5.7 0.0 COLL 0.4 2.1 0.0 -0.3 3.1 0.0 SNOW 3.0 17.4 0.0 -2.8 2S.7 0.0 ADW 0.1 1.4 0.0 -0.1 1.4 0.0 AIDIL 0.2 2.5 0.0 -0.2 2.1 0.0 AlDlR 0.2 2.1 0.0 -0.21 2.5 0.0 LL 2.4 13.9 0.0 -2.3 20.6 0.0 AlVIL 0.4 7.4 0.0 -0.4 2-6 0.0 AIHIR -0.6 -0.8 0.0 -0.6 0.8 0.0 AIHIL 0.6 0.8 0.0 0.6 -0.8 0.0 AIVIR 0.4 2. 6 0.0 -0.4 7.4 0.0 EQ -3.2 -4.5 0.0 -3.6 4.4 0.0 RBUPEQ 0.1 -13.5 -8.6 -0.11 -16.6 -10.5 WL1 -7.S -26.1 0.0 -13.5 -12.4 0.0 WL2 -14.8 -7.5 0.0 -3.2 6.2 0.0 WL3 10.6 -9.4 0.0 5.4 -29.4 0.0 WL4 3.3 9.2 0.0 1S.8 -10.8 0.0 LWLI S.1 -23.3 0.0 -11.1 -24.6 0.0 RBUPLW 0.2 -17.6, -11.2 -0.2 -21.6 -13.7 LWL2 1 4.81 -22.31 0.01 -11.41 -24.5 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load ADW Auxiliary Dead Weight AIDIL Auxiliary Crane #1 Dead Loading #1 Max. at Left AlDlR Auxiliary Crane #1 Dead Loading #1 Max. at Right LL Roof Live Load AIVIL Auxiliary Crane #1 Vert Loading #1 Max. at Left AIHIR Auxiliary Crane #1 Horz Loading #1 to the Right AlHIL Auxiliary Crane #1 Horz Loading #1 to the Left AIVIR Auxiliary Crane #1 Vert Loading #1 Max. at Right EQ Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Longit. Seismic WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load LWLI Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longitud. Wind LWL2 Longitudinal Primary Wind Load FRAME ID #03 USER NAME:tabarfuss DATE:11/11/13 PAGE: 3-4 cs 56./40./25. 20./100./25- JOB NAME:18415A FILE:frame 3.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 3 NOTES: (I) All reactions are in kips and kip-ft. TIME:16:29:00 (2) The seismic overstrenqth factor (Omeqa) is not included in the "RBDWEQ" and "RBUPEQ" Load Group reactions. Seismic "BASE-ONLY" combination reactions include an overstrength factor of: 2.000 REACTION NOTATIONS HL HR VL IVR L-1 [jD F B LOAD GROUP REACTION TABLE 3 COLUMN *-D *-B LOAD GROUP HL VL LNL HR VR LNR LWL3 6.2 -17.41 0.0 -11.3 -16.8 0.0 LWL4 6.1 -16.51 0.0 -11.4 -16.0 0.0 LWL5 -2.2 -4.11 0.0 -0.7 -6.0 0.0 LWL6 -2.5 -3.7 0.0 -1.0 -5.9 0.0 LWL_7 -1.11 1.5 0.0 -1 .0 1 .9 0.0 LWL8 -1.21 1.9 0.0 -1.11 2.0 0.0 R S 1.91 7.5 0.0 -1 .91 13.0 0.0 LS 1 .91 13.0 0.0 -1.9 7.5 0.0 P2KI 0.31 1 .0 0.0 -0.3 1.0 0.0 P2KRI 0.0 0.0 0.0 0.0 1.0 0.0 SBAL 2.31 13.1 0.0 -2.1 19.4 0.0 DSNW -0.1 -0.1 0-0 0.1 4.6 0.0 SSNW 0.0 -0.1 0.0 0.1 3.6 0.0 RBDWLW 0.0 17 6 0.0 0.0 21.6 0.0 RBDWEQ 0.0 13.5, 0.0, 0.0, 16.6, 0.0 LOAD GROUP DESCRIPTION LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load