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Home My WebLink About1206 Forest Trail Address: 1206 Forest Trail PREPARED 7/02/14, 13:27:58 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 7/02/14 -------------—--—-—-—------------------------------—---------------------—- -------- ADDRESS 1206 FOREST TR SUBDIV: CONTRACTOR PHONE OWNER Scott Adams PHONE PARCEL 06-30-14-6-7-0220-0000- APPL NUMBER: 13-00001413 RES NEW SFR ------------------------------------------------------------------------------------------------ PERMIT: BPR 00 BUILDING PERMIT - RESIDENTIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS --------------------------—---------------------—------------------------------ ------- BL1 01 2/14/14 JLL BLDG FOUNDATION FOOTING 2/14/14 AP February 14, 2014 8:54:44 AM pbarthol. George 253-377-0453 *** The site set of plans are in Puyallup. Take file set if needed. (plans filed with permit) February 14, 2014 4:08:38 PM jlierly. BL2 01 2/18/14 JLL BLDG FOUNDATION STEM WALL 2/18/14 AP February 18, 2014 9:45:34 AM pbarthol. George 253-377-0453 February 18, 2014 4:12:39 PM jlierly. BFF O1 3/11/14 JLL BLDG FLOOR FRAMING 3/11/14 AP March 11, 2014 1:48:57 PM pbarthol. justin 253-677-6822 March 11, 2014 4:34:57 PM jlierly. BL9 01 3/17/14 JLL BLDG SHEARWALL 3/17/14 AP March 17, 2014 11:59:49 AM pbarthol. justin 253-677-6822 March 17, 2014 4:40:55 PM jlierly. BAIR O1 4/14/14 JLL BLDG AIR SEAL 4/14/14 AP April 14, 2014 11:59:48 AM pbarthol. JOSH 253-606-8572 April 14, 2014 4:21:53 PM jlierly. BL3 01 4/14/14 JLL BLDG FRAMING 4/14/14 AP April 14, 2014 4:21:53 PM jlierly. BLI O1 4/30/14 JLL BLDG INSULATION 4/30/14 AP April 30, 2014 1:32:50 PM pbarthol. Josh 253-606-8572 April 30, 2014 4:16:00 PM jlierly. PW99 01 6/30/14 RV PUBLIC WORKS FINAL 6/30/14 AP July 1, 2014 7:13:33 AM rvess. July 1, 2014 7:13:56 AM rvess. BL99 01 7/02/14J L BLDG FINAL July 2, 2014 10:17:26 AM pbarthol. Rex 360-915-2733 ------------------------------------------------------------------------------------------------ PERMIT: ME 00 MECBANICAL PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ----------------------------------------------------- ------------------------------------- ME1 01 4/14/14 JLL MECHANICAL ROUGH-IN 4/14/14 AP April 14, 2014 12:02:43 PM pbarthol. JOSH 253-606-8572 April 14, 2014 4:21:53 PM jlierly. ME99 01 7/02/14 MECHANICAL FINAL July 2, 2014 10:17:51 AM pbarthol. PERMIT: PL 00 PLUMBI G RMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ ----------------------------------- CONTINUED ONTO NEXT PAGE ----------------------------------- PREPARED 7/02/14, 13:27:58 INSPECTION TICKET PAGE 2 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 7/02/14 ------------------- ---- ADDRESS . : 1206 FOREST TR SUBDIV: CONTRACTOR : PHONE OWNER Scott Adams PHONE PARCEL 06-30-14-6-7-0220-0000- APPL NUMBER: 13-00001413 RES NEW SFR ------------------------------------------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS --------------------------—-------------— ---------------— PL2 01 4/14/14 JLL PLUMBING ROUGH-IN 4/14/14 AP April 14, 2014 12:02:13 PM pbarthol. JOSH 253-606-8572 April 14, 2014 4:21:53 PM jlierly. PL6 01 4/18/14 JLL PLUMBING WATER SUPPLY 4/18/14 AP April 18, 2014 10:03:47 AM pbarthol. jim 477-1581 April 18, 2014 4:47:09 PM jlierly. July 2, 2014 10:18:23 AM pbarthol. PL99 01 7/02/14 PLUMBING FINAL July 2, 2014 10:18:33 AM pbarthol. --------------------- -- - ----------- COMMENTS AND NOTES ----------------------- `= CITY OF PORT ANGELES s ! DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 13-00001413 Date 1/06/14 Application pin number . . . 242282 Property Address . . . . . . 