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835 Renee Lane
Address: 835 Renee Lane PREPARED 8/20/14, 13:41:11 INSPECTION TICKET PAGE 2 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 8/20/14 ------------------------------------------------------——--------——------------------------ ADDRESS . : 835 RENEE LN SUBDIV: CONTRACTOR HI-LINE HOMES PHONE (253) 840-1849 OWNER K W HENDRICKSON PHONE (360) 460-2625 PARCEL 06-30-01-7-8-0100-0000- APPL NUMBER: 14-00000578 RES NEW SFR ------------------------------------------------------------------------------------------------ PERMIT: BPR 00 BUILDING PERMIT - RESIDENTIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ BLFW 01 7/08/14 JLL BLDG FOUND FTG/STEM WALL 7/08/14 AP July 8, 2014 8:20:06 AM pbarthol. 360-774-6449 ++++++++++++++++++++++++ AM ++++++++++++++++++++++++++++ July 8, 2014 4:12:16 PM jlierly. DSD 01 7/17/14 JLL BLDG DOWN SPOUT DRAINS 7/17/14 AP July 17, 2014 8:50:15 AM jlierly. don 808-0328 July 17, 2014 3:59:44 PM jlierly. PL6 01 7/17/14 JLL PLUMBING WATER SUPPLY 7/17/14 AP July 17, 2014 9:03:10 AM jlierly. July 17, 2014 3:59:49 PM jlierly. BFF 01 7/28/14 JLL BLDG FLOOR FRAMING 7/28/14 AP July 28, 2014 8:40:21 AM pbarthol. 460-8604 July 28, 2014 4:02:53 PM jlierly. BL9 01 7/31/14 JLL BLDG SHEARWALL 7/31/14 AP July 31, 2014 8:53:40 AM pbarthol. 460-8604 July 31, 2014 4:25:08 PM jlierly. BAIR 01 8/20/14 BLDG AIR SEAL August 20, 2014 9:02:28 AM pbarthol. Todd 253-227-6407 BL3 01 8/20/14 JLL BLDG FRAMING August 20, 2014 9:01:07 AM pbartho� Todd 253-227-6407 PERMIT: ME---00 ME --- PEEP--PEEP-- - --PEEP-- PERMIT: ME 00 MECHANICAL PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------- --------------------------------- - ME1 01 8/20/14 L MECHANICAL ROUGH-IN -August 20, 2014 9:01:55 AM pbarthol. ----------------------PEEP- Todd 253-227-6407 PERMIT: PL 00 PLUMBING PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ PL2 01 8/20/14 LL PLUMBING ROUGH-IN August 20, 2014 9:02:12 AM pbarthol. Todd 253-227-6407 ---------------------------- --------- COMMENTS AND NOTES PREPARED 11/17/14, 9:11:30 INSPECTION TICKET PAGE 8 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 11/17/14 ------------------------------------------------------------------------------------------------ ADDRESS . : 835 RENEE LN SUBDIV: CONTRACTOR HI-LINE HOMES PHONE (253) 840-1849 OWNER K W HENDRICKSON PHONE (360) 460-2625 PARCEL 06-30-01-7-8-0100-0000- APPL NUMBER: 14-00000578 RES NEW SFR ------------------------------------------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS --------------------- --------------—--------------------------------------------------- no ---------------------------------------------- no access to building contacted builder/jll BL99 02 11/17/14 L BLDG FINAL November 17, 2014 9:10:05 AM pbarthol. Todd 253-227-6407 **********+* Key on meter (garage) *************** ------------------------------------------------------------------------------------------------ PERMIT: ME 00 MECHANICAL PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS -------------------------—---——----------------------------------------—------------------- . ME1 01 8/20/14 JLL MECHANICAL ROUGH-IN 8/20/14 AP August 20, 2014 9:01:55 AM pbarthol. Todd 253-227-6407 August 20, 2014 4:14:25 PMjlierly. ME99 01 11/13/14 JLL MECHANICAL FINAL 11/14/14 DA November 13, 2014 12:05:25 PM pbarthol. Todd 253-227-6407 November 14, 2014 4:21:10 PM jlierly. no access to building contacted builder/jll ME99 02 11/17/14 L MECHANICAL FINAL November 17, 2014 9:11:00 AM pbarthol. Todd 253-227-6407 Key on meter (garage) PERMIT: PL 00 PLUMBING P T REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------ ---------------------------------------------------- --- PL2 01 8/20/14 JLL PLUMBING ROUGH-IN 8/20/14 AP August 20, 2014 9:02:12 AM pbarthol. Todd 253-227-6407 August 20, 2014 4:14:25 PM jlierly. PL99 01 11/13/14 JLL PLUMBING FINAL 11/14/14 DA November 13, 2014 12:05:37 PM pbarthol. Todd 253-227-6407 November 14, 2014 4:21:10 PM jlierly. no access to building contacted builder/jll PL99 02 11/17/14 LUMBING FINAL ovember 17, 2014 9:11:23 AM pbarthol. odd 253-227-6407 ************ Key on meter (garage) *************** -------------------------------------- COMMENTS AND NOTES ---------- CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION ® 321 EAST 5TH STREET, PORT ANGELES,WA 98362 Application Number . . . . . 14-00000578 Date 6/05/14 Application pin number . . . 889612 Property Address . . . . . . 835 RENEE LN ASSESSOR PARCEL NUMBER: 06-30-01-7-8-0100-0000- REPORT SALES TAX Application type description RES NEW SFR on your state excise tax form Subdivision Name . . . . . . 1 Property Use to the City of Port Angeles Property Zoning . . . . . . . RS9 RESDNTL SINGLE FAMILY (Location Code 0502) Application valuation . . . . 155960 Application desc ------2148 sq ft SINGLE STORY RESIDENCE ------------------------------------------------------------------ ^1 Owner Contractor ------------------------ ------------------------ K W HENDRICKSON HI-LINE HOMES 902-A E 1ST #152 11306 62ND AVE EAST PORT ANGELES WA 98362 PUYALLUP WA 98373 (3 60) 460-2625 (253) 840-1849 ---------------------------------- ----------------------------------------- Permit . . . . . . BUILDINGPERMIT -RESIDENTIAL Additional desc . . 2148 SQ FT SFR �i \ Permit. Fee . . . . 1333.85 Plan Check Fee 867.00 c® issue Date . . . . 6/05/14 Valuation . . . . 155960 Expiration Date . . 12/02/14 ' Qty Unit Charge Per Extension BASE FEE 1020.25 56.00 5.6000 THOU BL-100,001-500K (5.60 PER K) 313.60 ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL PERMIT Additional desc . . SFR Permit Fee . . . . 141.60 Plan Check Fee .00 Issue Date . . . . 6/05/14 Valuation . . . . 0 Expiration Date . . 12/02/14 Qty Unit Charge Per Extension BASE FEE 50.00 1.00 14.8000 EA ME-FURN/HP/FAU < OR = 5 TON 14.80 3.00 7.2500 EA ME-VENT FAN (SINGLE DUCT) 21.75 1.00 10.6500 EA ME-HOOD/DUCT-MECH. EXHAUST 10.65 3.00 14.8000 EA ME-HEATER(SUSP/WALL/FLOOR-MTD) 44.40 ---------------------------------------------------------------------------- Permit . . . . . . PLUMBING PERMIT Additional desc . . SFR Permit Fee . . . . 170.00 Plan Check Fee .00 Issue Date 6/05/14 Valuation . . . . 0 Expiration Date 12/02/14 Qty Unit Charge Per Extension BASE FEE 50.00 9.00 7.0000 EA PL-PLUMBING TRAP 63.00 1.00 7.0000 EA PL-WATER LINE 7.00 4.00 7.0000 EA PL-DRAIN VENT PIPING 28.00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days 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 Prin Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit T � 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 A DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT-BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 14-00000578 Date 6/05/14 Application pin number . . . 889612 REPORT SALES TAX Qty Unit Charge Per Extension on your state excise tax form 1.00 15.0000 EA PL-SEWER LINE 15.00 1.00 7.0000 EA PL-WATER HEATER 7.00 to the City of Port Angeles ------and----Comments-------- Special Notes --------------------------------------------- (Location Code 0502) 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) . May 23, 2014 10:47:30 AM sroberds. The proposal will result in a new sfr in the RS-11 for total lot cov of 17% and site coverage of 23W. No land use issues anticipated. Electrical load calculations and electrical permits are required. 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. 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 Construct driveway 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 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 I Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit " CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION ® 321 EAST 5TH STREET, PORT ANGELES,WA 98362 Page 3 Application Number . . . . . 14-00000578 Date 6/05/14 Application pin number 889612 REPORT SALES TAX Other Fees . . . . . . . . . SEWER SYSTEM DELV CHARGE 2260.00 onour state excise tax form STATE SURCHARGE 4.50 Y PW WATER SYSTEM USE FEE 2260.00 to the City of Port Angeles Fee summary Charged Paid Credited Due (Location Code 0502 Permit Fee Total 1645.45 1645.45 .00 .00 Plan Check Total 867.00 867.00 .00 .00 Other Fee Total 5294.50 5294.50 .00 .00 Grand Total 7806.95 7806.95 .00 .00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD - PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS-- Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings 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 OF pOftT q�,Q CITY OF PORT ANGELES PUBLIC WORKS & UTILITIES 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 14-00000578 Date 6/05/14 Application pin number . . . 889612 Property Address . . . . . . 835 RENEE LN ASSESSOR PARCEL NUMBER: 06-30-01-7-8-0100-0000- REPORT SALES TAX Application type description RES NEW SFR Subdivision Name . . . . . . on your State excise fax fo%n7 Property Use . . . . . . . . to the City of Port Angeles Property Zoning . . . . . . . RS9 RESDNTL SINGLE FAMILY Application valuation . . . . 155960 (Location Code 0502) ---------------------------------------------------------------------------- Application desc 2148 sq ft SINGLE STORY RESIDENCE ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ K W HENDRICKSON HI-LINE HOMES 902-A E 1ST #152 11306 62ND AVE EAST PORT ANGELES WA 98362 PUYALLUP WA 98373 (360) 460-2625 (253) 840-1849 ---------------------------------------------------------------------------- Permit . . . . . . DRIVEWAY INSTALLATION Additional desc . . Permit Fee . . . . 180.00 Plan Check Fee .00 Issue Date . . . . 6/05/14 Valuation . . . . 0 Expiration Date . . 12/02/14 Qty Unit Charge Per Extension BASE FEE 180.00 ---------------------------------------------------------------------------- Permit . . . . . . PUBLIC WORKS RES WATER SERV Additional desc 3/4" METER FORFIRE SPRINKLERS Permit Fee . . . . 420.00 Plan Check Fee .00 Issue Date . . . . 6/05/14 Valuation . . . . 155960 Expiration Date . . 12/02/14 Qty Unit Charge Per Extension 1.00 420.0000 EA PW WATER METER DROP IN 420.00 ---------------------------------------------------------------------------- Permit . . . . . . SANITARY SEWER HOOK UP Additional desc . . Permit Fee . . . . 150..00 Plan Check Fee .00 Issue Date . . . . 6/05/14 Valuation 155960 Expiration Date . . 12/02/14 Qty Unit Charge Per Extension 1.00 150.0000 EA, SAN SEWER HOOKUP 150.00 ---------------------------------------------------------------------------- Special Notes and Comments 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 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work as commenced,or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. gnature of Contracto or Authorized A nt Date Signature of Owner(if owner is builder) Date T:Forms/Building Division/Public Works Permit PERMIT INSPECTION RECORD CALL 4174831 FOR UTILITY INSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INA CONSPICUOUS LOCATION. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE INSPECTION TYPE DATE ACCEPTED COMMENTS YES=NO PW UTILITIES (Engineering Division) WATERLINE/METER SEWER CONNECTION SANITARY STORM SITE DRAINAGE SITE EROSION CONTROL PARKING SIDEWALK CURB&GUTTER DRIVEWAY APPROACH BACK-FLOW DEVICE FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO CONSTRUCTION R.W./PW/ CONSTRUCTION-R.W. ENGINEERING 417-4807 PW/ENGINEERING FIRE 417A653 FIRE DEPT. PLANNING DEPT. 4174750 PLANNING DEPT. BUILDING 4'17- BUILDING 4815 T:Forms/Building Division/Public Works Permit 0,`oRT""� CITY OF PORT ANGELES ��� • PUBLIC WORKS &UTILITIES 0 321 EAST 5TH STREET, PORT ANGELES,WA 98362 Page 2 Application Number . . . . . 14-00000578 Date 6/05/14 Application pin number . . . 889612 ---------------------------------------------------------------------------- REPORT SALES TAX Special Notes and Comments International Fire Code (IFC) and National Fire Protection on your state excise tax form Association (NFPA) . to the City of Port Angeles May 23, 2014 10:47:30 AM sroberds. The proposal will result in a new sfr in the RS-11 for total (Location Code 0502) lot cov of 17% and site coverage of 23%. No land use issues anticipated. Electrical load calculations and electrical permits are required. 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. 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 Construct driveway 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 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 750.00 750.00 .00 .00 Plan Check Total .00 .00 .00 .00 Other Fee Total 5294.50 5294.50 .00 .00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work as commenced,or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Signature of Contractor or Authorized Agent Date Signature of Owner(if owner is builder) Date T:Forms/Building Division/Public Works Permit PERMIT INSPECTION RECORD CALL 417-4831 FOR UTILITY INSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT IN A CONSPICUOUS LOCATION. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE INSPECTION TYPE DATE ACCEPTED COMMENTS YES NO PW UTILITIES (Engineering Division) WATERLINE/METER SEWER CONNECTION SANITARY STORM SITE DRAINAGE SITE EROSION CONTROL PARKING SIDEWALK CURB&GUTTER DRIVEWAY APPROACH BACK-FLOW DEVICE FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO CONSTRUCTION R.W./PW/ CONSTRUCTION-R.W. ENGINEERING 417-4807 PW/ENGINEERING FIRE 4174653 FIRE DEPT. PLANNING DEPT. 417-4750 PLANNING DEPT. BUILDING 447- BUILDING 4815 T:Forms/Building Division/Public Works Permit °f`°Rr"" CITY OF PORT ANGELES PUBLIC WORKS &UTILITIES G' 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 3 Application Number . . . . . 14-00000578 Date 6/05/14 Application pin number . . . 889612 Grand Total 6044.50 6044.50 .00 .00 REPORT SALES TAX on your state excise tax form to the City of Port Angeles (Location Code 0502) Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work as commenced,or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Signature of Contractor or Authorized Agent Date Signature of Owner(if owner is builder) Date T:Forms/Building Division/Public Works Permit PERMIT INSPECTION RECORD CALL 417-4831 FOR UTILITY INSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INA CONSPICUOUS LOCATION. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE INSPECTION TYPE DATE ACCEPTED COMMENTS YES NO PW UTILITIES (Engineering Division) WATERLINE/METER SEWER CONNECTION SANITARY STORM SITE DRAINAGE SITE EROSION CONTROL PARKING SIDEWALK CURB&GUTTER DRIVEWAY APPROACH BACK-FLOW DEVICE FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO CONSTRUCTION R.W./PW/ CONSTRUCTION-R.W. ENGINEERING 417-4807 PW/ENGINEERING FIRE 417-4653 FIRE DEPT. PLANNING DEPT. 4174750 PLANNING DEPT. BUILDING 4'17- BUILDING 4815 T:Forms/Building Division/Public Works Permit THETFor City Use CITY OF _f0 ANGEUS Permit# WAS H I N G Y T o N, U. S. Date Receive" 9 / 321 E 51h Street Date Approved Port Angeles,WA 9836 P:360-417-4817 F:360-417-4711 Email:permitsOcityofpa-usBUILDING PERM APPLICATION Project Address: Lx,/ Phone: _ p Primary Contact:Krtz A�&,&,,Lotv Email: N e c�G� Phone Property Mailing Address Email Owner City State Z* 7PI);7— AV e.-f 4--C 1,)-4 1 &u Z. Name1 r �C A Phone1 14 Contractor Address! La / A,/�,�� Email c3 Information 'City � r0 State WA zip M 73 Contractors License# G C tJ�-1 t M 1 x 9 8 3 8bp.Date: i a 10/5— Legal Description: Zoning: Tax Parcel# Project Value: (materials and labor_ $ CSG U La o-1 c Residential Pf Commercial ❑ Industrial ❑ Public ❑ Permit Demolition ❑ Fire ❑ Repair ❑ Reroof(tear off/lay over) ❑ Classification For the following,fill out both pages of permit application: (check New Construction Ef Exterior Remodel ❑ Addition ❑ Tenant Improvement ❑ appropriate) Mechanical ❑ Plumbing ❑ Other ❑ Fire Sp#nkler System? Irrigation System? Proposed Bathrooms Proposed Bedrooms Yes Er No D Yes D No 11K- I 13 Project Description 2-148 <2;J Is project in a Flood Zone: Yes ® No❑ Flood Zone Type: If in a Flood Zone,what is the value of the structure before proposed improvement? $ I have read and completed the application and know it to be true and correct. I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required and to obtain permits prior to work. I understand that plan review fees are not refundable after review has occurred. I understand that I will forfeit review fees if I withdraw the application before the permit is issued. I understand that if the permit is not picked up/issued within i8o days of submittal,the application will be considered abandoned and the fees will be forfeited. Date D Print Name /) dr i gegiMture Residential Structures For Office Use Area Description(SQ FT) Existing Proposed $$value Basement First Floor Second Floor Covered Deck/Porch/Entry Deck(over 30"or i" floor) Garage ,,/C-z Q Carport Other(describe) Area Totals Commercial Structures For Office Use Area Descriptions(SQ FT) Existing Proposed $$Value Existing Structure(s) Proposed Addition Tenant Improvement? Other work(describe) Site Area Totals Lot/Site Coverage Calculations Lot Size(sq ft) Lot Coverage (s %Lot Coverage(Tot lot coov, • age=lot size) � 5 d Site Coverage(Sq Ft of all impervious) %of Site Coverage,(total site coverage T lot size) 8 S Z- 2-3 a Mechanical Fixtures Indicate how many of each type of fixture to be installed or relocated as part of this project. Air Handler Size: # Haz/Non-Haz Piping Outlets: Appliance Exhaust Fan Heater(Suspended,Floor,Recessed wall) # 3 Boiler/Compressor Size: # Heating/Cooling appliance # re air/alteration Evaporative Cooler(attached,not # Pellet Stove/Wood-burning/Gas # portable) Fireplace/Gas Stove/Gas Cook Stove/Mise. Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # Furnace/Heat 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 # Plumbing Vent piping # Sewer Line # Industrial waste pretreatment interceptor Grease Trap) Size Other(describe): T:\BUILDING\APPLICATION FORMS\Current BP Application\Building Permit 4-17-13.docx 52'-0' 29-62 5'-SZ" 5'-32 15 '-62 7.-0. 12-102" 5'-10" 2'-92 1. 8'62 T-0' m E A 60 610 S.G.D. 30 0 HS 0 W '" ® S.G. 40361 HS S.G. 60 40 HS E I •N DW S 5'TUB/ �f cR SHWR.� 2O' � RANGE W/ ® 1=0 T J HOOD(VTO)-IN (-� Dl DINING c BA_Tfl�'-' `V MASTER I � n VAULTED 9 ji KITCHEN— y VAULTED 3 TH SUITE PLANT REF � ELF 5'TUB/ 42,Y4-HALF- �` "AFF _IN SHWR. WALL A N 2-923.1- ,_3.2s ,_3 STOR. 7,_51. 