LWL5 Longitudinal Primary Wind Load LWL6 Longitudinal Primary Wind Load LWL7 Longitudinal Primary Wind Load LWL8 Longitudinal Primary Wind Load RS Unbalanced Right Roof Snow Load LS Unbalanced Left Roof Snow Load P2KI 2000# Point Load P2KRI 2000# Point Load SBAL Code Calculated Balanced Roof Snow Load DSNW Drifting Snow SSNW Sliding Snow RBDWLW Downward Acting Rod Brace Load from Longit. Wind RBDWEQ Downward Acting Rod Brace Load from Long. Seismic FRAME ID #04 USER NAME:tabarfuss DATE:11/11/13 PAGE: 4-3 cs 56./40./25. 20./100./25. JOB NAME:18415A FILE:frame-4.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 4 NOTE: All reactions are in kips and kip-ft. TIME:16:38:32_ REACTION NOTATIONS HL HR IVL VR F�-7D F�-7B LOAD GROUP REACTION TABLE 4 COLUMN *-D *-B LOAD GROUP HL VL LNL HR VR LNR DL 0.6 4.4 0.0 -0.6 5.6 0.0 COLL 0.4 2.1 0.0 -0.4 3.1 0.0 SNOW 3.3 17.4 0.0 -3.1 25.7 0.0 AlDIL 0.3 3.9 0.0 -0.3 3.5 0.0 AlDlR 0.3 3.5 0.0 -0.3 3.9 0.0 LL 2.6 13.9 0.0 -2.5 20.6 0.0 AIVIL 0.6 8.8 0.0 -0.6 3.9 0-0 AlHlR -0.6 -0-81 0.0 -0.61 0.8 0.01 AlHlL 0.6 0.8 0.0 0.6 -0.8 0.0 AlVlR 0.6 3.9 0.0 -0.6 8.8 0.0 EQ -3.2 -4.5 0.0 -3.5 4.4 0.0 WL1 -7.5 -26.0 0.0 -13.5 -12.3 0.0 WL2 -15.0 -7.5 0.0 -3.0 6.2 0.0 LWLl 5.31 -23.3 0.0 -11.3 -24.1 0.0, LWL2 5.01 -22.2 0.0 -11.6 -24.5 0.0 LWL3 6.4 -17.1 0.0 -11.6 -16.6 0.0 LWL4 6.3 -16.6 0.0 -11.7 -16.6 0.0 LWL5 -2.2 -4 .7 0.0 -0.7 -6.0 0.0 LWL6 -2.5 -3.6 0.0 -1.0 -5.9 0.0 LWL7 -1.1 1.5 0.0, -1.0, 1.9, 0.0, LOAQ_�P-DERLPTION DL Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load AlDlL Auxiliary Crane #1 Dead Loading #1 Max. at Left AlDlR Auxiliary Crane #1 Dead Loading #1 Max. at Right LL Roof Live Load AlVlL Auxiliary Crane #1 Vert Loading #1 Max. at Left AlHlR Auxiliary Crane #1 Hor2 Loading #1 to the Right AlHlL Auxiliary Crane #1 Horz Loading #1 to the Left AlVlR Auxiliary Crane #1 Vert Loading #1 Max. at Right EQ Lateral Seismic Load [parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load LWL5 Longitudinal Primary Wind Load LWL6 Longitudinal Primary Wind Load LWL7 Longitudinal Primary Wind Load FRAME ID #04 USER NAME:tabarfuss DATE:11/11/13 PAGE: 4-4 cs 56./40./25. 20./100./25- JOB NAME:18415A FILE:frame-4.