1206 FOREST TR ASSESSOR PARCEL NUMBER: 06-30-14-6-7-0220-0000- Application type description RES NEW SFR REPORT SALES TAX Subdivision Name . . . . . . on your state excise tax form Property Use . . . . . . . . Property Zoning . RS9 RESDNTL SINGLE FAMILY to the City of Port Angeles `\I Application valuation 165282 (Location Code. 0502) Application desc New single family residence ---------------------------------------------------------------------------- Owner Contractor Scott Adams OWNER PO BOX 1527 PORT ANGELES WA 983620312 ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT -RESIDENTIAL Additional desc . . SFR Permit Fee . . . . 1501.85 Plan Check Fee 976.20 Issue Date . . . . 1/06/14 Valuation . . . . 185282 Expiration Date . . 7/05/14 Qty Unit Charge Per Extension BASE FEE 1020.25 \\\ 86.00 5.6000 THOU BL-100,001-500K (5.60 PER K) 481.60 ------------------------------------ -- Permit . . . . . . MECHANICAL PERMIT Additional desc . . SFR Permit.Fee . . . . 226.25 Plan Check Fee .00 Issue Date . . . . 1/06/14 Valuation . . . . 0 Expiration Date . . 7/05/14 Qty Unit Charge Per Extension BASE FEE 50.00 3.00 7.2500 EA ME-VENT FAN (SINGLE DUCT) 21.75 1.00 10.6500 EA ME-HOOD/DUCT-MECH. EXHAUST 10.65 1.00 10.6500 EA ME-STOVE/FIREPLACE/MISC. APP. 10.65 9.00 14.8000 EA ME-HEATER(SUSP/WALL/FLOOR-MTD) 133.20 ---------------------------------------------------------------------------- Permit . . . . . . PLUMBING PERMIT Additional desc SFR Permit Fee . . . . 163.00 Plan Check Fee .00 Issue Date . . . . 1/06/14 Valuation . . . . 0 Expiration Date . . 7/05/14 Qty Unit Charge Per Extension BASE FEE 50.00 8.00 7.0000 EA PL-PLUMBING TRAP 56.00 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 ny tate or local law regulating construction or the performance of construction. 11 1-161lq SC,077-1w,, Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit V t .�• n BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL,TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs) PLUMBING: Under Floor/Slab Rough-in Water Line(Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted by AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall(Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted by MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting L LANNING DEPT. Separate Permit#s SEPA: Parking/Lighting ESA: andscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 'r CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 13-00001413 Date 1/06/14 Application pin number . . . 242282 Qty Unit Charge Per Extension REPORT SALES TAX 1.00 15.0000 EA PL-SEWER LINE 15.00 on your state excise tax form 1.00 7.0000 EA PL-WATER HEATER 7.00 --- ------------- - --- ---------------------- to the City of Port Angeles Special Notes and Comments (Location Code OSOZ) December 10, 2013 10:20:59 AM tamiot. new underground service from existing service pedestal. electrical permit will be required. 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. December 10, 2013 10:24:09 AM sroberds. The proposal will result in a new sfr in the RS-9. Lot cov will be 15% and site cov is 23%-. No land use issues are anticipated. Ditches & 8" culverts will be installed to City Stanards. See Public Works Engineering for Standards. 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 Owner responsible to adjust water meter setter, service line and meter box to finish grade, maintain 6 inches of clearance from bottom of meter box lid and top of meter. 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 1891.10 1891.10 .00 .00 Plan Check Total 976.20 976.20 .00 .00 Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 4174831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL,TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line(Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted by AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall(Interior Braced Panel Only T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-In Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted by MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: 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'Fnrmc/Rnilrlinn hivic inn/Rnilriir..,D-if CITY OF PORT ANGELES ® DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 3 Application Number . . . . . 