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HomeMy WebLinkAbout1304 Dutch Drive Address: 1304 Dutch Drive PREPARED 12/15/15, 9:02:48 INSPECTION TICKET ' PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 12/15/15 ----------------------------------------------------------------- ----------------- ADDRESS . : 1304 DUTCH DR SUBDIV: CONTRACTOR HI-LINE HOMES PHONE (253) 840-1849 OWNER MICHAEL SHELDRAKE PHONE (425) 408-0121 PARCEL 06-30-01-8-0-0040-0000- _ APPL NUMBER: 15-00000629 RES NEW SFR -----—---------- ------ . PERMIT: BPR 00 BUILDING PERMIT - RESIDENTTAT• REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ----------------—-----—------------------——---------— --- BL1 01 7/31/15 JLL BLDG FOUNDATION FOOTING 7/31/15 AP July 31, 2015 9:17:25 AM jlierly. Rod 908-5510 July 31, 2015 4:34:08 PM jlierly. BL2 01 8/04/15 JLL BLDG FOUNDATION STEM WALL 8/04/15 AP August 4, 2015 9:51:28 AM jlierly. rod August 4, 2015 3:57:25 PM jlierly. BFF 01 8/14/15 JLL BLDG FLOOR FRAMING 8/14/15 AP August 14, 2015 9:58:24 AM jlierly. August 14, 2015 4:04:11 PM jlierly. BEXS O1 8/28/15 JLL BLDG EXTERIOR SHEETING 8/28/15 DA August 28, 2015 10:38:48 AM jlierly. jack 460-8604 August 28, 2015 4:30:50 PM jlierly. ;q .� Partial approval for cover of sheathing. Leave garage door wall exposed and finish nailing off panels. Recall when 141 complete/jll BEXS 02 8/31/15 JLL BLDG EXTERIOR SHEETING 8/31/15 AP August 31, 2015 9:21:54 AM jlierly. August 31, 2015 4:20:37 PM jlierly. BAZR O1 10/08/15 JLL BLDG AIR SEAL 10/08/15 AP October 8, 2015 9:18:13 AM jlierly. todd 253-227-6407 October 8, 2015 3:43:13 PM jlierly. BL3 01 10/08/15 JLL BLDG FRAMING 10/08/15 DA October 8, 2015 9:18:49 AM jlierly. October 8, 2015 3:43:27 PM jlierly. Provide lateral brace per BCSI manual that was provided with truss package. Block raised heal truss along front entry , wall and sheath. JLL BL3 02 10/16/15 JLL BLDG FRAMING (w g 10/19/15 AP October 16, 2015 9:43:56 AM jlierly. C C� TODD 253-227-6407 October 19, 2015 9:23:03 AM jlierly. BLI O1 10/26/15 JLL BLDG INSULATION 10/26/15 AP October 26, 2015 10:15:58 AM jlierly. October 26, 2015 4:14:49 PM jlierly. BL99 01 12/15/15JLL BLDG FINAL December 15, 2015 8:57:11 AM jlierly. - 206-375-7131 / Todd 253-227-640 7 PERMIT: ME 00 MECHANICAL PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ ------------------—--------------- CONTINUED ONTO NEXT PAGE —----------------—---------—---- /p4/ 6�Y� . v/ Vq I S - (-�, 1 13o� �,j V r. PREPARED 12/15/15, 9:02:48 INSPECTION 'PICKET PAGE 2 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 12/15/15 ------------------------------------------------------------------------------------------------ ADDRESS . : 1304 DUTCH DR SUBDIV: CONTRACTOR HI-LINE HOMES PHONE (253) 840-1849 OWNER MICHAEL SHELDRAKE PHONE (425) 408-0121 PARCEL 06-30-01-8-0-0040-0000- APPL NUMBER: 15-00000629 RES NEW SFR -------- -------- REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ ME1 01 10/16/15 JLL MECHANICAL ROUGH-IN 10/19/15 AP October 16, 2015 9:44:49 AM jlierly. October 19, 2015 9:23:03 AM jlierly. ME99 01 12/15/15 J MECHANICAL FINAL December 15, 2015 8:58:04 AM jlierly. PERMIT: PL 00 PLUMB I P IT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------- -------- -- PL2 01 9/09/15 JLL PLUMBING ROUGH-IN 9/09/15 AP September 9, 2015 10:27:00 AM jlierly. 360-373-2859 melissa September 9, 2015 4:16:52 PM jlierly. PL99 01 12/15/15L PLUMBING FINAL December 15, 2015 9:01:06 AM jlierly. --------------------- - ------------ COMMENTS AND NOTES t / D 1 pJ rj— ©V—, PREPARED 12/22/15, 14:05:19 INSPECTION TICKET PAGE 3 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 12/22/15 ------------------------------------------------------------------------------------------------ ADDRESS . : 1304 DUTCH DR SUBDIV: CONTRACTOR HI-LINE HOMES PHONE (253) 840-1849 OWNER MICHAEL SHELDRAKE PHONE (425) 408-0121 PARCEL 06-30-01-8-0-0040-0000- APPL NUMBER: 15-00000629 RES NEW SFR ------------------------------------------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS -------------------------------------------------------------------— 12/16/15 AP December 16, 2015 11:04:51 AM kdubuc. December 16, 2015 11:05:11 AM kdubuc. BL99 02 12/22/15 11}���LL///111 BLDG FINAL December 22, 2015 9:00:38 AM 35 . mike/ todd 253-227-6407 / 206-3775-713-7131 -------------------------------------- COMMENTS AND NOTES ------------------------ CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 15-00000629 Date 6/25/15 Application pin number . . . 594179 Property Address . . . . . . 1304 DUTCH DR ASSESSOR PARCEL NUMBER: 06-30-01-8-0-0040-0000- REPORT SALES TAX Application type description RES NEW SFR Subdivision Name . on your state excise tax form . . . . . Property Use . to the City of Port Angeles Property Zoning . . . . . . . RS9 RESDNTL SINGLE FAMILY (Location Code 0502) Application valuation . . . . 156536 ------------------------------------ Application desc 1664 sf 1 story 3bed/2bath SFR ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ _ MICHAEL SHELDRAKE HI-LINE HOMES 1304 DUTCH DR 11306 62ND AVE EAST PORT ANGELES WA 98363 PUYALLUP WA 98373 (425) 408-0121 (253) 840-1849 ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT -RESIDENTIAL Additional desc . . 1664 SF SFR Permit Fee . . . . 1339.45 Plan Check Fee 870.64 Issue Date . . . . 6/25/15 Valuation . . . . 156536 Expiration Date 12/22/15- Qty 2/22/15Qty Unit Charge Per* Extension BASE FEE 1020.25 57.00 5.6000 THOU BL-100,001-500K (5.60 PER K) 319.20 - --------------------------------------------------------------------------- Permit MECHANICAL PERMIT Additional desc SFR MECHANICAL Permit Fee . . . . 186.00 Plan Check Fee .00 Issue Date . . . . 6/25/15 Valuation . . . . 0 Expiration Date . . 12/22/15 Qty Unit Charge Per Extension BASE FEE 50.00 3.00 7.2500 EA ME-VENT FAN (SINGLE DUCT) 21.75 1.00 10.6500 EA ME-HOOD/DUCT-MECH. EXHAUST 10.65 7.00 14.8000 EA ME-HEATER(SUSP/WALL/FLOOR-MTD) 103.60 --------------- - Permit . . . . . . PLUMBING PERMIT Additional desc SFR PLUMBING Permit Fee . . . . 142.00 Plan Check Fee .00 Issue Date . . . . 6/25/15 Valuation . . . . 0 Expiration Date 12/22/15 Qty Unit Charge Per Extension BASE FEE 50.00 6.00 7.0000 EA PL-PLUMBING TRAP 42.00 1.00 7.0000 EA PL-WATER LINE 7.00 3.00 7.0000 EA PL-DRAIN VENT PIPING 21.00 1.00 15.0000 EA PL-SEWER LINE 15.00 Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions , of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. IC 14 EL 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 I Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Onl T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE a Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 15-00000629 Date 6/25/15 Application pin number . . . 594179 REPORT SALES TAX Qty Unit Charge Per Extension on your state excise tax form 1.00 7.0000 EA ---WATER HEATER 7.00 to the City of Port Angeles ---------------------------------------- Special Notes and Comments (Location Code 0$02) Address numbers shall be plainly visible from the street. Address numbers shall be a minimum of six inches high and be of contrasting color from the background. All homes in new subdivisions that are outside of the Fire Department four-minute response area shall be equipped with residential fire sprinkler systems that comply with the International Fire Code (IFC) and National Fire Protection Association (NFPA) . This project will require seperate permit and fire sprinkler plans for review. Call "for cover inspection for all sprinkler installations. A.full acceptance test will be required for the fire sprinkler system. Electrical load calculations and electrical permits are required. Ditches & 12" culverts will be installed to City Stanards. See Public Works Engineering for Standards. 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. 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 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. 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 The contractor making the connection to an existing water meter is responsible to adjust water meter depth so that 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 orwork 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:Forrns/Building Division/Building Permit 4 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 I Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line(Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) 'f-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION � 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 3 Application Number . . . . . 15-00000629 Date 6/25/15 Application pin number . . . 594179 -------------------------------------------------- REPORT SALES TAX Special Notes and Comments on your state excise tax form there is a minimum of 4 to 6 inches of clearance between the bottom of the meter box lid and the top of the meter at to the City of Port Angeles finish grade. (Location Code 0$02) Construct driveway and Sidewalks to City Standards. Concrete with exposed aggregate or other non-standard finishes(including colors or dyes)are not allowed in the City road right of way. Broom finish only. An inspection by Public Works Engineering is required prior to pouring concrete. Public Works inspection request line 417-4831 ---------------------------------------------------------------------------- Other Fees . . . . . . . . . RES UNDERGRND SERVICE FEE 770.00 MILW DRIVE ASSESSMENT 240.00 SEWER SYSTEM DELV CHARGE 2260.00 STATE SURCHARGE 4.50 PW WATER SYSTEM USE FEE 2260.00 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due Permit Fee Total 1667.45 1667.45 .00 .00 Plan Check Total 870.64 870.64 .00 .00 Other Fee Total 5534.50 5534.50 .00 .00 Grand Total 8072.59 8072.59 .00 .00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Fo:ms/Building Division/Building Permit 4 BUILDING PERMIT INSPECTION RECORD — PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit CITY OF PORT ANGELES DEPARTMENT OF MMUNITY & ECONOMIC DEVELOIWT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES,WA 98362 Application Number . . . . . 15-00000629 Date 6/25/15 Application pin number . . . 594179 Property Address . . . . . . 1304 DUTCH DR ASSESSOR PARCEL NUMBER: 06-30-01-8-0-0040-0000- REPORT SALES TAX Application type description RES NEW SFR Subdivision Name . . . . . . on your state excise tax form Property Use . . . . . to the City of Port Angeles Property Zoning . . . . . . . RS9 RESDNTL SINGLE FAMILY ,,I Application valuation . . . . 156536 Location Code 0502 ---------------------------------------------------------------------------- Application desc 1664 sf 1 story 3bed/2bath SFR ---------------------------------------------------------------------------- ll Owner Contractor 41 ------------------------ ------------------------ MICHAEL SHELDRAKE HI-LINE HOMES 1304 DUTCH DR 11306 62ND AVE EAST PORT ANGELES WA 98363 PUYALLUP WA 98373 7 (425) 408-0121 (253) 840-1849 ----- -------------- ---- ------ --- ---- Permit . . . . . . BUILDING PERMIT -RESIDENTIAL Additional desc 1664 SF SFR a Permit Fee . . . . 1339.45 Plan Check Fee 870.64 Issue Date . . . . 6/25/15 Valuation 156536 ;7 Expiration Date 12/22/15 Qty Unit Charge Per Extension BASE FEE 1020.25 Q 57.00 5.6000 THOU BL-100,001-500K (5.60 PER K) 319.20 ------------- ------------------- --- --- -- ---- Permit . . . . . . MECHANICAL PERMIT Additional desc . . SFR MECHANICAL Permit Fee . . . . 186.00 Plan Check Fee .00 Issue Date . . . . 6/25/15 Valuation . . . . 0 Expiration Date . . 12/22/15 Qty Unit Charge Per Extension BASE FEE 50.00 3.00 7.2500 EA ME-VENT FAN (SINGLE DUCT) 21.75 1.00 10.6500 EA ME-HOOD/DUCT-MECH. EXHAUST 10.65 7.00 14.8000 EA ME-HEATER(SUSP/WALL"/FLOOR-MTD) 103.60 -- ----- Permit . . . . . . PLUMBING PERMIT Additional desc . . SFR PLUMBING Permit Fee . . . . 142.00 Plan Check Fee .00 Issue Date . . . . 6/25/15 Valuation . . . . 