2" 2 2s O W" VAULT LINE _ 1 1 6e 18'x24' Z m n 3'7'1 2 2 CRAWL 'N o# ATTIC 20 _ 20 S0 LIN. ACC. WIC 8 LIN. Z U N to d N U.I �W� d� DUCTLESS 60 "' s 2,_31. s ..9,_3. Y�N w HEATPUMP io O 2 O m Z W Za LIVINGw<F 4 =o VAULTED N BDRM.2 2e rn = _�O BDRM.3 a R D- q 2o'-s2 ENTRY 11'Sz CYTS?s 21L. 1D VAULTED P JI 28 se 4 80 50 HS 40 50HS -4x4 OS ELECTRIC--©H c I/� 6-11 WATER 2 R HEAT 1_V -12 -02 4'-6' SOLID CORE 13/B MIN. 26 N Z A W/WEATHER STRIP. IOL 7'-6' SURFACE WARM WALL W/Y2" O q G.W.B.ALL GARAGE WALL 4 N AND CEILING SEPARATIONS iv LL N N '7 FROM HOUSE. d0 GARAGE SHEETROCK&FLUSH TAPE GARAGE HILINE HOMES 11706 62ND AVENUE 16'x T OHD(MTL.NON-INSUL.) ® PUYALLUP WA,96373 -- (267)770.22"ext.129 I j 3'-0' 16'-0" 3'-0" PLAN: 1664 AREA SUMMARY + _- 30'-0' 2z-0" ENERGY CREDITS TABLE R4D- DATE: 04/21l14 TOTAL FLOOR AREA 1664 SQ.FT. ----i 1. HIGH EFFICIENCY HVAC EQUIPMENT 3D DUCTLESS GARAGE 464 SQ.FT. ST-O"_ - I -PUT SYSTEM HEAT PUMPS,ZONAL CONTROL. JOB#: 10106029 =HOSE BIB ---- 2. EFFICIENT WATER HEATING SA-ELECTRIC WATER 1 ® HEATER WI A MINIMUM EF OF 0.93.AND ALL S.G. =SAFETY GLAZING SHOWERHEAD AND KITCHEN SINK FAUCETS FLOOR PLAN GPM SHALL Al GPM OR LESS.ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 1.0 GPM OR LESS. '-N a VWND ROM MIK MAWW .0 CAP STAMPED l5 22329'. 8010 A SI x- 51415-54-W, Q34'MGM SUTURE i CALCULATED POSITION TO NSIV BURE CITY CLALLAM BELLE A ILI 16 12193 SOFT 4 w 6 ® `� a ^'\ LEGAL DESCRtP710N: 10' iti THAT POR77ON OF SUBU / v�, ANGELES; LYING SOUTH! FT.\ aai CONVEYED TO THE CITY 9173 SO * UU- Z 1970 AND RECORDEE 400498. SITUATE IN CLALLAM C( / \ 14 \ ms's•8y/�' ;/ I''j� (PER SUBDIVISION CERT. / \ 10427 SO FL\ yy :! 1 In r 0, COMPANY UNDER ORDE! 50 \\ \ 9 j' .I ( 2006 AND AMENDED Bl jf �\ �e• 1 i i`1 JUNE 21, 2006.) rte t, ��_��. .END':aes• � E1Y C1F LwEI ? t�y/ \\P� \� '�\ 1 •. — LEGEND:(lnvLEss OVIERw1SE w01CATED) .E rMW?BOUNOM ES OF sua=r PARCEL Ol / \ "A♦Q "OFi , R ! _X0ERIOR LOT BOUNDARY LINE 9\. �r� g [u�'c — CElITERLwE OF STREET RIGHT Or wAY 10245 SOFT�M .h 1 i ( / �— _-SUBURBAN LOTAAM OF Lm OF WAY VT I � Lm` 9T / ^ \\® Rs�,10 / t_ I i Z. —.71 — �E+1� SE18Adf IJNE \ (2 ®...ciTr STREET MONUTAENr• IND. 2''BRASS CAF / / �� v \ 8' 4 `�• 10!39 sa4 C� ED&ESS OTHERMSE NOIM d / b �\ �D e• �,,7 I Im ...STREET M01W AEW. 2 1/2'ALUMINUM CAP I, 8 \ y ` AT SURFACE OF PAVElOWT. / 9230 SOLFT 8 0...LOT MONUMENT• 1/2'REBAR WW PLAS7IC C i \ ( , O-.FOUND 1/2'REM lVW PLASTIC CAP STAMt 10 fir—'' n r z 0-.FWND DaSWG SURWY MONMOVT,AS MOA FT. # FT \ ( ®WICATES STREET ADDRESS 157 SO.Fi " � \ i DEDICA 770A _.J L �• �� a 556.45107 E —Tn a -----------------uONUMENr SET200• (o. CURVE TABLE A 10' WIDE ! oil. CURVE 138.00' n w j PRDP.UNE CUR4F LEN67H RADIUS I DELTA THE FROWTAt 7100• 7MMO 7100 GI 75.50 20.00 44-24'5r RENEE LANE t0• CZ 4.98 50.00 5' 25' ANGELES r•—•—• -.1 r• ._. r— — --i r— — — C3 8226 Sam L c4 5aoo 50-00 r4s' PORTIONS Ol Cs 5x00 0.00 27, 1929 PE r' 5 4 3 2 1 i C6 6238 5aD0 ARE HEREIN 9515�g 93t4saFr 1388 41saFr 9387 s0a 9420 FT i vho—403 ls�sa o ` . FOR PUBLIC 1 I I i it (RENEE LANI JVL—.---• `._.—.-1 i—.—.—.—i —.—. FOUND !'CONDUIT MTN PLASTIC CAP STAMPED 'Is 9179. S57vlrt3 r- OT1' 475 — ��-r �. - — �0.—— 1-�s •-�—{ OM CALCULATED POSITION. BAStS OF W44_4 — — — — — — — — -- — WASHINGTON CEAITET7UNE!0'WDE CITY LIGHT EASEMENT i� h0 PO"ON OF 10TH STREET VACATED (N ` ?SENT PER AF#2WI-IW0803(N3328'57'E 27.22) � ,ate PER ORDINANCE 887 DEDICATED TO 14 AD 83 91 4 THIS PLAT �1� •79• CITY PER INS PLAT MADE TO a' MONUMENTS — 575?0 �_FDU ED w31 2L SUSS � BEING SHOW PLA— suRVM a . 1 - --- - - - - - - - - - - - - - -- - - : 7195 DISTANCES PCR710H OF TOTH STREET WAS THiS PORTION OF iOTN sTREr T VACATED PER ORDINANCE 887 AND LATER BY A COMB QUIT CLAIMED BACK 7a wir CITY OF FORT REMAINS VACATED PER ORDINANCE ANGELES PER AFy431839 887il/27/29 B F�w<� mSE CORNER OF IN DEED P I SU81lR8AN LOT 57 41$ PO.484(AFS 431838). ' \� oR's cERTTFIca rE: AUDITORS CERTIFICATE: EY R LYMANGROVER, REGISTERED AS A LAND a� � O SLED FOR RECORD T141S_q LbL 0. R BY THE STATE OF WASHINGTON, CERTIFY THAT a` 0 l}M, 1N VOLUME�r�_ Ot SUBDWWWON IS BASED ON AN ACTUAL SURVEY OF ` AT ? DESQWBED HEREIN CONDUCTED BY M£ OR UNDER AT THE REQUEST OF 2ENOYlC k AS. RVISION, AND DECLARE THAT THE DISTANCES, %� '4 :AND ANGLES ARE SHORW HEREON CORRECTLY- AND tort / NUMENTS OTHER 774AN THOSE MONUMENTS C D FOR SETANG AT A LATER DATE; HAVE BEEN SET LtnT1�� ` AUL ORNERS STAKED ON THE GROUND AS DEPICTED ON ma�aas a COUNTY AUDITOR - r. - SECI7ON INDEX EI�IOVIC& am e S, ew ecr 3'x9 T 3i1 N R R W A CCl1lZT A''T'L'C PORT�i --------------- INU VI 7;z OMB No.2502-0265 FINAL B. TYPE OF LOAN A. SETTLEMENT STATEMENT (HUD-1) I. ❑ FHA 2. ❑ FNMA 3. ❑ CONV.UNINS. I �p 4. [1VA 5. ❑ CONV.INS. i��®,* I OLYMPIC PENINSULA 6.FILE NUMBER: 7.LOAN NUMBER m It ®®®111 •� - TIIIa copany- 102391-JD 4.,y 'IleTRLE INSUP.-AM-ESMONS 8.MORTGAGE INS.CASE NO.: C.NOTE: This form is furnished to give you a statement of actual settlement costs. Amounts paid to and by the settlement agent are shown. Items marked"(p.o.c.)"were paid outside the closing;they are shown here for informational purposes and are not included in the totals. D. NAME&ADDRESS KW Hendrickson,Inc. OF BORROWER: 902-A E. 1 st St.#152,Port Angeles,WA 98362 E. NAME&ADDRESS Belle Aire Estates,LLC OF SELLER: 900 Meridian E.,Suite 19-302,Milton,WA 98354 F. NAME&ADDRESS OF LENDER: G. PROPERTY LOCATION: NNA Renee Lane,Port Angeles,WA 98363 H. SETTLEMENT AGENT: Olympic Peninsula Title Company 319 S.Peabody,Suite A,Port Angeles,WA 98362(360)457-4451 PLACE OF SETTLEMENT: Olympic Peninsula Title Company 319 S.Peabody,Suite A,Port Angeles,WA,98362(360)457-4451 1. SETTLEMENT DATE: 4/28/2014 _. DISBURSEMENT DATE: 4/28/2014 J. Summary of Borrower's Transaction K. Summary of Seller's Transaction 100.Gross Amount Due From Borrower: 400.Gross Amount Due To Seller: 101. Contract sales price 31 000.00 401. Contract sales price 31 000.00 102. Personal property 402. Personal property 103. Settlement charges to borrower:(line 1400) 214.09 403. 104. 404. 105. 405. Adjustments For Items Paid By Seller In Advance: Adjustments For Items Paid Bv Seller In Advance: 106.City/town taxes to 406.City/town taxes to 107.Coun 'taxes to 407.County taxes to 108.Assessments to 408.Assessments to 109. Property Tax 4/28/2014 to 7/01/2014 89.13 409. Property Tax 4/28/2014 to 7/01/2014 89.13 110. 1_ 410, Ill. 411. 112. 412. 113. 413. 114. 414. BUILDING PERMIT INFORMATION HIL ISE PLAN# 1664 CREATIVE DESIGN BUILDERS DBA: HiLINE HOMES 11306 62ND AVE E PUYALLUP, WA 98373 (253) 840-1849 HILINH*983BD LICENSE EXPIRATION 11/08/2015 UBI#601-584-067 This will be a New Single Family Residence(SFR) Type of work:NEW HOME CONSTRUCTION-WOOD FRAME NEW HOME AREA SUMMARY: MAIN/1ST 1664 #of stories 1 SINKS 4 SECOND 0 Bedrooms 3 TOILETS 2 TOTAL 1664 Bathrooms 2 TUBS 0 GARAGE(attached) 484 Porch 0 SHOWERS 2 ELECTRICAL GREEN LINE ELECTRIC Shelton,WA(360-265-4962) GREENLE882PU (11-02-2014) STANDARD Kw range 7.5 Kw HOUSE FAN BRAND: BROAN dryer 5.0 Kw HOUSE: QTRE110 CFM:110 w/h 2.5 Kw BATH: 162 CFM:70 HVAC GREEN LINE ELECTRIC Shelton,WA(360-265-4962) GREENLE882PU (11-02-2014) Cadet Wall Heaters 1500 WATTS PER UNIT PLUMBING KITSAP PLUMBERS GROUP Bremerton, WA(360-373-2859) KITSAPGO09CM (3-11-2015) INSULATION UNDERFLOOR: R30 ATTIC: R49 EXTERIOR WALLS: R23 WINDOW U-VALUE: .30 JURISDICTIONAL INFORMATION CLALLAM COUNTY: 2234TH STREET, SUITE 5 PORT ANGELES,WA 98362 (360)417-2318 BUILDING PERMIT REQUIREMENTS: http://www.clallam.net/Permits/buildinppermits.html This sheet contains information for client/permit specialist to use for questions on the application only. M5 SHEET �S NOT TO BE SUMMED + N t. co �. ^ 04 N. o w wy i 3 x' r` Renee Ln r x w � A S/ v dF GENERAL CONSTRUCTION NOTES HEADER&ROOF FRAMING NOTES FOUNDATION& LATERAL DESIGN CRITERIA FLOOR FRAMING NOTES AND MINIMUM SITE CONDITIONS INFORMATION 1. SUB-CONTRACTOR IS RESPONSIBLE FOR THE FOLLOWING:VERIFYING AND MEETING 1. HEADERS OCCUPANCY CATEGORY II ALL LOCAL AND STATE CODE REQUIREMENTS,REVIEWING APPROVED PLANS AND 1.1. UNLESS NOTED OTHERWISE,ALL EXTERIOR 1. ALL FOOTINGS SHALL BEAR ON STIFF,FIRM SOIL BASIC WIND SPEED MPH 110 COMPLYING WITH ALL APPROVED REQUIREMENTS OF THE ENGINEER AND THE WALL HEADERS SUPPORTING ROOF LOADS ARE MEETING THE REQUIREMENTS OF DEFAULT SITE WIND EXPOSURE FACTOR C In E BUILDING DEPARTMENT,MEETING ALL SAFETY REQUIREMENTS AND STANDARD TO BE A MIN.4 x 8 D.F.#2 W/R-10 RIGID CLASS"D"PER IBC SECTION 1613.5.2.DESIGN IS MINIMUM WIND LOADS(PS 16/8 m SAFETY PRACTICES THAT ARE RECOMMENDED AND/OR REQUIRED BY STATE AND INSULATION AT HEATED AREAS. BASED ON 1500 p.s.f.SOIL.CONTRACTOR MUST SEISMIC/WIND IMPORT.FACTOR I , W m= LOCAL AUTHORITIES, VERIFYING ACCURACY OF ALL DIMENSIONS.DO NOT SCALE 1.2. U.N.O.ALL EXTERIOR WALL HEADERS VERIFY W/BUILDING DEPARTMENT THAT THESE SEISMIC USE GROUP 1.0 = THE DRAWINGS.IF DISCREPANCIES OCCUR PLEASE CONTACT THE DESIGNER. SUPPORTING ROOF AND FLOOR LOADS ARE TO CONDITIONS ARE MET PRIOR TO WORK. 0 SEISMIC DESIGN CATEGORY D2 =N BE 4 x10 D.F.#2 W/R-10 RIGID INSULATION AT SHORT PERIOD ACCELERATION 1.17 I d o 2. NO CHANGES ARE TO BE MADE TO THE PLANS WITHOUT THE CONSENT OF THE HEATED AREAS. 2. ALL WOOD IN CONTACT WITH CONCRETE OR SOIL 0 a SHALL BE 2x HEM-FIR#2 MIN.TREATED WITH AN DEFAULT SITE CLASS D DESIGNER AND BUILDING DEPARTMENT. 1.3. ALL SINGLE STORY NON-STRUCTURAL GABLE APPROVED PRESERVATIVE AND HOT-DIPPED MAXIMUM GROUND SNOW LOAD PS 30 IMO = r END OR 2nd FLOOR OF 2 STORY GALVANIZED CONNECTORS(OR)STANDARD ROOF DEAD LOAD(P F) 15 $ 3. THIS STRUCTURE IS ENGINEERED LATERALLY USING THE DESIGN CRITERIA SHOWN NON-STRUCTURAL GABLE END HEADERS UP TO O HEM-FIR ON AN IMPERVIOUS MOISTURE ON SHEET"CS".THIS PLAN HAS BEEN DESIGNED TO CARRY ALL LOADS FROM THE 6'-0"TO BE SINGLE 2x6 H.F.#2 PER DETAIL 6 ON BARRIER EXTERIOR WALL DEAD LOAD PSF 15 ROOF TO THE FOUNDATION. SHEET A4. (IRC R317.1)(OR)BORATE TREATED HEM-FIR#2 INTERIOR WALL DEAD LOAD(PSF) 10 1 = MINIMUM. MAXIMUM ROOF SLOPE 5/12 4. SEE SHEET"ST FOR ALL SHEARWALL PLACEMENTS AND REQUIREMENTS. 2. UNLESS NOTED OTHERWISE,JOISTS AND RAFTERS 3. PROVIDE APPROPRIATE BLOCK-OUTS IN FOOTINGS GENERAL STRUCTURAL NOTES: SHEARWALL DETAILS MUST BE FOLLOWED EXACTLY. NOTIFY THE DESIGNER OF ANY ARE TO BE A MIN.H.F.#2.RAFTERS MUST BE OR WALLS FOR PLUMBING&ELECTRICAL WIND AND SEISMIC NATURAL FORCES IMPOSED ON THIS DISCREPANCIES OR CONCERNS. SUPPORTED BY POSTING DOWN TO FLAT BLOCKING STUB-OUTS. STRUCTURE ARE RESISTED BY A SYSTEM OF ENGINEERED THAT SPANS A MIN.OF TWO TRUSSES WHEN MEMBERS AND FASTENERS DESIGNED TO RESIST DESIGN 5. FIRE BLOCKING IS REQUIRED AT ALL PENETRATIONS AT THE WALLS AND PLATES, RAFTER SPANS EXCEED 6 FT. 4. WHERE REQUIRED,USE A MIN.OF 3000 p.s.i. BASE LOADS SET FORTH BY THE CRITERIA OPTIONS LISTED INCLUDING:PLUMBING,ELECTRICAL,AND MECHANICAL PENETRATIONS.FIRE BLOCK CONCRETE PER IRC TABLE R402.2,INCLUDING: ABOVE.THE STRUCTURAL SYSTEM IS DESIGNED TO N AT MIN.10 FT.O.C.HORIZONTALLY IN WALL CAVITIES. 3. TRUSSES SHALL CARRY MANUFACTURER STAMP FOUNDATION WALLS,PORCH AND GARAGE SLABS, N (0 TRANSFER LOADS IN ACCORDANCE WITH THE 2012 AND HAVE ENGINEERING DRAWINGS ON SITE FOR STEPS,AND ALL OTHER AREAS THAT ARE EXPOSED Z 00 6 .WATER HEATER IS TO BE INSTALLED PER MANUFACTURER SPECIFICATIONS,IRC INTERNATIONAL BUILDING CODE(IBC)TO A PRESCRIPTIVE INSPECTION.ALL TRUSS BRACING REQUIREMENTS TO THE WEATHER.MAXIMUM STRENGTH IS AT 28 FOUNDATION.STRUCTURAL MEMBERS NOT A PART OF THE O u 0)REQUIREMENTS,AND THE STATE ADOPTED PLUMBING CODE.IN SDC D1,D2,TANK MUST BE INSTALLED PER TRUSS DRAWINGS.DO DAYS.ALLOW ADEQUATE TIME FOR FOUNDATION < ENGINEERED STRUCTURAL SYSTEM SHALL BE Cn MUST BE STRAPPED AT THE UPPER AND LOWER THIRD OF THE TANK.AT THE LOWER NOT FIELD MODIFY ANY TRUSS WITHOUT PRIOR TO SET BEFORE BACK FILLING. CONSTRUCTED IN ACCORDANCE WITH THE CONVENTIONAL Y N APPROVAL FROM THE ENGINEER AND BUILDING STRAP,STRAP IS TO BE 4"MIN.ABOVE THE CONTROLS(IRC M1307.2). z H (n ' LIGHT-FRAME CONSTRUCTION REQUIREMENTS OF 2012 IRC. (�!n o DEPARTMENT.IF A TRUSS IS DAMAGED DO NOT 5. FOUNDATION VENTS ARE TO BE INSTALLED AT W - J (0 7. WHEN INSTALLED IN A GARAGE,ALL APPLIANCES MUST HAVE THE SOURCE OF INSTALL IT.CONTACT THE BUILDER IMMEDIATELY 1/300 FT2 EVENLY PLACED TO PROVIDE CROSS Y I- UJ ^ IGNITION A MINIMUM OF 18"ABOVE THE FLOOR SLAB(IRC M1307.3).MECH/PLUMBING FOR A REPLACEMENT TRUSS. VENTILATION EXCEPT THAT ONE SIDE IS DOCUMENT SHEET INDEX Q CD C) EQUIPMENT IS TO BE PROTECTED FROM IMPACT OF A VEHICLE(IRC M1307.3.1). PERMITTED TO HAVE NO OPENINGS.THE NET FREE z W ZQ 4. FRAMING CONNECTIONS SHALL BE"SIMPSON AREA MAY BE REDUCED TO 1/1500 FT2 IF GROUND CS COVER SHEET Q 8. USE 5/8"GYPSUM OR 1/2"SAG-RESISTANT GYPSUM AT THE CEILING PER IRC TABLE SURFACE IS COVERED W/6 MIL.BLACK POLY STRONG TIE"(OR)AN APPROVED EQUIVALENT. Al FLOOR PLAN N � R702.3.5. SHEETING AND VENTS ARE PLACED TO PROVIDE =O CROSS VENTILATION OF THE SPACE.IRC R408.2 A2 BUILDING SECTIONS d7 5. PROVIDE ATTIC VENTILATION PER IRC R806.2.THE A3 EXTERIOR ELEVATIONS 9. FLASHING IS REQUIRED AT ALL EXTERIOR TRIM EXTRUSIONS,WINDOW AND DOOR NET FREE VENTILATED AREA SHALL BE 1/300 FT2 A4 ARCHITECTURAL DETAILS OPENINGS,WALL AND ROOF INTERSECTIONS,DECK ATTACHMENT TO WALL,AND PROVIDED THAT MIN.50%AND MAX.80%OF THE 6. UNLESS NOTED OTHERWISE,2x MUDSILL TO BE OTHER AREAS THAT WATER MAY INTRUDE.WINDOWS AND DOORS SHALL BE REQUIRED VENTILATION AREA SHALL BE A MINIMUM INSTALLED FLUSH WITH THE INSIDE FACE OF A5 CABINET DETAILS INSTALLED PER MANUFACTURER INSTRUCTIONS. OF 3 FT.ABOVE EAVE VENTS.THE BALANCE OF FOUNDATION WALL AT JOIST BEARING POINTS TO A6 TALL FOUND.WHERE REQ'D REQUIRED VENTILATION SHALL BE PROVIDED F ACCEPT JOIST HANGERS.VERIFY THAT THE S1 FOUNDATION PLAN 10.SINGLE STORY CONDITION U.N.O.ON S2 SHEET:NAIL ALL TOP PLATES TOGETHER W/ THE EAVES. MUDSILL IS SQUARE AT ALL CORNERS. S2 SHEAR WALL PLAN 10d NAILS @ 12"O.C.AND AT SPLICES W/10d NAILS @ 6"O.C. LAP SPLICES A MIN.OF S3 ROOF FRAMING PLAN 48"TYPICAL,NAIL ALL BOTTOM PLATES TO FLOOR SHEATHING AND MUDSILL W/(2) 6. PROVIDE A MIN.ROUGH OPENING 22"x30"ATTIC 1/2"7. ATTACH THE MUDSILL TO THE FOUNDATION WITH S4 STRUCTURAL DETAILS 10d NAILS EA.STUD BAY,NAIL ALL FLOOR SHEATHING W/8d NAILS 6"O.C.EDGE WASHEl 0"R ANCHOR BOLTS WITH NUT AND STANDARD S5 STRUCTURAL DETAILS @ ACCESS PANEL WITH ATIGHT-FITTING/SELF- WASHER @ 6 FT.O.C.AND WITHIN 12"OF EACH END AND 12"O.C.FIELD,EXTERIOR STUDS MUST BE SPACED AT 16"O.C. CLOSING DOOR.DOOR SHALL BE BACKED WITHE1 ELECTRICAL PLAN n/ OF THE PLATE SECTION. L.L INSULATION IF LOCATED ABOVE HEATED SPACE. 7.1. IN SDC D0,D1,D2,USE 114"x3"x3"PLATE 11.TWO STORY CONDITION U.N.O.ON S2 SHEET:NAIL ALL TOP PLATES TOGETHER W/ VERIFY ACCESS LOCATION WITH OWNER AND WASHER ON EACH BOLT. 10d NAILS @ 12"O.C.AND AT SPLICES W/10d NAILS @ 5"O.C.ON FIRST FLOOR,6"O.C. PLANS. 7.2. WHERE ANCHOR BOLTS ARE MISSED USE A WON SECOND FLOOR.LAP SPLICES A MIN.OF 48"TYPICAL,NAIL ALL BOTTOM PLATES 1/2"x 8"TITAN HD MECHANICAL ANCHOR BOLT. TO FLOOR SHEATHING AND MUDSILL W/(2)10d NAILS EA.STUD BAY,NAIL ALL FLOOR 7, SHEATH ROOF PER IBC CASE 1(STAGGEREDO SHEATHING W/8d NAILS @ 6"O.C.EDGE AND 12"O.C.FIELD,EXTERIOR STUDS MUST PANELS UNBLOCKED)FASTEN PANELS W/8d NAILS 8. REBAR IS REQUIRED IN SDC D0,D1,D2 PER IRC DESIGN ENGINEER U BE SPACED AT 16"O.C. @ 6"O.C.EDGE AND 12"O.C.FIELD.DO NOT R403.1.3.A MIN.(1)#4 REBAR IN FOOTINGS.AND(1) ABDELOUAHAB(Wahab)Abrous,Ph.D.,P.E. co STAPLE. #4 REBAR WITHIN 12"OF TOP OF WALL. HiLine Homes Inc. 12.ALL BEDROOMS ARE TO HAVE AN EGRESS WINDOW WITH A MIN.WIDTH OF 20" AND A Design&Engineering Department MIN.HEIGHT OF 24"WITH A MINIMUM NET CLEAR OPENING NOT LESS THAN 5.7 FT'. 8, UNLESS NOTED OTHERWISE,TOE-NAIL ALL GABLE 9. THE FOUNDATION IN THIS PLAN IS DESIGNED Washington State License Number:36110 END TRUSSES WITH(2)10d NAILS @ 16"O.C.INTO PRESCRIPTIVELY,BUT THE CONNECTION FROM Oregon State License Number:81419PE 13.SEE SHEET"E1"FOR EXHAUST FAN,SMOKE AND CARBON MONOXIDE DETECTORS, TOP PLATES. THE FOUNDATION TO THE MUDSILL IS ENGINEERED Idaho State License Number:P-14132 AND ELECTRICAL FIXTURE LOCATIONS. FOR RESISTING LATERAL LOADS AS OUTLINED IN (253)770-2244 x 132 Alternate x129 9. UNLESS NOTED OTHERWISE,TOE-NAIL EACH END THE DESIGN CRITERIA ON SHEET"CS". wabrous@hilinehomes.com 14.CABINET,PLUMBING FIXTURE,AND DOOR ROUGH OPENINGS ARE CRITICAL OF TRUSS AT BEARING WALLS W/(2)10d NAILS AND HILINE HOMES DIMENSIONS.TAKE CARE TO VERIFY THAT THESE DIMENSIONS ARE FRAMED 10.FOOTINGS AND STEM WALLS SHALL BE AS J FASTEN WITH TRUSS CLIPS PER PLAN. FOLLOWS UNLESS NOTED OTHERWISE 11306 62ND AVENUE ACCURATELY. ( ) �I PUYALLUP WA,98373 10.ASPHALT SHINGLES MUST COMPLY WITH WIND 10.1. BELOW ONE STORY PORTIONS OF A BUILDING: V re l 1 A 13 (253)770-2244 ext.129 SPEED SITE CONDITIONS AND BE SEALED IN FOOTINGS=12"WIDE. �O IR 15.SMOKE ALARMS ARE REQUIRED IN ALL SLEEPING ROOMS,OUTSIDE ALL SLEEPING �� ' �� t� � ACCORDANCE WITH ASTM D 7158 OR UNSEALED IN 10.2. BELOW TWO STORY PORTIONS OF A BUILDING: PLAN: 1664 AREAS,AND ON EACH ADDITIONAL STORY OF THE DWELLING.SYSTEM MUST BE STEM WALLS=6"THICK. , ��� �� /�1 /rC• ��' �; INTERCONNECTED IN SUCH A WAY THAT ALL ALARMS SOUND WHEN ONE IS ACCORDANCE WITH ASTM D 3161.IRC R905.2 14, ACTUATED.IRC R314 FOOTINGS=15"WIDE 4` �3r - DATE: 04/21/14 11.MIN.4"STEP FLASHING AT WALL/ROOF STEM WALLS=6"THICK JOB#: 10106029 16.AN APPROVED CARBON MONOXIDE ALARM IS REQUIRED OUTSIDE EACH SLEEPING CONNECTIONS AND TURNED OUT AT THE BOTTOM 11.WHERE REQUIRED PER IRC R406.1,FOUNDATION AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS AND ON EACH LEVEL OF THE TO DIRECT WATER AWAY FROM THE WALL.IRC WALLS SHALL BE DAMP PROOFED AROUND THE r � 30110 DWELLING.IRC R315.1 ENTIRE PERIMETER USING A METHOD THAT IS R905.2.8.3 APPROVED BY THE BUILDING DEPARTMENT. SS/UNAL LC S 12.PROVIDE DRIP EDGE AT EAVES AND GABLES OF SHINGLED ROOFS. r77� 52'-0" 25'-82„ 5'-52" 5,_32„ 15'-62" cli (0 12'-101" 2,_91., 8'_61" E T-0" 2 5'-10" 2 2 T-0" CITY OF PORT ANGELES—Construction Plants u E A 60 610 S.G.D. 30 30 HS The Issuance of this permit br^-f ripen these plans,specifi- , W a ® S.G. 40 36 HS S,G, 60 40 HS cations and other dats sR?"not pre'r^tt the building official 0 N ffcm hereafter requ'r:,g the correc'�n of errors in said S LsH—Tw UB/ plans, specifications and other data, or fro, preventing t o I �� DW® R." 2 buildi g operations C;ing carried on ti,ereunder when ini1 RANGE W/ violati n of ail codes ail.j orc';e,^_es of this jurisdiction. 