13-00001413 Date 1/06/14 Application pin number . . . 242282 Other Fee Total 5294.50 5294.50 .00 .00 REPORT SALES TAX Grand Total 8161.80 8161.80 .00 .00 on your state excise tax form to the City of Port Angeles (Location Code 0502) Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL.TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in Water Line(Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted by AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceilin 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 by MANUFACTURED HOMES: [Footing/Slab lockin &Hold Downs kirting PLANNING DEPT. Separate Permit#s SEPA: Parking/Li htin ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 O4 p0Ri,y1,0 V T�` CITY OF PORT ANGELES NN ,�1ip PUBLIC WORKS & UTILITIES 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 13-00001413 I Date 1/06/14 Application pin number . . . 242282 AddressProperty ASSESSOR PARCELNUMBER: 06-30-14-6 - -70220-0000- REPORT SALES TAX Application type description RES NEW SFR on your state excise tax form SubdProperty Name . . . . . . to the City of Port Angeles Pro ert Use ,,l c Property Zoning . . . . . . RS9 RESDNTL SINGLE FAMILY (Location Code OJOZ) Application valuation . . . . 185282 -------------------- Application desc New single family residence ---------------------------------------------------------------------------- Owner Contractor ---------- Scott Adams OWNER PO BOX 1527 PORT ANGELES WA 983620312 ---------------------------------------------------------------------------- Permit . . . . . . DRIVEWAY INSTALLATION Additional desc . . Permit Fee . . . . 180.00 Plan Check Fee .00 Issue Date . . . . 1/06/14 Valuation 0 Expiration Date 7/05/14 Qty Unit Charge Per Extension BASE FEE 180.00 ---------------------------------------------------------------------------- Permit . . . . . . PUBLIC WORKS RES WATER SERV Additional desc . . 5/8 " DROP IN METER Permit Fee . . . . 420.00 Plan Check Fee 00 Issue Date . . . . 1/06/14 Valuation . . . . 185282 Expiration Date 7/05/14 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 . . . . 1/06/14 Valuation . . . . 185282 Expiration Date . . 7/05/14 Qty Unit Charge Per Extension 1.00 150.0000 EA SAN SEWER HOOKUP 150.00 ---------------------------------------------------------------------------- Special Notes and Comments December 10, 2013 10:20:59 AM tamiot. new underground service from existing service pedestal. electrical permit will be required. 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. 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 reg\ng construction or the performance of construction. Signature of Contractor or Authorized Agent Date lSignature 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 COVEK, 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. 417-4750 PLANNING DEPT. BUILDING 41,7- BUILDING 4815 T:Forms/Building Division/Public Works Permit yQf pOftigNCe( CITY OF PORT ANGELES PUBLIC WORKS & UTILITIES 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 13-00001413 Date 1/06/14 Application pin number . . . 242282 -------------------------------------------------------------------- REPORT SALES TAX Special Notes and Comments on your state excise tax form December 10, 2013 10:24:09 AM sroberds. The proposal will result in a new sfr in the RS-9. Lot cov to the City of Port Angeles will be 15% and site cov is 23%. No land use issues are anticipated. (Location Code 0502) Ditches & 8" culverts will be installed to City Stanards. See Public Works Engineering for Standards. 