0 Expiration Date 12/22/15 Qty Unit Charge Per Extension BASE FEE 50.00 6.00 7.0000 EA PL-PLUMBING TRAP 42.00 1.00 7.0000 EA PL-WATER LINE 7.00 3.00 7.0000 EA PL-DRAIN VENT PIPING 21.00 1.00 15.0000 EA PL-SEWER LINE 15.00 Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions (� of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. l� Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:FormslBuilding DivisionlBuilding Permit • • c BUILDING PERMIT INSPECTION RECORD — PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS-- Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW I Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit CITY OF PORT ANGELES DEPARTMENT OF OMMUNITY & ECONOMIC DEVELOIONT-BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 15-00000629 Date 6/25/15 Application pin number . . . 594179 REPORT SALES TAX Qty Unit Charge Per Extension on our state excise tax form 1.00 7.0000 EA PL-WATER HEATER 7.00 Y -----Special--------Notes------and----Comments----------------------------------------------------- to the City of Port Angeles Address numbers shall be plainly visible from the street. (Location Code 0502) Address numbers shall be a minimum of six inches high and be of contrasting color from the background. All homes in new subdivisions that are outside of the Fire Department four-minute response area shall be equipped with residential fire sprinkler systems that comply with the International Fire Code (IFC) and National Fire Protection Association (NFPA) . This project will require seperate permit and fire sprinkler plans for review. Call for cover inspection for all sprinkler installations. A full acceptance test will. be required for the fire sprinkler system. Electrical load calculations and electrical permits are required. Ditches & 12" culverts will be installed to City Stanards. See Public Works Engineering for Standards. 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. 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 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. 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 The contractor making the connection to an existing water meter is responsible to adjust water meter depth so that Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS-- Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit CITY OF PORT ANGELES DEPARTMENT OFOOMMUNITY& ECONOMIC DEVELO*NT- BUILDING DIVISION � 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 3 Application Number . . . . . 15-00000629 Date 6/25/15 Application pin number . . . 594179 ---------------------------------------------------------------------------- REPORT SALES TAX Special Notes and Comments on your state excise tax form there is a minimum of 4 to 6 inches of clearance between the bottom of the meter box lid and the top of the meter at to the City of Port Angeles finish grade. (Location Code 0502) Construct driveway and Sidewalks to City Standards. Concrete with exposed aggregate or other non-standard finishes(including colors or dyes)are not allowed in the City road right of way. Broom finish only. An inspection by Public Works Engineering is required prior to pouring concrete. Public Works inspection request line 417-4831 ---------------------------------------------------------------------------- Other Fees . . . . . . . . . RES UNDERGRND SERVICE FEE 770.00 MILW DRIVE ASSESSMENT 240.00 SEWER SYSTEM DELV CHARGE 2260.00 STATE SURCHARGE 4.50 PW WATER SYSTEM USE FEE 2260.00 ---------------------------------------------------------------------------- Fee summaryCharged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 1667.45 1667.45 .00 .00 Plan Check Total 870.64 870.64 .00 .00 Other Fee Total 5534.50 5534.50 .00 .00 Grand Total 8072.59 8072.59 .00 .00 Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line(Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW I Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit THE CITY OF For City Use j- /Permit# W A S H I N G T O N , U . S . Date Received: 321 East 511, Street Port Angeles, WA 98362 ate Approved P: 360-417-4817 F: 360-417-4711 perlmits@cityofpa.us - Building Permit Applica n Project Address: �04 �u%Cid �2ivG PO 2i A��(�CS w� Main Contact: Phone #moo co-)eto S E-Mail: ^^�� �y Property "' 1 C �kL O✓L A teC Ph �GS— ¢a Owner Mailing Address Email 2-? T" Z�i2 1 (c, Ci. State Zip -TiA �C� A q,601 2- �d qua 1 Z Contractor Naz" Phon J�t bAJC t`0vu�s z D - 66f- eg38 Mailing Address �� �� Email - 11306 62 , Ci L1,6Ct✓&eW CAI ' �7 3 State WA Zip? g,3 3 Contractor Lice se# Expiration: H/GINI-/ 9e 3 S.tom 40V, /2,01s' Project Value: �.y,,.i) Zoning: Tax Parcel# Lot#, ot CC Type of Residential 9 Commercial ❑ Industrial ❑ Public ❑ Permit Demolition ❑ Fire ❑ Repair ❑ Reroof(tear off/lay over) ❑ For the following,fill ut both pages of permit application: New Construction bd Remodel ❑ Addition ❑ Tenant Improvement ❑ Mechanical ❑ Plumbing ❑ Other ❑ Existing Fire Sprin r System? Maximum height of structure Proposed Bedrooms Proposed Bathrooms Yes ❑ No Project � � �4 4-5-� ✓�-CS t ��U i Description I have read and completed the application and know it to be true and correct.I am authorized to apply for this permit. I understand that it is my responsibility to determine what permits are required and to obtain permits prior to working on projects. I understand that the plan review fee is not refundable after plan review has occurred. I understand that I will forfeit the review fee if I cancel or withdraw the application before the permit is issued. I understand that if the permit is not issued within 180 days of receipt,the application will be considered abandoned and the fees forfeit. Date Print Name Signature Residential Structures For Office Use Area Description(SQ FT) Existing Proposed $$value Basement First Floor A&y Xj Second Floor Covered Deck/Porch/Entry 57�o Deck Garage 4( lS Carport Other(describe) Area Totals Commercial Structures For Office Use Area Descriptions(SQ FT) Existing Proposed $$Value Existing Structure(s) Proposed Addition Tenant Improvement? Other work(describe) Area Totals LoVSite Coverage Calculations Footprint(SQ FT)of all Structures: Lot Size: %Lot Coverage q O• D 19 SQ FT Site coverage(all impervious+ %Site Coverage structures Mechanical Fixtures Indicate how many of each typa of fixture to be installed or relocated as part of this project. Air Handler Size: # Haz/Non-Haz Piping #of Outlets: Appliance Vent # Heater(Suspended,Floor,Recessed wall) # Boiler/Compressor Size: # Heating/Cooling appliance # repair/alteration Evaporative Cooler(attached,not # Pellet Stove/Wood-burning/Gas # portable) Fireplace/Gas Stove Gas Cook Stove/Misc. Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # Furnace/Heat Pump/ Size: # Ventilation System # Forced Air Unit 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 _ _..._...,W....._....,.................... e .� � - •i � !1!1!3 j4 F � i :. .. _ .. a .... _ 3{Fli3' 3 i k y _ _- i fi g: IL g � i 11 € u 1 .. aye..v+rnw..e...................._...:�... .. .. .. .—...•-.-:xa�.........,,' . �l F. t _..........: _ ._ :..,... .............. .�, -:.. — � '�', - -- {� .gar -• _ Ig 7 89d •. 10. 1222 1206 .; .. 4►Ak `• 32 1218 1323 t t. It rq 23 n x, J onald S nt McD ; 4 3 . 1323 f 1323 n }, 24 13 A 23 ' g 21312 Q j � r 1307 L S 14 4�6G 22 1 15 1302 F. 16 20 17 r , j 19 ! } �. r.. # .•moi 4tY x .S141e Heating System Size: Washington State Whis heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Energy Code(WSEC)and ACCA Manuals J and S.This calculator will calculate heating loads only.ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing(window)and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options,please call the WSU Energy Extension Program at(360)956-2042 for assistance. Project Information Contact Information Michael Sheldrake IHiLine Homes LOT 41uan De Fuca Bluffs Port Angeles,WA 253-840-1849 Clallam Cnty Parcel#06300800040 Fre-Construction@HiLineHomes.com Heating System Type: @)All other Systems OHeat Pump To see detailed instructions for each section,place your cursor on the word'Instructions". Design Temperature InstructionsPort Angeles Design Temperature Difference(AT) 42 '' AT=Indoor(70 degrees)-Outdoor Design Temp Area of Buildinq Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) F 1,664 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) 8.0 13,312 Glazing and Doors U-Factor X Area = UA Instructions 0.30 252 75.60 Skylights U-Factor X Area = UA Instructions 0.50 --- Insulation Attic U-Factor X Area = UA Instructions R_Qy E� 0.026 17664 43.26 Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions „ Select R-Value No selection F --- Above Grade Walls(see Figure 1) U-Factor X Area UA Instructions R-21lntermedia1e - ��=:.' 0.056 1',176 65.86 Floors U-Factor X Area UA Instructions R-38 0.025 1,664 41.60 I� Below Grade WaIIs(see Figure 1) _ U-Factor X Area UA Instructions Select R-value �.t No selection - Slab Below Grade see Figure 1) F-Factor X Length UA Instructions Select conditioning No selection F --- Slab on Grade(see Figure 1). F-Factor X Length UA Instructions ;;,Select R-Value I No selection 0 Location of Ducts Instructions Duct Leakage Coefficient 1.00 Sum of UA 226.32 Envelope Heat Load 9,505 Btu/Hour Figure 1. Sum ofuAXAT. Air Leakage Heat Load 6,038 Btu/Hour Volume 0.6XATX.018 Above Grade Building Design Heat Load 15,544 Btu/Hour Air Leakage+Envelope Heat Loss - Building and Duct Heat Load 15,544 Btu/Hour Ducts in unconditioned space:Sum of Building Heat Loss X 1.10 Ducts in conditioned space:Sum of Building Heal Loss X 1 Maximum Heat Equipment Output 21,761 Btu/Hour Building and Duct Heal Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump (07/01/13) I Prescriptive Energy Code Compliance for All Climate Zones in Washington Pr.- ct Information Contact Information Michael Sheldrake HiLine Homes LOT 4 Juan De Fuca Bluffs Port Angeles, WA 253-840-1849 Clallam Cnty Parcel #06300800040 Pre-Construction@HiLineHomes.com This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones R-Valuea U-Factor' Fenestration U-Factorb n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHG Cb,e n/a n/a Ceiling 49� 0.026 Wood Frame Wall9,k,l 21 int 0.056 Mass Wall R-Value' 21/21h 0.056 Floor 309 0.029 Below Grade Wall`,k 10/15/21 int+TB 0.042 Slab' R-Value& Depth 10,2 ft n/a `Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: ❑ 1. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. 2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in#1 or#3, including additions over 750 square feet. ❑ 3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. ❑ 4. Dwelling unit other than one and two-family dwellings and townhouses: Exempt As defined in Section 101.2 of the International Residential Code Table R406.2 Summary Option Description Credit(s) .1a Efficient Building Envelope 1 a 0.5 D 0.5 lb Efficient Building Envelope lb 1.0 ❑ 1c Efficient Building Envelope 1c 2.0 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 p 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ 2c Air Leakage Control and Efficient Ventilation.2c 1.5 ❑ 3a High Efficiency HVAC 3a 0.5 ❑ 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 2.0 ❑ 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 ❑ 5a Efficient Water Heating 0.5 2 0.5 5b Efficient Water Heating 1.5 ❑ 6 Renewable Electric Energy 0.5 *1200 kwh 0.0 Total Credits 1.50 *Please refer to Table R406.2 for complete option descriptions http://www.energy.wsu.edu/Documents/Table 406 2 Energy Credits 2012 WSEC.pdf Table R402.1.1 Footnotes —r For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. 1110/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warm-humid locations as defined by Figure R301.1 and Table R301.1. g Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. 'The second R-value applies when more than half the insulation is on the interior of the mass wall. For single rafter-or joist-vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. 