3 3 JHOOD(VTO)ro BATF _N MASTER (SECT o1303{c}-uai ) j �(a ;: 3:1 ;o DINING o II KITCHEN 3'-0" TH SUITE pPrro al Date � � BY AL VAULTED II VAULTED o-- LJ�— 1� �i rl�•tG o �l\ PLANT R�F [OTC 5'TUB/ HELF P - 42%4"HALF- `��cc "AFF PAN �N "SHWR. a WALL 2'-9-' 26 v STOR. 7'-51" i� 4�„ 2 3'-0" '-3" 2'-3' 24 2 26 -, 24 In C) VAULT LINE _ 0 18"x24" �Io�J�' vomL j��� Co 1 1 6O >; 1"v"'lJ rn q -- — -- -- — 6'-10-" 3'-1-" 2'-4" it ih 3'-7" 2 2 CRAWL `ic�t Q �n I,- 20 - 20 5n LIN. ACC. WIC u' ` O- o iv R&S LIN. - R&S �-Y uJ J DUCTLESS 60 Ld �� 2a 2'-32" 26 9-3 e POS 1 Q� _ Q Q (D 0 HEATPUMP in CP Q���1 D! t �,�L I w W C? 1 1" Q LO cn LIVING BDRM. 2 26 cn -iN 2 0 0 o VAULTED BDRM. 3 - -J"?-�S i o 1 1" "' WF UTIL, xI o D 20'-5-" 11'-5-LID It E ib /TCfo 2 ENTRY 2 V-16'-2" 11'-7" m VAULTED 30 Ili JI 0 5o to 12 1 T WATER 80 50 HS 40 50 HS ELECTRIC W vl 4x4 OS 6-12 HEATER 1 1 28 n/ 1014.1 -12 -02" 4'-6" SOLID CORE 1%"MIN. O z A W/WEATHER STRIP. Q 2W ' fdvJ Sr; 0 J �- - 14'-4" 8'-0" 7'-8" SURFACE WARM WALL W/Y2" In o G.W.B.ALL GARAGE WALL o LL iu AND CEILING SEPARATIONS a q FROM HOUSE. eo F GARAGE SHEETROCK&FLUSH TAPE 2Tiew GARAGE ire ����� HILINE HOMES c 11306 62ND AVENUE 16'x 7'OHD(MTL. NON-INS UL.) ® � J PUY LLUP770-2 44 t.373 129 (253)770-2244 ext.129 3'-0" 16'-0" T-0" PLAN.- 1664 AREA SUMMARY ENERGY CREDITS TABLE R406.2: DATE: 04/21/14 0"0" 22'- TOTAL FLOOR AREA 1664 SQ. FT. 30'- 1. HIGH EFFICIENCY HVAC EQUIPMENT 3D-DUCTLESS JOB#: 10106029 GARAGE 484 SQ.FT. 52,_0„ SPLIT SYSTEM HEAT PUMPS,ZONAL CONTROL. ® =HOSE BIB 2. EFFICIENT WATER HEATING 5A-ELECTRIC WATER HEATER W/A MINIMUM EF OF 0.93. AND ALL S.G. =SAFETY GLAZING SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1.75 FLOOR P LAN GPM OR LESS.ALL OTHER LAVATORY FAUCETS SHALL Al BE RATED AT 1.0 GPM OR LESS. 1/8"= V-0" C' qn— 7? 1 r�1 Lu !lam ATTACH ROOF SHEATHING TO TRUSS TOP CHORDS W/8d NAILS @ 6"O.C. EDGE AND 12"O.C.FIELD. 2x4 BLOCKING.ATTACH ROOF SHEATHING TO I N EA BLOCK W/8d NAILS @ 6" O O.C. E W _ E � SOLID BLOCKING AT =N BEARING.ATTACH TO m o TRUSSES W/(2)10d NAILS c EA.TRU Jt CANTILEVERED TRUSSES ATTACHSS.OLID BLOCKING @ 24"O.C. TO TOP PLATES W/(2)10d 8 "J"CHANNEL OR 1x NAILS EA.BLOCK @ TRIM PIECE TO FINISH . I ATTACH LP SOFFIT TO PLAIN LP SOFFIT ATTACHED TO BLOCKING W/8d NAILS BOTTOM CHORD W/8d NAILS @ @ 6"O.C. 12"O.C.CAULK ALL SEAMS. NOTE:AT PORCH GABLE ENDS 2x4 TRIM OVER LP SOFFIT AT WHERE GABLE IS SHEATHED END OF CANTILEVERED PORCH. MAKE SURE THAT THE SHEATHING ATTACH TO TRUSS BOTTOM IS NOT EXPOSED TO BELOW BY CHORD W/(2)10d NAILS EA. LAPPING THE LP SOFFIT OVER N TRUSS. SHEATHING EDGE. N ED CANTILEVER DETAIL O ROOF SHEATHING REQUIREMENTS (n F- Q N ATTACHMENT AT NTSU co CANTILEVERED TRUSSES Ground snow load Y I— N MAX.40 psf MAX.70 psf Beyond 70 psf W (-) uj ca 7/16"O.S.B. 15/32"O.S.B. 5/8"O.S.B. Y Q 0 co ZWQc LLI Q RIDGE VENTING _ p SOLID BLOCK AT BEARING. ' ATTACH TO TRUSSES W/(2) _ 10d NAILS EA.TRUSS. MIN. ROOF MATERIALS: ATTACH SOLID BLOCKING TO COMPOSITION SHINGLES CLASS TOP PLATES W/(2) 10d NAILS MANUFACTURED PRE- 'B' 15#FELT OVER APA RATED EA.BLOCK.SEE DETAIL 1 ON ENGINEERED TRUSSES @ 24/0 SHEATHING. A2 - 24"O.C. r n V U) BAFFLE BOARD 2x VENT BLOCK z z W/1"AIRSPACE Q O 5/8"G.W.B.(OR)Y2"SAG (— RESISTANT(TABLE 1 TYPICAL _ U R702.3.5) 4 EAVE ENDS w R-49 INSULATION —' r^ CANTILEVERED TYPICAL INTERIOR WALL: TYPICAL EXTERIOR WALL: v! TRUSSES "SIMPSON"HURRICANE TIES (2)2x4 TOP PLATES OVER 2x4 2x6 TOP PLATES OVER 2x6 H-2.5A UP TO 535#UPLIFT, STUDS @ 19.2"O.C.W/Y2" STUDS @ 16"O.C.OVER 2x6 ATTACH LP SOFFIT TO co H-10A UP TO 1015#UPLIFT. G.W.B. EA.SIDE OVER 2x4 BOTTOM PLATE OVER BOTTOM CHORD W/8d rn BOTTOM PLATE NAILS @ 6"O.C. FIELD. i� STRUCTURAL RATED 3/4" SEE DETAIL 1 E R-23 INSULATION W/VAPOR SHEATHING.WRAP HOUSE W/ HILINE HOMES FOR ALL CONNECTIONS BARRIER PAINT OVER 3/4"T&G SUB-FLOORING.APA AN APPROVED WATER 1130662ND AVENUE AT CANTILEVER. 373 SHEET ROCK g Y2"I-JOISTS @ RATED 48/24 GLUED& RESISTANT BARRIER(R703.2) (253)A770U2244 ext. R-30 FLOOR 19.2"O.C. NAILED INSULATION — PLAN: 1664 DATE: 04/21/14 BLACK 6 MIL. POLY VISQUEEN ( I JOB#: 10106029 VAPOR BARRIER THROUGHOUT I CRAWL SPACE. /� TYPICAL_, 2 - SECTION A-A TYPICAL 1 A2 PONYWALL' S4 1/4"= 1'-0" FOUNDATION S5 SITE ADDRESS: - -- - - __SHAKE SIDING - — — - - - ulE -_ _ - — :-.. BELLY BAND E RENEE STREET PORT ANGELES, WA 98362 m - - - - - - E � o CN ®®®® ❑❑❑❑❑❑❑❑ o®D = ®® ❑❑❑❑❑❑❑❑ FRONT ELEVATIONo ❑❑❑❑❑❑❑❑ 4X4 POST TAPERED POST& 12 BEAM WRAPPED W/ RIDGE FIBERGLASS COMP. FIBER CEMENT VENTING SHINGLES CLASS"B"MIN. c SIDING 04 - -_ C� � �u7 __ N UJ U� Lu e ui LEFT ELEVATION oQ z 1/8"= 1'-0" Z w Q w< t- _0 o LP SOFFIT 4x4 POST NOTE: 2x6 BARGE BD. ADDRESS MUST BE LOCATED W/METAL DRIP EDGE ON THE HOUSE WHERE IT IS EASILY _ _ SEEN FROM THE MAIN ACCESS ROAD - (OWNER RESPONSIBILITY) N LL ---- Do W Q -- - �a RIGHT ELEVATION I— > �� 1/8"= 1'-0" X W W W HILINE HOMES 1130662ND AVENUE -- - - _. _. PUYALLUP WA,98373 (253)770-2244 ext.129 - - 5/4 x 6 CORNER TRIM PLAN: 1664 /21/14 CEMENT LAP SIDING REAR ELEVATION JJOB#: 10�6029 FINISHED GRADE BY -- S.G. _ OWNER SHALL SLOPE - AWAY FROM BUILDING 6" A3 - - - IN 10'-0"MIN. NOTE: EXTERIOR APPEARANCE WILL VARY BY 5/4x4 WINDOW TRIM SIDING CHOICE,MATERIAL AVAILABILITY AND BUILDER DISCRETION. INSULATION CONT. BEHIND'T'WALLS MFR. TRUSSES @ 24"O.C. JOISTS @ CONTINUOUS u) E 19.2"O.C. 2x4 PLATES o 2x VENT BLOCKING W/BORED HOLES U.N.O. ' W R xEE &INSECT SCREENS.NAIL W/8d NAILS @6"O.C.THROUGH ROOF SHEATHING. 2x4 STUD(INTERIOR WALL) _ TOE-NAIL BLOCKING TO EACH TRUSS _ W/(1)10d NAILS EA.END OF BLOCK. c J_t _ rn 8 BUILT UP PONYW LL 2x6 DRYWALL BACKER HEADER = z TRIMMER g io FASTEN BLOCKING TO TOP 2x6 STUDS @ 16"O.C. Z-0- PLATE W/"SIMPSON"RBC EXTERIOR WALLS MIN. CLIPS @24"O.C.FILL ALL NAIL HOLES. FOOTING N N (0 SHEET.F"H"CLIPS PER S3 S T INTERIOR WALL DETAIL o* 0) �, SHEET.FILL ALL NAIL TRUSS TAILS L TYPICAL NTS 3 C 04 RAW L ACCESS DETAIL Y�, HOLES. 04 2x6 TOP PLATE TYPICAL NTS Z (�c~n co o W W (0 OQ � � EAVE END DETAIL wQ v N � TYPICAL NTS =rn ate. FULLY INSULATED 2x6 DOUBLE TOP CORNER PLATE INSULATION J 2x6 VERTICAL 2x4 DRYWALL BACKER OR CLIPS 2x6 FLAT J DRYWALL EXT.SHEATHING 2x6 STUDS @ 16"O.C. W Q EXTERIOR WALLS r W EXT. CORNER DETAIL GABLE END HEADER DETAIL U TYPICAL NTS V TYPICAL NTS 2x6 DOUBLE TOP PLATE HILINE HOMES 11306 62ND AVENUE R-10 RIGID PUYALLUP WA,98373 INSUL. (253)770-2244 ext.129 2x NAILER PLAN: 1664 DRYWALL —�� DATE: 04/21/14 JOB#: 10106029 EXT.SHEATHING 4x HEADER - U.N.O. INSUL. HEADER DETAIL A4 `� TYPICAL NTS FILLER 4'-0" 4'-6" V-0" 1'-311 1'-0" 1'-0" 1'-3" 9" 2'-6" 1'-3" 3'-0" E 0o W 0 0 0= D N M 9i 0 a T T O I I I I RANGE -U HOOD CO CO I I 04 r I i 0 00 0 0 REF. i Z Lo � O co 0 o SINK M ; Y�-XSO ' DW BASE ANG w W 71 Z LU W 2'-9" 2'-0" 3'-0" 1'-0" 1'-0" 2'-0" 2'-0" 1'-0" 2'-6" 1'-3" 3'-3" _0 p _ a KITCHEN 2 KITCHEN NTS NTS W 0 0 D D o D D o U D D D 0 HILINE HOMES 1130662ND AVENUE 21" 2'-0" 2111 l'-3" 2'-6" 11-3" l'-3" 2,-6„ l'-3” PUYAILUP WA,98373 45°� ,� MSTR 45° . BATH BATH (253)770-2244 ext.129 FILLER FILLER PLAN: 1664 KITCHEN NTS (:� NTS DATE: 04/21/14 NTSNOTES: JOB#: 10106029 1. CABINET MAKER TO VERIFY ALL CABINET DIMENSIONS ON SITE. 2. THIS DRAWING IS AN APPROXIMATE REPRESENTATION FOR THE A CABINET DESIGN. ACTUAL CABINET UNITS MAY VARY PER A CABINET MAKER. - 3. FOR 9' CEILING OPTION - ADD 6" OF HEIGHT TO UPPER CABINETS. NOTE: ATTACH MAIN LEVEL FRAMING TO 1. FOR SEISMIC DESIGN AREAS D0,D1 AND D2,WHERE UNBALANCED BACKFILL DOES FOUNDATION W/Y2"x 7"HILTI QB-TZ NOT EXCEED 4'-0"AND FOUNDATION WALL DOES NOT EXCEED 4'-6"IN HEIGHT, ATTACHED TO A YZ"COUPLING, FOUNDATION WALL IS PERMITTED TO BE 6"THICK W/(1)#4 CONTINUOUS REBAR ATTACHED TO A Y2"THREADED ROD WITHIN TOP 12"OF FOUNDATION WALL.(§R404.1.4.2,EXCEPTION 3.) UJ OR ASTM A 307 BOLT,ATTACHED o m TOA"SIMPSON"LTT206 HOEDOWN 2. WHERE THERE IS MORE THAN 4'-0"OF UNBALANCED BACKFILL WALLS MUST BE o ATTACHED TO MAIN FLOOR LATERALLY RESTRAINED AT THE TOP AND BOTTOM(OR)DESIGNED AS A W m m FRAMING PER MFR.INSTRUCTIONS. RETAINING WALL. E o= USE A 2"WASHER AND Y2"NUT. 3. FOUNDATION SUB-CONTRACTOR IS REQUIRED TO VERIFY STEP LOCATIONS WITH I c CONTRACTOR AND BUILDING DEPARTMENT. o ATTACH UPPER WALL 0®o FRAMING TO LOWER WALL 4. ALL CRIPPLE WALLS ARE TO BE SHEATHED AND NAILED PER SHEARWALL DETAILS g FRAMING W/"SIMPSON"CS14 AS SHOWN ON PLANS.WHEN PLANS CALL FOR A HOLDOWN AND THERE IS A Q STRAP(U.N.O.ON SHEET S2). CRIPPLE WALL THEN THERE MUST BE A CONNECTION MADE FROM THE = 3 ATTACH SHEATHING EDGES FOUNDATION TO THE BOTTOM PLATE OF THE MAIN LEVEL WALL USING A 1/2" AT SOLE PLATE AND TOP COUPLER ATTACHED TO A THREADED ROD OR AN ASTM A 307 BOLT.CONNECT TO FOR PLATES W/8d NAILS @ 4"O.C. MAIN LEVEL WALL BOTTOM PLATE WITH A"SIMPSON"LTT20B HOLDOWN( SEE 'RBIDETAIL"A"). WHEN A RIM BOARD IS USED,ATTACH WALL ABOVE AND BELOW OPTION WITH"SIMPSON"CS14 STRAP,U.N.O.ON SHEET S2( SEE DETAIL"B"). 5. THE FOUNDATION IN THIS PLAN IS DESIGNED PRESCRIPTIVELY.THE MUDSILL CONNECTION IS ENGINEERED. WHERE 1/2"ANCHOR BOLTS ARE MISSED PER PLAN THEN A REPLACEMENT IS ALLOWED PER SHEET CS"FOUNDATION&FLOOR N CN FRAMING NOTES".THIS DETAIL IS INTENDED TO SHOW THE SHEAR TRANSFER z U.) � DETAIL A CR PPLE WALLFROM THE IS THAT O NOT EXCEED ED SIX FEET IN HEIGHT.N LEVEL WALLS TO THE PRESCRIPTIVE 04t USING O 4t 1 d NAILS @ 12"O CD U.N.O. U) c DETAIL B Y �� w ATTACH O.S.B.SHEATHING Q U co TO TOP PLATE W/8d NAILS Z PER SHEARWALL PLAN TOP FLANGE JOIST HANGER TO z W Q NAILING.NAIL TOP PLATES HANG OFF THE DOUBLE TOP W Q H 04 Or- TOGETHER W/10d NAILS @ PLATE OF THE CRIPPLE WALL. =p O 12"O.C.SPLICES ARE TO BE ATTACH HANGER PER MFR. rn d A MIN.OF 48"ATTACHED W/ SPECIFICATIONS. 10d NAILS @ 6"O.C. SEE DETAIL"A"ABOVE WHEN FRAME ALL EXTERIOR 2x STUDS 2x SOLE PLATE HOLDOWNS ARE REQUIRED WALLS AT CRIPPLE @ 16"O.C. WHERE A CRIPPLE WALL IS WALL PERIMETERS PER 3/4"T&G SUBFLOORING USED. DETAIL 1 ON S4 2x MUD SILL ` SHEATHING LAPS TOP Z PLATE O J zi Q I z W ATTACH O.S.B.SHEATHING TO I O Q MUDSILL W/8d NAILS PER _ < , `' LL W SHEARWALL PLAN NAILING. m W 0 ATTACH MUDSILL TO _ \ FOUNDATION WITH Y2" • I UJ LU ~ ANCHOR BOLTS SPACED \ ) W Z� a J HILINE HOMES ; PER PLAN.SEE SHEET CS 'S �� S <U 0- Q 11306 62ND AVENUE "FOUNDATION&FLOOR ¢m Q U< PUYALLUP WA,98373 FRAMING NOTES". m Q III II ! - IIIIII - III—III— (253)770-2244 ext.129 — - I =1 = 1= 1= = PLAN: 1664 _ -I - = i l 1 I- III =1 1=1 11=i I _I I _ I 1 _I 11=1 11=1 1=1 I- I- DATE: 01060 4 II I=1 I I III-III-III-I . -- Iii _ JOB#: 10106029 _l I I- =i I1 � I=-1 I I1 '- -' -=1 STEPPED FOUNDATION / CRIPPLE WALL A6 &SHEAR TRANSFER TO PRESCTIPTIVE FOUNDATION NTS 51'-11" [MAX.:TOO1 Y OWNE 16"x 8"SCREENED START POINT N 344"RISE, E FOUNDATION VENT 9%2"I-JOIST @ oMIN °SQUARE E (IR311.3) (TYP) 19.2"O.C. W _ — — — — — — — — — — — — — — — — — — — — — — — — — — — E ® o Q I I 1 'TOP FLANGE JOIST 6 MIL VISQUEEN VAPOR 'HANGER.MUDSILL I _ ®®p = a 00 BARRIERTHROUGHOUT ��LJ FLUSH!TO!INSIDE' C9 6 o I I o I CRAWL SPACE.LAP 2'-0" o I I SPLICES 12"MIN. • OFFSET 1L— _ ®' J1 - - - - - - - - -;- - - - - - - - CRAWJS -1 JOISTS BEAR ON 2x41 SOLID BLOCKING I ACCE PONYWALL OVER 12"x6"CONTINUOUS _ _ ' II N o I I FOOTING 18"x24"INSULATED �- 0 Z coM I DOOR CRAWL -�-, O R* 0) ACCESS jW/TIGHT L,0, 4'-616"1 I c~n FITTING DOOR _ J Z O u) u) o r — — LU — - — — — — — —i — Y �~ W 2 TYPICAL I 0 Q Z g4, PONYWALL DRYER VENT I Z Q Q L1J 00 9-Y2"'T JOISTS @ 19.2"O.C. > a =o 1. _ 1 LSI _ — — — — — — STOOP BY OWNER— — — — — — —1 —I— — — — � - ul A 1 TYPICAL MAX.7%"RISE, 0 1 1 1 S5 FOUNDATION _ MIN.36"SQUARE - "v BLOCKOUT Z • (IRC,R311.3) • I FOR 8'-0" 7'-$2,. I MANDOOR i O 2 TYPICAL Q Z 30'-0" I S5 FOUNDATION Q rl II 11 N z 4"CONC. SLAB ON I N I COMPACTED GRAVEL FILL. SLOPE SLAB DN.2"TO O ATTENTION DOOR. i IL _"SIMPSON"STHD10 HOLDOWN I _ SEE DETAIL 3 ON SHEET S5 A (TOTAL=2) HILINE HOMES 11306 62ND AVENUE L - - - - - - - - - - — J — — — — — — — — — Vw PUYALLUP WA,98373 ="SIMPSON"STHD10 HOEDOWN �O�' ��:�s7, jar (253)770-2244 ext.129 SEE DETAIL 4 ON SHEET S5 .__, B TOTAL-4 4: ( ) BY B � PLAN: 1664 16'-3" DATE: 04/21/14 2'-10" ROUGH OPENING -10' JOB#: 10106029 36110 FOUNDATION PLAN S 1 Alo, W wx° m m E n (D m J �� e e®❑ DINING KITCHEN BAT ATH MASTER �i GENERAL LATERAL NOTES 0 SUITE 1. NO CHANGES SHALL BE MADE WITHOUT THE CONSENT Zz LL_ OF THE GENERAL CONTRACTOR AND BUILDING DEPARTMENT. 2. O.S.B.WALL SHEATHING 7/16"MINIMUM ONLY FOR EXTERIOR SHEARWALLS. NAIL SHEARWALLS PER EXTERIOR SHEARWALL DETAIL 1 ON SHEET S4 U.N.O. N N co i WIC I3. NAIL ALL TOP PLATES TOGETHER WITH 10d NAILS @ 12" O� rn _ O.C.AND AT SPLICES W/10d NAILS @ 6"O.C.LAP SPLICES A MIN.OF 48"TYPICAL, NAIL ALL BOTTOM U) � m 7 LIVING PLATES TO FLOOR SHEATHING AND MUDSILL W/(2)10d Z U U-24 o NAILS EACH STUD BAY. Wr J (p Y �� Wv 4. FASTEN ALL O.S.B.SHEARWALLS W/8d NAILS @ 6"O.C. C)u) Z BDRM. 2 BDRM. 3 EDGE AND 12"O.C.FIELD.U.N.O. AT GARAGE PORTALS: Z Q ¢ f 7 FASTEN ALL OSB SHEARWALLS W1 8d NAILS @ 4"O.C.EDGE Ill F- �° UTIL. AND 12"O.C. FIELD U.N.O. _0 oO ENTRY a iii 1i _ ______ 5. WHERE PLAN REQUIRES SHEATHING TO BE ATTACHED L J, TO THE MUDSILL ON THE PONY WALLS PER SHEARWALL DETAILS,PONYWALL STUDS MAY BE --— OFFSET TO ALIGN W/ONE EDGE WHEN A 2x6 MUDSILL IS USED.THIS WILL ALLOW FOR THE REQUIRED A 3 O.S.B ON MUDSILL ATTACHMENT.SEE PLANS FOR THIS J S4 GARAGE SIDE REQUIREMENT. J Q GARAGE z LEGEND Q n =SHEARWALL SEGMENT w _"SIMPSON"STHD10 HOLDOWN F SEE DETAIL 3 ON SHEET S5 A (TOTAL=2) _"SIMPSON" STHD10 HOLDOWN SEE DETAIL 4 ON SHEET S5 _ s�� �y HILINE HOMES B (TOTAL=4) -� �Ov\'IA/1 11306 62ND AVENUE `I/j/ PUYALLUP WA,98373 y r) (253)770-2244 ext.129 B B B B =t G r 1 1 PLAN: 1664 DATE: 04/21/14 t�i () . JOB#: 10106029 C SHEAR WALL PLAN S2 —.. 1/8" = V-0" TYPICAL 12"RIPPED ROOF LEGEND SHEATHING AT GABLE "SIMPSON"HURRICANE TIES r " H-2.5A UP TO 535#UPLIFT, E ® = CUT OUT FOR VENTING. A H-10A UP TO 1015#UPLIFT. 1 w SEE PLAN FOR HOLE SIZE. =N 0 = GUTTER DOWNSPOUT LOCATION \. 4x F.#2 i 14x10 D.FL#2 c N = NON-STRUCTURAL FULL HEIGHT WALL FOR SHEET _r x= ROCK ATTACH.ATTACH STUDS TO TRUSS BOTTOM ® I ®O g' CHORD W/(2) 10d NAILS AT EA. FRAMED UP STUD. d B.C.CASE 1-, 1O RC)OF,SHEATHING LA'S�OUT'-�., !...._._ L4NT SHELF r4 III 2 LAYERS q l ® ! USE 2x4 P P.E.iTRUSSES @ 24"O.C. LOOKOUTS 48" O.C.TYPICAL AT ATTIC VENTILATION: P.E.ISCISSOR TRUSSES �_ GABLE ENDS N 04 _ I � M EAVE VENTS=(3)2.125-0 HOLES PER BLOCK-8.51 IN'/BLOCK i l I I I z� 02RIDGE VENT("LOMANCO"LOR9-4)= 11 IN'/FT. Q 50'IRID�E VENTING Lo i5:12j CUT SHEATHING U) � m GARAGE: I BACK 1"EA.SIDEZ Y E N TOTAL ATTIC AREA= 484 FT' =69,696 IN' - OF PEAK FOR W U LU LJTOTAL VENTILATION REQUIRED(%300)= 232 INZ FLAT BOTTOM �' VENTING Y w TOTAL EAVE VENT=22 BLOCKS = 187 IN Z CHORD Lu Z TOTAL RIDGE VENT =20 FT. = 220 IN Z AT BE 2x6 RAFTER LZ Q � TOTAL VENTILATION PROVIDED = 407 IN Z FRAMING lOV2x6 OVE 2 RF CM =0 O _. -- W/dOLLPAR a G.- HOUSE: — ALIGN rn--, -- -- —I TIES -- TOTAL ATTIC AREA= 1724 FTZ 248,256 IN' TOTAL VENTILATION REQUIRED Y3oo)= " - - G�4RAC�E WALL ' �I!- I - Z 1 � i � -- RAISED HEEL TRUSS W/FULL TOTAL EAVE VENT=43 BLOCKS - 366 IN 3/2 x�L B. P- K BEAM j lir - ------ HEIGHT BLOCKING PANELS AT ( - Z c7 i 1 POCKET J - x '^ TOTAL RIDGE VENT =50 FT. = 550 IN _ GARAGE W/6"ROOF SHEAR v N -- N NAILING AT TOP OF BLOCKING TOTAL VENTILATION PROVIDED = 916 INZ �I ' PLAIN L.P. AND SIMPSON A35 ANCHORS z - -- - -- --- AT BOTTOM OF EACH PANEL TO CC C 1 TRUSS G FASTEN TO WALL TOP PLATE. A - --53- CONN. Q z "SIMPSON"BC4 _-MST27_ LJ.. A/ POST CAP PROVIDE FULL TRUSS AT J 2 PLY TRUSS OR#2 DF 2x TYPICAL --- - _ BACK OF GARAGE. FASTEN R' Z CANTILEVERED TRUSSES SOLID BLOCK AT BEARING U - 5:12 BOTTOM CHORD TO SCAB X 6'LONG NAILED TO 2x SCAB OR 2 O ~ SIDE OF TRUSS W/(2)ROWS - - Z -- BLOCKING PANELS W/10d OOFTRUSS O 10d NAILS @ 6"O.C. PLY TRUSS V W STRAP -c.1 W NAILS @ 12"O.C.-MIN.2 O 4 of DOUBLE TOP LU NAILS PER PANEL. 0 STRAP PLATE — ---.._..... .. (n D - -- LL. f OF ROOF TRUSS STRAP Ir SHEARWALL- H SEE PLAN .__.. . W __.. (i1 HILINE HOMES 1 .� 11306 62ND AVENUE PUYALLUP WA,98373 ALIGN TRUSS - --------- - ----- �J,\i 1:1 R SIMPSON MST27 WITH WALL `�O (253)770-2244 ext.129 STRAP-FILL ALL INTERSECTION /�� NAIL HOLES W/ NOTE: 4X12 D.F.#2 �� — G 10d X 1 Y2"NAILS NAIL STRAP TO DOUBLE E•l r J PLAN: 1664 ROOF TRUSS TOP PLATE PRIOR TO f {y DATE: 04/21/14 PERPENDICULAR INSTALLING TRUSSES DBL TOP 2x STUD WALL PLATE J �rA' . OB#: 10106029 41 SECTION VIEW PLAN VIEW DRAG TRUSS CONNECTION DETAIL �Ss�'()NALXl:`' 1 ROOF FRAMING PLAN S3 MST27 STRAP NTS — -- 1/8" = V-0" NA TOP PLATES SOLID BLOCKING AT BEARING NOT TOGETHER W!10d REQUIRED WHEN JOISTS ARE _ HUNG ON THE MUDSILL U.N.O. NAILS @ 12"O.C. DOUBLE TOP PLATES FLOOR JOIST In BIRD BLOCKING.(OR) I I W/A MINIMUM 48"LAP E CONT.BLOCKING.NAIL AT SPLICES. E THROUGH ROOF I I I I I 2X4 WALL @ 19.2" O.C. ATTACH JOISTS TO Ld m SHEATH.W/8d NAILS @ STUDS DIRECLTY TOP PLATES W/(2) E c 6"O.C. I I BELOW JOISTS TYP. 10d NAILS AT EA. WALLS PONY BEARING POINT TYP. (o NAIL MIN.716"WALL 2x TREATED PLATE C SHEATHING W/8d COMMON I"I SHEAR WALLS ONLY (OR)2x PLATE OVER J NAILS @ 6"O.C.EDGE AND I I 12"x6"CONTIN. VAPOR BARRIER FOOTING. 12"O.C.FIELD(U.N.O.ON J/2-ANCHOR BOLTS @ S2 SHEET) 6'O.C.W/3"x3"xy4" 2 WASHER U.N.O. n PONY WALL DETAIL 2x STUDS @ LjL_� I.I G TYPICAL NTS 16"O.C. BOTTOM PLATE FASTEN BLOCKING TO TOP O.S.B. PLATE Wl*SIMPSON"RBC CLIPS @24"O.C.FILL ALL 04 2x MUDSILL STOOD NAIL HOLES. N UPRIGHT 2x VENT BLOCKING WI BORED HOLES z LO M &INSECT SCREENS.NAIL 8d NAILS 00 (2)10d NAILS EACH (�R) ( I 6"0.C.THROUGH ROOF SHEATHING. - O G7 BLOCKED STUD BAY TRUSS IL(1O OKINAILS EACH Q Lo END OF BLOCK N ENGINEERED CONNECTION FROM I W U.— LU (o MUDSILL TO BATTEN ATTWl N INSULATION SPACEFOR U)Y W ^ FOUNDATION.SEE PRESCRIPTIVE " - VENTILATION. Q co CONNECTION )• ' FOUNDATION , �J z W Q DETAILS ON S4 SIMPSON TRUSS CLIPS PER S3 SHEET.FILL ALL NAIL W Q H EXTERIOR SHEARWALL (2)LAP.ATPLATES W/ACHW11004 MIN. HOLES.BEND D.CLEAR _ T BOTTOM CHORD.(WHERE T 04 48"LAP.ATTACH W/tOd m NAILS @ 12.O.C. REQUIRED AT VAULTS) ; TYPICALLY AND AT 6"O.C. '_ (DOVER PRESCRIPTIVE FOUNDATION WALL NTS AT LAPS. EXTERIOR WALL 1`1 TYR WALL SHEATHING: STUDS @ 16"O.C. ` (2)2X6 TOP PLATES W/ SHEATH W/MIN.7/16"O.S.B. MIN.48"LAP.ATTACH W/ NAIL TOP PLATES ATTACH TO WALL STUDS vr�lll/j y _ 10d NAILS @ 12"O.C. DIAPHRAGM () TOGETHER W/10d sT000uPRIGHTOR TYPICALLY AND AT 6" CONNECTIONBLOCKED W/8d NAILS @ S' NAILS @ 12"O.C. I I D.C. DGE AND 1Y O C. O.C.AT LAPS. DETAIL PER PLAN FIELD.SHEATHING MUST BE BIRD BLOCKING.