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 Owner responsible to adjust water meter setter, service line and meter box to finish grade, maintain 6 inches of clearance from bottom of meter box.lid.and top of meter. 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 Grand Total 6044.50 6044.50 .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 0 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 417- BUILDING 4815 T:Forms/Building Division/Public Works Permit c THE f 9 D TY OF "V NGELES'; For City Use P! Permit# 43'-,L2 ,L2 W A S H I N G T O N , U . S . Date Received: /�- 4 13 321 East 51hStreet Port Angeles, WA 98362 Date Approved P: 360-417-4817 F: 360-417-4711 permits@cityofpa.us Building Permit Application Project Address: 106 FRi55Tl;�zL Main Contact: Phone # 3(.0 - '177- 1,291 �00'r ams E-Mail: adam SS of t Property Name Phone Owner sAoy6 Mailing AddressEmail P ox �5?7 AOOV&E City State Zip o r cews fin/ X362 Contractor Name Phone l-�i�the yawles 253-8yo - 13 y9 Mailing Address Email 1130( 62? Ave. E 66osm4k j+;(,*Ae hentes . ",,K City State Zip 'V YA II WA 9537 3 Contractor License # _ Expiration: NI�iNHR$3+gD Ii - og- 2oi5 Project Value: Zoning: Tax Parcel # Lot# $ � � ou a Type of Residential ® Commercial ❑ Industrial ❑ Public ❑ Permit Demolition ❑ Fire ❑ Repair ❑ Reroof(tear off/lay over) ❑ For the following, fill out both pages of permit application: New Construction ® Remodel ❑ Addition ❑ Tenant Improvement ❑ Mechanical ❑ Plumbing ❑ Other ❑ Existing Fire Sprinkler System? Maximum height of structure Proposed Bedrooms Proposed Bathrooms Yes ❑ No ❑ b It 2 Project S�� Description i I have read and completed the application and know it to be true and correct.I am authorized to apply for this permit. I understand that it is my responsibility to determine what permits are required and to obtain permits prior to working on projects. I understand that the plan review fee is not refundable after plan review has occurred. I understand that I will forfeit the review fee if I cancel or withdraw the application before the permit is issued. I understand that if the permit is not issued within 180 days of receipt,the application will be considered abandoned and the fees forfeit. Date Print Name Signature 12/6113 SCOTr AWA57 q /�'� Residential Structures For Office Use Area Description(SQ FT) Existing Proposed $$value Basement First Floor 21 12- Second 2Second Floor Covered Deck/Porch/Entry 94 Deck Garage 52.1 Carport Other(describe) Area Totals Commercial Structures For Office Use Area Descriptions (SQ FT) Existing Proposed $$Value Existing Structure(s) Proposed Addition Tenant Improvement? Other work(describe) Area Totals Lot/Site Coverage Calculations Footprint(SQ FT) of all Structures:,.L Lot Size: %Lot Coverage V, aSZ 1s.2 SQ FT Site coverage(all impervious+ %Site Coverage structures) i.ar5ia �—� 3?y Mechanical Fixtures Indicate how many of each type of fixture to be installed or relocated as part of this project- Air Handler Size: # Haz/Non-Haz Piping #of Outlets: Appliance Vent # t Heater(Suspended,Floor,Recessed wall) # R { cwde Boiler/CompressorSize: # Heating/Cooling appliance # repair/alteration Evaporative Cooler(attached,not # Pellet Stove/Wood-burning/Gas # portable) Fireplace/Gas Stove Gas Cook Stove/Misc. Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # Furnace/Heat Pump/ Size: # Ventilation System # Forced Air Unit t Plumbing Fixtures Indicate how many of each type of fixture to be installed or relocated Plumbing Traps # Fuel gas piping #of Outlets: Water Heater # Medical gas piping #of Outlets: Water Line # Vent piping # Sewer Line # Industrial waste pretreatment # interceptor Other(describe): T:\BUILDING\APPLICATION FORMS\BUILDING PERMIT 081212.DOCX as s� I ILS I i i 1 i \ 2q \ X16' l VeaJft e, ti apt LNC- �R��Ty N P4 Fol l m:rL Lo-`olo li 22,-0, 6'-32 24'-52 7' -9" 13,-6, m E °m FRAME BOTH WALLS AT 42" 5'-31" ' 1 2 6'-6" 7'-0" 5'-9 E 2 AND CAP Wl2 LAVERS OF 7/s A O.S.B.FOR PLANT SHELF. 