1 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 Sum of Vertical Fenestration Area and UA 217.8 63.56 Vertical Fenestration Area Weighted U = UA/Area 0.29 Overhead Glazing (Skylights) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA 0.50 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 .0.00 Sum of Overhead Glazing Area and UA 0.01 0.00 Overhead Glazing Area Weighted U= UA/Area 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 251.8 71.76 71 Window, Skylight and Door Schedule Project Information Contact Information Michael Sheldrake HiLine Homes LOT 4 Juan De Fuca Bluffs Port Angeles, WA 253-840-1849 Clallam Cnty Parcel #06300800040 Pre-Construction@HiLineH'omes.com Width Height Ref. U-factor Qt. Feet Inch Feet Inch Area UA Exempt Swinging Door(24 sq. ft. max.) 1 10.20 1 3 16 e 20.01 4.00 Exempt Glazed Fenestration (15 sq. ft. max.) 1 1.30 1 14 1 13 16 14.01 4.20 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA MILGARD SGD MFR 0.30 1 6 6 10 41.01 12.30 MILGARD WDW M'FR 0.30 1 8 5- 40.0 12.00 MILGARD WDW MFR 0.30 1 6 5, 30.0 9.00 MILGARD WDW MFR 0.30 1 6 4 24.0 7.20 MILGARD WDW MFR 0.30 2 4 1 5 40.0 12.00 MILGARD WDW MFR 0.30 1 4 4 16.0 4.80 MILGARD WDW MFR 0.30 1 3 3 9.0 2.70 BMC WEST MAN DR MFR 0.20 1 2 a 6 s 17.8 3.56 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00. 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 0.0 0.00 0.01 0.00 - ' Mile MiTek® MiTek USA, Inc. 7777 Greenback Lane I Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: 15-051787 Fax 916/676-1909 SHELDRAKE The truss drawing(s)referenced below have been prepared by MiTek Industries, Inc.under my direct supervision based on the parameters provided by BMC West-Tacoma, WA. Pages or sheets covered by this seal: R44578647 thru R44578656 My license renewal date for the state of Washington is January 2,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �TONIO G0 C-3 — � N 49639 wAr �GISTER� ' SgI �G May 28,2015 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type ri Ply �SHEIDRAKE 844578647 15-051787 GET COMMON SUPPORTED GAB 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 7.430 s Jul 25 2013 MiTek Industries.Inc.Thu May 28 13:43:07 2015 Page 1 ID:i6T86JG9wJutgDrZUSsXVUzBwlj-rMpwefXbjNj4hJGjkPKxOONbPGl2khp51 UgC7dzBwcY 17-0-0 34-0-0 354-0 1-4-0 17-0-0 17-0-0 4x4= Scale=1:69.2 11 10 12 7.00 12 g 13 38 39 g 14 7 15 6 16 3x4 i 4 5 17 3x4 3 18 19 N 2 20 qI1 �j 21 Iq 3.4= 3x4 = 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x4 = 34-0-0 34-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.20 Vert(LL) 0.00 21 n/r 180 MT20 220/195 (Roof Snow=30.0) Lumber Increase ° 1.15 BC 0.15 Vert(TL) 0.01 21 n/r 180 TCLL 7.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.02 20 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2012ITP12007 (Matrix) Weight:213 Ib FT=10% _ LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF No.1&Btr WEBS 1 Row at midpt 11-29,10-30,12-28 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer installation guide. REACTIONS All bearings 32-0-0. (lb)- Max Horz 37=-357(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)29,30,33,35,28,26,25,23 except 32=-107(LC 12),34=-100(LC 12),36=-111(LC 12),37=-104(LC 12), 27=-105(LC 13),24=-101(LC 13),22=-129(LC 13),20=-106(LC 9) Max Grav All reactions 250 Ib or less atjoint(s)33,34,35,36,26,25,24,23, 20 except 29=526(LC 19),30=311(LC 19),32=262(LC 19),37=402(LC 19), 28=298(LC 20),27=267(LC 20),22=269(LC 23) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-354/439,3-5=-259/406,5-6=-223/432,6-7=-164/425,7-8=-154/427,8-9=-209/427, 9-10=-268/434,10-11=-312/416,11-12=-312/422,12-13=-268/431,13-14=-209/426, 14-15=-164/427,15-16=-204/432,16-17=-244/453,17-19=-282/464,19-20=-342/511 BOT CHORD 2-37=-362/387,36-37=-420/387,35-36=420/387,34-35=-420/387,33-34=420/387, 32-33=420/387,30-32=420/387,29-30=420/387,28-29=-420/387,27-28=420/387, 26-27=-420/387,25-26=420/387,24-25=420/387,23-24=420/387,22-23=420/387, 20-22=420/387 WEBS 11-29=-486/174,10-30=-271/103,3-37=-264/161,12-28=-258/108 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed; 0,10NIO MWFRS(envelope)gable end zone and C-C Interior(1)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 GOS p�WASFlI�, 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry G'> Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=30.0 psi(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 ' N 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. �•�+ 49639 t{I� 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the +Q�GISR�Q responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 1.5x4 MT20 unless otherwise indicated. s`rIOIVAL��G 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on Dacie 2 May 28,201 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mlek connectors.This design is based only upon parameters shown,and is for on individual building component. �e�• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown -C•�--C is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Job TrussTruss Type Qty Ply 15-05,787 GE1 COMMON SUPPORTED GAB 1 1 �'SHELDRAKE ob Reference o tional BMC, EVERETT,WA 98205-3212 7.430 s Jul 25 2013 MiTek Industries,Inc.Thu May 28 13:43:08 2015 Page 2 NOTES ID:i6T86JG9wJutgDrZUSsXVUzBwlj-JZN Ir?YDUgrxJ SgwH7sAxEwm9g5HT83EF8Plf4zBwcX 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)29,30,33,35,28,26,25,23 except Qt=lb)32=107,34=100, 36=111,37=104,27=105,24=101,22=129,20=106. 12)Non Standard bearing condition. Review required. 13)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.0211611015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MITek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and.BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Job TrussTC Type Qty Ply �SHELDRAKE 844578648 15-051787 GE2 ON SUPPORTED GAB 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 7.430 s Jul 25 2013 MiTek Industries,Inc.Thu May 28 13:43:09 2015 Page 1 ID:i6T86JG9wJutgDrZUSsXVUzBwlj-nlxg3LZrF_zoxcP6rq NPTRTxR4StCb6OUo91 B WzBwcW 15-0-0 32-0-0 334 -0 15-0-0 17-0-0 3x4= Scale=1:67.6 8 9 10 7 11 7.00 12 37 6 12 5 13 c� 4 14 O 3 15 2x4 II 2 16 3x4 17 LL pi Al 01 M 5 1: 1 18 19 2oIq 0 3x4 = 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x4 11 5x6= 32-0-0 32-0-0 Plate Offsets(X,Y): f9:0-2-0Edgel,[30:0-3-0.0-3-01 LOADING(psf) TCLL 30.0 SPACING •2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plates Increase 1.15 TC 0.17 Vert(LL) 0.01 20 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.13 Vert(TL) 0.00 20 n/r 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 19 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:206 Ib FT=10% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr end verticals. WEBS 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF No.1&Btr WEBS 1 Row at midpt 10-28,8-29,7-30,11-27 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 32-0-0. (lb)- Max Horz 36=-371(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s)28,31,32,34,26,25,24,23,21,19 except 36=-113(LC 10),30=-134(LC 12),33=-107(LC 12),35=-245(LC 12), 27=-129(LC 13),22=-105(LC 13) Max Grav All reactions 250 Ib or less atjoint(s)36,28,29,31,32,33,34,26,25, 24,23,22,21 except 30=285(LC 19),35=293(LC 22),27=271(LC 20), 19=283(LC 18) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 7-8=-312/316,8-9=-265/265,9-10=-265/270,10-11=-312/336,11-12=-241/281, 18-19=-276/240 BOT CHORD 35-36=-220/282,34-35=-220/282,33-34=-220/282,32-33=-220/282,31-32=-220/282, 30-31=-220/282,29-30=-220/283,28-29=-220/283,27-28=-220/283,26-27=-220/283, 25-26=-220/283,24-25=-220/283,23-24=-220/283,22-23=-220/283,21-22=-220/283, 19-21=-220/283 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed; TONIO MWFRS(envelope)gable end zone and C-C Interior(1)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 GOS w' FII,�, 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1.1 y ' N 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. �+�+ 9 t{1� 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the O����GtSTf 49639 responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 1.5x4 MT20 unless otherwise indicated. SSIOIVALti�� 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-M oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. May 28,201 Continued on paqe 2 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02116/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,suite 312,Alexandria,VA 22314. Suite 109 Job Truss Truss Type Qty Ply SHELDRAKE R44578648 15-05,1787 GE2 COMMON SUPPORTED GAB 1 1F Reference(optional) BMC, EVERETT,WA 98205-3212 7.430 s Jul 25 2013 MiTek Industries,Inc.Thu May 28 13:43:09 2015 Page 2 I D:i6T86JG9wJutgDrZUSsXVUzBwlj-nlxg3LZrF_zoxcP6rgN PTRTxR4StCb6OUo9lB WzBwcW NOTES 11)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)28,31,32,34,26,25,24,23,21,19 except(jt=lb)36=113, 30=134,33=107,35=245,27=129,22=105. 13)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Job Truss Truss Type Qty PlySHELDRAKE R44578649 1 5-0 51 78 7 GE3 COMMON SUPPORTED GAB 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 7.430 s Jul 25 2013 MiTek Industries,Inc.Thu May 28 13:43:10 2015 Page 1 ID:i6T86JG9wJutgDrZUSsXVUzBwlj-GxV2GhaT?15fYm_I PYueOf?6BUojx3tXjSuskyzBwcV -1-4-0 11-0-0 22-0-0 23-4-0 1-4-0 11-0-0 11-0-0 4x4= Scale=1:46.3 7 6 8 7.00 12 5 9 4 10 3 11 2 12 01 13 to 3x4 = 23 22 21 20 19 18 17 16 15 14 3x4= 3x4 = 22-0-0 22-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.17 Vert(LL) 0.00 13 n/r 180 MT20 220/195 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.'09 Vert(TL) 0.01 13 n/r 180 BCDL 7.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 12 n/a n/a BCLL 0.0 * BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:113 Ib FT=10% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF No.1&Btr MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 22-0-0. (lb)- Max Horz 2=-240(LC 10) Max Uplift All uplift 100 Ib or less atjoint(s)2,19,21,17,15,12 except 20=-103(LC 12),23=-128(LC 12), 16=-105(LC 13),14=-127(LC 13) Max Grav All reactions 250 Ib or less atjoint(s)18,20,21,16,15 except 2=274(LC 18),19=264(LC 19), 23=264(LC 22),17=264(LC 20),14=263(LC 23),12=274(LC 18) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)gable end zone and C-C Interior(1)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIlTPI 1. 3)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 1.5x4 MT20 unless otherwise indicated. `-ti'TONIO p, 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. —' N 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,19,21,17,15,12 except Qt=1b)20=103,23=128,16=105,14=127. 13)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced "dA 49639 cy� standard ANSIlTPI 1. O0 +Q�GISR� LOAD CASE(S) Standard �SSIONALE�G May 28,201 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111/1-7473 rev.0211612015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Job Truss Truss Type Qty �Ply �SHELDRAKE 844578650 15-05,1787 GRI FINK 1 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 7.430 s Jul 25 2013 MiTek Industries,Inc.Thu May 28 13:43:12 2015 Page 1 ID:i6T86JG9wJutgDrZUSsXVUzBwlj-CKcphNbjXvLND48h Wyw6535PTHO UPyEgAmNyorcBwcT 5-8-13 11-0-0 16-3-322-0-0 5-8-13 5-3-3 5-3-3 5-8-13 46 Scale=1:40.9 3 7.00 12 12 11 1.5x4 \\ 1.5x4 2 4 1 5 N � IO 8 9 7 10 6 44 = 3x4= 3x4= 3x4 = 44= 7-5-14 14-6-2 22-0-0 7-5-14 7-0-5 7-5-14 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TOLL 30.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.08 6-8 >999 240 MT20 220/195 (Roof Snow=30.0) Lumber Increase 1.15 BC :0.39 Vert(TL) -0.16 5-6 >999 180 BCDL 7.0 Rep Stress Incr NO WB .0.17 Horz(TL) 0.04 5 n/a n/a BCLL 0.0 * BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:94 Ib FT=10% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.1&Btr MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=1012/0-5-8 (min.0-1-8),5=1012/0-5-8 (min.0-1-8) Max Horz 1=216(LC 34) Max Uplift 1=-706(LC 39),5=-706(LC 42) Max Grav 1=1286(LC 56),5=1286(LC 57) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2113/1221,2-3=-16331822,3-4=-1633/822,4-5=-2113/1222 BOT CHORD 1-8=-1114/1842,6-8=-385/1048,5-6=-968/1680 WEBS 2-8=-389/311,3-8=-226/620,3-6=-226/620,4-6=-389/312 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.ll;Exp C;enclosed; MWFRS(envelope)gable end zone and C-C Interior(1)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)1=706, `�'TONI0 5h 8)This is truss P� truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and 8802.10.2 and referenced GOS standard ANSI/TPI 1. 9)This truss has been designed for a total drag load of 1500 Ib.