(OR) ATTACHED TO MUDSILL.SEE TYP.WALL SHEATHING: S2 SHEET FOR ADDITIONAL UNLESS NOTED OTHERWISE, —s EXTERIOR WALL /f CONT. BLOCKING. I I I I REQUIREME7S. SHEATH BOTH SIDES W/MIN. f^ yr STUDS @ 16"O.C. + V/ NAIL THROUGH ROOF G.W.B.ATTACH TO WALL n-�' v' SHEATH.W/8d NAILS STUDS STOOD UPRIGHT OR I I I BLOCKED W/TYPE S OR INSULATION PER @ 6°O.C. ATTACH ALL BOTTOM THE A2 SHEET /�I�.��• TYPE W DRYWALL SCREWS /. �, •�' PLATES W/10d NAILS @ 4"EDGE AND 4"FIELD. �S•, L��' Q O.S.B.GARAGE SIDE @ 8"O.C. FIRE TAPE ALL SEAMS.SEE FLOOR SYSTEM: THE S2 SHEET FOR V OF WALL FASTEN W/ I I 314"MIN.T&G SUBFLOOR ADDTIONAL REQUIREMENTS. FLOOR SYSTEM' 3/4"MIN.T&G SUBFLOOR Z) W 8d COMMON NAILS @ GLUED AND NAILED TO GLUED AND NAILED TO 6"O.C. EDGE AND 12" JOIST w/8d @ 6"O.C. HOLDOWN JOIST w/8d @ 6"O.C. or_ 0 EDGE&12"O.C.FIELD. CONNECTIONS MAY BE EDGE&12*O.C.FIELD. O.C. FIELD(U.N.O.ON FLOOR JOISTS PER PLAN REQUIRED.SEE THE S2 FLOOR JOISTS PER PLAN SZ SHEET) @ 19.2'O.C. SHEET FOR TYPE AND @ 19.2"O.C. LOCATION. HOLDOWN INSULATION PER ATTACH G.W.B. CONNECTION�BE THE A2 SHEET. SHEATHING TO BOTTOMO.S.B. __ REQUIRED.SPLATE AND MUDSILL W/ „ 2x MUDSILL TO HANG OVER 2x STUDS SHEET FOR TYPE AND TYPES OR W SCREWS C� ~� FOUND.APPROXIMATELY y2". STOOD I LOCATION. /— 4"D.C.EDGE AND4"O.Ca ATTACH SHEATHING TO HILINE HOMES @ 16"O.C. UPRIGHT 1 _ FIELD, i ) I MUDSILL W/8d NAILS @ 6"O.C. 11306 62ND AVENUE 2x MUDSILL ( I 8373 (OR) I I _I 'ih GARAGE -�'41� I lyd ( (U.N.O.ON S2 SHEET). (25)PUYA770-2244 eLLUP WA,x.129 BLOCKED _ II 1 SLAB �I —SEE GARAGE (2) 10d NAILS EA. _ II ( FOUNDATION (—I >II 1 I - .II I DETAIL FOR SIZE STUD BAY ENGINEERED 0 SEE HOUSE it PLAN: 1664 —) II- ENGINEERED----- I 1 AND REBAR ENGINEERED CONNECTION- ' / CONNECTION- i — II 1 FOUNDATION CONNECTION- I III 1 REQUIREMENTS. ATTACH MUDSILL W/1/2"x10" DATE: 04/21/14 ENGINEERED _ SEE FOUNDATION ( — {{" 1 DETAIL FOR SIZE SEE FOUNDATION 1 I—I {I' 1 ANCHOR BOLT W/STD. DETAIL. ( — ,{; I AND REBAR CONNECTION FROM PRESCRIPTIVE I_— II . 1 REQUIREMENTS. DETAIL. ( — :II I WASHER @ 6 FT O.C.UNO JOB#: 10106029 III I= II ( ON Sl SHEET. IN SDC D0, MUDSILL TO FOUND. - FOUNDATION JI I ==`� I I—III �_.I I I ( SEE CONNECTION III—� — I — D1,D2 USE 114^x3^xs a 1-I 111 -- —_ �`I I— PLATE WASHER).EMBED DETAILS ON S4 BOLT A MINIMUM 71NCHES (DO NOT COUNTERSINK.) /' " 3 EXTERIOR SHEARWALL n EXTERIOR WALL FRAMING n GARAGE FIRE WALL FRAMING SILL CONNECTION 4 TYPICAL WALL FRAMING SECTION NTS `� GARAGE/HOUSE SEPARATION WALL NTS HUNG JOIST NTS OVER PRESCRIPTIVE FOUNDATION WALL NTS JOISTS HUNG TO FOUNDATION WALJOISTS HUNG TO FOUNDATION WALL FLOOR SYSTEM: 3/a'MIN.T&G SUBFLOOR GLUED AND ATTACHMENT NAILED TO JOIST w/8d @ 6"O.C.EDGE& PER SHEARWALL 12"O.C.FIELD.FLOOR JOISTS PER PLAN 2x BORATE TREATED MUDSILL E DETAILS @ 19.2"O.C.HUNG W/TOP FLANGE JOIST ATTACHMENT PER o m HANGERS. SHEARWALL (OR)2X PRESSURE TREATED q e ENGINEERED DETAILS W 4, CONNECTION- 4"CONCRETE SLAB OVER E4 ATTACH MUDSILL ENGINEERED COMPACTED GRAVEL FILL m o W/1/2"x10"ANCHORCONNECTION- c 2x BORATE TREATED MUDSILL BOLT W/STD. ;I ATTACH MUDSILL W/ Z WASHER @ 6 FT _Z _ (OR)2X PRESSURE TREATED 1/2"x10"ANCHOR g O.C. LINO ON S1 L REBAR REQUIREMENTS: BOLT W/STD. fl SLOPE SHEET. (IN SDC D0, �p SLOPE USE(1)#4 HORIZ.BAR WITHIN WASHER @ 6 FT O.C. �� " . REBAR REQUIREMENTS: __ D1,D2 USE LINO ON S1 SHEET. USE(1)#4 HORIZ.BAR WITHIN 12"OF TOP OF STEM WALL. 6"IN � ����� 1/4"x3"x3"PLATE � I (IN SDC D0,D1,D2 Z - I ° �� ��1`1'111; 12"OF TOP OF STEM WALL. 6"IN ^jl WHERE A CONSTRUCTION WASHER). EMBED Z _ j� USE 1/4"x3"x3" —III j� IL.III�II WHERE A CONSTRUCTION BOLT A MINIMUM 7 —III )� Z JOINT EXISTS USE(1)#4 VERT. PLATE WASHER). - )� „ JOINT EXISTS USE(1)#4 VERT. _ REBAR @ 48"W/STANDARD iv I _ 111 INCHES(DO NOT _ �iRD MINIMUM ED 07 INCHES I ii°LT A 1111111 11: HooK E��XTEND 14"MIN.COUNTERSINK.) HOOK.EXTEND 14"MIN. INTO STEM WALL.(IRC R403.1.3) USE(1)#4 CONT. —I jj (DO NOT _ I� 1��� STEM WALL.(IRC R403.1.3) REBAR — j( COUNTERSINK.) —III '� ��p 111 N to IN FOOTING =I =•Jo iLql 6 MIL POLY VAPOR BARRIER. _M z�n M PLACE THROUGHOUT CRAWL USE(1)#4 CONT. r °O SPACE. LAP SEAMS 12"AND REBAR _ . QLo DRAINAGE SYSTEM — 6�� —_ EXTEND 12"UP WALL.DAMP IN FOOTING 6 Y C-4 WHERE REQUIRED _ PROOF EXTERIOR FOUNDATION DRAINAGE SYSTEM 12 Z ()U) U) o PER LOCAL CODES. 12 WALLS.(IRC R408.2) WHERE REQUIRED PER w — - co (HOME OWNERS * * Lu LOCAL CODES.(HOME FOOTING WIDTHS MAY VARY.SEE Y RESPONSIBILITY) FOOTING WIDTHS MAY VARY.SEE OWNER RESPONSIBILITY) THE S1 SHEET FOR FOOTING SIZES. 0< Z m THE S1 SHEET FOR FOOTING WIDTHS. z W Q FOUNDATION DETAIL 2 GARAGE FOUNDATION DETAIL wQ =C) o MAX.4'-6"WALL, MAX.4'-0" BACKFILL NTS MAX.4'-6"WALL, MAX.4'-0" BACKFILL NTS rn a PRESCRIPTIVE FOUNDATION PRESCRIPTIVE FOUNDATION if, CONTINUOUS BOTTOM CHORD.ATTACH W/10d NAILS 7 BIRD BLOCKING OR TRUSS @ 12"O.C.(OR)SOLID BOTTOM CHORD. NAIL ' J BLOCKING W/8d NAILS I — THROUGH ROOF SHEATH. — I.l— — —I THROUGH ROOF SHEATHING I I I I I IW/8d NAILS WAVE ENDS @ 6"O.C.AT @ 6"O.C.WHEN AT EAVES. LL v! NAIL TOP PLATES TOGETHER I I I GARAGE HEADER W/I II Tl MIN.6"BEARING W/10d NAILS @ 12"O.C.U.N.O. Q ° NAIL TOP PLATES TOGETHER U WINDOW OR DOOR HEADER W/10d NAILS @ 12"O.C.U.N.O. mffW NAIL W/8d COMMON NAILS @ III I III• NAIL W/8d COMMON NAILS I I I I I I III. �/ 6"O.C.EDGE AND 12"O.C. I I III° @ 4"O.C. EDGE AND 12"O.C. I I III 0 FIELD(U.N.O.ON S2 SHEET) aI i i I I I L� FIELD (U.N.O.ON S2 SHEET) 2x STUDS @ 16"O.C. I I 110•S_B•I I I° 2x STUDS @ 16"O.C. 0.S.B. I I IVERTICA I I I I I IVERTICALI I (2) 10d NAILS EA.STUD BAY BLOCKEE (2) 10d NAILS EA.STUD BAY I. I' I•IBLOCKEDI I• f. PANELS ATTACH SHEATHING TO PANELS I III• MUDSILL AND BOTTOM PLATES W/ I I I HILINE HOMES "SIMPSON"STHD10 8d NAILS 4"O.C. 11306 62ND AVENUE I III' @ I I \. '/� PUYALLUP WA,98373 HOLDDOWN.ATTACH PER � 01 ,�5.//�i /ro (253)770-2244 ext.129 MFR.SPECS. III. "SIMPSON"STHD10 HOLDOWN. ILLLILATTACH PER MFR.SPECS. _ .. c H. — — — '-" PLAN: 1664 _. P.T P.T. MUDSILL -- o ' /Z'x10"ANCHOR BOLTS DATE: 04/21/14 P.T. MUDSILL /z x10"ANCHOR BOLTS Vy//, x 3 WASHER Z0j O� ,��36110\`� JOB#: 10106029 W/%4"x 3"WASHER /S 1 Edi v #4 HORIZONTAL REBAR 1 z #4 HORIZONTAL REBAR 1 2 SS�UN L SHEARWALL DETAIL SHEARWALL DETAIL S5 SIMPSONSTHD10 NTS SIMPSON STHD10 AT GARAGE NTS R I^ YJ PANASONIC 0 E WHISPERGREEN ° W 4) ELECTRICAL NOTES FV-08VKM3.(MIN SETTING 30 CFM °_ mo 1. SMOKE DETECTORS SHALL BE 110v. HARD WIRED WITH BATTERY WP CONT.) J BACKUP AND SHALL BE INTERCONNECTED. OWNER SHALL BE o (D �— RESPONSIBLE FOR SMOKE DETECTORS IF A MONITORED FIRE T ° SYSTEM IS REQUIRED. -� PANASONIC D / WHISPERGREEN I 2. ELECTRICAL CONTRACTOR SHALL COORDINATE LOCATION OF o SETTG 3.(MIN IN PANEL AND METER WITH CONTRACTOR. / iI I\ \ CONT) 30 CFM �- \ T 3. ELECTRICAL CONTRACTOR SHALL PROVIDE HEAT-LOSS CALCULATIONS(OR)FOLLOW THE PRESCRIPTIVE PATH `\ �� �_ FI REQUIREMENTS FOR SIZING HEATING EQUIPMENT. �`__ I/ o• 04 ` I 4. ELECTRICAL CONTRACTOR SHALL CONFORM TO ALL LOCAL AND z tNn rcfli r 'm STATE CODES. O Tt °' VAULT �� — \ (n� < 5. EXACT PLACEMENT OF OUTLETS MAY VARY DEPENDING ON LINE _ \ C) N CONSTRUCTION VARIABLES. ` o W U w 'o ====- � - � W Y �H 6.WHERE A DRYER IS VENTED TROUGH A FOUNDATION VENT THE :01 Q Q C7 VENT MUST BE COMPLETELY SEALED TO PREVENT MOIST EXHAUST DUCTLESS Z w Q AIR FROM REENTERING THE CRAWL SPACE. HEATPUMP ��O• • W Q _ / _C) O Q- nr—n CL / � \ _ UI__IJ -�� / nl- 11 �I WP J ELECTRIC \ / WATER U z \ ELECTRIC SYMBOLS HEATER $ LIGHT SWITCH SURFACE MNT. LIGHT \ J 0 110 V. DUPLEX OUTLET RECESSED DOWN LIGHT QD 220 V. OUTLET ® EQUIPMENT CONNECTION \ — — / W WPO WEATHERPROOF OUTLET (t SMOKE/CARBON MONOXIDE DET. I \ / l lov \ W GFIO GROUND FAULT INTERRUPTER SMOKE DETECTOR OUTLET ® RECESSED CAN LIGHTS MTO-1 HEATER/FAN COMBO-V.T.O. I Q TELEPHONE JACK MECHANICAL VENTILATION I ZONED ELEC. HEATER • WHOLE HOUSE VENTILATION USINGEp I TELEVISION OUTLET CONT. RUNNING EXHAUST FANS IN MASTER BATH AND GUEST BATH I HILINE HOMES ® EXHAUST FAN -V.T.O. (SEE PLAN). I PUYALL62ND A 98373 NOTE VENTED WINDOWS IN HABITABLE I (253)770-2244 ext.129 1. EXACT LOCATIONS OF ELECTRICAL FEATURES SUCH AS SWITCHES, ROOMS. Q- aJ Vi/Tp` J' � 52-00-00 � TTT Levc1 IlI � W nos�aawa � � Q� ..r ■#Af Truss * �� CL•'R771°hill YLM�I' -00- 2 05-0 -00 r._. r .Y o� FN� ���t�mAo CD -00- �- - � C7i H'09NNL 6b�Q t 9 � z but` t3ai .4 Y. 02 1 0 0 05 BO 11 d� o� 0` 3 O m m - O 6 yv n 2Ct�,o u4• m m ^ C 6 6L C 3 W L G O -0 -00 O Ix- `oma' O O O O I I I M M LN m VAI ILTED 0 T- CD I m CD ao O I U O o r� 0 0 o 0 F OVE BE p A/I v 20-65-48LO 5:' 1 F-: R 3 U BP1 BPI BP1 B 1 BP1 BP1 �JBPll BPI tn M cC C) c� M G N o - WN1i N 0 4 0 00 N 04 F 2-0 -00 CO2 Q � ara M � C01 r!I o o �p M 0 14-04-00 8-00-00 C C 00 C Nda 0 O O O N N N Q CD 0 2 O d (6 N C d Y V N A01 p� N c c GARAGE _ _ Of � v o � 30-00-00 22-00-00 wRT - 1 TM ENGINEERING L L 0 DrJ Engineering, LLC (FKA:DrJ Consulting,LLC) 6300 Enterprise Lane Re: B1404152 Madison, Wisconsin, 53719 Hendrickson Job MiTek 20/20 7.4 The truss drawing(s)referenced below have been prepared by DrJ Engineering,LLC(FKA DrJ Consulting,LLC) under my direct supervision based on the parameters provided by ProBuild (Arlington WA). Pages or sheets covered by this seal: I8190388 thru18190401 My license renewal date for the state of Washington is May 18,2014. Important Notice:The accuracy of each Truss Design Drawing(TDD)relies upon using accurate code approved raw material design values provided by others for all engineering evaluations.All truss and component designs utilize manufacturer published connector (i.e.,truss plates,hangers,screws,etc.)design values and American Lumber Standards Committee(ALSC)approved rules-writing agency lumber design values(e.g.CLA,COFI,PUB,RRA,SPIB,TP,WCLIB,WWPA,etc.).The lumber design values that are used correspond with the grademark applied to the individual piece of lumber prior to cross or angle cutting.The lumber,as grademarked by the lumber manufacturer,and its associated design values are relied upon to be accurate as(a)tabulated, footnoted and certified by the applicable accreditation body that complies with DOC PS 20,using a published effective date, (b)then approved and published by the American Wood Council for use in NDS engineering equations for the design of structures using lumber,and(c)referenced in the latest edition of ANSI/TPI 1,Section 6.3 and the model building codes.All this operating under and certified by the Board of Review of ALSC. .SpSEPIR D� 8 May 12,2014 Ryan J. Dexter, P.E. The seal on this cover sheet and/or on each of the attached TDDs indicates acceptance of professional engineering responsibility for the single truss component depicted on each TDD,only.The design assumptions,loading conditions, suitability and use of this component for any particular building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,the local building code and ANSI/TPI 1.The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accordance with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon in writing by the parties involved. The truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of the building. Job Truss Truss Type Qty Ply Hendrickson Job 18190388 B1404152 A01 GABLE 1 1 Job Reference(optional) ProBuild Arlington, Arlington,WA 98223 7.430 s Oct 14 2013 MTek Industries,Inc.Fri May 09 14:29:012014 Page 1 ID:mG44XU7Qw9l?2BOk5nbfWay77_-Dx?cKBbZgIGXZwnpelFBOh8307dGOeV WKFizyzICUO -1-4-011-0-0 i 22-0-0 23-0-0 1-4-0 11-0-0 11.0-0 1-0-0 Scale=1:40.4 8 9 10 7 11 5.00 R-2 6 12 5 13 4 14 313 2 1 2 15 72 -22 2 1 -2 52 1 - 2 1 -1 3 1 1 2 16 17 I 3x4 = 30 29 28 27 26 25 24 23 22 21 20 19 18 3x4 = 3x6 = 22-0-0 22-0-0 Plate Offsets(X.Y): 19:0-3-0 Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 17 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.07 Vert(TL) 0.00 17 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 16 n/a n/a BCDL 8.0 Code IBC2012/TPI2007 (Matrix) Weight:110 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF SS REACTIONS All bearings 22-0-0. (lb)- Max Horz2=-49(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)2,25,26,27,28,29,30,23,22,21,20,19,18,16 Max Grav All reactions 250 Ib or less at joint(s)9,2,25,26,27,28,29,23,22,21,20,19,16 except 30=291(LC 1),18=291(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf,BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS (envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3) 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. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Plates checked for a plus or minus 0 degree rotation about its center. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,25,26,27,28,29, psgpjj OA,_ 30,23,22,21,20,19,18,16, S 11)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard r0� 98 May 12,2014 WARNING-Please thoroughly review the"Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products'form.Verify design parameters and read notes on this Truss Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for this truss design drawing to be valid.This truss design drawing indicates acceptance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular , building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer per ANSVTPI 1.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not for building stability bracing.Additional temporary restraint/diagonal bracing to insure stability during construction is the responsibility of the truss installer. Additional permanent building stability bracing of the overall structure is the responsibility of the Owner,the Owners authorized agent or the Building Designer,per the IRC,the IBC and ANSVTPI 1. For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the TM+ IRC,the IBC,ANSI/TPI 1.the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com and any related installation information E7VliINE1:11t1NliLLC supplied in the jobsile package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of the building. Job Truss Truss Type Qty Ply Hendrickson Job 18190389 81404152 A02 COMMON 9 1 Job Reference(optional) ProBuild Arlington, Arlington,WA 98223 7.430 s Oct 14 2013 MITek Industries,Inc.Fri May 09 14:29:02 2014 Page 1 ID:mG44XU7Qw9l?2BOk5nbfWay77_h7Z_XXbBbbONB4MOB?mQxvg7UXno73TgZvSXWOzlCU? -1-4-0 6-8-2 11-0-0 1543-14 22-0.0 23-4-0 1-4-0 6-8-2 4-3-14 4-3-14 6-8-2 1-0-0 Scale=1:40.4 4x4 = 4 5.00 12 2x4 2x4 3 5 1 3 2 6 2-8 6-8 7 0 3x6 8 3x6 5x10= i 11-0-0 22-0-0 11-0-0 11-0.0 Plate Offsets(x.Y): [2:0-3-0.0-1-8).[6:0-3-0.0-1-8).[8:0-5-0 0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.22 2-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.88 Vert(TL) -0.54 2-8 >481 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.06 6 n/a n/a BCDL 8.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 DF SS REACTIONS (Ib/size) 2=1036/0-5-8 (min.0-1-8),6=1036/0-5-8 (min.0-1-8) Max Horz2=49(LC 10) Max Uplift2=-31(LC 8),6=31(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1731/56,3-4=1289/19,4-5=-1289/19,5-6=-1731/56 BOT CHORD 2-8=37/1514,6-8=0/1514 WEBS 3-8=-480/111,4-8=0/690,5-8=-480/111 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS (envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5).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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,6. 7)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard DoH oFi' 4 WA3Nh- X� May 12,2014 ® WARNING-Please thoroughlyreview the-Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products'form.Verify design parameters and read notes on this Truss Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MTek connector plates shall be used for this truss design drawing to be valid.This truss design drawing indicates acceptance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular , building is the responsibility of the Owner,the Owners authorized agent or the Building Designer per ANSVTPI 1.Lateral restraint designations shown on individual web and chord members are for compression budding only,not for building stability bracing.Additional temporary restraint/diagonal bracing to insure stability during construction is the responsibility of the buss installer. Additional permanent building stability bracing of the overall structure is the responsibility of the Owner,the Owners authorized agent or the Building Designer,per the IRC,the IBC and ANSUTPI 1. For general guidance regarding design responsibilifies,fabrication,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the TM IRC,the IBC,ANSI/TPI 1,the SCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at www.sbdndustry.com and any related installation information ENQ/NEER/NL;LLC supplied in the jobsite package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT the Budding Designer of the building. Job Truss Truss Type Qty Ply Hendrickson Job 87404152 A03 COMMON 2 1 18190390 Job Reference o tional ProBuild Arlington, Arlington,WA 98223 7.430 s Oct 14 2013 MiTek Industries,Inc.Fri May 09 14:29:02 2014 Page 1 ID:mG44XU7Qw91?2BOk5nbf Way77_-h7Z_XXbBbbONB4MOB?mQxvg6JXni73NgZvSXWOzICU? i 6-8-2 11-0-0 15-3-14 22-0-0 23-0-0 6-8-2 4-3-14 4-3-14 6-8-2 1-4-0 Scale=1:38.2 4x4 = 3 5.00 12 2x4 2x4 2 4 1- 2- 1 5 6 I$ 7 3x6 3x6 5x10= 11-0.0 22-0.0 11-0-0 11-0-0 Plate Offsets(x.Y): 11:0-3-0.0-1-81,15:0-3-0.0-1-81,[7:0-5-0 0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.22 1-7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.89 Vert(TL) -0.55 1-7 >467 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.06 5 n/a n/a BCDL 8.0 Code IBC2012/TPI2007 (Matrix) Weight:84 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF SS REACTIONS (Ib/size) 1=922/0-5-8 (min.0-1-8),5=1040/0-5-8 (min.0-1-8) Max Horz1=55(LC 11) Max Upliftl=-1 7(LC 8),5=31(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=1736/59,2-3=-1302/19,3-4=-1300/21,4-5=1742/56 BOT CHORD 1-7=-41/1538,5-7=0/1524 WEBS 2-7=497/113,3-7=0/704,4-7=-480/111 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS (envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'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 240-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,5. 