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 4 NOTE: All reactions are in kips and kip-ft. TIME:16:38:32 REACTION NOTATIONS HL HR IVL VR Eki F I_B1 LOAD GROUP REACTION TABLE 4 COLUMN *-D *-B LOAD GROUP HL VL LNL HR VR LNR LWL8 -1.2 1.9 0.0 -1.1 1.9 0-0 WL3 10 6 -9.4 0.0 5.4 -29.4 0.0 WL4 3.1 9.2 0.0 16.0 -10.9 0.0 RS 2.1 7.5 0.0 -2.1 13.0 0.0 LS 2.1 13 0 0.0 -2.1 7.5 0.0 P2K1 0.3 1.0-- 0.0 -0.3 1.0 0-0 P2KRl 0.0 0.0 0.0 0.0 1.0 0.0 SBAL 2.5 13.1 0.0 -2.3 19.4 0.0 DSNW -0.11 -0.1 0.0 0.1 4.6 0.0 SSNW 1 0.01 -0.1, 0.0, 0.11 3.6, 0.0 LOAD GROUP DESCRIPTI LWL8 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load RS Unbalanced Right Roof Snow Load LS Unbalanced Left Roof Snow Load P2K1 2000# Point Load P2KRl 2000# Point Load SBAL Code Calculated Balanced Roof Snow Load DSNW Drifting Snow SSNW Sliding Snow FRAME ID #04 USER NAME: tabarFuss DATE: 10/ 8/13 PAGE: 4-3 cs 56. /40. /25. 20. /100. /25. JOB NAME: 18415A FILE: frame-4-w-post. Fro. UPPORT REACTIONS FOR EACH LOAD GROUP LOCATION: Gridtines: 4 OTES: ( D ALL reactions are in kips and kip-ft. TIME: 15: 41:�4; (2) The seismic overstrength Factor (Omega) is not included in the 'RBDWEQ' and 'RBUPEQ' Load Group reactions. Seismic 'BASE-ONLY' combination reactions include an overstrength factor of: 2. 000 11EACTION N13TAT113NS IVI F-__`C-, -13AD GROUP REACTION TABLE 4 COLUMN X-C -OAD GROUP HI VI LNI DL 0. 0 4. 4 0. 0 COLL 0. 0 2. 1 0. 0 SNOW 0. 0 17. 8 0. 0 AIDIL 0. 0 0. 9 0. 0. AlDIR 0. 01 0. 9 0. 0 LL 0. 0 14. 2 0. 0 AlVIL 0. 0 1. 5 0. 0 AIHIR 0. 0 0. 0 0. 0 AIHIL 0. 0 0. 0 0. 0 AlVIR 0. 0 1. 5 0. 01 EQ 0. 01 0. 4 0. 0 RBUPEQ 0. 0 -0. 1 0. 0 WL1 0. 0 -8. 6 0. 0 WL2 0. 0 -7. 5 0. 0 WL3 0. 0 -8. 3 0. 0 WL4 0. 0 -7. 1 0. 01 LWL1 0. 01 -3. 4 14. 6 RBUPLW 0. 0 0. 1 0. 0 LWL2 0. 01 -3. 4 14. 6 2 LWL3 0. 01 1. 3 -16. -DAD GROUP DESCRIPT113N DL Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load AlDIL Auxi tiary Crane #1 Dead Loading #1 Max. at Left AlDIR Auxi tiary Crane #1 Dead Loading #1 Max. at Right LL Roof Live Load A1VlL Auxi tiary Crane #1 Vert Loading #1 Max. at Left AIHIR Auxi liary Crane #1 Horz Loading #1 to the Right AlHIL Auxi tiary Crane #1 Horz Loading #1 to the Left AIVIR Auxi tiary Crane #1 Vert Loading #1 Max. at Right EQ Lateral Seismic Load (parallel to plane of Frame] RBUPEQ Upward Acting Rod Brace Load from Longit. Seismic WLI Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load LWLI Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longitud. Wind LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load FRAME ID #04 USER NAME: taloorfuss DATE: 10/ 8/13 PAGE; 4-4 cs 56. /40. /25. 