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag O loads along bottom chord from 0-0-0 to 22-0-0 for 68.2 plf. h = N LOAD CASE(S) Standard r0� 49639 rs � 1 � SG SE� IONAL May 28,201 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/16/1015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/71`11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Job TrussTruss Type Qty Ply �SHELDRAKE 844578651 15-05,1787 T1 Roof Special 7 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 7.430 s Jul 25 2013 MiTek Industries,Inc.Thu May 28 13:43:13 2015 Page 1 ID:i6T86JG9wJutgD rZUSsXVUzBwlj-g WABuicM IDTEPEjt4gRLe Hd Ushg 18LszPQ7 W KHzBwcS r1-4-0 2-5-8 9-8-12 17-0-0 22-5-15" 27-11-14 34-0-0 35-4-0 X1.4-0 2-5-8 7-3-4 7-3-4 5-5-15 5.5-15 6-0-2 4x6= Scale=1:68.5 6 7.00 12 3x4 3x6 i 16 7 5 3x6 8 3x6 i 1.5x4 9 4 13 4x6 6x8= 3 14 12 ,n 2 4x6 5 3x4�:z 10 N �1 111Y 3x4 = 15 3.50 12 6x8 5x6= 2-0-0 2,5,8 9-8-12 18-0-0 25-8-15 34-0-0 2-0-0 0-5-8 7-3-4 8-3-4 7-8-15 8-3-1 Plate Offsets(X,Y): [10:0-3-15 Edgel [15:0-3-8,6-2-121 LOADING(psf) SPACING 2-0-0 TCLL 30.0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plates Increase 1.15 TC 0.71 Vert(LL) -0.29 12-13 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.57 12-13 >663 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) 0.41 10 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:159 Ib FT=10% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.1&Btr WEBS 1 Row at midpt 5-13 WEDGE MiTek recommends that Stabilizers and required cross bracing Right:2x4 SYP No.3 be installed during truss erection,in accordance with Stabilizer [installation guide. REACTIONS (Ib/size) 15=1817/0-5-8 (min.0-1-15),10=1571/0-5-8 (min.0-1-9) Max Horz 15=357(LC 11) Max Uplift 15=-494(LC 12),10=-441(LC 13) Max Grav 15=1817(LC 1),10=1572(LC 20) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-313/415,3-5=-2762/675,5-6=-2424/502,6-7=-2811/621,7-9=-3930/842, 9-10=-4307/998 BOT CHORD 2-15=-347/312,14-15=459/425,13-14=-636/2441,12-13=449/3138,10-12=-759/3737 WEBS 3-15=-1629/612,3-14=-525/2559,5-14=-343/202,5-13=-479/389,6-13=-335/2072, 7-13=-843/464,7-12=-216/625,9-12=-335/329 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)gable end zone and C-C Interior(1)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 1y'f,ONIO 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. GOS pF WA S 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. y r N 8)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)15=494, dp 49639 t{1� 10=441. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced O�� �GISTER� standard ANSI/rPI 1. SSIONALti�O LOAD CASE(S) Standard May 28,201 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �e�• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown iL•�YI� is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilGty,of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Bunding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Job Truss Truss Type Qty Ply SHELDRAKE 844578652 15-051787 T2 Roof Special 5 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 7.430 s Jul 25 2013 MiTek Industries,Inc.Thu May 28 13:43:14 2015 Page 1 ID:i6T86JG9wJutgDrZUSsXVUzBwlj-8jkZ62d_3Wb51 N13eNzaAUAfY5OEtp27e4s3tjzBwcR 2-5-8 9-8-12 17-0-0 22-5-15 27-11-14 34-0-0 a5-4-0 2-5-8 7-3-4 7-3-4 5-5-15 5-5-15 6-0-2 1-4-0 Scale:3/16"=1' 4x6 4 7.00 12 14 155x4 3x6 i 3 3x6 6 1.5x4 11 7 4x6 i 6x8 = 2 O 12 10 1 4x6 3x4 8 vi 9 I� 0 0 3x4= 13 3.50 F1_2 6x8 5x6 = 2-0-0 2 5- 9-8-12 18-0-0 25-8-15 34-0-0 2-0-0 0-5 7-3-4 8-3-4 7-8-15 8-3-1 Plate Offsets(X Y): f8:0-3-15 Edge],f13:0-3-8,0-2-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.29 10-11 >999 240 MT20 220/195 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.69 Vert(TL) -0.57 10-11 >659 180 TCLL 7.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.41 8 n/a n/a Bf- B, 0.0 ' Code IRC2012ITP12007 (Matrix) Weight:157 Ib FT=10% .D L 10.0 _ LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-6-12 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.1&Btr WEBS 1 Row at micipt 3-11 WEDGE MiTek recommends that Stabilizers and required cross bracing R;ght:2x4 SYP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 13=1709/0-5-8 (min.0-1-13),8=1581/0-5-8 (min.0-1-9) Max Horz 13=-349(LC 8) Max Uplift 13=-441(LC 12),8=-443(LC 13) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2838/715,3-4=-2454/517,4-5=-2848/640,5-7=-3961/850,7-8=-4341/1005 BOT CHORD 12-13=-386/406,11-12=-672/2504,10-11=-467/3140,8-10=-765/3768 WEBS 2-13=-1570/582,2-12=-446/2411,3-12=-314/185,3-11=-495/410,4-11=-353/2106, 5-11=-816/464,5-10=-216/624,7-10=-334/329 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.Il;Exp C;enclosed; MWFRS(envelope)gable end zone and C-C Interior(1)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category ll;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 0,10NIO p, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �C 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will GOS O�WAS�,� fit between the bottom chord and any other members. 8)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ' N 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)13=441, 8=443. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced � 49639 c{r� standard ANSIlTPI 1. •Q�ctsTluRti� LOAD CASE(S) Standard SSIONALti�G May 28,201 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.0211612015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Job Truss Truss Type Qty PlySHELDRAKE 844578653 15-051787 T3 Common 2 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 7.430 s Jul 25 2013 MiTek Industries,Inc.Thu May 28 13:43:15 2015 Page 1 I D:i6T86JG9wJ utgDrZUSsXVUzBwlj-cvlxJOdcggWtGC5UpjiiwgV PSc9_GskcdPAzBwcQ -1 5- -- 15-61 4 5-6-2 -- 2 5 61-0 5-1111 5-11-11 1-4-0 Scale=1:64.7 4x6= 6 7.00 12 5 7 8 3x6 4 1.5x4 3 9 n 2 10 yI1 11 Iy 0 4x4 = 16 15 17 14 13 18 19 12 4x4— 3x10 = 2-0-00--2 "Mill 6-1111 8-8-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plates Increase 1.15 TC 0.37 Vert(LL) -0.17 12-13 >999 240 MT20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.35 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:178 Ib FT=10% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-10-11 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.1&Btr WEBS 1 Row at midpt 5-13,7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 16=1794/0-5-8 (min.0-1-15),10=1594/0-5-8 (min.0-1-11) Max Horz 16=-357(LC 10) Max Uplift 16=-488(LC 12),10=-445(LC 13) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=427/489,3-5=-1787/472,5-6=-1472/490,6-7=-1471/473,7-9=-2199/623, 9-10=-2440/618 BOT CHORD 2-16=-360/482,15-16=-466/1552,13-15=-336/1574,12-13=-234/1592,10-12=-395/1994 WEBS 5-13=-530/312,6-13=-285/1002,7-13=-764/394,7-12=-155/599,9-12=-346/292, 3-16=-2285/833 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)gable end zone and C-C Interior(1)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. ` 'TOMO p, 6)All plates are 3x4 MT20 unless otherwise indicated. P' �C 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GOS �pf w' 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will G' fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)16=488, — N 10=445. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard O+f �GIS7ER�~ �SSj�NALti�G May 28,201 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02116/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,761 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Job Truss Truss Type Qty Ply �SHELDRAKE 844578654 15-01787 T4 Common 11 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 7.430 s Jul 25 2013 MiTek Industries.Inc.Thu May 28 13:43:15 2015 Page 1 I D:i6T86JG9wJ utg DrZUSsXV UzBwlj-cvl xJ Odcq gWtGC5U pj i irH V POcG?Gskcd PAzBwcQ 7-7-12 17-020_6-2 26-0-5 32-0-0 33.4-0 7-7-12 711 5-6-2 5.6-2 5-11-11 4x6 Scale=1:63.0 3 7.00 F12 15 3x4 14 4 3x6'5- 2 3x4 1� 5 1.5x4 6 6x8= 1 7 $ Iv 13 12 16 11 10 17 18 9 4x4 = o 4x6 II 3x6 = 3x4 = 3x10= 3x4 = 7-7-12 15-0-0 23-8-11 32-0-0 7-7-12 7-0-4 8-8-11 8-3-5 Plate Offsets(X,Y): 11:Edge,0-2-0 LOADING(psf) TCLL 30.0 SPACING .2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP (Roof Snow=30.0) Plates Increase 1.15 TC 0.65 Vert(LL) -0.18 9-10 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.36. 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0;36 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IRC2012ITP12007 (Matrix) Weight:166 Ib FT=10% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-11-3 oc pudins, except BOT CHORD 2x4 DF No.1&Btr end verticals. WEBS 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-10,4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 13=1484/0-5-8 (min.0-1-9),7=1605/0-5-8 (min.0-1-11) Max Horz 13=-371(LC 8) Max Uplift 13=-368(LC 12),7=-446(LC 13) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1955/470,2-3=-1543/486,3-4=-1493/480,4-6=-2221/628,6-7=-2461/622, 1-13=-1400/408 BOT CHORD 12-13=-346/601,10-12=423/1710,9-10=-238/1604,7-9=-398/2013 WEBS 2-10=-560/343,3-10=-265/958,4-10=-716/388,4-9=-158/605,6-9=-348/294, 1-12=-201/1243 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp C;enclosed; MWFRS(envelope)gable end zone and C-C Interior(1)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category ll;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. ,,ATONIO 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. GOS �O�WAS 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. G' 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. - N 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)13=368, 7=446. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced 49639 standard ANSI/TPI 1. �O.A ��GI$�R� LOAD CASE(S) Standard �4;910NALE�G May 28,201 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.0211612015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Job Truss Truss Type Qty Ply SHELDRAKE R44578655 15-05,1787 T5 Common 9 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 7.430 s Jul 25 2013 Mitek Industries,Inc.Thu May 28 13:43:16 2015 Page 1 ID:i6T86JG9wJ utgDrZU SsXVUzBwlj-45sJXkeEb8rpHhSSlo?2GvF5BvnQLmUQ50LAxczBwcP L-1-4-0 5-8-13 11-0-0 16-3-3 22-0-0 234-0 1-4-0 5-8-13 5-3-3 5-3-3 5-8-13 1-4-0 Scale=1:42.2 4x6 11 4 7.00 12 11 12 1.5x4 \\ 1.5x4 3 5 2 6 O1 7 to 10 139 14 8 3x4= 3x4 = 3x4 = 3x4= 3x4= 7-5-14 14-6-2 22-0-0 7-5-14 7-0-5 7-5-14 LOADING(psf) SPACING 2-0-0 CSI` DEFL in (loc) I/deft Ud PLATES GRIP TOLL 30.0 Plates Increase 1.15 TC. 0.32 Vert(LL) -0.09 8-10 >999 240 MT20 220/195 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.32 Vert(TL) -0.17 6-8 >999 180 BCDL 7.0 Rep Stress Incr YES WB. 0.15 Horz(TL) 0.04 6 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2012ITP12007 (Matrix) Weight:98 Ib FT=10% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.1&Btr MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1130/0-3-8 (min.0-1-8),6=1130/0-3-8 (min.0-1-8) Max Horz 2=240(LC 11) Max Uplift2=-317(LC 12),6=-317(LC 13) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1592/389,34=-1393/422,4-5=-1393/422,5-6=-1592/389 BOT CHORD 2-10=-367/1351,8-10=-126/883,6-8=-207/1280 WEBS 4-8=-205/607,5-8=404/298,4-10=-205/606,3-10=-404/298 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.ll;Exp C;enclosed; MWFRS(envelope)gable end zone and C-C Interior(1)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=30.0 psf(Flat roof snow);Category ll;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ONIO fit between the bottom chord and any other members,with BCDL=10.Opsf. OJ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=317, P' 4 +{+a 6=317. GOS WA.S C�r 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI(TPI 1. LOAD CASE(S) Standard r0�0 49639� w� .