7)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ar�p AL May 12,2014 Design Drawing and the DrJ Reference Sheet rev.03-14 before use.On MiTek connector lades shall r9 9 ( ) N D II be used for this buss design drawing to be vali�d�lTirs truss design drawing indicates , ^� ® WARNING-Please thoroughly review the"Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products'form.Verify design ss es acceptance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular , building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer per ANSI/TPI 1.Lateral restraint designations shown on individual web and chord members - are for compression buckling only,not for building stability bracing.Additional temporary restraint/diagonal bracing to insure stability during construction is the responsibility of the truss installer. Additional permanent building stability bracing of the overall structure is the responsibility of the Owner,the Owner's authorized agent or the Building Designer,per the IRC,the IBC and ANSffrPI 1.For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the TM IRC,the IBC,ANSI/TPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com and any related installation information ENG/NEWNGLLC supplied in the jobsite package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of the building. Job Truss Truss Type Qty Ply Hendrickson Job 18190391 81404152 B01 GABLE 1 1 Job Reference(optional) ProBuild Arlington, Arlington,WA 98223 7.430 s Oct 14 2013 MiTek Industries,Inc. Fri Mayy 09 14:29:06 2014 Pagel I D:mG44XU7Qw91?2BOk5nbf Way77_-auoV NueifqupgignOrgM51rmF8653rpFU W Qke9zICTx -1-0-0 6-8-2 11-6-14 17-0.0 24-1-15 31-6.8 340-0 a5-4-0 1-4 6.8-2 4-10-12 5.5-2 7-1-15 7-4-9 2-5-8 1-0-0 Scale=1:61.0 3x6 = 7 8 9 5.00 12 6 5 635 7 10 8 5 3 44 3819 2 5 11 12 43 4 0 $4 ° 9 1 2 13 3x4 14 46 4 3 4IV3 1 8� 2 3 2§ 6221 3 1 019 1 87152 Y11 22 161 3x4 = 8x10 = 3x5 = 47 2.QW 12 42 41 39 3735 33 30 29 27 26 24 21 20 19 18 17 3x6 = 8x12 =5x6 = 8-1-9 16-0-0 31-6-8 30,0 34-0-0 1"-9 7-10.7 15-6-8 0.5-8 -02 A Plate Offsets(X,Y): [2:0-0-9,0-0-13],[2:0-2-8,Edge],[8:0-3-0,Edge],[18:0-24,0-54],[23:0-1-9,0-1-0],[25:0-1-9,0-1-0],[31:0-1-9,0-1-0],[34:0-1-9,0-1-0],[36:0.1-9,0-1-0],[38:0-1-9 .0-1-0],[40:0.1-9.0-1-0],[43:0-1-9.0-1n0 [45:0-1-9.0-1-01.[53:0-1-9.0-1-0].[56:0-1-9.0.1-0] LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.13 2-47 >762 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -0.31 247 >321 180 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) -0.01 17 n/a n/a BCDL 8.0 Code IBC2012/TP12007 (Matrix) Weight:243 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 DF Stud 640-0 oc bracing:17-18 OTHERS 2x4 DF Stud JOINTS 1 Brace at Jt(s):32,36,40,45,47,25,23,22 REACTIONS All bearings 32-0-0. (lb)- Max Horz2=73(LC 10) Max Uplift All uplift 100 lb or less at joints)17,33,37,29,24,21,18 except 42=-485(LC 17),26=-105(LC 1) Max Grav All reactions 250 Ib or less at joint(s)30,33,35,41,27,26 except 2=432(LC 17),17=416(LC 1),17=416(LC 1),37=337(LC 1),44=1159(LC 17), 29=646(LC 1),21=546(LC 1),18=336(LC 18) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 14-15=130/581 BOT CHORD 17-18=561/152,15-17=-509/141 WEBS 37-38=-331/45,4243=22/298,4445=-881/70,4-46=428/54,9-28=659/128, 28-29=-623/86,21-23=397/102,10-22=593/157,11-20=-90/326,13-18=292/64, 14-17=-407/52,14-18=58/507 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf,BCDL=4.8psf,h=25ft;Cat.11;Exp C;enclosed;MWFRS (envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard IndustryH O Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 0 r 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Plates checked for a plus or minus 0 degree rotation about its center. Off, 6)Gable studs spaced at 1-4-0 oc. O 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 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 fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)17,33,37,29,24,21, � � 18 except(jt=1b)42=485,26=105. 10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 0 LOAD CASE(S) Standard �� May 12,2014 171 WARNING Drawing and the D thoroughly the"Customer's Acknowledgement •. _.. design ® dgement of ProBuild Standard Terns for Manufactured Products form.Verify design parameters and read notes on this Truss Design g Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for this truss design drawing to be valid.This thus design drawing indicates acceptance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular . building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer per ANSUTPf 1.Lateral restraint designations shown on individual web and chord members are for compression budding only,not for building stability bracing.Additional temporary restraint/diagonal bracing to insure stability during construction is the responsibility of the thus installer. Additional permanent building stability bracing of the overall structure is the responsibility of the Owner,the Owners authorized agent or the Building Designer,per the IRC,the IBC and ANSIrrPI 1. For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the EN13�NEfltINIiLLC IRC,the IBC.ANSIrrPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com and any related installation information supplied in the jobsile package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of the building. Job Truss FussType Qty Ply Hendrickson Job18190392 81404152 B02 RAL 10 1 Job Reference(optional) ProBuild Arlington, Arlington,WA 98223 7.430 s Oct 14 2013 MTek Industries,Inc. Fri May 09 14:29:07 2014 Page 1 ID:mG44XU7Qw91?2BOk5nbf Way77_-24Mta EfKQ8OgH rEz_YLbeyOupYSRn IJPiA91 Bczl CTw i-1-0-0 6-8-2 11-6-14 17-0-0 24-1-15 31-6.8 34-0-0 X35-0-0 -01-0 6-8-2 4-10-12 5-5-2 7-1-15 71-9 2-5-8 1-0 0 Scale=1:61.0 4x8 = 5 5.00 12 3x4 4 3x4 6 2x4 6-12 3 4-1 13 1 4x10 12 7 5x10= 2 13 11 8 N 1 3x4 = 4x10= 9 Io U1010 3x4 = 2.00� 5x6= i &1-9 16-0-0 31-6-8 3$0,034-0-0 -9 7-10-7 15-6.8 0 &1 -5.8 2-0x-0 Plate Offsets(X.Y);[2:0-0-15.0-0-11,11070-3-0-0-0-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.32 12-13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -0.70 12-13 >534 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.34 10 n/a n/a BCDL 8.0 Code IBC2012/TP12007 (Matrix) Weight:148 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 DF SS*Except* WEBS 1 Row at midpt 6-12 6-12:2x4 DF No.2 REACTIONS (Ib/size) 2=1441/0-5-8 (min.0-1-8),10=1666/0-5-8 (min.0-1-12) Max Horz2=73(LC 8) Max Uplift2=-43(LC 8),10=42(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4300/117,3-4=3996/99,4-5=2801/32,5-6=2476/49,6-7=-2901/6 BOT CHORD 2-13=-127/3917,12-13=-41/3235,11-12=0/2631,10-11=-327/149 WEBS 3-13=-323/103,4-13=-14/655,4-12=-784/123,5-12=0/1544,6-12=-558/124, 6-11=-283/72,7-11=0/2896,7-10=1524/102 NOTES 1)Unbalanced roof live bads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp C;enclosed;MWFRS (envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'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 240-0 wide will fit between the bottom chord and any other members. 6)Bearing atjoint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,10. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Qr Ar q � A May 12,2014 Design ll and the D J ly review 0's Acknowledgement se.e n MTek connector later s, Manu r to,„.a s ..W..., ® ement of Proauild Standard Terms for Manufactured Products'form.Verify design parameters and read notes on this Truss gn g ( ) ty plates shall be used for this truss design drawing to be valid.This truss design drawing indicates acceptance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular ' building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer per ANSI/TPI 1.Lateral restraint designations shown on individual web and chord members .rt. are for compression buckling only,not for budding stability bracing.Additional temporary restraint/diagonal bracing to insure stability during construction is the responsibility of the truss installer. Additional permanent building stability bracing of the overall structure is the responsibility of the Owner,the Owner's authorized agent or the Budding Designer,per the IRC,the IBC and ANSVTPI 1.For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the �QIN�� LLC IRC,the IBC,ANSI/TPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com and any related installation information supplied in the jobsite package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of the building. Job Truss Truss Type Qty Ply Hendrickson Job 18190393 81404152 B03 CATHEDRAL 1 1 Job Reference(optional) ProBuild Arlington, Arlington,WA 98223 7.430 s Oct 14 2013 MTek Industries,Inc.Fri May 09 14:29:08 2014 Page 1 ID:mG44XU7Qw9l?2BOk5nbfWay77 -WHwFoagyBR8Xv?p9YGtgAAw3ZyogWIZYxgvrj2zlCTv i-1-4 0 6-8-2 11-6-14 17-0.0 24-1-15 31-6-8 34-0-0 1-4 0 1-4-0 6-8-2 4-10-12 5-5-2 7-1-15 7�-9 2-5-8 1-4-0 Scale=1:61.0 4x8 = 5 5.00 12 3x4 4 3x4 6 6-12 3 - 4-1 -13 1 4x10 12 7 5x10 = 1 1 9 ? 2 13 1 T11 8 N 1 3x4 = 4x10 = 9 ) 3x4 = 3x10= 10 2.00 -0.8 16gxa� i 8-1-9 16-0-0 18-1-0 31-6-8 32rOr0 34-0-0 &1-9 7-10.7 2-1-0 13-5-8 0.5-8 2-0-0 Plate Offsets(ZS Y)7 (2:0-0-15.0-0-11 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.32 12-13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -0.70 12-13 >534 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.34 10 n/a n/a BCDL 8.0 Code IBC2012/TPI2007 (Matrix) Weight:172 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: WEBS 2x4 DF SS"Except* 640-0 oc bracing:10-11 6-12:2x4 DF No.2 1040-0 oc bracing:11-12 WEBS 1 Row at midpt 6-12 JOINTS 1 Brace at Jt(s):11 REACTIONS (lb/size) 2=1441/0-5-8 (min.0-1-8),10=1666/0-5-8 (min.0-1-12) Max Horz2=73(LC 8) Max Uplift2=43(LC 8),10=-42(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4300/117,3-4=3996/99,4-5=2801/32,6-6=2476/49,6-7=-2901/6 BOT CHORD 2-13=-127/3917,12-13=-41/3235,11-12=0/2631,10-11=-327/149 WEBS 3-13=-323/103,4-13=-14/655,4-12=-784/123,5-12=0/1544,6-12=-558/124, 6-11=-283/72,7-11=0/2896,7-10=1524/102 NOTES 1)Unbalanced roof live bads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf,BCDL=4.8psf;h=25ft;Cat.11;Exp C;enclosed;MWFRS (envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are 2x4 MT20 unless otherwise indicated. 4)Plates checked for a plus or minus 0 degree rotation about its center. 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 240-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity 10H of bearing surface. r 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,10. 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. O� LOAD CASE(S) Standard ' ,AIL May 12,2014 ® WARNING-Please thoroughly review the'Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products'form.Verify design parameters and read rates on this Truss Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MTek connector plates shall be used for this truss design drawing to be valid.This truss design drawing indicates acceptance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular , building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer per ANSVTPI 1.Lateral restraint designations shown on individual web and chord members are for compression budding only,not for building stability bracing.Additional temporary restraint/diagonal bracing to insure stability during construction is the responsibility of the truss installer. Additional permanent building stability bracing of the overall structure is the responsibility of the Owner,the Owner's authorized agent or the Building Designer,per the IRC,the IBC and ANSIrrPI 1.For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the IRC,the IBC,ANSUTPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com and any related installation information ENGINEER/NGLLc supplied in the jobsile package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of the building. Job TrussTruss Type Qty Ply Hendrickson Job 81404152 604 CATHEDRAL 1 1 18190394 Job Reference(optional) ProBuild Arlington, Arlington,WA 98223 7.430 s Oct 14 2013 MTek Industries,Inc. Fri May 09 14:29:09 2014 Page 1 ID:mG44XU7Qw91?2BOk5nbfWay77=TUd?whaylGOX9OM6zO3jNTDJM8vFCpiAUeOFUzICTu -1-0-0 6-8-2 11.6-14 174) 24-1-15 37-6-8 34-D-0 35-0-0 -01-0 6-8-2 4-10-12 5-5-2 7-1-15 7-4-9 2-5-8 11-0 Scale=1:61.0 4x8 = 5 5.00 12 3x4 4 3x4 6 6-12 3 4-1 -13 1 4x10 J 7 1 0 _ 2 13 0- 5x10 = 1 9 1 1 8 1 3x4 = 9 Ig 4x10 = 3x4 = 3x1019-64)19-6-0 10 2.00� 5x8 = &1-9 14-7-8 16-0-0 31-6-8 3 34-0-0 &1-9 6-5-15 1-4-8 15-6-8 0.5 2-" Plate Offsets(X Y)m f260-0-15.0-0-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.32 12-13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -0.70 12-13 >534 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.34 10 n/a n/a BCDL 8.0 Code IBC2012/TP12007 (Matrix) Weight:180 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: WEBS 2x4 DF SS*Except* 640-0 oc bracing:10-11 6-12:2x4 DF No.2 10-0-0 oc bracing:11-12 WEBS 1 Row at midpt 6-12 JOINTS 1 Brace at Jt(s):11 REACTIONS (Ib/size) 2=1441/0-5-8 (min.0-1-8),10=1666/0-5-8 (min.0-1-12) Max Horz2=73(LC 8) Max UpIWQ=-43(LC 8),10=-42(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4300/117,3-4=3996/99,4-5=-2801/32,5-6=2476/49,6-7=-2901/6 BOT CHORD 2-13=-127/3917,12-13=-41/3235,11-12=0/2631,10-11=-327/149 WEBS 3-13=-323/103,4-13=-14/655,4-12=-784/123,5-12=0/1544,6-12=-558/124, 6-11=-283/72,7-11=0/2896,7-10=1524/102 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS (envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are 2x4 MT20 unless otherwise indicated. 4)Plates checked for a plus or minus 0 degree rotation about its center. 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. 7)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity 0$�H of bearing surface. 3 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,10. 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIIfPI 1. O� LOAD CASE(S) Standard May 12,2014 ® WARNING-Pease thoroughly review the"Customer's Acknowledgement f ProBuild Standar Terms for Manufactured Products"form.Verity design parameters g y g and read notes on this Truss Design Drawingand the DrJ Reference Sheet rev.03-14 before use.OnlyMTek connector plates shall be used for this truss design drawing to be valid.This truss design drawing indicates acceptance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer per ANSVTPI 1.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not for building stability bracing.Additional temporary restraint/diagonal bracing to insure stability during construction is the responsibility of the truss installer. Additional permanent building stability bracing of the overall structure is the responsibility of the Owner,the Owner's authorized agent or the Building Designer,per the IRC,the IBC and ANSlrrPI 1. For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the IRC,the IBC,ANSI/TPI 1,the BCSI summary sheets,and/or BCS](Building Component Safety Information)available from SBCA at www.sbcindustry.com and any related installation information �QJ1N��lLLC supplied in the jobsite package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of the building. Job Truss Truss Type Qty Ply Hendrickson Job 18190395 B1404152 B05 COMMON 2 1 Job Reference(optional) ProBuild Arlington, Arlington,WA 98223 7.430 s Oct 14 2013 MiTek Industries,Inc.Fri May 09 14:29:10 2014 Page 1 ID:mG44XU7Qw9f?2BOk5nbfWay77=Sf2?DGhg3OF8JzYfhvlGbOVHIze_Y9rP80ynxzlCTt 1-0-0 6-173 11-6-10 17-0-0 22-56 27-10.13 3_- 0 35-0-0 1 4 6-1-3 5-5-6 5-5-6 5-5-6 5-5.6 6-1-3 1-0-0 Scale=1:60.1 4x6 = 5 5.00 12 3x4 3x4 4 6 2x4 4x6 3 51a 7 3 4- 2 6- 1 3-1 -11 7- 8 2 yj1 9 I� 13 12 11 10 3x6= 3x8 = 3x4= 3x4= 5x8 = 3x6� 8-9.14 17-0-0 25-2-2 32-0-0 34.0-0 8-9-14 8-2-2 8-2-2 6-9-14 2-0-0 Plate Offset -81,F8:04)-6.0-0-01,[1270-4-0-0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.13 12-13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.35 2-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.11 10 n/a n/a BCDL 8.0 Code IBC20121TP12007 (Matrix) Weight:159 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF SS 6-0-0 oc bracing:8-10. REACTIONS (Ib/size) 2=1467/0.5-8 (min.0-1-9),10=1640/0-5-8 (min.0-1-12) Max Horz2=-73(LC 11) Max Uplift2=42(LC 8),10=-41(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2851/79,3-4=-2530/61,4-5=-1725/57,5-6=-1725/66,6-7=-2111/44,7-8=166/559 BOT CHORD 2-13=-88/2543,12-13=-20/2045,11-12=0/1848,10.11=0/1820,8-10=-443/180 WEBS 5-12=0/884,6-12=-488/92,4-12=-717/98,4-13=0/455,3-13=-378/102,7-10=2661/128 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.Il;Exp C;enclosed;MWFRS (envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Plates checked for a plus or minus 0 degree rotation about its Center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'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 240-0 wide Will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10. 7)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 4� O l`Wr��r'"i► O A May 12,2014 ,,.._. ... -., .. ,. . ...... .. A..,. ® WARNING-Please thoroughly review the"Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products'form.Verify design parameters and read rotes on this Truss Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MTek connector plates shall be used for this truss design drawing to be valid.This truss design drawing indicates acceptance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular e building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer per ANSI/TPI 1.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not for building stability bracing.Additional temporary restraint/diagonal bracing to insure stability during construction is the responsibility of the truss installer. Additional permanent building stability bracing of the overall structure is the responsibility of the Owner,the Owners authorized agent or the Building Designer,per the IRC,the IBC and ANSUTPI 1. For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the �(�IN�/NGLLC IRC,the IBC,ANSUTPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at www.sbcmdustry.com and any related installation information supplied in the jobsite package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of the building. Job Truss Truss Type Qty Ply Hendrickson Job (8190396 B1404152 B06 COMMON 11 1 Job Reference(optional) ProBuild Arlington, Arlington,WA 98223 7.430 s Oct 14 2013 MiTek Industries,Inc. Fri May 09 14:29:10 2014 Page 1 ID:mG44XU7Qw9l?2BOk5nbfWay77_Sf2?DGhCj3OF8JzYfhvlGbOVFIZc_b0rP80ynxzlCTt i-1-4-0 6-1-3 11-6-10 17-0-0 22-5-6 27-10-13 32-0-0 1-4-0 6-1-3 5-5-6 5-5-6 5-5-6 5-5-6 4-1-3 Scale=1:55.9 46 = 5 5.00 12 3x4 % 3x4 4 6 2x4 4x6 3 51 7 2 4- 11 6- 3x4 II 8 3-1 10 7- 2 N �I1 d 12 10 11 3x8= 3x4= 3x4 = 5x8 3x6 = = i 8-9-14 17-0-0 25-2-2 32-0-0 8-9-14 8-2-2 8-2-2 6-9-14 Plate Offsets(x.Y)• [270!4-2-0-1-81,111:0-4-0.0-3-01 . LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.13 11-12 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.35 2-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.11 9 n/a n/a BCDL 8.0 Code IBC2012/TPI2007 (Matrix) Weight:152 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins, except BOT CHORD 2x4 DF No.2 end verticals. WEBS 2x4 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=1472/0-5-8 (min.0-1-9),9=1357/0-5-8 (min.0-1-8) Max Horz2=81(LC 8) Max Uplift2=-42(LC 8),9=-20(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2864!79,3-4=-2543/61,4-5=-1738/57,5-6=-1739/65,6-7=-2138/47,7-8=258/9 BOT CHORD 2-12=-95/2555,11-12=27/2057,10-11=0/1876,9-10=-29/1847 WEBS 5-11=0/898,6-11=-515/97,4-11=-717/98,4-12=0/455,3-12=-378/102,7-9=-1982/50 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf,BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS (envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,9. 