2'-92 6'-0' F 60 610 S.G.D. 303 IIHS j R S.G. 40 36 HS $.G. 60JHS R g r , 5'SOAK. 8 yl; —'DW S °fBNOTE:SOLID BLOCKRANGE W/ { ALL THREE SIDES OFNING Hoop(vTQ) STIR. o THE SOAKING TUB ® BAT AT 21"D.C. SOLID CORE 1%"MIN. ULTED NW/WEATHERSTRIP b6��I_A EN' �., .N mDSURFACE WARM WALL W/Yz 4'-0' �F4 MSTR.BDRM.G.W.B.ALL GARAGE WALU m 7 -IN CEILING SEPARATIONS. q'2- 81S Rv4 L4LHALF- 2 U) ¢<o PLAINT SHELF 1 s w U)a VAULT LINE 8'-31• 5'-9-• 3'-11' U.1 vl m _._. .__.— .__..._ _..._ ...._-.._ ..__. .._.__. _2-m—11. 2 10" 2 2O4 ^� WHOLE HOUSE FAN WI 06 Q J W n n GARAGE TIMER SWITCH AND O rP u ® O WIC ATTl_ M Q��o VENTED WINDOWS IN _�, — AGC_`f __ ;w _ QN Z HABITABLE ROOMS. LAUND.&DRY a RBS r... IRC§M1507.3.4 IVT ® � O O 16'x 7'OHD(MTL.NON-INSUL.) GREAT `? FURRED 2'7" '� O R g� Q C) O 2x6 WALL W 3'-0" 16'-0" 3'-0" ROOM 16-' 1N So 4 a a,�. N 2 4o v4 O O 2 6._9. Eo IN 4 ENT ~_ BAT BDRM.4 = a 3o Cn rn " a 60 50 HS 20 5 FIXG. am IN A u' N 3-52" 1t, LL A2 O 2s O Z . Q 10'-5• 4'-9" IN 0 J 2'_7• 'a J a 24'-0^ c LL BDRM 2 BDRM 3 i+1 lV I O 5050 HS so So H5 HILINE HOMES 11306 62ND AVENUE AREA SUMMARY T-6" s-9 T-3" T-6^ (253)70-2244..t,129 MAIN FLOOR AREA 2112 SQ.FT. 13-3• A 14'-9- PORCH 96 SQ.FT. 28'-0• PLAN: 2112 GARAGE 528 SQ.FT. DATE: 10/30/13 =HOSE BIB JOB#: 10105948 S.G. =SAFETY GLAZING FLOOR PLAN Al Prescriptive Energy Code Compliance for Climate Zones 6, 5 and Marine 4 t Projec!Information Contact Information Adams project HLH #2112 HiLine Homes Lot 22 Forest Trail Drive 253-840-1849 Port Angeles, WA 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 Climate Zone 5 & Marine 4 6 R-Valuea U-Factora R-Valuea U-Factor' Fenestration U-Factorb n/a 0.30 n/a 0.30 Skylight U-Factor n/a 0.50 n/a 0.50 Glazed Fenestration SHG Cb,e n/a n/a n/a n/a Ceiling 44 0.026 49 0.026 Wood Frame Wallg"" 21 int 0.056 21+5ci 0.044 Mass Wall R-Value' 21/21h 0.056 21+5h 0.044 Floor 309 0.029 309 0.029 Below Grade Wal,,k 10/15/21 int+TB 0.042 10/15/21 int+TB 0.042 Slabd R-Value& Depth 10,2 ft n/a 10,4 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: M1.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. n2.Medium Dwelling Unit: 1.5 points All dwelling units that are not included in#1 or#3, including additions over 750 square feet. ❑3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary Option Description Credit(s) 1a JEfficient Building Envelope 1a 0.5 1 b Efficient Building Envelope 1b 1.0 1c 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 2c Air Leakage Control and Efficient Ventilation 2c 1.5 El 3a High Efficiency HVAC 3a 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 0.5 5b Efficient Water Heating 1.5 , 1.5 6 Renewable Electric Energy 0.5 *1200❑kwh 0.0 Total Credits 1.50 *Please refer to Table R406.2 for complete option descriptions http://www.energy.wsu.edu/Documents/2012/o20Res/o20Energy.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. `1110/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warm-humid locations as defined by Figure R301.1 and Table R301.1. g Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. The second R-value applies when more than half the insulation is on the interior of the mass wall. For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. r 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 Adams project HLH#2112 HiLine Homes Lot 22 Forest Trail Drive 253-840-1849 Port Angeles,WA Heating System Type: O Forced Air Furnace O Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions" Design Temperature Instructions