{N' CISTER ' SSIONALti�� May 28,201 A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 116II-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Job Truss Truss Type Qty Ply SHELDRAKE R44578656 15-O;1787 T6 COMMON 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 7.430 s Jul 25 2013 MiTek Industries,Inc.Thu May 28 13:43:17 2015 Page 1 I D:i6T86JG9wJutgDrZUSsXVUzBwlj-YIQik4fsM RzgurOeJ W W Ho7oGtl634DbZK25jT2zBwcO 5-8-13 11-0-0 16-3-3 22-0-0 5.8-13 5-3-3 5-3-3 5-8-13 4x6 Scale=1:40.9 3 7.00 12 9 10 1.5x4 \\ 1.5x4 2 4 1 5 � Io 8 117 12 6 3x4 = 3x4= 3x4= 3x4 = 3x4= 7-5-14 14-6-2 22-0-0 7-5-14 7-0-5 7-5-14 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.08 6-8 >999 240 MT20 220/195 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.36 Vert(TL) -0.17 1-8 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.04 5 n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 BCDL 10.0 (Matrix) Weight:94 Ib FT=10% LUMBER BRACING TOP CHORD 2x4 DF NO.l&Btr TOP CHORD Structural wood sheathing directly applied or 4-1042 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.1&Btr MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer [installation guide. REACTIONS (Ib/size) _ 1=1020/0-3-8 (min.0-1-8),5=1020/0-3-8 (min.0-1-8) Max Horz 1=-216(LC 8) Max Upliftl=-262(LC 12),5=-262(LC 13) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1597/403,2-3=-1420/436,3-4=-1420/437,4-5=-1597/403 BOT CHORD 1-8=-398/1361,6-8=-148/880,5-6=-252/1306 WEBS 3-6=-217/624,4-6=402/305,3-8=-217/624,2-8=-402/304 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)gable end zone and C-C Interior(1)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=30.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)1=262, 5=262. �TONIO 8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. GOS WAS LOAD CASE(S) Standard I0+ 49639 O.{" � -ISTER� ' SSIONALti�� May 28,201 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE ■■� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek*erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property N, offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides Of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. �� — C 1-2 c2-3 2. Truss bracing must be designed by an engineer.For 0-1/1611 4 wide truss spacing,individual lateral braces themselves o WEBS �s.4 may require bracing,or alternative Tor O19p bracing should be considered. = b O 3. Never exceed the design loading shown and never Uu U stack materials on inadequately braced trusses. 00 - 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 C5-6 designer,erection supervisor,property owner and plates 0-'iid' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MITek 20/20 NUMBERS/LETTERS. Software Or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-131 1,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907, ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Q� 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. � is not sufficient. BCSI: BuildingComponent Safety Information, 20.Design assumes manufacture in accordance with P Y I ek g Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev.02/16/2015 A.*Abrous, Ph.D., P.E. HiLine Homes Page I of 20 PLAN 1664-15 [Pg ® 30 PSf, VILL = 130 mph, Exp. C, SDC D2] PROJECT INFORMATION AND CRITERIA 1. PROJECT INFORMATION OWNER/ADDRESS MICHAEL SHELDRAKE SITE ADDRESS: LOT 4 JUAN DE FUCA BLUFFS PORT ANGELES, WA 98362 JOB NUMBER: SEQ0600 2. STRUCTURAL DESIGNER INFORMATION ABDELOIJAHAB ABROUS, Ph.D., P.E. HiLine Homes Design & Engineering Department 11306 62ND Ave E., Puyallup, WA 98373 o Is, Phone: (253) 770-2244 Ext. 132 Email: Wabrous(cD-H i Line homes.com Washington License No: 36110 3611() V Oregon License No: 81419PE Idaho License No: P-14132 3. SCOPE OF DESIGN TYPE OF DESIGN LATERAL ENGINEERING ANALYSIS OF WIND AND SEISMIC FORCES EXTENT OF DESIGN Structural specifications 2012 International Building Code (IBC) for Washington & 2014 Oregon Structural Specialy Code (OSSC) for Oregon 2012 International Residential Code (IRC) for Washington & 2014 Oregon Residential Specialy Code (ORSC) for Oregon REFERENCE CODES AND STANDARDS 2005 National Design Specification (NDS) American Society of Civil Engineers (ASCE) Standard 7-10 American Society for Testing Materials (ASTM) Standard A307 Special Design Provisions for Wind and Seismic (2008 Edition) Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 5/12/2015 Plan 1664-15 p_g 30-PSF, V—ult 130 mph, Exp C, SDC D2—SHELDRAKE 5/15/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 2 of 20 4. DESIGN CRITERIA GROUND SNOW LOAD: p9 = 30-psf FLAT ROOF SNOW LOAD PER ASCE 7-10(LIVE LOAD): pf = 25-psf ROOF DEAD LOAD: Droof = 15-psf EXTERIOR WALL DEAD LOAD: Dwall = 15-psf INTERIOR WALL DEAD LOAD: Dwa,, = 10-psf SEISMIC DESIGN CATEGORY: SDC D2 BASIC WIND SPEED: 100-mph ASCE 7-10 ULTIMATE DESIGN WIND SPEED: 130-mph WIND EXPOSURE FACTOR: C ALLOWABLE SOIL PRESSURE: 1,500-psf Framing Material: No. 2 Hem-Fir minimum. Wood Structural Panels: APA Rated. 10d Nails Diameter: 0.148-in MATERIAL SPECIFICATIONS: 8d Nails Diameter: 0.131-in Concrete Strength @ 28-days: 3,000-psi Anchor Bolts: ASTM A307 Steel CONTENTS Project Information and Criteria Page 1 Description Page 3 Specifications and Design Criteria Page 3 Engineering Calculations Page 3 LIST OF TABLES Table A. Structural Specifications and Allowable Loads Page 5 Table B. Building Data Page 9 Table C. Wind Design Criteria Page 10 Table D. Seismic Design Criteria Page 11 Table E-1. Wind Loads (House) Page 12 Table E-2. Wind Loads (Garage) Page 13 Table F-1. Minimum Wind Loads (House) Page 14 Table F-2. Minimum Wind Loads (Garage) Page 15 Table G. Seismic Loads Page 16 Table H. Controlling Shear Loads Page 17 Table I. Wind Shear Wall Loads Page 18 Table J. Seismic Shear Wall Loads Page 19 Table K. Roof Diaphragm Load Calculations Page 20 Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 5/12/2015 Plan 1664-15 p_g 30-PSF, V_ult 130 mph, Exp C, SDC D2_SHELDRAKE 5/15/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 3 of 20 DESCRIPTION This report provides engineering calculations and structural design specifications for HiLine Homes Plan 1664. This one-story house is 1664-sf in area plus a two-car garage. Design specifications are provided in Table A, building data are given in Table B, and wind and seismic criteria, including calculations, are included in Tables C and D, respectively. Lateral engineering calculations are provided in Tables E through K. Calculations are performed using Microsoft Excel worksheets. SPECIFICATIONS AND DESIGN CRITERIA Structural specifications and design criteria are provided in Tables A, B, C, and D as discussed in the following paragraphs. Table A. Specifications of Structural Components and Fasteners Specifications are provided for size and spacing of anchors bolts, shear wall hold-downs, shear wall sheathing and nailing, shear transfer, and roof framing. Structural specifications are identified with respect to Wall Lines, which are shown on Plan Sheet S2. Table B. Building Data The building geometrical dimensions are specified, including lengths of exterior walls, and interior partitions for the transverse and longitudinal directions. The maximum ground snow load is Pg of 30-psf. Table C. Wind Design Criteria ASCE Standard 7-10, Section 28.5, "Enclosed Simple Diaphragm Low-Rise Building" method is used for determining wind loads. Wind design criteria are based on a 100-mph basic wind speed and Building Height and Exposure Factor (A) C. Overturning moments due to wind forces are less than allowable restorative dead load moments as shown in Table G. Uplift loads for roof tributaries are calculated assuming the maximum uplift for wind Zone E or F applies to the tributary area. Table D. Seismic Design Criteria Seismic design loads are based on Site Class D soils per ASCE Standard 7-10, Section 11.4.2 and Table 20.3-1 for stiff soils. The Equivalent Lateral Force Procedure of the American Society of Civil Engineers (ASCE) Standard 7-10, Section 12.8 is used for calculating seismic forces. ENGINEERING CALCULATIONS Engineering calculations are documented in Tables E through K based on specifications in Tables B, C, and D. These tables provide the following information: Table E. Wind Loads vvina ioaas ana overturning moments are caicuiatea in i aaie t Tor two ortnogonai directions, transverse and longitudinal. Calculated values are linked to Table H, Controlling Shear Loads to determine if wind, minimum wind, or seismic loads control design of lateral restraint. Unit uplift on the building is also calculated for both the transverse and longitudinal directions. Overturning loads due to design base winds are calculated with a link to Table G, Seismic Loads where they are compared to seismic and building restoring Inn(i� Table F. Minimum Wind Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 5/12/2015 Plan 1664-15 p_g 30-PSF, V ult 130 mph, Exp C, SDC D2_SHELDRAKE 5/15/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 4 of 20 Minimum wind loads are provided in Table F based on horizontal pressures equal to 16-psf for zones A and C, 8-psf for zones B and D, and vertical pressures equal to zero per ASCE 7-10, Section 28.6.4. Calculations are performed for both transverse and longitudinal directions and linked to Table H for comparison to wind and seismic loads. Table G. Seismic Loads Table G provides seismic shear loads based on seismic design criteria in Table D. Calculations are based on seismic design criteria in Table D and the Lateral Force Procedure method of ASCE Standard 7-10, Section 12.8. This procedure is valid for Risk Category I or II buildings of light frame construction not exceeding three stories in height for SDC D and higher per ASCE 7-10, Table .12.6.1. Seismic loads are calculated for transverse and longitudinal directions. Overturning moments are calculated in the table and compared to allowable restoring dead load moments. The building is stable with respect to overturning. Table H. Controlling Shear Loads Table H provides a summary of seismic shear loads. Shear load values from Tables E, F, and G are compared to determine controlling lateral forces. The controlling values are linked to Tables I and K for calculating maximum shear wall loads for wind and seismic forces, respectively. Table I. Wind Shear Loads Table H provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit dead load on shear walls, and hold-down loads for the various shear wall lengths based on controlling wind shear loads from Table H. Shear wall hold-downs are calculated based on wind and dead load combinations using the allowable stress design method per ASCE Standard 7-10, Section 2.4. Table J. Seismic Shear Loads Table J provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit dead load on shear walls, and hold-down loads for the various shear wall lengths based on seismic shear loads from Table H. Shear wall hold-down loads are calculated based on wind and dead load combinations using the allowable stress design method per ASCE Standard 7-10, Section 2.4. Table K. Roof Diaphragm Calculations Table H provides roof diaphragm load calculations for determining diaphragm shear for seismic loads and comparing these loads with wind and minimum wind loads from Table H. Shear wall and roof diaphragm deflections are calculated to confirm that the diaphragm is flexible as allowed by ASCE Standard 7, Section 12.3.1.1. Strength level seismic unit shear values are used to calculate deflections. Calculations are based on American Plywood Association (APA) Report T2002-17, Estimating Wood Structural Panel Diaphragm and Shear Wall Deflection, April 17, 2002. Uplift due to design base wind loads are calculated assuming that the roof experiences a maximum uplift pressure from wind zone E or Zone F. Allowable roof dead loads plus truss connections exceed uplift by an acceptable margin. Revised PROJECT INFORMATION AND [DESIGN CRITERIA Printed 5/12/2015 Plan 1664-15 p_g 30-PSF, V_ult 130 mph, Exp C, SDC D2_SHELDRAKE 5/15/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 5 of 20 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE DADS THIS TABLE PROVIDES SUMMARY STRUCTURAL SPECIFICATIONS. ADDITIONAL DETAILS FOR STANDARD SPECIFICATIONS AND CALCULATION OF ALLOWABLE LOADS ARE PROVIDED AT THE END OF THIS TABLE. EXPLANATION OF WALL LINES Shear walls and structural specifications are identified with Wall Lines on plan Sheet S2. Lettered Wall Lines are generally identified from the front to the rear of the building and Numbered Wall Lines start at the left and continue to the right (STANDARD PLAN). For reversed plans, Lettered Wall