7)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard .1pSEPH p �Aec. May 12,2014 ® Design Drawing and the D J Reference Sheet(rev.03-14 before use.Only MiTek connector-plates shall be used for this truss design drawing to be valid.This truss design drawing indicates WARNING-Please thoroughly review the"Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products"form.Verify desn n parameters and read notes on this Truss r9 9 ( ) Y P r9 9 h3 9 cafes acceptance of responsibility forth design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular , building is the responsibility of the Owner,the Owners authorized agent or the Building Designer per ANSVrPI 1.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not for budding stability bracing.Additional temporary restraint/diagonal bracing to insure stability during construction is the responsibility of the truss installer. Zditional permanent building stability bracing of the overall structure is the responsibility of the Owner,the Owners authorized agent or the Building Designer,per the IRC,the IBC and SIfrPI 1. For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the TM IRC,the IBC,ANSIrrPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com and any related installation information EMINEWNGLLC supplied in the jobsite package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of the building. Job Truss Truss Type Qty Ply Hendrickson Job 18190397 81404152 B07 COMMON 1 1 Job Reference(optional) ProBuild Arlington, Arlington,WA 98223 7.430 s Oct 14 2013 MTek Industries,Inc. Fri May 09 14:29:12 2014 Page 1 ID:mG44XU7Qw91?2BOk5nbfWay77_P2AmdxjTEgfzOd7xn6xmLO5xNZPEScR8sSt3spzlCTr 1 4 0 17-0-0 32-0-0 1-4-0 17-0-0 15-0.0 Scale=1:54.6 3x6= 13 14 15 12 16 11 17 5.00 12 10 18 9 19 8 20 7 21 6 1 0 1'48 22 4 5 1 3 1 26 27 2 1 1 1 7 1 6 1 5 1 2 23 24 3 7 2 2 2 5 26 2 1.4-0 -1 2-0 5 4 2-9 � 1 3x4 = 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 3,6= 32-0.0 32-M Plate Offsets(X.Y): 114:0-3-0,Edael LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.00 1 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) 0.00 1 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 14 n/a n/a BCDL 8.0 Code IBC2012ITPI2007 (Matrix) Weight:207 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2 end verticals. WEBS 2x4 DF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud REACTIONS All bearings 3240-0. (lb)- Max Horz2=81(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)2,41,42,43,44,45,46,47,48,49,50,28,37,36,35,34, 33,32,31,30,29 Max Grav All reactions 250 Ib or less at joint(s)27,14,2,40,38,41,42,43,44,45,46,47,48,49,50,28, 37,36,35,34,33,32,31,30,29 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS (envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3) 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. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Plates checked for a plus or minus 0 degree rotation about its center. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide willO fit between the bottom chord and any other members. OV11 r 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,41,42,43,44,45, 46,47,48,49,50,28,37,36,35,34,33,32,31,30,29. >, 11)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. g LOAD CASE(S) Standard ,AIL May 12,2014 WARNING-Please thoroughly review the'Customees Acknowledgement of PmBuild Standard Terms for Manufactured Products'form.Verify,design parameters and read notes on this Truss Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only Mi Tek connector plates shall be used for this truss design drawing to be valid.This truss design drawing indicates acceptance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular , building is the responsibility of the Owner,the Owners authorized agent or the Building Designer per ANSUTPI 1.Lateral restraint designations shown on individual web and chord members are for compression budding only,not for building stability bracing.Additional temporary restraint/diagonal bracing to insure stability during construction is the responsibility of the truss installer. Additional permanent building stability bracing of the overall structure is the responsibility of the Owner,the Owner's authorized agent or the Building Designer,per the IRC,the IBC and ANSI/TPI 1. For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the TM IRC,the IBC,ANSI/fPl 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com and any related installation information ENQ/N�/NQLLC supplied in the jobsite package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of the building. Job Truss Truss Type Qty Ply Hendrickson Job 18190398 81404152 BPI SPECIAL 11 1 Job Reference(optional) ProBuild Arlington, Arlington,WA 98223 7.430 s Oct 14 2013 MTek Industries,Inc. Fri May 09 14:29:13 2014 Page 1 ID:mG44XU7Qw9l?2BOk5nbfWay77=tEk8rHk5?_nq?mi7LpS?tDd7lzkgB3mH56CCOFzICTq 1-10-7 1-10-7 4x4= 2x4 I Scale=1:8.5 1 2 1-2 1-4 2-3 1-3 34 4 3 2x4 11 4x4 = 1-10-7 1-10-7 LOADING(psf) SPACING 240.0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.04 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IBC2012/TP12007 (Matrix) Weight:8 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-7 oc purlins, except BOT CHORD 2x4 OF No.2 end verticals. WEBS 2x4 DF SS BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. REACTIONS (Ib/size) 4=68/1-10-8 (min.0-1-8),3=68/1-10-8 (min.0-1-8) Max Horz4=23(LC 5) Max Uplift4=-9(LC 4),3=-9(LC 5) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf,BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS (envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Provide adequate drainage to prevent water ponding. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 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 240-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,3. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard W A a � Ar May 12,2014 ® thorDesign Drawing and 8mgrevie Sheelsrev es Acknowledgement f ProBuil , oughly g d Standard Terms for Manufactured Products'form.Verify design parameters and read notes on this Truss ( before use.OnlyMi ek connector plates shall be used for this thus design drawing to be valid.This truss design drawing indicates acceptance of responsibility for the design of the single buss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular illy.building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer per ANSVTPI 1.Lateral restraint designationsshown on individual web and chord members are for compression buckling only,not for building stability bracing.Additional temporary restraint/diagonal bracing to insure stability during construction is the responsibility of the lass installer. Additional permanent building stability bracing of the overall structure is the responsibility of the Owner,the Owner's authorized agent or the Building Designer,per the IRC,the IBC andANSVTPI 1. For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the IRC,the iBC,ANSVTPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com and any related installation information IENIiINEEit�NQLLC supplied in the jobsite package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of the building. Job Truss Truss Type Qty Ply Hendrickson Job 19190399 81404152 C01 COMMON TRUSS 1 1 Job Reference(optional) ProBuild Arlington, Arlington,WA 98223 7.430 s Oct 14 2013 MTek Industries,Inc.Fri May 09 14:29:13 2014 Page 1 ID:Nz?Mqm HRrXGN4 URUkjEI F6zaeoA-tEk8rHk5?_nq?m i7LpS?tDd4mziyB3 W H56ccOFzlCTq -0-0 4-" 8-0-0 9-0-0 1-4-0 4-0-0 4-0.0 1:4-0 Scale=1:20.2 4x4 = 3 5.00 12 1-3 3-0 3-5 4 2 -0 5 1 6 2x4 I 2x4= 2x4 = 4-" 8.0-0 4-0-0 4-0.0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.01 4-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.02 4-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 4 n/a n/a BCDL 8.0 Code IBC20121TP12007 (Matrix) Weight:29 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. WEBS 2x4 OF SS REACTIONS (Ib/size) 2=435/0-3-8 (min.0-1-8),4=435/0-3-8 (min.0-1-8) Max Horz 2=-21(LC 11) Max Uplift2=-22(LC 4),4=22(!-C 5) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-437/0,3-4=437/0 BOT CHORD 2-6=0/342,4-6=0/342 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp C;enclosed;MWFRS (envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. 7)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard jOSEPIR 'D a r 4 o May 12,2014 ® WARNING-Please thoroughly review the"Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products'forth.Verify design parameters and read notes on this Truss Design Drawing and the DO Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for this truss design drawing to be valid. This truss design drawing indicates acceptance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular I building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer per ANSVTPI 1.Lateral restraint designations shown on individual web and chard members are for compression buckling only,not for building stability bracing.Additional temporary restraint/diagonal bracing to insure stability during construction is the responsibility of the truss installer. Additional permanent building stability bracing of the overall structure is the responsibility of the Owner,the Owner's authorized agent or the Building Designer,per the IRC,the IBC and ANSI/TPI 1. For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the *w, IRC,the IBC,ANSVTPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com and any related installation information SVGINEWNGLLC supplied in the jobsite package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of the building. Job Truss Truss Type Qty Ply Hendrickson Job 18190400 61404152 CO2 OMMON TRUSS 1 1 Job Reference(optional) ProBuild Arlington, Arlington,WA 98223 7.430 s Oct 14 2013 MTek Industries,Inc. Fd May 09 14:29:13 2014 Page 1 ID:Nz?MgmHRrXGN4URUk)EI F6zaeoA-tEk8rHk5?_nq?mi7LpS?tDd4mziyB3 W H56ccOFzlCTq i -1-0-0 4-" i 8-0-0 9-4-0 1 4 4-" 4-0-0 1-41 Scale=1:20.2 4x4 = 3 5.00 12 1-3 3£ 3-5 4 2 -4 5 1 6 2x4 I 2x4= 2x4 = 4-0-0 8-0-0 4-0.0 4-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.01 4-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.02 4-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 4 n/a n/a BCDL 8.0 Code IBC20121TPI2007 (Matrix) Weight:29 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF SS REACTIONS (Ib/size) 2=435/0-3-8 (min.0-1-8),4=435/0-3-8 (min.0-1-8) Max Horz2=21(LC 10) Max Uplift2=-22(LC 4),4=22(LC 5) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=437/0,34=437/0 BOT CHORD 2-6=0/342,4-0=0/342 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf,BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS (envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. 7)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI1TPI 1. LOAD CASE(S) Standard q � May 12,2014 ITZ WARNING-Please thoroughly review the*Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products'form.Verify design parameters and read notes on this Truss Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for this truss design drawing to be valid.This truss design drawing indicates acceptance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular , building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer per ANSVTPI 1.Lateral restraint designations shown on individual web and chord members are for compression budding only,not for building stability bracing.Additional temporary restraint/diagonal bracing to insure stability during construction is the responsibility of the truss installer. Additional permanent building stability bracing of the overall structure is the responsibility of the Owner,the Owners authorized agent or the Building Designer,per the IRC,the IBC and ANSIrrPI 1. For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the '*" IRC,the IBC,ANSIrrPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com and any related installation information supplied in the jobsile package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of the building. Job Truss Truss Type Qty Ply Hendrickson Job 18190401 81404152 Vol GABLE 1 1 Job Reference(optional) ProBuild Arlington, Arlington,WA 98223 7.430 s Oct 14 2013 MiTek Industries,Inc. Fri May 09 14:29:14 2014 Page 1 ID:Nz?MgmHRrXGN4URUkjEIF6zaeoA-LRH W2dljmHvgdwHJuWzEQRAGSN3xwWhRJmM9wizICTp 9-1-7 18-2-14 9-1-7 9-1-7 Scale=1:29.9 3x6 = 6 7 5 5.00 12 4 g 3 9 2 6- 10 _1 _1 1 1 1 1 11 1 4 0 0 3x4 19 18 17 16 15 14 13 12 3x4 18-2-14 18-2-14 Plate Offsets(x Y): [6.0-3-0.Edge].17:0-0-0.0-0-0],[8:0-0-0.0-OM.19:0-0-0.0-0-0J,flO:0-0-0.0-0-0) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.09 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 11 n/a n/a BCDL 8.0 Code IBC2012/TPI2007 (Matrix) Weight:73 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF SS REACTIONS All bearings 18-2-14. (lb)- Max Horz 1=34(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s)17,18,19,14,13,12 Max Grav All reactions 250 Ib or less at joint(s)1,11,16,17,15,14 except 19=349(LC 17),12=349(LC 18) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-19=-254/61,10-12=-254/61 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp C;enclosed;MWFRS (envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are 2x4 MT20 unless otherwise indicated. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)Gable requires continuous bottom chord bearing. 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 240-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)17,18,19,14,13,12. 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 10H O q � 483" � May 12,2014 ® WARNING Please thoroughly review the"Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products"form.Verify design parameters and read notes on this Truss Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for this truss design drawing to be valid.This truss design drawing indicates acceptance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular building is the responsibility of the Owner,the Owners authorized agent or the Building Designer per ANSVTPI 1.Lateral restraint designations shown on individual web and chord members are for compression budding only,not for building stability bracing.Additional temporary restraint/diagonal bracing to insure stability during construction is the responsibility of the truss installer. Additional permanent building stability bracing of the overall structure is the responsibility of the Owner,the Owners authorized agent or the Building Designer,per the IRC,the IBC and ANSI/rPI 1.For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the TM IRC,the IBC,ANSI/rPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com and any related installation information SMINEWNGLLC supplied in the jobsite package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of the building. Symbds Numbering System neralof ly es PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 1.Please thoroughly review the"Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products"form. Center plate on joint unless x,y 2.Construction responsibilities shall be in accordance with the prevailing building code,including ANSI/TPI 1 and all related �4 offsets are indicated. references,for the jurisdiction where the building is going to be built Dimensions are in ft-in-sixteenths. 6"4'8 dimensions shown in ft-in-sixteenths 3.The latest version of ANSIrrPI 1 is incorporated herein. Apply plates to both sides of truss (Drawings not to scale) 4.The Building Designer,also known as the owner,the owner's authorized agent,the Registered Design Professional(RDP) and fully embed teeth. or the contractor,for the building shall review the truss and structural building component submittal package for compatibility with the building design.All such submittals shall include a notation indicating that they have been reviewed and found to be in general conformance with the design of the building(or to make corrections noted). 5.ProBuild and DrJ Engineering,LLC(DrJ)shall be permitted to rely on the accuracy and completeness of project contract �'1/ rr documents,including specifications that have been furnished to ProBuild in writing by the Building Designer for the building. 