20. /100. /25. JOB NAME: 18415A FILE: FrQme-4-w-post. fra uPPbRT REACTIONS FOR EACH LOAD GROUP LOCATION: Gridlines: 4 OTES: ( 1) Ali reactions are in kips and kip-ft. TIME: 15: 41: 4; (2) The seismic overstrength Factor (Omega) is not included in the 'RBDWEQ' and 'RBUPEQ' Load Group reactions. Seismic 'BASE-ONLY' combination reactions include an overstrength factor of: 2. 000 �EACTION NOTATIONS IVI F-1-T, _OAD GROUP REACTION TABLE 4 COLUMN W-C LOAD GROUP HI vi LNI LWL4 0. 0 1. 3 -16. 2 LWL5 0. 0 -2. 2 14. 6 LWL6 0. 0 -2. 2 14. 6_ LWL7 0. 0. 2. 4 -16. 2 LWL8 0. 0 2. 4 -16. 2 RS 0. 0 11. 6 0. 0 LS 0. 0 11. 6 0. 0 P2KI 0. 0 1. 1 0. 0 P2K2 0. 0 1- 1 0. 01 P2KRI 0. 01 0. 0 0. 0 SBAL 0. 0 13. 4 o. b DSNW 0. 0 0. 0 0. 0 SSNW 0. 0 0. 0 0. 0 RBDWLW 0. 0 -0. 4 0. 0 RBDWEQ 0. 0 -0. 31 0. 01 _0AD GROUP DESCRIPT113N LWL4 Longitudinal Primary Wind Load LWL5 Longitudinal Primary Wind Load LWL6 Longitudinal Primary Wind Load LWL7 Longitudinal Primary Wind Load LWL8 Longitudinal Primary Wind Load RS Unbalanced Right Roof Snow Load LS Unbalanced Left Roof Snow Load P2KI 2000# Point Load P2K2 2000# Point Load P2KRI 2000# Point Load SBAL Code Calculated Balanced Roof Snow Load DSNW Drifting Snow SSNW Sliding Snow RBDWLW Downward Acting Rod Brace Load from Longit. Wind . RBDWEQ Downward Acting Rod Brace Load From Long. Seismic FRAME ID #02 USER NAME:tabarfuss DATE:11/11/13 PAGE: 2-4 cs 56./40./25. 20./100./25. JOB NAME:18415A FILE:frame-2.fra SUPPOR� REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 2 NOTES: (1) Ali reactions are in kips and kip-ft. TIME:16:26:50 (2) The seismic overstrenqth factor (Omega) is not included in the "RBDWEQ" and 'RBUPFQ" Load Group reactions. Seismic "BAS7-ONLY" combination reactions include an overstrenqth factor of: 2.000 REACTION NOTATIONS HL HR VL VR L__] rT D LOAD GROUP REACTION TABLE 2 COLUMN *-D *_B LOAD GROUP HL VL LNL HR VR LNR LWL3 6.2 -17.1 0.0 -11.3 -16.7 0.0 LWL4 6.1 -16.7 0.0 -11.4 -16.6 a.0 LWL5 -2.2 -4.7 0.0 -0.7 -6.0 0.0 LWL6 -2.5 -3.� 0.0 -1.0 -5.9 0.0 LWL� -1.1 1.51 0.0 -1.0 1.9 0.0- LWL8 -1.2 1.9j 0.0 -1.1 2.0 0.0 RS 1.9 7.5 0.0 -1.9 13.0 0.0 LS 1.9 13.01 0.0 -1 .9 �.5 0.0 P2KI 0.3 1.01 0.0 -0.3 1.0 0.0 P2KRI 0.0 0.0 0.0 0.0 1.0 0.0 SBAL 2.3 13.1 0.0 -2.1 19.4 0.0 DSNW -0.1 -0.1 0.0 0.1 4.6 0.0 SSNW 0.01 -0.1 0.0 0.1 3.6 0.0 RBDWLW 0.01 17.6 0.0 0.0 21.6 0.0 RBDWEQ 1 0.01 13.5, 0.0, 0.0, 16.61 0.0, LOAD GROUP DESCRIPTION LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load LWL5 Longitudinal Primary Wind Load LWL6 Longitudinal Primary Wind Load LWL7 Longitudinal Primary Wind Load LWL8 Longitudinal Primary Wind Load RS Unbaianced Right Roof Snow Load LS Unbalanced Left Roof Snow Load P2K1 2000# Point Load P2KRI 2000# Point Load SBAL Code Calculated Balanced Roof Snow Load DSNW Drifting Snow SSNW Sliding Snow RBDWLW Downward Acting Rod Brace Load from Longit. Wind RBDWEQ Downward Acting Rod Brace Load from Long. Seismic FRAME ID #03 USER NAME:tabarfuss DATE:11/11/13 PAGE: 3-3 cs 56./40./25. 20./100./25. JOB NAME:18415A FILE:frame-3.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 3 NOTES: (l) All reactions are in kips and kip-ft. TIME:16:29:00' (2) The seismic overstrength factor (Omega) is not included in the "RBDWEQ" and "RBUPEQ" Load Group reactions. Seismic "BASE-ONLY" combination reactions include an overstrength factor of: 2.000 REACTION NOTATIONS HL HR IVL VR LOAD GROUP REACTION TABLE 3 COLUMN *-D *-B LOAD GROUP HL VL LNL HR VR LNR DL 0.6 4.5 0.0 -0.6 5.7 0.0 COLL 0.4 2.1 0.0 -0.3 3.1 0.0 INC 3.0 17.4 0.0 -2.8 25.7 0.0 j;,: ADW 0.1 1.4 0.0 -0.1 1.4 0.0 AlDlL 0.2 2.5 0.0 -0.2 2.1 0.0 AlDlR 0.2 2.1 0.0 -0.2 2.5 0.0 LL 2.4 13.9 0.0 -2.3 20.6 0.0 AlVlL 0.4� 7.4 0.0 -0.4 2.6 0.0 AlHlR -0.6 -0.8 0.0 -0.6 0.8 0.0 AlHlL 0.6 0.8 0.0 0.6 -0.8 0.0 AlVlP 0.4 2.6 0.0 -0.4 7.4 0.0 EQ -3 2 -4.5 0.0 -3.6 4.4 0-0 RBUPEQ 0.1 -13.5 -8.6 -0.1 -16. 6 -10.5 WL1 -7.5 -26.1 0.0 -13.5 -12.A 0.0 WL2 -14.8 -7.5 0.0 -3.2 6.2 0.0 WL3 10.6 -9.4- 0-0 5.4 -29.4 0.0 WL4 3.3 9.2 0.0 15.8 -10.8 0.0 LWLl 5.1 -24.1 0.0 -10.9 -24.9 0.0 RBUPLW 0.2 -17. 6 -11.2 -0.2 -21.6 -13.7 LWL2 1 5.0, -22.0, 0.01 -11.3, -23.1, 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load ADW Auxiliary Dead Weight AlDlL Auxiliary Crane #1 Dead Loading #1 Max. at Left AlDlR Auxiliary Crane #1 Dead Loading #1 Max. at Right LL Roof Live Load AlVlL Auxiliary Crane #1 Vert Loading #1 Max. at Left AlHlR Auxiliary Crane #1 Horz Loading #1 to the Right AlHlL Auxiliary Crane #1 Horz Loading #1 to the Left AIVIR Auxiliary Crane #1 Vert Loading #1 Max. at Right EQ Lateral Seismic Load [parallel to plane of frame] REUPEQ Upward Acting Rod Brace Loadfrom Longit. Seismic WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load LWLl Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longitud. Wind LWL2 Longitudinal Primary Wind Load