Lines remain the same and the Numbered Wall Lines start at the right of the plan (REVERSED PLAN). STRUCTURAL SPECIFICATIONS FOUNDATION-AN"CHORING,SRECIFICATIONS (ALL WALL LINES,) x-_ Maximum Applied Shear per Tables I or J (lb) 4,818 Wall length under maximum applied shear per Tables I or J (ft) 32 Minimum number of anchor bolts when installed at 72-in o.c. minimum 2 anchors/mudsill 6 Maximum anchor bolt Load @ 72-in o.c. minimum 2 anchors per mudsill (lb) 761 Basic allowable single shear for fastening 1.5-in Hem-Fir framing to concrete with 1/2-in dia. ASTM A307 bolts with minimum 7-in embedment = 590-Ib per 2005 NDS Table 11E. Adjustment for 10-minute 944 wind/seismic loads = 1.6 per 2005 NDS Table 2.3.2. Allowable shear load = (1.6)(590) =944-Ib. Install 1/2-in dia. ASTM A307 anchor bolts @ 72-in o.c., minimum 7-in embedment in concrete and maximum 12- in from end of mudsills with minimum 2 anchors per mudsill. SHEAR WALL HOLD=DOWN SPECIFICATIONS Wall Line A (Standard Garage Door Location) Maximum overturning tension due to wind load per Table I (lb) 2,078 Maximum overturning tension due to seismic load per Table J (lb) 881 Allowable wind Tension Load for Simpson STHD14 Strap Ties at endwall location is 3,200-Ib 3,200 Allowable seismic Tension Load for Simpson STHD14 Strap Ties at endwall location is 2,685-Ib 2,685 At both ends of each garage portal, install Simpson STHD14 Strap Tie Holdowns per manufacturer's instructions as shown on the plan. Fasten to minimum 3-in framing. (total of 4 STHD14s). Wall Line 1 - Perforated Shear Wall Analysis Maximum overturning tension due to wind load per Table I (lb) 1,528 Maximum overturning tension due to seismic load per Table J (lb) 783 Maximum wind shear(V) per Tables I or J (lb) 4,818 Maximum seismic shear(V) per Tables I or J (lb) 2,716 Shear Wall Clear Height(ft) 7.8 Maximum Opening Height(ft) 5.0 Percentage of Full-Height sheathing (%) 68.0 Ratio of Maximum Opening Height to Wall Clear Height 0.64 Shear Resistance Adjustment Factor(Co) per 2008 SDPWS Table 4.3.3.5 0.76 Sum of Perforated Shear Wall Segment Lengths (ft) 22 Design Wind Shear Capacity of Wall -6-in edge nailing (lb) 6,103 Design Seismic Shear Capacity of Wall -6-in edge nailing (lb) 4,347 CHECK IF SHEAR CAPACITY OF PERFORATED SHEAR WALL IS ADEQUATE YES Hold-Down Wind Tension Load, T =Vh/CO7_Li (lb) 2,248 Effective Wind Shear, v =V/COZLi (lb/ft) 1 288 Hold-Down Seismic Tension Load, T=Vh/COY-Li (lb) 1 19267 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 5/12/2015 Plan 1664-15 p_g 30-PSF, V_ult 130 mph, Exp C, SDC D2_SHELDRAKE 5/15/2015 A'. Abrous, Ph.D., P.E. HiLine Homes Page 6 of 20 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Effective Seismic Shear, v=V/CO7_Li (Ib/ft) 162 Allowable wind Tension Load for Simpson STHD10 Strap Ties at corner location is 3,140-Ib 3,140 Allowable seismic Tension Load for Simpson STHD10 Strap Ties at corner location is 2,640-Ib 2,640 Where shown on the plan, install Simpson STHD10 Strap Tie Holdowns at each corner per manufacturer's instructions as shown on the plan. Fasten to minimum 3-in framing with 24-16d sinker nails (total of 2 STHD10s). Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 6-in o.c. on panel edges, 12-in o.c. in the field, and all edges blocked. SHEAR WALL SHEATHING SPECIFICATIONS All Wall Lines Maximum resistive unit wind shear load per Table I (Ib/ft) 284 Maximum resistive unit seismic shear load per Table J (Ib/ft) 130 Basic allowable shear for wind loads = 785-Ib/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails @ 6-in o.c. on edges., 12-in o.c. in the field, &framing @ 16-in o.c. per note 365 2. Adjustments 0.50 for ASD and 0.93 for Hem-Fir framing. Allowable shear= (0.50)(0.93)(785) = 365-Ib/ft. Basic allowable shear for seismic loads = 560-Ib/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails staggered @ 6-in o.c. on edges, 12-in o.c. in the field &framing @ 16-in o.c. per Note 2. Adjustments are 0.50 for ASD and 0.93 for Hem-Fir framing. Allowable shear = (0.50)(0.93)(560) 260 =260-Ib/ft. Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 6-in o.c. per standard s ecification. SHEAR TRANSFER SPECIFICATIONS All Wall Lines Fasten double top plates together with 10d nails @ 12-in o.c. and 6-in o.c. at splices. Overlap splices 4-ft. minimum. Fasten OSB wall sheathing between shear wall segments at same fastener spacing as on shear walls. Fasten OSB panels to mudsills with minimum 8d nails @ 6-in o.c. Wall Lines 1, 3 & A (Gables) Maximum applied unit wind shear per Table I (Ib/ft) 151 Maximum applied unit seismic shear per Table J (Ib/ft) 85 Basic allowable single shear for 10d common toenails with 1.5-in thickness Hem-Fir side members = (0.83)(102)=84-Ib per NDS Table 11N. Adjustment for 10-minute wind/seismic loads = 1.6. Allowable shear 135 load = (1.6)(0.83)(102) = 135-Ib. Allowable load for 2-10d common toenails @ 16-in o.c. = (0.83)(2)(12/16)(1.6)(102) = 203-Ib/ft. 203 Maximum Allowable Seismic Unit Shear seismic loads = 150-Ib/ft per SDPWS Section 4.1.7 150 Fasten gable-end trusses to double top plates with 2-10d toenails @ 16-in o.c. or 1-10d toenail @ 8-in o.c. Wall Lines B, C, 2 & 3 (Eaves) Maximum applied unit wind shear per Table I (lb) 51 Maximum applied unit seismic shear per Table J (Ib/ft) 36 See Roof Framing Specification for truss connections and blocking. Fasten per Roof Framing Specification for truss connections and blocking. 381 DRAG�STRUT CALCULATIONS Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 5/12/2015 Plan 1664-15 p_g 30-PSF, V_ult 130 mph, Exp C, SDC D2_SHELDRAKE 5/15/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 7 of 20 TABLE A. STRUCTURAL 1 IS AND ALLOWABLE LOADS Wall Line 2 (Connection Garage to House) Maximum applied seismic load per Tables J (lb) 782 Basic allowable single shear for 10d common nails with 1.5-in thickness Hem-Fir side members = 102-Ib per NDS Table 11 N. Adjustment for 10-minute wind/seismic loads = 1.6. Allowable shear load =(1.6)(102) = 163- 163 Ib. Nail a 2x laid to the garage side top plates and to the adjacent truss with (5) 10d nails on each side. _ 'ROOFD,IAPHRAGM 1=1 ►MING SPECIFICATIONS Roof Sheathing Maximum applied unit wind shear per Table I (Ib/ft) 69 Maximum applied unit seismic shear per Table J (Ib/ft) 67 Basic allowable unit shear for wind/seismic loads = 645/460-Ib/ft per 2008 SDPWS Table 4.2C for 7/16-in unblocked panel diaphragms. Adjustment Factor (AF) for ASD = 0.5. Adjusted allowable unit shear = 323/230 (0.50)(645/460) =323230-Ib/ft. Allowable snow (live) load for 7/16-in APA Span Rated 32/16 with supports @ 24-in o.c. per APA Table 25 = 40 - .. 40-psf Allowable snow (live) load for 15/32-in APA Span Rated 24/16 with supports @ 24-in o.c. per APA Table 25 = 70 70-psf Up to 40 psf ground snow load, install 7/16-in unblocked APA Span Rated 24/16 (32/16) panels to engineered trusses @ 24-in o.c. per IBC Case 1. Fasten with 8-d nails @ 6-in o.c. on supported edges and 12-in o.c. in the field. Beyond 70 psf ground snow load, use See Truss Blocking & Boundary Nailing below for additional -requirements. Beyond 40 psf ground snow load, use 15/32-in panels instead. Beyond 70 psf ground snow load, use 19/32-in sheathing. Truss Blocking & Boundary Nailing Fasten 2X4 vent blocking in each truss bay with 1-10d toenail into truss, each side. Fasten roof diaphragm to blocking with 8d nails @ 6-in o.c. Truss Connections (Lateral Loads) Maximum applied unit shear per Table H (Ib/ft) 185 Truss Connections (Longitudinal Loads) Maximum applied unit shear per Tables I and J (Ib/ft) 69 Basic allowable single shear for 10d common toenails with 1.5-in thickness Hem-Fir side members = (0.83)(102)=84-Ib per NDS Table 11N. Adjustment for 10-minute wind/seismic loads = 1.6. Allowable shear 135 load = (1.6)(0.83)(102) = 135-Ib. Allowable load for 2-10d common toenails = (0.83)(2)(1.6)(102) = 271-Ib/ft. 271 Simpson H2.5A/H1 Seismic& Hurricane Tie lateral load resistance Fz = 110/140-Ib 110/140 Simpson H2.5A/H1 Seismic& Hurricane Tie longitudinal load resistance F, = 110/415-Ib 110/415 Allowable load for 2-10d common toenails = (2)(0.83)(1.6)(102) = 271-Ib per truss end. Allowable load for H2.5A or H1 Seismic & HurricaneTies = 110-Ib per truss end for Hem-Fir. Total allowable load per truss end = 381 271 + 110 = 381-lb per truss end = 381-lb(H2.5A ties control lateral loads). Fasten truss tails to top plates with 2-10 toenails and a Simpson H2.5A or H1 Seismic & Hurricane Tie fastened to truss and top plates per manufactures instructions. (see sheet S3, Roof Framing Plan). Allowable load for Simpson RBC Clip @ 24-in o.c. = (12/24)*(380) = 190-Ib/ft. 190 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 5/12/2015 Plan 1664-15 p_g 30-PSF, V ult 130 mph, Exp C, SDC D2_SHELDRAKE 5/15/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 8 of 20 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Nail roof sheathing to blocking with 8d nails @ 6-in o.c. Fasten blocking to top plates with Simpson RBC clips @ 24-in o.c. -fill all nail holes. Truss Connections (Uplift Loads) Maximum net uplift on truss connection for 85 mph, Exposure C per Table K(lb). -165 Maximum net uplift on truss connection for 95 mph, Exposure C per Table K(lb). -253 Maximum net uplift on truss connection for 110 mph, Exposure C per Table K(lb). -448 Allowable uplift for H2.5A/H1 Seismic & Hurricane Ties = 520/400-Ib for Hem-Fir framing. 520/400 Allowable uplift for H10 Seismic& Hurricane Ties =850-Ib for Hem-Fir framing. 1 850 Fasten truss tails to top plates with H2.5A or H1 Seismic & Hurricane Ties for 85-mph wind speeds. Use H10 Ties for higher speeds. Truss Chord Splice Nailing Maximum applied chord tension load per Tables J, C =T = M/b =vrL2/b8 (lb). 1 1,957 Allowable chord splice tension load for 10d nails @ 4-in o.c. 2,122 Fasten exterior wall top plate splices together with 10d nails @ 4-in o.c. Minimum splice length = 48-in. Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 5/12/2015 Plan 1664-15 p_g 30-PSF, V_ult 130 mph, Exp C, SDC 132_SHELDRAKE 5/15/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 9 of 20 TABU B. BUILDING DATA Description Value Description Value BUILDING DIMENSIONS BUILDING INERTIAL DATA Transverse Width of Building (ft) 32.0 Roof Diaphragm Dead Load (psf) 15 Longitudinal Length of Building (ft) 52.0 Exterior Walls Dead Load (psf) 15 Partition Walls Dead Load (psf) 10 Roof Slope(7/12) 0.58 Length of Gable-End Roof Overhang (ft) 1.0 MEAN AND MAXIMUM BUILDING HEIGHTS Length of Eave-End Roof Overhang (ft) 1.3 Roof Height(ft) 7.8 Maximum Truss Span (ft) 32.01 Mean Height(ft) 12.5 Maximum Height(ft) 17.1 MAIN FLOOR DIMENSIONS Wall Height(ft) 7.8 CALCULATION OF LENGTH OF END ZONE, 2a Transverse Exterior Walls Length (ft) 64.0 Least horizontal Building Dimension, b (ft) 32.0 Longitudinal Exterior Walls Length (ft) 104.0 0.4* Mean Building Height(ft) 4.9867 Total Exterior Walls Length (ft) 168.0 0.1*b(ft) 3.2 Total Partitions Weight(lb) -ASCE 7-10 12.7. 16,640 End Zone Dimension, a (ft) 3.2 Adjusted End Zone Dimension, a(ft) 3.2 Length of End Zone, 2a (ft) 6.4 BUILDING ENCLOSED AREA Building Enclosed Area (sf) 1,664.0 Garage Enclosed Area (sf) 484.0 Building and Garage Enclosed Area (sf) 2,148.0 GARAGE DIMENSIONS GARAGE LENGTH OF END ZONE, 2a Wall Height(ft) 7.8 Least horizontal Building Dimension, b (ft) 22.0 Transverse Width of Garage (ft) 22.0 0.4 * Mean Building Height(ft) 4.4033 Longitudinal Length of Garage (ft) 22.01 0.1*b (ft) 2.2 Transverse Exterior Walls Length (ft) 44.0 End Zone Dimension, a(ft) 2.2 Longitudinal Exterior Walls Length (ft) 44.0 Adjusted End Zone Dimension, a (ft) 3.0 Maximum Truss Span (ft) 22.0 Length of End Zone, 2a(ft) 6.0 Mean Height(ft) 11.0 Maximum Height(ft) 14.2 Total Exterior Walls Length (ft) 88.0 Total Partitions Weight(lb)-ASCE 7-10 12.7. 