16 1 2 3 6.The Building Designer,through the construction documents,shall provide information sufficiently accurate and reliable to be TOP CHORDS able to design the trusses In the context of the following serviceability issues Including,but not limited to:(1)Allowable vertical, horizontal or other required deflection criteria,(2)Any dead load,live load,and in-service creep deflection criteria for flat roots C1-2 C2-3 subject to ponding loads,(3)Any truss camber requirements,(4)Any differential deflection criteria from truss to truss or truss to adjacent structural member,(5)Any deflection and vibration criteria for floor trusses Including;any strongback bridging o W EBSCiv 4 requirements,and any dead load,live load,and in-service creep deflection criteria for floor trusses supporting stone or ceramic file finishes,(6)Moisture,temperature,corrosive chemicals and gases expected to result In;wood moisture content exceeding 19 percent,sustained temperatures exceeding 150 degrees F,and/or corrosion potential from wood preservatives or other = v 3 e 3 sources that may be detrimental to Trusses. For 4 x 2 orientation,locate b 7.Due to the lateral thrust developed by scissor type trusses,f scissor type trusses are part of this design,careful consideration plates 0- 4r s.horn outside 0- sip u U should be given to bearing wall conditions.Bearing walls supporting scissor type trusses should be designed in such a manner edge of truss. O n.. that the walls will safely withstand the lateral forces of the trusses.Consideration of effects on existing bearing and the ~ C7- C6-7 O associated wall assembly is not a part of this set of TDDs and is not the responsibility of ProBuild or DrJ.Advice from the RDP or other competent design professional should be secured relative to these items,if not found in the construction documents. BOTTOM CHORDS 8.These trusses and beams are not designed to support any masonry loading conditions.These conditions require special This symbol indicates the engineering.If this service is required by the Owner,the Owners authorized agent or the Architect,please call 608.628-1453 required direction of slots in 8 7 6 5 for assistance, connector plates. JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE 9.Areas of the construction documents that do not use truss framing need to be designed by others.If this service is required by AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO the Owner,the Owners authorized agent or the Architect,please call 608.628-1453 for assistance. THE LEFT. 10.All beam and header designs are to be performed by others.If this service is required by the Owner,the Owners authorized "Plate location details available in agent or the Architect,please call 608-628-1453 for assistance. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 11.Under no circumstances is ProBuild or DrJ Engineering the Building Designer for this building.If this service Is required by MITek 20/20 software or upon request. the owner,the Owners authorized agent or the Architect,please call 608-628-1453 for assistance. NUMBERS/LETTERS. 12.The truss designer or truss design engineer(also defined as a specialty engineer)shall be responsible for the single truss component design depicted on the truss design drawing,only. PLATE SIZE 13.The truss submittal package,including the TDDs sealed by a truss design engineer where required by the legal requirements The accuracy of each TDD relies upon using accurate or the local jurisdiction,a truss placement diagram if required by the construction documents,and the required permanent The first dimension is the plate code approved raw material design values provided by individual truss member restraint per the TDDs and the appropriate BCSI B-series summary sheets to facilitate proper truss and structural component bracing shall be supplied to the contractorltruss installer. 4 x 4 width measured perpendicular others for all engineering evaluations.All truss and 14.The contractor,after reviewing and/or approving the Truss Submittal Package,shall forward the truss submittal package to to slots.Second dimension is component designs utilize manufacturer published the Building Designer for review. The length parallel to slots. 15.The truss placement diagram identifying the location of each truss,as assumed by ProBuild based on its review of the project connector(i.e.,truss plates,hangers,screws,etc.) contract documents,will be provided.When the truss placement diagram serves only as a guide for truss installation,it does design values.The lumber design values that are used not require the seal of any RDP. correspond with the grade mark applied to the original 16.Review the complete contents of the buss submittal package and the TDDs included(front,back,text and graphics)before LATERAL RESTRAINT LOCATION attempting to install the trusses.Reviewing graphics alone is not sufficient. stick of lumber prior to cross or angle cutting.The lumber, 17,Truss manufacturing quality control shall be performed rANSI/rP11,Cha ter3andmonitoredb athird a as rade marked b the lumber manufacturer,and Its 9q ty p y party Indicated by symbol shown and/or g y agency. by text in the bracing section of the associated design values are relied upon to be accurate 18.These TDDs assume mosses will be suitably protected from moisture,temperature,corrosive chemicals and gases output. Use T-or I-Reinforcement for use in NDS engineering equations. (i.e.adverse environmental conditions)perANSUTPI 1. or proprietay bracing(e.g.eliminator) 19.Unless specifically specified by the Building Designer In writing and noted on the TDD,these TDDs are not applicable for use if indicated. with fire retardant,preservative treated or green lumber. NOTE-LATERAL RESTRAINTS 20.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. MUST BE BRACED. REFER TO BCSI The"WARNING"note found on the bottom of each 21.Lumber used shall be of the species,size and grade,and in all respects,equal to or better than that specified. OR AS SPECIFIED BY THE BUILDING TDD references this document by callingit the 22•Temporary lateral restraint and diagonal bracing Is required to be installed during construction for the purposes of holding BEARING DESIGNER trusses in their proper location,plumb and in plane,until permanent individual truss member restraint,diagonal bracing and "DrJ Reference Sheet (rev.03-14)" permanent building stability bracing are completely installed(See BCSI-B1,BCSI-B2,BCSI-B3,BCSI-B7,and BCSI-B10). 23.Top chords must be sheathed or continuous lateral restraints(i.e.,purlins)provided at the spacing(e.g.24"o.c.maximum) Indicated on TDD. 24.Unless specifically specified in writing by the Building Designer,bottom chords require continuous lateral restraint at 10 tt o.c. Indicates location where bearings ©2014 DrJ Engineering,LLC All Rights Reserved spacing,or less,along with diagonal bracing as specified In BCSI-B1,BCSI-B3,BCSI-B7 or BCSI-B10 If no ceiling is installed. (supports)occur. Icons vary but 25.Graphical representation of lateral restraint members(i.e.,purins),if shown,do not depict the size or orientation of the restraint reaction section indicates joint along the top and/or bottom chord and/or web members. number where bearings occur. 26.The sae,connections,and anchorage of the permanent continuous lateral truss chord and web member lateral restraint and diagonal bracing must be designed by others In such a way as to support the Imposed load along the clear span of the restraint and bracing,or as specified in BCSI-Bt,BCSI-83,BCSI-B7 or BCSI-B10. 27.Additional permanent building stability bracing for the truss system,e.g,diagonal or X-bracing,is always required. Industry Standards: qt( DrJ Engineering,LLC 28.During truss Installation never exceed the design loading shown on the TDD and never stack materials on inadequately braced ANSI/TPIi: National Design Specification for Metal trusses(See not Plate Connected Wood Truss Construction, (FKA:DrJ Consulting,LLC) 29.Connections not shown on the TDDs are the responsibility of others. BCSI: Building Component Safety Information, 6300 Enterprise Lane 30.Do not cut or alter a truss member or a truss plate without prior approval of a Building Designer or Truss Design Engineer. Guide to Good Practice for Handling, MadISOn,W 153719 31.Install and load trusses vertically unless otherwise indicated in writing by the Building Designer. Installing,Restraining i Bracing d Metal 32.Sheathing applied in the plane of the truss is not considered in the design of the individual truss components unless specifically Plate Connected Wood Trusses. TM noted. 33.Attachment of the Puriln Gable(a.k.a.Hip Frames,Lay-In Gables)to the supporting hip trusses satisfies the lateral restraint and ENGINEERING VEERING LL C diagonal bracing requirements for the top chord of the hip trusses.Refer to the TDD for the individual trusses braced in this manner 34.These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSI/TPI 1 and related DroDrietary Information. A. Abrous, Ph.D., P.E. HiLine Homes Page 1 of 20 LAN 1664®13 [30-PSF SNOW, 110 mph, Exp. C, & SDC D2] PROJECT INFORMATION AND CRITERIA 1. PROJECT INFORMATION OWNER/ADDRESS KEN HENDRICKSON SITE ADDRESS: RENEE STREET PORT ANGELES, WA 98362 JOB NUMBER: 10106029 2. STRUCTURAL DESIGNER INFORMATION ABDELOUAHAB ABROUS, Ph.D., P.E. -8—i•, HiLine Homes �c�u'`''`"; Design & Engineering Department 11306 62ND Ave E., Puyallup, WA 98373 Phone: (253) 770-2244 Ext. 132 :; 1; Email: Wabrous(a)-H!Linehomes.com 3)1 W . UNnLL'�`• Washington License No: 36110 Oregon License No: 81419PE Note: The above stamp applies to the structural members and assemblies described in the following Idaho License No: P-14132 calculations only and is valid with a copied or wet stamp intended for reuse by HiLine Homes. 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 & 2010 Oregon Structural Special Code OSSC for Oregon 2012 International Residential Code (IRC) for Washington & 2011 Oregon Residential Special 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 4/30/2014 Plan 1664-13 30-PSF Snow, 110 mph, Exp C, & SDC 132_HENDRICKSON 5/7/2014 A. Abrous, Ph.D., P.E. HiLine Homes Page 2 of 20 4. DESIGN CRITERIA GROUND SNOW LOAD: pg = 30-psf FLAT ROOF SNOW LOAD PER ASCE 7-10(LIVE LOAD): pf = 21.0-psf MINIMUM ROOF SNOW LOAD PER COUNTY: pf = 25.0-psf ADOPTED FLAT ROOF SNOW LOAD (LIVE LOAD): pf = 25.0-psf ROOF DEAD LOAD: Droof = 15-psf EXTERIOR WALL DEAD LOAD: Dw,11 = 15-psf INTERIOR WALL DEAD LOAD: Dwa,, = 10-psf SEISMIC DESIGN CATEGORY: SDC D2 BASIC WIND SPEED: 110-mph ASCE 7-10 ULTIMATE DESIGN WIND SPEED: 140-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: 2,500-psi Anchor Bolts: ASTM A307 Steel CONTENTS Project Information and Criteria Page 1 Description Page 3 Specifications and Design Criteria Page 3 Engineering Calculations I 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 4/30/2014 Plan 1664-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_HENDRICKSON 5/7/2014 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 110-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 Wind loads and overturning moments are calculated in Table E for two orthogonal 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 Table F. Minimum Wind Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 4/30/2014 Plan 1664-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_HENDRICKSON 5/7/2014 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 4/30/2014 Plan 1664-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_HENDRICKSON 5/7/2014 A. Abrous, Ph.D., P.E. HiLine Homes Page 5 of 20 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS 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.ANCHt"RING SPECIFICATIONS (ALL WALL LINES)' T s ww,_4,_ - a Maximum Applied Shear per Tables I or J (lb) 2,716 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) 429 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. AV a� ... SHEAR WALL liO.1.D-DOWNPE+CIFICATIONS Wall Line A (Standard Garage Door Location) Maximum overturning tension due to wind load per Table I (lb) 1,163 Maximum overturning tension due to seismic load per Table J (lb) 881 Allowable wind Tension Load for Simpson STHD10 Strap Ties at endwall location is 1,705-Ib 1,705 Allowable seismic Tension Load for Simpson STHD10 Strap Ties at endwall location is 1,435-Ib 1,435 At both ends of each garage portal, install Simpson STHD10 Strap Tie, Holdowns per manufacturer's instructions as shown on the plan. Fasten to minimum 3-in framing. (total of 4 STHD10s). Wall Line 1 - Perforated Shear Wall Analysis Maximum overturning tension due to wind load per Table I (lb) 613 Maximum overturning tension due to seismic load per Table J (lb) 783 Maximum wind shear(V) per Tables I or J (lb) 2,237 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/C07Li (lb) 1,044 Effective Wind Shear, v=V/COELi (Ib/ft) 134 Hold-Down Seismic Tension Load, T=Vh/COELi (lb) 1,267 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 4/30/2014 Plan 1664-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_HENDRICKSON 5/7/2014 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. r�;r :SHEAR W ►LL SH, ATF IG PEC IiiiFICATIC NS All Wall Lines Maximum resistive unit wind shear load per Table I (Ib/ft) 166 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. 260 per Note 2. Adjustments are 0.50 for ASD and 0.93 for Hem-Fir framing. Allowable shear= (0.50)(0.93)(560) =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 specification. .u,r SFiEAh2'TRAI�FE SPECIE=ICATI ' S,_ =' 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) 70 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 13, C, 2 & 3 (Eaves) Maximum applied unit wind shear per Table I (lb) 52 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 4/30/2014 Plan 1664-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_HENDRICKSON 5/7/2014 A. Abrous, Ph.D., P.E. HiLine Homes Page 7 of 20 TABLE A. STRUCTURAL SPECIFICATIONS 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. N r ROOF D,, HRAGIM FRAMINI PECI.FIISNS Roof Sheathing Maximum applied unit wind shear per Table I (ib/ft) 55 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-lb/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) 86 Truss Connections (Longitudinal Loads) Maximum applied unit shear per Tables I and J (Ib/ft) 55 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 11 N. 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-lb/ft. 271 Simpson H2.5A/H1 Seismic& Hurricane Tie lateral load resistance F2= 110/140-lb 110/140 Simpson H2.5A/H1 Seismic& Hurricane Tie longitudinal load resistance F, = 110/415-lb 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 = 3$1 271 + 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. 1 190 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. Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 4/30/2014 Plan 1664-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_HENDRICKSON 5/7/2014 A. Abrous, Ph.D., P.E. HiLine Homes Page 8 of 20 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Truss Connections (Uplift Loads) Maximum net uplift on truss connection for 85 mph, Exposure C per Table K(Ib). -165 Maximum net uplift on truss connection for 95 mph, Exposure C per Table K(Ib). -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. 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). 1,103 Allowable chord splice tension load for 10d nails @ 6-in o.c. 1,469 Fasten exterior wall top plate splices together with 10d nails @ 6-in o.c. Minimum splice length =48-in. Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 4/30/2014 Plan 1664-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_HENDRICKSON 5/7/2014 • A. Abrous, Ph.D., P.E. HiLine Homes Page 9 of 20 TABLE 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 (5/12) 0.42 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) 11.1 Maximum Height(ft) 14.5 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) 4.4533 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) 4.0367 Longitudinal Length of Garage (ft) 22.0 0.1*b(ft) 2.2 Transverse Exterior Walls Length (ft) 44.01 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) 10.1 Maximum Height(ft) 12.4 Total Exterior Walls Length (ft) 88.0 Total Partitions Weight(lb)-ASCE 7-10 12.7., 0 SNOW DATA Maximum Ground Snow Load, p (psf) Assumed 30.0 Exposure Factor, C, ASCE 7-10 Table 7-2,for Exposure C 1.0 Thermal actor, Ct AS E 7-10 Table 7-3,for Residences 1.0 Snow Importance Factor, 1, ASCE 7-10 Table 1.5-2, for Category II 1.0 Slope Factor, Ts ASCE 7-10 Figure 7-2a 1.0 Flat Roof Snow Load, pf(psf) ASCE 7-10 Equation 7.3-1, pf=0.7 Ce Ct IS p 21.0 MINIMUM Flat Roof Snow Load, pf(psf) BUILDING DEPARTMENT 25.0 ADOPTED Flat Roof Snow Load, pf(psf) CONTROLLING VALUE 25.0 Note: Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line. Revised BUILDING DATA Printed 4/30/2014 Plan 1664-13 30-PSF Snow, 110 mph, Exp C, & SDC 132_HENDRICKSON 5/7/2014 A. Abrous, Ph.D., P.E. HiLine Homes Page 10 of 20 TABLE C. WIN® DESIGN CRITERIA Description Value Description Value WIND DESIGN CRITERIA MAIN FLOOR Basic Wind Speed Vas(mph) 110 TRANSVERSE BUILDING ZONE DATA ASCE 7-10 Design Wind Speed (mph) 140 Horizontal Wind Force Loading Wind Exposure Category C1 Transverse Zones A&B Width (ft) 6.4 Simplified Procedure per ASCE 7-10 28.5 Yes Transverse Zones C &D Width (ft) 45.6 Exposure&Height Factor, A 1.21 Transverse Zones A&C Height(ft) 7.8 Topographical Factor, K,,t 1.00 Transverse Zones B&D Height(ft) 6.7 Vertical Wind Force Loading DESIGN WIND PRESSURES (psf) Transverse Roof Zones E &F Width (ft) 6.4 TRANSVERSE DIRECTION (CASE A) Transverse Roof Zones G &H Width (ft) 45.6 A- End Zone of Wall 40.9 Transverse Roof Zones E &F Length (ft) 16.0 B-End Zone of Roof -2.2 Transverse Roof Zones G &H Length (ft) 16.0 C- Interior Zone of Wall 28.41 1 D- Interior Zone of Roof 0.3 LONGITUDINAL BUILDING ZONE DATA E- End Zone of Windward Roof -26.9 Horizontal Wind Force Loading F-End Zone of Leeward Roof -24.8 Longitudinal Zone A Width (ft) 6.4 G - Interior Zone of Windward Roof -19.0 Longitudinal Zone C Width (ft) 25.6 H - Interior Zone of Leeward Roof -19.31 Longitudinal Zone A Height(ft) 9.1 Eo- End Zone of Windward OVHG Roof -41.9 Longitudinal Zone C Height(ft) 11.6 Go- Interior Zone of Windward OVGH Roof -33.9 Vertical Windforce Loading LONGITUDINAL DIRECTION (CASE B) Longitudinal Roof Zones E &F Width (ft) 6.4 A-End Zone of Wall 31.1 Longitudinal Roof Zones G &H Width (ft) 25.6 B- End Zone of Roof -16.11 Longitudinal Roof Zones E &G Length (ft) 26.0 C- Interior Zone of Wall 20.6 Longitudinal Roof Zones F&H Length (ft) 26.0 D- Interior Zone of Roof -9.6 E-End Zone of Windward Roof -37.3 F- End Zone of Leeward Roof -21.2 G - Interior Zone of Windward Roof -26.0 H - Interior Zone of Leeward Roof -16.4 Eo- End Zone of Windward OVHG Roof -52.3 Go- Interior Zone of Windward OVGH Roof -40.9 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) 4.6 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) 9.1 Longitudinal Zone C Height(ft) 10.5 Note: Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line. Revised WIND DESIGN CRITERIA Printed 4/30/2014 Plan 1664-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_HENDRICKSON 5/7/2014 A. Abrous, Ph.D., P.E. HiLine Homes Page 11 of 20 TABLE D. SEISMIC DESIGN CRITERIA Description Reference/Calculation Ivalue 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, SMS (g) ASCE Standard 7-10, Figure 22-2 0.600 Ground Snow Load (psf) Building Department 30.0 Flat Roof Snow Load (psf) Calculation, See Table B 25.0 COMPUTATION OF DESIGN RESPONSE SPECTRUM DATA Mean