0 SNOW DATA Maximum Ground Snow Load, p9 (psf) Assumed 30.0 Exposure Factor, C,, ASCE 7-10 Table 7-2, for Exposure C 1.0 Thermal actor, Ct ASCE 7-10 Table 7-3, for Residences 1.2 Snow Importance Factor, IS ASCE 7-10 Table 1.5-2, for Category II 1.0 Slope Factor, C, ASCE 7-10 Figure 7-2a 1.0 Flat Roof Snow Load, pf(psf) I ASCE 7-10 Equation 7.3-1, pf= 0.7 Ce Ct IS Pgj 25.2 Note: Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line. Revised BUILDING DATA Printed 5/12/2015 Plan 1664-15 p_g 30-PSF, V ult 130 mph, Exp C, SDC D2_SHELDRAKE 5/15/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 10 of 20 TABLE C. WIND DESIGN CRITERIA Description Value Description Value WIND DESIGN CRITERIA MAIN FLOOR Basic Wind Speed Vas(mph) 100 TRANSVERSE BUILDING ZONE DATA ASCE 7-10 Design Wind Speed (mph) 130 Horizontal Wind Force Loading Wind Exposure Category C Transverse Zones A& B Width (ft) 6.4 Simplified Procedure per ASCE 7-10 28.5 Yesl Transverse Zones C & D Width (ft) 45.6 Exposure & Height Factor, X 1.21 Transverse Zones A&C Height (ft) 7.8 Topographical Factor, KZt 1.00 Transverse Zones B &D Height (ft) 9.3 Vertical Wind Force Loading DESIGN WIND PRESSURES (psf) Transverse Roof Zones E &F Width (ft) 6.4 TRANSVERSE DIRECTION (CASE A) I Transverse Roof Zones G & H Width (ft) 45.6 A- End Zone of Wall 30.1 Transverse Roof Zones E & F Length (ft) 16.0 B - End Zone of Roof 20.6 Transverse Roof Zones G &H Length (ft) 16.0 C - Interior Zone of Wall 24.0 D - Interior Zone of Roof 16.5 LONGITUDINAL BUILDING ZONE DATA E - End Zone of Windward Roof 2.31 Horizontal Wind Force Loading F -.End Zone of Leeward Roof -18.3 Longitudinal Zone A Width (ft) 6.4 G - Interior Zone of Windward Roof 0.8 Longitudinal Zone C Width (ft) 25.6 H - Interior Zone of Leeward Roof -15.7 Longitudinal Zone A Height(ft) 9.7 Eo- End Zone of Windward OVHG Roof -10.6 Longitudinal Zone C Height(ft) 13.2 Go - Interior Zone of Windward OVGH Roof -12.11 Vertical Windforce Loading LONGITUDINAL DIRECTION (CASE B) Longitudinal Roof Zones E & F Width (ft) 6.4 A- End Zone of Wall 26.8 Longitudinal Roof Zones G &H Width (ft) 25.6 B- End Zone of Roof -13.9 Longitudinal Roof Zones E &G Length (ft) 26.0 C - Interior Zone of Wall 17.8 Longitudinal Roof Zones F & H Length (ft) 26.0 D - Interior Zone of Roof -8.2 E- End Zone of Windward Roof -32.2 F - End Zone of Leeward Roof -18.3 G - Interior Zone of Windward Roof -22.4 H - Interior Zone of Leeward Roof -14.2 Eo- End Zone of Windward OVHG Roof -45.1 Go - Interior Zone of Windward OVGH Roof -35.3 GARAGE TRANSVERSE BUILDING ZONE DATA Horizontal Wind Force Loading Transverse Zones A& B Width (ft) 6.0 Transverse Zones C & D Width (ft) 16.0 Transverse Zones A&C Height (ft) 7.8 Transverse Zones B & D Height (ft) 6.4 LONGITUDINAL BUILDING ZONE DATA Horizontal Wind Force Loading Longitudinal Zone A Width (ft) 6.0 Longitudinal Zone C Width (ft) 16.0 Longitudinal Zone A Height (ft) 9.6 Longitudinal Zone C Height (ft) 11.6 Note: Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line. Revised WIND DESIGN CRITERIA Printed 5/12/2015 Plan 1664-15 p_g 30-PSF, V_ult 130 mph, Exp C, SDC D2_SHELDRAKE 5/15/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 11 of 20 TABLE D. SEISMIC DESIGN CRITERIA Description Reference/Calculation lValue SEISMIC GROUND MOTION VALUES AND SITE SPECIFICATIONS Building Risk Category ASCE Standard 7-10, Table 1-5.1 II Seismic Importance Factor, le ASCE Standard 7-10, Table 1.5-2 1.0 Default Seismic Site Classification ASCE Standard 7-10, Table 20.3-1 D Seismic Design Category 2009 IRC Table R301.2.2.1.1 D2 Response Modification Coefficient, R ASCE Standard 7-10, Table 12.2-1 6.5 Building Period Parameter: Ct ASCE Standard 7-10, Table 12.8-2 0.02 Redundancy Factor, p ASCE Standard 7-10, Section 12.3.4.2 1.000 Site Short Period Design Acceleration, SDS (g) 2009 IRC Table R301.2.2.1.1, for SDC D2 1.170 Mapped MCE Long Period Acceleration, SM, (g) ASCE Standard 7-10, Figure 22-2 0.600 Ground Snow Load (psf) Building Department 30.0 Flat Roof Snow Load (psf) I Calculation, See Table B 25.2 COMPUTATION OF DESIGN RESPONSE SPECTRUM DATA Mean Building Height, h (ft) Per Plan (Calculated in Table B) 12.5 Building Period, Ta = Cth314(sec) ASCE Standard 7-10, Section 12.8.2.1 0.133 Site Long Design Period Acceleration, SD, (g) ASCE Standard 7-10, 11.4.4, SD, =2/3SM, 0.400 To =0.2*SD1/SDS (sec) ASCE Standard 7-10, Section 11.4.5 0.068 TS=SD1/SDS (sec) JASCE Standard 7-10, Section 11.4.5 0.342 COMPUTATION OF SEISMIC DESIGN COEFFICIENT Seismic Design Coefficient: CS = SDS*le/R JASCE Standard 7-10, Section 12.8.1.1 0.180 Revised SEISMIC DESIGN CRITERIA Printed 5/12/2015 Plan 1664-15 p_g 30-PSF, V_ult 130 mph, Exp C, SDC D2_SHELDRAKE 5/15/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 12 of 20 TABLE -1. WIND L (HOUSE) Wind Zone Zone Zone Area Zone Moment Moment Zone Pressure Width Ht./Leng. Force Arm (psf) (ft) (ft) (s (lb) (ft) (ft-Ib) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 30.1 6.4 7.8 49.9 1,818 3.9 7,091 Transverse Roof Zone B 20.6 6.4 9.3 59.7 1,489 7.8 11,614 Transverse Wall Zone C 24.0 45.6 7.8 355.7 10,329 3.9 40,283 Transverse Roof Zone D 16.5 45.6 9.3 425.6 8,497 7.8 66,277 STRENGTH,LEVEL,Laterail;Force/Moment1 16,0601 125,265; CONVERT TO.ALLOWABLE'STRESS=DESIGN.- 9,636 --753159 Vertical Wind Loads Transverse Roof Zone E 2.3 6.4 16.0 102.4 285 24.0 -6,840 Transverse Roof Zone F -18.3 6.4 16.0 102.4 -2,267 8.0 18,140 Transverse Roof Zone G 0.8 45.6 16.0 729.6 706 24.0 -16,950 Transverse Roof Zone H -15.7 45.6 16.0 729.6 -13,860 8.0 110,882 Roof Overhang Zone E -10.6 6.4 1.3 8.5 -109 32.7 3,566 Roof Overhang Zone F -18.3 6.4 1.3 8.5 -188 -0.7 -125 Roof Overhang Zone G -12.1 45.6 1.3 60.6 -888 32.7 29,005 Roof Overhang Zone H -15.7 45.6 1.3 60.6 -1,152 -0.7 -766 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -17,474 136,911 CONVERT TO ALLOWABLE STRESS DESIGN -10,484 82,147 Total Overturning Moment Due to Transverse Wind Loading (ASD) 157,305 Unit Uplift on Building (psf) -6.3 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 26.8 6.4 9.7 61.9 2,006 4.8 9,697 Longitudinal Wall Zone B 0.0 6.4 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 17.8 25.6 13.2 337.1 7,260 6.6 47,793 Longitudinal Wall Zone D 0.0 25.6 0.0 0.0 0 7.8 0 STRENGTH:LEVEL-Lateral Force/Momentl 6,3061 1 57,490 CONVERT TO ALLOWABLE-STRESS DESIGN 1 3,7841 1 34,494 Vertical Wind Loads Longitudinal Roof Zone E -32.2 6.4 26.0 166.4 -6,483 39 252,848 Longitudinal Roof Zone F -18.3 6.4 26.0 166.4 -3,685 13 47,900 Longitudinal Roof Zone G -22.4 25.6 26.0 665.6 -18,040 39 703,576 Longitudinal Roof Zone H -14.2 25.6 26.0 665.6 -11,436 13 148,672 Roof Overhang Zone E -45.1 6.41 1.0 6.4 -349 52.5 18,336 Roof Overhang Zone F -18.3 6.4 1.0 6.4 -142 -0.5 71 Roof Overhang Zone G -35.3 25.6 1.0 25.6 -1,093 52.5 57,406 Roof Overhang Zone H -14.2 25.6 1.0 25.6 -440 -0.5 -220 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -41,669 1,228,589 CONVERT TO ALLOWABLE STRESS DESIGN -25,001 737,154 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 771,648 Unit Uplift on Building (psf) -15.01 1 Note: (+)and (-)signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised WILD LOADS Printed 5/12/2015 Plan 1664-15 p_g 30-PSF, V_ult 130 mph, Exp C, SDC D2_SHELDRAKE 5/15/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 13 of 20 TABLE E-2. WIND LOADS (GARAGE) Wind Zone Zone Zone Moment Zone Pressure Width Ht./Leng. Zone Area Force Arm Moment (Psf) (ft) (ft) (sfl (lb) (ft) (ft-Ib) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 30.1 6.0 7.8 46.8 1,705 3.9 6,648 Transverse Roof Zone B 20.6 6.0 6.4 38.5 960 7.8 7,485 Transverse Wall Zone C 24.0 16.0 7.8 124.8 3,624 3.9 14,134 Transverse Roof Zone D 16.5 16.0 6.4 102.7 2,050 7.8 15,988 STRENGTH LEVEL Lateral Force/Moment 5,674 44,255 CONVERT TO ALLOWABLE STRESS DESIGN 3,4041 26,553 Vertical Wind Loads Transverse Roof Zone E 2.3 6.0 11.0 66.0 184 16.5 -3,031 Transverse Roof Zone F -18.3 6.0 11.0 66.0 -1,461 5.5 8,038 Transverse Roof Zone G 0.8 16.0 11.0 176.0 170 16.5 -2,811 Transverse Roof Zone H -15.7 16.0 11.0 176.0 -3,343 5.5 18,389 -. Roof Overhang Zone E -10.6 6.0 1.3 8.0 -102 22.7 2,320 Roof Overhang Zone F -18.3 6.0 1.3 8.0 -177 -0.7 -118 Roof Overhang Zone G -12.1 16.0 1.3 21.3 -312 22.7 7,062 Roof Overhang Zone H -15.7 16.0 1.3 21.3 -404 -0.7 -269 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -5,446 29,580 CONVERT TO ALLOWABLE STRESS DESIGN -3,267 17,748 Total Overturning Moment Due to Transverse Wind Loading (ASD) 44,301 Unit Uplift on Building (psf) --2.01 1 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 26.8 6.0 9.6 57.3 1,858 4.8 8,873 Longitudinal Wall Zone B 0.0 6.0 0.0 0.0 - 0 7.8 0 Longitudinal Wall Zone C 17.8 16.0 11.6 184.9 3,982 5.8 23,007 Longitudinal Wall Zone D 0.0 16.0 0.0 0.0 0 7.8 0 STRENGTH LEVEL Lateral Force/Moment 3,7371 1 31,879 CONVERT TO ALLOWABLE STRESS DESIGN 2,2421 19,127 Vertical Wind Loads Longitudinal Roof Zone E -32.2 6.0 11.0 66.0 -2,571 16.5 42,430 Longitudinal Roof Zone F -18.3 6.0 11.0 66.0 -1,461 5.5 8,038 Longitudinal Roof Zone G -22.4 16.0 11.0 176.0 -4,770 16.5 78,710 Longitudinal Roof Zone H -14.2 16.0 11.0 176.0 -3,024 5.5 16,632 Roof Overhang Zone E -45.1 6.01 1.0 6.0 -327 22.5 7,367 Roof Overhang Zone F -18.3 6.0 1.0 6.0 -133 -0.5 66 Roof Overhang Zone G -35.3 16.0 1.0 16.0 -683 22.5 15,377 Roof Overhang Zone H -14.2 16.0 1.0 16.0 -275 -0.5 -137 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -13,246 168,482 CONVERT TO ALLOWABLE STRESS DESIGN -7,948 101,089 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 120,217 Unit Uplift on Building (psf) -4.81 1 Note: (+)and (-)signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised WIND LOADS Printed 5/12/2015 Plan 1664-15 p_g 30-PSF, V_ult 130 mph, Exp C, SDC D2_SHELDRAKE 5/15/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 14 of 20 TABLE F-1. MINIMUM WIND LOADS (HOUSE) Wind Zone Zone Zone Moment Zone Area Moment Zone Pressure Width Ht./Leng. (sf) Force Arm (ft-Ib) (psf) (ft) (ft) (lb) (ft) TRANSVERSE MIND LOADING Horizontal Wind Loads Transverse Wall Zone A 16.0 6.4 7.8 49.9 799 3.9 3,115 Transverse Roof Zone B 8.0 6.4 9.3 59.7 478 7.8 3,727 Transverse Wall Zone C 16.0 45.6 7.8 355.7 5,691 3.9 22,194 Transverse Roof Zone D 8.0 45.6 9.3 425.6 3,405 7.8 26,557 STRENGTH LEVEL Lateral Force/Moment 7,1271 55,594 CONVERT TO ALLOWABLE STRESS DESIGN 4,2761 335357 Vertical Wind Loads Transverse Roof Zone E 0.0 6.4 16.0 102.4 0 24.0 0 Transverse Roof Zone F 0.0 6.4 16.0 102.4 0 8.0 0 Transverse Roof Zone G 0.0 45.6 16.0 729.6 0 24.0 0 Transverse Roof Zone H 0.0 45.6 16.0 729.6 0 8.0 0 Roof Overhang Zone E 0.0 6.4 1.3 8.5 0 32.7 0 Roof Overhang Zone F 0.0 6.4 1.3 8.5 0 -0.7 0 Roof Overhang Zone G 0.0 45.6 1.3 60.6 0 32.7 0 Roof Overhang Zone H 0.0 45.6 1.3 60.6 0 -0.7 0 STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 0 Total Overturning Moment Due to Transverse Wind Loading (ASD) 33,357 Unit Uplift on Building (psf) 0.0 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 16.0 6.4 9.7 61.9 990 4.8 4,784 Longitudinal Wall Zone B 8.0 6.4 0.0 . 0.0 0 7.8 0 Longitudinal Wall Zone C 16.0 25.6 .13.2 337.1 5,393 6.6 35,504 Longitudinal Wall Zone D 8.0 25.6 0.01 0.0 0 7.8 0 STRENGTH LEVEL Lateral Force/Moment 4,386 40,289 CONVERT TO ALLOWABLE STRESS DESIGN 2,632 24,173 Vertical Wind Loads Longitudinal Roof Zone E 0.0 6.4 26.0 166.4 0 39 0 Longitudinal Roof Zone F 0.0 6.4 26.0 166.4 0 13 0 Longitudinal Roof Zone G 0.0 25.6 26.0 665.6 0 39 0 Longitudinal Roof Zone H 0.0 25.6 26.0 665.6 0 13 0 Roof Overhang Zone E 0.0 6.41 1.0 6.4 0 52.5 0 Roof Overhang Zone F 0.0 6.4 1.0 6.4 0 -0.5 0 Roof Overhang Zone G 0.0 25.6 1.0 25.6 0 52.5 0 Roof Overhang Zone H 0.0 25.6 1.0 25.6 0 -0.5 0 STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 0 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 24,173 Unit Uplift on Building (psf) 0.0 Note: (+)and (-)signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised MINIMUM WIND LOADS Printed 2/27/2013 Plan 1664-15 p_g 30-PSF, V ult 130 mph, Exp C, SDC D2_SHELDRAKE 5/15/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 15 of 20 TABLE F-2. MINIMUM IND LOADS (GARAGE) Wind Zone Zone Zone Moment Zone Pressure Width Ht./Leng. Zone Area Force Arm Moment (psf) (ft) (ft) (sfl (lb) (ft) (ft-Ib) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 16.0 6.0 7.8 46.8 749 3.9 2,920 Transverse Roof Zone B 8.0 6.0 6.4 38.5 308 7.8 2,402 Transverse Wall Zone C 16.0 16.0 7.8 124.8 1,997 3.9 7,788 Transverse Roof Zone D 8.0 16.0 6.4 102.7 821 7.8 6,406 STRENGTH"LEVEL Lateral Force/Moment 1 2,502 19,517 CONVERT TO ALLOWABLE STRESS DESIGN 1,501 11,710 Vertical Wind Loads Transverse Roof Zone E 0.0 6.0 11.0 66.0 0 16.5 0 Transverse Roof Zone F 0.0 6.0 11.0 66.0 0 5.5 0 Transverse Roof Zone G 0.0 16.0 11.0 176.0 0 16.5 0 Transverse Roof Zone H 0.0 16.0 11.0 176.0 0 5.5 0 Roof Overhang Zone E 0.0 6.01 1.3 8.0 0 22.7 0 Roof Overhang Zone F 0.0 6.0 1.3 8.0 0 -0.7 0 Roof Overhang Zone G 0.0 16.0 1.3 21.3 0 22.7 0 Roof Overhang Zone H 0.0 16.0 1.3 21.3 0 -0.7 0 STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 0 Total Overturning Moment Due to Transverse Wind Loading (ASD) 11,710 Unit Uplift on Building (psf) 0.01 1 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 16.0 6.0 9.6 57.3 917 4.8 4,378 Longitudinal Wall Zone B 8.0 6.0 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 16.0 16.0 11.6 184.9 2,958 5.8 17,091 Longitudinal Wall Zone D 8.0 16.0 0.0 0.0 01 7.8 0 STRENGTH LEVEL Lateral Force/Moment 2,502 21,469 CONVERT TO ALLOWABLE STRESS DESIGN 1,5011 1 12,881 Vertical Wind Loads Longitudinal Roof Zone E 0.0 6.0 11.0 66.0 0 16.5 0 Longitudinal Roof Zone F 0.0 6.0 11.0 66.0 0 5.5 0 Longitudinal Roof Zone G 0.0 16.0 11.0 176.0 0 16.5 0 Longitudinal Roof Zone H 0.0 16.0 11.0 176.0 0 5.5 0 Roof Overhang Zone E 0.0 6.01 1.0 6.0 0 22.5 0 Roof Overhang Zone F 0.0 6.0 1.0 6.0 0 -0.5 0 Roof Overhang Zone G 0.0 16.0 1.0 16.0 0 22.5 0 Roof Overhang Zone H 0.0 16.0 1.0 16.0 0 -0.5 0 STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 0 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 12,881 Unit Uplift on Building (psf) 0.0 Note: (+)and (-)signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised MINIMUM WIND LOADS Printed 5/12/2015 Plan 1664-15 p_g 30-PSF, V_ult 130 mph, Exp C, SDC 132_SHELDRAKE 5/15/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 16 of 20 TABLE G. SEISMIC LOADS SEISMIC SHEAR LOADS ON HOUSE Load Height/ Length Area Seismic Seismic Building Component (p s f) Width ( ) ( f) Weight Shear ft ft s Ib Ib Roof Diaphragm &Ceiling 15.0 1,664 24,960 4,493 20%of Flat Roof Snow Load > 30-psf 0.0 1,664 0 0 One-Half Exterior Walls 15.0 7.8 168.01 1,310 9,828 1,769 One-Half Partitions 10.0 1 1,664 8,320 1,498 Total Dead Load for Restoring Moment 61,256 Roof Diaphragm Tributary Dead Load 43,108 STRENGTH"LEVELxBASE SHEAR ,7,=759 CONVERT TO ALLOWABLEYSTRESSZESIGN ;BASE SHEAR 5,432; SEISMIC SHEAR LOADS ON GARAGE Roof Diaphragm & Ceiling 15.0 484 7,260 1,307 20% of Flat Roof Snow Load > 30-psf 0.0 484 0 0 One-Half Exterior Walls 15.0 7.8 88.0 686 5,148 927 One-Half Partitions 10.0 0 0 .0 Total Dead Load for Restoring Moment 17,556 Roof Diaphragm Tributary Dead Load 12,408 STRENGTH LEVEL BASE SHEAR 2,233 CONVERT TO ALLOWABLE-STRESS DESIGN .BASE SHEAR 1,563 OVERTURNING ANALYSIS DUE TO TRANSVERSE LOADS - HOUSE Building Component Force Dist. Moment (lb) (ft) (ft-Ib) Roof Diaphragm & Ceiling 4,493 7.8 35,044 Exterior Walls 1,769 7.8 13,799 Partitions 1,498 7.8 11,681 Total Dead Load 61,256 16.0 980,096 Total Moment Due to Transverse Seismic Forces 60,524 Total Moment Due to Transverse Wind Forces 157,305 Total Restoring Moment in Transverse Loading 980,096 6/10 of Total Restoring Moment in Transverse Loading 588,058 OVERTURNING STABILITY YES OVERTURNING ANALYSIS DUE TO LONGITUDINAL LOADS Building Component Force Dist. Moment (lb) ft (ft-lb) Roof Diaphragm & Ceiling 4,493 7.8 35,044 Exterior Walls 1,769 7.8 13,799 Partitions 1,498 7.8 11,681 Total Dead Load 61,256 26.0 1,592,656 Total Moment Due to Longitudinal Seismic Forces 60,524 Total Moment Due to Longitudinal Wind Forces 771,648 Total Restoring Moment in Longitudinal Loading 1,592,656 6/10 of Total Restoring Moment in Longitudinal Loading 955,594 OVERTURNING STABILITY YES Revised SEISMIC LOADS Printed 5/12/2015 Plan 1664-15 p_g 30-PSF, V ult 130 mph, Exp C, SDC D2_SHELDRAKE 5/15/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 17 of 20 TABLE H. CONTROLLING SHEAR LADS House Floor Level Main Floor Level Second Floor Level Type Load Transverse Longitudinal Transverse Longitudinal ASD Wind Load (lb) 9,636 3,784 N/A N/A ASD Minimum Wind Load (Ib) 4,276 2,632 N/A N/A ASD ControllingWind Load (lb) 9,636 3,784. -'N/A N/A ASD Seismic Diaphragm Load (lb) 5;432 q $5;432 .,- 'N/A N/A Nature of Controlling Load WIND SEISMIC N/A N/A ASD Maximum wind/seismic load (lb) 9,636 5,432 N/A N/A Garage Type Load Transverse Longitudinal Transverse Longitudinal ASD Wind Load (lb) 3,404 2,242 N/A N/A ASD Minimum Wind Load (lb) 1,501 1,501 N/A N/A ASD Conirolling`:Wind°Load (Ib) 3;404 2;242 : :s s N/A N/A ASD'Seismic Diaphragm Load (Ib) 41.;563 -1;663`' 'N/A N/A Nature of Controlling Load WIND WIND N/A N/A ASD Maximum wind/seismic load (lb) 3,404 2,242 N/A N/A House + Garage Floor Level Main Floor Level Second Floor Level Type Load Transverse Longitudinal Transverse Longitudinal ASD Controlling Wind Load (lb) 9,636 7,188 N/A N/A ASD Seismic Diaphragm Load (lb) 6,995 6,995 N/A N/A NOTE: ASD =ALLOWABLE STRESS DESIGN Revised CONTROLLING LOADS Printed 5/12/2015 Plan 1664-15 p_g 30-PSF, V_ult 130 mph, Exp C, SDC D2_SHELDRAKE 5/15/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 18 of 20 TABLE 1. WIND SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Wall Identification 1 2 3 Check Wall Type OSB OSB OSB Total Tributary Load Distance (ft)- H 26.0 26.0 52.0 Tributary Load Fraction - H 0.500 1 0.500 1 1.0 Tributary Load Distance(ft) -G 11.0 11.0 22.0 Tributary Load Fraction - G 0.500 0.500 1.0 Applied Shear(lb) 4,818 1,121 4,818 10,757. Wall Length (ft) 32.0 210 54.0 Applied;Unit-:Shean(lb/ft) A Shear Wall Length (ft) 22.0 22.0 50.0 Resistive'Unit.Shear-(Ibjft) 96L:,,-'4.,- Q Shear Wall Height(ft) 7.8 7.8 7.8 Unit DL on Wall (lb/ft) 150 3051 150 0.60*[Unit DL on Wall] (lb/ft) 90 183 90 Max.-Hold-Down 4.0-ft SW (lb) 1,526, Max. Hold-Down 14:0-ft SW (lb) 1;078 Max. Hold-Down 22.0-ft SW (lb), s1`g615 Max. Hold-Down 24.0-ft SW (lb) ti -328, Max. Hold-Down 26.0-ft SW (lb) 8 LONGITUDINAL LOADS Floor Level Main Floor Level Second Level Wall identification A B C Check Wall Type OSB OSB OSB Total Tributary Load Distance (ft)- H 16.0 16.0 32.0 Tributary Load Fraction - H 0.500 0.500 1 1.0 Tributary Load Distance (ft)-G 11.0 11.0 22.0 Tributary Load Fraction -G 0.500 0.500 1.0 Applied Shear(lb) 1,702 3,594 1,892 7,188 Wall Length (ft) 22.0 510 52.0 Applied Unit Shear(lb/ft) _77, '�691 36 '41 Shear Wall Length (ft) 6.0 315 33.0 Resistive Unit Shear;(Ib/ft) -28�4, 1071 Shear Wall Height(ft) 7.8 7.8 7.8 Unit DL on Wall (lb/ft) 150 390 380 0.60*[Unit DL on Wall] (lb/ft) 90 2341 228 Max. Hold-Down 3.0-ft SW (lb) 2,078 Max. Hold-Down'3.5-ft SW (lb) 427 Max. Hold-Down 4.0-ft SW (lb) :369, '=9 Max. Hold-Down 5.0-ft SW (lb) 252 Max. Hold-Down 7.0-ft SW (lb) 181 -351 Max. Hold-Down 8.0-ft SW (lb) -465 Max. Hold-Down 10.0-ft SW (lb) -6931 Max. Hold-Down 14.0-ft SW (lb) -801 Revised WIND SHEAR LOADS Printed 5/12/2015 Plan 1664-15 p_g 30-PSF, V_uIt 130 mph, Exp C, SDC D2_SHELDRAKE 5/15/2015 A. Abrous, Ph.D., P.E. HiLine Homes Page 19 of 20 TABLE J. SEISMIC SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Wall Identification 1 2 3 Check Wall Type OSB OSB OSB Total Tributary Load Distance (ft)- H 26.0 26.0 52.0 Tributary Load Fraction - H 0.500 0.500 1.0 Tributary Load Distance(ft)- G 11.000 11.000 22.0 Tributary Load Fraction - G 0.500 0.500 1.0 Applied Shear(lb) 2,716 782 3,498 6,995 Wall Length (ft) 32.0 22.0 54.0 Applied Unit Shear(Ib/ft) 85 4-,.36, 365. Shear Wall Length (ft) 22.0 22.0 50.0 Resistive Unit Shear(Ib/ft) 123 :36' 70 Shear Wall Height(ft) 7.8 7.8 7.8 Unit DL on Wall (Ib/ft) 150 305 150 0.60*[Unit DL on Wall] (Ib/ft) 90 183 90 Max. Hold-Down 4.0-ft SW(lb) 783 Max. Hold-Down 14.0-ft SW (lb) 333 Max. Hold-Down 22.0-ft SW (lb) -1;736 Max. Hold-Down 24.0-ft SW (lb) 1 1 -534 Max. Hold-Down 26.0-ft SW (lb) 1 -624 LONGITUDINAL LOADS Floor Level Main Floor Level Secondeve Wall Identification A B C Check Wall Type OSB OSB OSB Total Tributary Load Distance (ft)- H 16.0 16.0 32.0 Tributary Load Fraction - H 0.500 0.500 1.0 Tributary Load Distance (ft)-G 11.0 11.01 1 22.0 Tributary Load Fraction - G 0.500 0.5001 1.0 Applied Shear(lb) 782 3,498 2,716 6,995 Wall Length (ft) 22.0 52.0 52.0 Applied Unit Shear(Ib/ft) 36 467 521 1 Shear Wall Length (ft) 6.0 33.5 33.0 Resistive Unit Shear(Ib/ft) 1.30 104 '82 - Shear Wall Height(ft) 7.8 7.8 7.8 Unit Wall DL (Ib/ft) 150 3901 380 0.6*[Unit DL on Wall] (Ib/ft) 90 234 228 Max. Hold-Down 3.0-ft SW (lb) 881 Max. Hold-Down 3.5-ft SW (lb) 405 Max. Hold-Down 4.0-ft SW (lb) . 346 186 Max. Hold-Down 5.0-ft SW (lb) 229 Max. Hold-Down 7.0-ft SW (lb) -5 -156 Max. Hold-Down 8.0-ft SW (lb) -270 Max. Hold-Down 10.0-ft SW (lb) -498 Max. Hold-.Down 14.0-ft SW (lb) -824 Revised SEISMIC SHEAR LOADS Printed 5/12/2015 Plan 1664-15 p_g 30-PSF, V_ult 130 mph, Exp C, SDC D2_SHELDRAKE 5/15/2015 e A. Abrous, Ph.D., P.E. HiLine Homes Page 20 of 20 TABLE K. ROOF DIAPHRAGM CALCULATIONS DIAPHRAGM CHORD SPLICE & STRESS CALCULATIONS Maximum Transverse Shear Load (lb) Calculation V= 9,636 Diaphragm Span (ft) Design Drawings b = 32 Diaphragm Length (ft) Design Drawings L = 52.0 Diaphragm Unit Shear(Ib/ft) Calculation w=V/Length = 185 Diaphragm Maximum Moment(ft-Ib) Calculation M =wL2/8 = 62,632 Diaphragm Chord Force(lb) Calculation C T = M/b = 1,957' Allowable Nail Load (lb) NDS Table 11 N H-F & 10d Common 102 Adjustment For Wind/Seismic Loads NDS Table 2.3.2 10-minute loads 1.6 Adjusted.Allowable Nail Load (lb) Calculation F = 1.6FNail 163.2 Minimum Number of Nails Required At Splices Calculation NN-Min= C/FA 12.0 Maximum Nail Spacing at Splices (in) Design Drawings S = 4.0 Minimum Splice Length (in) Calculation Ls lice= SNN-Min 48.0 Design Splice Length (in) Design Drawings Design Specification 48.0 Allowable Diaphragm Chord Force (lb) Calculation 10d @ 4-in o.c. 2,122' Cross Sectional Area of Shear Wall Chords int Design Drawings Aci,ord = 2(1.5)(5.5) = 16.5 Axial Chord Stess (psi) Calculation Fcft= C/A=T/A 119 Allowable Parallel Compressive Stress (psi) JWWPA Table 1 No. 2 Hem-Fir 1,250 Allowable Parallel Tensile Stress (psi) JWWPA Table 1 No. 2 Hem-Fir 500 ROOF UPLIFT CALCULATIONS Roof Truss Span, b (ft) Design Drawings 32.0 Tributary Area to Truss Connection (sf) Trusses @ 24-in o.c. JA=2b/2 = b 32.0 Maximurii Wind Uplift Pressure, 85 mph, C (psf) Calculated [0.5*(0.6"(23.1+16.0)] x 1.21 -14.2 Maximum Wind Uplift Pressure, 95 mph, C (psf) Calculated [0.5*0.6*(27.4+19.1)]x 1.21 -16.9 Maximum Wind Uplift Pressure, 110 mph, C (psf) Calculated [0.5*0.6*(37.3+26.0)] x 1.21 -23.0 Maximum Wind Uplift Load At Connection (lb) 85 mph, Exp. C Fup= P -453 Maximum Wind Uplift Load At Connection (lb) 95 mph, Exp. C Fup = P -541 Maximum Wind Uplift Load At Connection (lb) 110 mph, Exp. C Fup = P -736 Roof Unit Dead Load, wdi(psf) Design Criteria 15.0 Roof Dead Load to Truss Connection (lb) FDL =0.6 WdjA 288 Net Load to Truss Connection (lb) 85 mph, Exp. C Net- Fup + DL -165 Net Load to Truss Connection (lb) 95 mph, Exp. C Net- up+ DL -253 Net Load to Truss Connection (lb) 110 mph, Exp. C FNet- FUp + FDL -448 Allowable Uplift for Simpson H10 Clip (lb) SPF/Hem-Fir with 160% Increase 850 Allowable Uplift For Simpson H2.5A Clip (lb) SPF/Hem-Fir with 160% Increase 535 Allowable Uplift For Simpson H1 Clip (lb) SPF/Hem-Fir with 160% Increase 400 Revised ROOF DIAPHRAGM CALCULATIONS Printed 5/12/2015 Plan 1664-15 p_g 30-PSF, V ult 130 mph, Exp C, SDC D2_SHELDRAKE 5/15/2015 32-00-00 <Al 2 — - - - -- -- -- ---- - - I i I i I _ o p Q Q A 8102 n I LA I o Q$jj m vi gg L. HANGER SCHEDULE I I Al � GR I ' ID HANGER MODEL Xn w T5 'TS T5 gq g. 5 Y N 'TS T5 T5 T5 i LUS24UMESS ITS BLOCKING SCHEDULE Al G 3 TYPE QTY 2X4 VENT 63 30.00-0 22-00.00 2x4 SOLID 52-0000 HARDWARE ' ho CUSTOMER HILINE HOMES PITCH OVERHANG ROOF TYPE COMP TYPE QTY TOB NAME/MODEL SNELDRAKE 7/12 18^ BLDG CODE:2012IRC/TPI2007 Buirding Meceriars and XXX XKX HOUSE WALLS:2x6 i TOB NUMBER 15-051787 9721 40TH AVE SWTAC XXX )m GARAGE WALLS:2x4 DESIGNER KEITH XXX XXX LOADING:30-7-10