Building Height, h (ft) Per Plan (Calculated in Table B) 11.1 Building Period, Ta=Cth314(sec) ASCE Standard 7-10, Section 12.8.2.1 0.122 Site Long Design Period Acceleration, SDI (g) ASCE Standard 7-10, 11.4.4, SD1 =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 4/30/2014 Plan 1664-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_HENDRICKSON 5/7/2014 • A. Abrous, Ph.D., P.E. HiLine Homes Page 12 of 20 TABLE E-1. WIND LOADS (HOUSE) Wind Zone LZone Zone Moment Zone Pressure Width . Zone Area Force ArmMoment (psfl (ft) (sf) (lb) (ft) (ft-Ib) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 40.9 6.4 7.8 49.9 2,470 3.9 9,635 Transverse Roof Zone B 0.0 6.4 6.7 42.7 0 7.8 0 Transverse Wall Zone C 28.4 45.6 7.8 355.7 12,223 3.9 47,668 Transverse Roof Zone D 1 0.31 45.6 6.7 304.0 110 7.8 861 STRENGTH LEVEL Lateral Force/Moment 7,4571 1 58,164 CONVERT TO ALLOWABLE STRESS DESIGN 1 4,4741 1 34,898 Vertical Wind Loads Transverse Roof Zone E -26.9 6.4 16.0 102.4 -3,333 24.0 79,992 Transverse Roof Zone F . -24.8 6.4 16.0 102.4 -3,073 8.0 24,583 Transverse Roof Zone G -19.0 45.6 16.0 729.6 -16,774 24.0 402,564 Transverse Roof Zone H -19.3 45.6 16.0 729.6 -17,038 8.0 136,307 Roof Overhang Zone E -41.9 6.4 1.3 8.5 -432 32.7 14,097 Roof Overhang Zone F -24.8 6.4 1.3 8.5 -255 -0.7 -170 Roof Overhang Zone G -33.9 45.6 1.3 60.6 -2,488 32.7 81,261 Roof Overhang Zone H -19.31 45.61 1.31 60.6 -1,416 -0.7 -942 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -44,809 737,692 CONVERT TO ALLOWABLE STRESS DESIGN -26,885 442,615 Total Overturning Moment Due to Transverse Wind Loading (ASD) 477,514 Unit Uplift on Building (psf) -16.21 1 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 31.1 6.4 9.1 58.5 2,200 4.6 10,045 Longitudinal Wall Zone B 0.0 6.4 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 20.6 25.6 11.6 297.8 7,423 5.8 43,179 Longitudinal Wall Zone D 1 0.01 25.61 0.01 0.0 0 7.8 0 STRENGTH LEVEL Lateral Force/Moment 6,195 53,224 CONVERT TO ALLOWABLE STRESS DESIGN 3,717 31,934 Vertical Wind Loads Longitudinal Roof Zone E -37.3 6.4 26.0 166.4 -7,510 39 292,895 Longitudinal Roof Zone F -21.2 6.4 26.0 166.4 -4,268 13 55,490 Longitudinal Roof Zone G -26.0 25.6 26.0 665.6 -20,940 39 816,651 Longitudinal Roof Zone H -16.4 25.6 26.0 665.6 -13,208 13 171,706 Roof Overhang Zone E -52.3 6.4 1.0 6.4 -405 52.5 21,263 Roof Overhang Zone F -21.2 6.4 1.0 6.4 -164 -0.5 82 Roof Overhang Zone G -40.9 25.6 1.0 25.6 -1,267 52.5 66,513 Roof Overhang Zone H -16.4 25.61 1.01 25.6 -508 -0.5 -254 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -48,271 1,424,347 CONVERT TO ALLOWABLE STRESS DESIGN -28,962 854,608 Total Overturning Moment Due to Longitudinal Wind Loads(ASD) 886,543 Unit Uplift on Building (psf) -17.41 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 4/30/2014 Plan 1664-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_HENDRICKSON 5/7/2014 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) (sf) (lb) (ft) (ft-Ib) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 40.9 6.0 7.8 46.8 2,316 3.9 9,033 Transverse Roof Zone B 0.0 6.0 4.6 27.5 0 7.8 0 Transverse Wall Zone C 28.4 16.0 7.8 124.8 4,289 3.9 16,726 Transverse Roof Zone D 0.3 16.0 4.6 73.3 27 7.8 208 STRENGTH LEVEL Lateral Force/Moment 3,329 25,966 CONVERT TO ALLOWABLE STRESS DESIGN 1,997 15,580 Vertical Wind Loads Transverse Roof Zone E -26.9 6.0 11.0 66.0 -2,148 16.5 35,446 Transverse Roof Zone F -24.8 6.0 11.0 66.0 -1,981 5.5 10,893 Transverse Roof Zone G -19.0 16.0 11.0 176.0 -4,046 16.5 66,763 Transverse Roof Zone H -19.3 16.0 11.0 176.0 -4,110 5.5 22,606 Roof Overhang Zone E -41.9 6.01 1.3 8.0 -405 22.7 9,170 Roof Overhang Zone F -24.8 6.0 1.3 8.0 -239 -0.7 -159 Roof Overhang Zone G -33.9 16.0 1.3 21.3 -873 22.7 19,784 Roof Overhang Zone H 1 -19.3 16.0 1.31 21.3 -497 -0.7 -330 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -14,299 164,171 CONVERT TO ALLOWABLE STRESS DESIGN -8,579 98,503 Total Overturning Moment Due to Transverse Wind Loading (ASD) 114,082 Unit Uplift on Building (psf) -5.21 1 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 31.1 6.0 9.1 54.3 2,043 4.5 9,246 Longitudinal Wall Zone B 0.0 6.0 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 20.6 16.0 10.5 167.7 4,181 5.2 21,911 Longitudinal Wall Zone D 0.0 16.0 0.0 0.0 0 7.8 0 STRENGTH LEVEL Lateral Force/Moment 3,788 31,157 CONVERT TO ALLOWABLE STRESS DESIGN 2,273 18,694 Vertical Wind Loads Longitudinal Roof Zone E -37.3 6.0 11.0 66.0 -2,979 16.5 49,150 Longitudinal Roof Zone F -21.2 6.0 11.0 66.0 -1,693 5.5 9,312 Longitudinal Roof Zone G -26.0 16.0 11.0 176.0 -5,537 16.5 91,360 Longitudinal Roof Zone H -16.4 16.0 11.0 176.0 -3,493 5.5 19,209 Roof Overhang Zone E -52.3 6.0 1.0 6.0 -380 22.5 8,543 Roof Overhang Zone F -21.2 6.0 1.0 6.0 -154 -0.5 77 Roof Overhang Zone G -40.9 16.0 1.0 16.0 -792 22.5 17,816 Roof Overhang Zone H -16.4 16.01 1.01 16.0 -318 -0.5 -159 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -15,344 195,308 CONVERT TO ALLOWABLE STRESS DESIGN -9,207 117,185 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 135,879 Unit Uplift on Building (psf) -5.51 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 4/30/2014 Plan 1664-13 30-PSF Snow, 110 mph, Exp C, & SDC 132_HENDRICKSON 5/7/2014 A. Abrous, Ph.D., P.E. HiLine Homes Page 14 of 20 TABLE F-1. MINIMUM D LOADS (HOUSE) 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 6.4 7.8 49.9 799 3.9 3,115 Transverse Roof Zone B 8.0 6.4 6.7 42.7 341 7.8 2,662 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 6.7 304.0 2,432 7.8 18,970 STRENGTH LEVEL Lateral Force/Moment 6,0181 1 46,941 CONVERT TO ALLOWABLE STRESS DESIGN 3,6111 28,165 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 1 0.0 45.61 1.31 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) 28,165 Unit Uplift on Building (psf) 0.01 1 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 16.0 6.4 9.1 58.5 935 4.6 4,271 Longitudinal Wall Zone B 8.0 6.4 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 16.0 25.6 11.6 297.8 4,765 5.8 27,716 Longitudinal Wall Zone D 8.0 25.61 0.0 0.0 0 7.8 0 STRENGTH LEVEL Lateral Force/Moment 3,703 31,987 CONVERT TO ALLOWABLE STRESS DESIGN 2,222 19,192 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 6.4 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) 19,192 Unit Uplift on Building (psf)l 0.01 1 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 4/30/2014 Plan 1664-13 30-PSF Snow, 110 mph, Exp C, & SDC 132_HENDRICKSON 5/7/2014 A. Abrous, Ph.D., P.E. HiLine Homes Page 15 of 20 TABLE F-2. MINIMUM WIND LOADS (GARAGE) WindZone Zone Zone Moment Zone Pressure Width Ht./Leng. Zone Area Force Arm Moment (psf) (ft) (ft) (sf) (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 4.6 27.5 220 7.8 1,716 Transverse Wall Zone C 16.0 16.0 7.8 124.8 1,997 3.9 7,788 Transverse Roof Zone D 1 8.0 16.0 4.6 73.3 587 7.8 4,576 STRENGTH LEVEL Lateral Force/Moment 2,179 17,000 CONVERT TO ALLOWABLE STRESS DESIGN 1,308 10,200 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 6.0 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 1 0.0 16.01 1.31 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) 10,200 Unit Uplift on Building (psf)l 0.0 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 16.0 6.0 9.1 54.3 869 4.5 3,931 Longitudinal Wall Zone B 8.0 6.0 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 16.0 16.0 10.5 167.7 2,683 5.2 14,064 Longitudinal Wall Zone D 8.01 16.01 0.0 0.0 0 7.8 0 STRENGTH LEVEL Lateral Force/Moment 2,179 17,996 CONVERT TO ALLOWABLE STRESS DESIGN 1,308 10,797 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) 10,797 Unit Uplift on Building (psf) 0.0 i 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 4/30/2014 Plan 1664-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_HENDRICKSON 5/7/2014 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 (psf) Width (ft) (sf) Weight Shear ft Ib Ib Roof Diaphragm &Ceiling 15.0 1,664 24,960 4,493 20%of Flat Roof Snow Load >30-psf 0.01 1 1 1,664 01 0 One-Half Exterior Walls 15.01 7.81 168.01 1,310 9,828 1,769 One-Half Partitions 10.01 1 1 1,664 8,320 1,498 Total Dead Load for Restoring Moment 61,256 Roof Diaphragm Tributary Dead Load 43,108 STRENGTH LEVEL BASE SHEAR 7,759 CONVERT TO ALLOWABLE STRESS DESIGN 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 477,514 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 Ib ft ft-Ib Roof Diaphragm &Ceiling 4,493 7.8 35,044 Exterior Walls 1,769 7.8 13,799 Partitions I I 1 1 1,498 7.81 11,681 Total Dead Load I I 1 1 61,256 26.0 1,592,656 Total Moment Due to Longitudinal Seismic Forces 60,524 Total Moment Due to Longitudinal Wind Forces 886,543 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 4/30/2014 Plan 1664-13 30-PSF Snow, 110 mph, Exp C, & SDC 132_HENDRICKSON 5/7/2014 ' A. Abrous, Ph.D., P.E. HiLine Homes Page 17 of 20 TABLE H. CONTROLLING SHEAR LOADS House Floor Level Main Floor Level Second Floor Level Type Load Transverse Longitudinal Transverse Longitudinal ASD Wind Load (Ib) 4,474 3,717 N/A N/A ASD Minimum Wind Load (Ib) 3,611 2,222 N/A N/A ASD Controlling Wind Load (lb) 4;474 3,717 N/A N/A ASD Seismic Diaphragm Load (Ib) 5,432 5,432, N/A N/A Nature of Controlling Load SEISMIC SEISMIC N/A N/A ASD Maximum wind/seismic load (Ib) 5,432 5,432 N/A N/A Garage Type Load Transverse Longitudinal Transverse Longitudinal ASD Wind Load (Ib) 1,997 2,273 N/A N/A ASD Minimum Wind Load (Ib) 1,308 1,308 N/A N/A ASD Controlling-Wind,Load (lb) 1,997 29'273 N/A N/A ASD Seismic Diaphragm toad (Ib) 1,563 1,563 N/A N/A Nature of Controlling Load WIND WIND N/A N/A ASD Maximum wind/seismic load (Ib) 1,997 2,273 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) 4,474 5,714 N/A N/A ASD Seismic Diaphragm Load (Ib) 6,995 6,995 N/A N/A NOTE, ASD =ALLOWABLE STRESS DESIGN Revised CONTROLLING LOADS Printed 4/30/2014 Plan 1664-13 30-PSF Snow, 110 mph, Exp C, & SDC 132_HENDRICKSON 5/7/2014 A. Abrous, Ph.D., P.E. HiLine Homes Page 18 of 20 TABLE 1. WIND SHEAR !MALL 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 11.01 11.0 22.0 Tributary Load Fraction-G 0.5001 0.500 1.0 Applied Shear(lb) 2,237 1,136 2,237 5,611 Wall Length (ft) 32.0 22.0 54.0 Applied Unit Shear(Ib/ft) 70 52 4T Shear Wall Length (ft) 22.0 22.0 47.0 Resistive Unit Shear(Ib/ft) 1021 52 48 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;(Ib) 613 Max. Hold-Down 7.0-ft SW (lb) 56 Max. Hold-.Down 14.0-ft SW (lb) 163 Max. Hold-Down 16.0-ft SW (lb) -349 Max. Hold-Down 22.0-ft SW (lb) -1,610 Max. Hold-Down 24.0-ft SW (lb) -709 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 1.0 Tributary Load Distance(ft)-G 11.0 11.01 1 22.0 Tributary Load Fraction -G 0.500 0.500 1.0 Applied Shear(lb) 999 2,857 1,859 5,714 Wall Length (ft) 22.0 52.0 52.0 Applied"Unit Shear(Ib/ft) 45 55 36 Shear Wall Length (ft) 6.0 33.51 33.0 Resistive Unit Shear(IbKt) 166 85 56 Shear Wall Height(ft) 7.8 7.8 7.8 Unit DL on Wall (Ib/ft) 150 390 380 0.60*[Unit DL on Wall] (Ib/ft) 90 234 228 Max. Hold-Down 3.0-ft SW (lb) 1,163 Max.Hold-Down 3.5-ft SW (lb) 256 Max. Hold-Down 4.0-ft SW (lb) 197 -17 Max. Hold-Down 5.0-ft SW (lb) 80 Max. Hold-Down 7.0-ft SW (lb) -154 -359 Max. Hold-Down 8.0-ft SW (lb) -473 Max. Hold-Down 10.0-ft SW (lb) -701 Max. Hold-Down 14.0-ft SW (lb) -973 Revised WIND SHEAR LOADS Printed 4/30/2014 Plan 1664-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_HENDRICKSON 5/7/2014 ' 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 36 65 Shear Wall Length (ft) 22.0 22.0 47.0 Resistive-Unit 123 36 74 . 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 1831 90 Max. Hold-Down 4.0-ft SW (lb) 783 Max. Hold-Down 7.0-ft SW (lb) 265 Max. Hold-Down 14.0-ft SW (lb) 333 Max. Hold-Dawn 16.0-ft SW (lb) -140 Max. Hold-Down 22.0-ft SW (lb) 1 -1,736 Max. Hold-Down 24.0-ft SW (lb) 1 1 -500 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 22.0 Tributary Load Fraction-G 0.500 0.500 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 67 52 Shear Wall Length (ft) 6.0 33.5133.0 Resistive Unit Shear;(lb/ft) 130 104 82 Shear Wall Height(ft) 7.8 7.8 7.8 Unit Wall DL(Ib/ft) 150 390 380 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) 1 -498 Max. Hold-Down 14.0-ft SW (lb) 1 -824 Revised SEISMIC SHEAR LOADS Printed 4/30/2014 Plan 1664-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_HENDRICKSON 5/7/2014 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= 5,432 Diaphragm Span (ft) Design Drawings b = 32 Diaphragm Length (ft) Design Drawings L= 52.0 Diaphragm Unit Shear(Ib/ft) Calculation w=V/Length = 104 Diaphragm Maximum Moment(ft-Ib) Calculation M =wL2/8 = 35,305 Diaphragm Chord Force(lb) Calculation C =T= M/b= 1,103 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 = 1.6FNa;i 163.2 Minimum Number of Nails Required At Splices Calculation NN-Min= C/FA 6.8 Maximum Nail Spacing at Splices (in) Design Drawings S = 6.0 Minimum Splice Length (in) Calculation Ls lice=SNN-Min 40.6 Design Splice Length (in) Design Drawings Design Specification 48.0 Allowable Diaphragm Chord Force(lb) - Calculation 10d @ 6-in o.c. 1,469 Cross Sectional Area of Shear Wall Chords int Design Drawings Arno d=2(1.5)(5.5) = 16.5 Axial Chord Stess (psi) Calculation Fait= C/A=T/A 67 Allowable Parallel Compressive Stress (psi) WWPA Table 1 No. 2 Hem-Fir 1,250 Allowable Parallel Tensile Stress (psi) WWPA 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 Maximum 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 up= 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) DL -0.6 wdA 288 Net Load to Truss Connection (lb) 85 mph, Exp. C FNet- Up+ FDL -165 Net Load to Truss Connection (lb) 95 mph, Exp. C FNet- Fup+ VDL -253 Net Load to Truss Connection (lb) 110 mph, Exp. C Net— Up+ DL -448 Allowable Uplift for Simpson 1-110 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 1-11 Clip (lb) SPF/Hem-Fir with 160% Increase 400 Revised ROOF DIAPHRAGM CALCULATIONS Printed 4/30/2014 Plan 1664-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_HENDRICKSON 5/7/2014 Glazing Schedule Project Information Contact Information Ken Hendrickson . HiLine Homes Lot 13 Renee St Port Angeles, WA, 98362 253-840-1849 Clallam Cnty Parcel#063001780130 R402.3.3 Exception (15 sq.ft. max.)0 Vertical Glazing (Windows and glazed doors) Plan Component Glazing Width Height Glazing ID Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA BR#2 0.30 1 4 5 20.01 6.00 Living Rm Front 0.30 1 8 5 40.0 12.00 Living Rm Side 0.30 1 4 5 20.0 6.00 Dining Rm 030 1 6 5 30.0 9.00 DR SGD 10.3V 1 16 1 6 10 1 41.0 12.30 Kit 0„30 1 4 3 s 14.0 4.20 Mbath 0.30 1 3 3 9.0 2.70 MBR 0.30 1 6 4 24.0 7.20 BR#3 0.30 1 4 4 16.0 4.80 Front Dr jO.GG 1 3 1 6 8 20.0 0.00 Gar Man Dr 0,:00' 1 2 8 6 8 17.8 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 0.0 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 0.01 0.00 -w 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00.00 1 0.0 0.001 Sum of Area and UA 1 251.81 64.20 Area Weighted U= UA/Area 1 0.25 Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Ken Hendrickson HiLi.ne Homes, Lot 13 Renee St Port Angeles, WA, 98362 253-840-1'849 Clallam Cnty Parcel #063001780130 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-Value U-Factor Fenestration U-Facto n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC n/a n/a Ceiling 49J 0.026 Wood Frame Wall 21 int 0.056 Mass Wall R-Value' 21/21 0.056 Floor 30r 0.029 Below Grade Wall , 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: rJ1.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. 02.Medium Dwelling Unit: 1.5 points All dwelling units that are not included in#1 or#3, including additions over 750 square feet. n3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary Option Description Credit(s) 1 a Efficient Building Envelope 1 a 0.5 1 b Efficient Building Envelope 1 b 1.0 1 c Efficient Building Envelope 1c 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 El❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 0.5 3b High Efficiency HVAC 3b 1.0 Q 3c High Efficiency HVAC 3c 2.0 ❑ 3d High Efficiency HVAC 3d 1.0 a 4 High Efficiency HVAC Distribution System 1.0 E]5a Efficient Water Heating 0.5 5b Efficient Water Heating 1.5 0 1.5 6 Renewable Electric Energy 0.5 *120kwh 0.0 Total Credits 1.50 *Please refer to Table R406.2 for complete option descriptions http://www.energy.wsu.edu/Documents/2012%20Res%20EnergV.pdf Table R402.1.1 Footnotes 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. "10/15/21.+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. Simple Heating System Size: Washington State This 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 Ken Hendrickson HiLine Homes Lot 13 Renee St Port Angeles,WA,98362 253-840-1849 Clallam Cnty Parcel#063001780130 Heating System Type: O All other systems O Heat Pump To see detailed instructions for each section,place your cursor on the word'Instructions". Design Temperature Instructions Port - ' Design Temperature Difference(AT) 42 Angeles AT=Indoor(70 degrees)-Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) ® 13,312 Glazina and Doors U-Factor X Area = UA Instructions 0.30 252 75.60 Skyliahts U-Factor X Area = UA Instructions 0.50 Insulation Attic __ U-Factor X Area = UA Instructions R-49 0.026 1.664 43.26 Single Rafter or Joist Vaulted Ceilings U-Factor Area UA Instructions select R-value . No selection --- Above Grade Walls(see Figure 1) U-Factor Area UA Instructions 0.056 1,092 61.15 R-21 Interrrtedlabe � Floors U-Factor Area UA Instructions R-30 0.029 1,664 48.26 � Below Grade Walls(see Figure 1) U-Factor Area UA Instructions No selection Select R-value --- Slab Below Grade(see Figure n F-Factor Len th J UA Instructions - - --- 5elect conditioning No selection Slab on Grade(see Fioure 1) F-Factor LehUA Instructions I No selection `Select R-Value --- Location of Ducts Instructions Duct Leakage Coefficient No Ducts 1.00 Sum of UA 228.27 Envelope Heat Load 9,587 Btu/Hour Figure 1. Sumof UAXAT Air Leakage Heat Load 6,038 Btu/Hour Volume X 0.6 X AT X.018 Above Grade Building Design Heat Load 15,626 Btu/Hour Air Leakage+Envelope Heat Loss Building and Duct Heat Load 15,626 Btu/Hour Ducts in unconditioned space:Sum of Building Heat Loss X 1.10 Ducts in conditioned space:Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 21,876 Btu/Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heal Loss X 1.25 for Heat Pump (07/01/13)