f Port Angeles �� Design Temperature Difference(AT) 42 AT=Indoor(70 degrees)-Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) 2,112 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) 8.0 16,896 Glazing and Doors U-Factor X Area = UA Instructions 0.30 270 81.00 Insulation Attic U-Factor X Area = UA Instructions R 49 I. 0.026 2,112 54.91 Single Rafter or Joist Vaulted Ceilings U-Factor Area UA Instructions Select R-Value E. + No selection Above Grade Walls(see Figure 1) � U-Factor Area UA Instructions 0.056 1,330 74.48 FloorsU-Factor Area UA Instructions 0.029 2,112 61.25 Below Grade Walls(see Figure 1) _ U-Factor Area UA Instructions , Select R-value f '..- No selection --- Slab Below Grade see Figure 1) F-Factor Length UA Instructions Select No selection SelectconditioningI� :,, --- Slab on Grade(see Figure 1) F-Factor Length UA Instructions ^� No selection Select R-Value - :l - _ lLll Location of Ducts Instructions - Duct Leakage Coefficient Unconditioned Space S 1.10 Sum of UA 271.64 Envelope Heat Load 11,409 Btu/Hour Figure 1. Sum of UA XAT Air Leakage Heat Load 7,664 Btu/Hour Volume 0.6XATX.018 Above Grade Building Design Heat Load 19,073 Btu/Hour Air Leakage+Envelope Heat Loss Below Graile� Building and Duct Heat Load 20,980 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 29,372 Btu/Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump (07/01/13) Glazing Schedule Project Information Contact Information Scott& Melissa Adams project HLH#2112 HiLine Homes Lot 22 Forest Trail Drive 253-840-1849 Port Angeles, WA 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 Great Room 0.30 1 4 5 20.01 6.00 Great Room 0.30 1 8 5 40.0 12.00 Entry 0.30 1 2 5 10.0 3.00 Bed 2 - 3 0.30 2 5 5 50.0 15.00 Bed 4 0.30 1 6 4 24.0 7.20 Master Bedroom 0.30 1 6 4 24.0 7.20 Master Bath 0.30 1 3 3 9.0 2.70 Kitchen 0.30 1 4 3 6 14.0 4.20 Dining Room SGD 0.30 1 6 6 10 41.0 12.30 0.01. 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 .0.0 . 0.00 0.0 0.00 0.0 .0.00 0.0 0.00 0:0 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 6-61 0.00 6.61 o.00 Sum of Area and UA 1 232.01 69.60 Area Weighted U= UA/Area 1 0.30 BUILDING PERMIT INFORMATION PLAN#2112 HIL NE CREATIVE DESIGN BUILDERS DBA: HiLINE HOMES Ho nn e s 11306 62ND AVE E PUYALLUP,WA 98373 (253)840-1849 HILINH983*BD LICENSE EXPIRATION 11/08/2015 UBI#601-584-067 This will be a New Single Family Residence Type of work: NEW HOME CONSTRUCTION-WOOD FRAME NEW HOME AREA SUMMARY: MAIN/1ST 2112 #of stories 1 SINKS 5 SECOND Bedrooms 4 TOILETS 2 TOTAL 2112 Bathrooms 2 TUBS 1 GARAGE(attached) 528 Porch 96 ft2 SHOWERS 2 ELECTRICAL GREEN LINE ELECTRIC Shelton,WA(360-265-4962) GREENLE882PU(11-02-2014) STANDARD Kw range 7.5 Kw HOUSE FAN SPECS: BROAN dryer 5.0 Kw HOUSE: QTRE110 CFM:110 w/h 4.0 Kw BATH: 162 CFM:70 HVAC no HVAC CADET: 1500 WATTS PER UNIT PLUMBING KITSAP PLUMBERS GROUP Bremerton,WA(360-373-2859)KITSAPGO09CM(3-11-2015) HEAT PUMP WATER HEATER AIRGENERATE:AirTap HYBRID AT150 INSULATION UNDERFLOOR: R30 ATTIC: R49 EXTERIOR WALLS: R23 WINDOW U-VALUE: .30 JURISDICTIONAL INFORMATION CITY OF PORT ANGELES:321 EAST 5TH STREET PORT ANGELES, WA 98362 (360)417-4817 permits@cityofpa.us (360)417-4711(fax) TheEfficienMost Ener 9►Yt ......................................................._........................................ 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A 4W • • • AirTap Hybrid EMEpG�GUIDE water heater The energy guide compares the average annual operation cost ;183 of AirTap Hybrid with a standard w..... t' „_ � electric water heater. —1830— The AirTap Hybrid water heater will cost$183 yearly to operate 1 compared to$486 earl for a P yearly s486 standard electric water heater.' , Standard 1 ?,,m electric IF.--4-8—,-5 w water heater 1 calculate your Payback. • 1 AirTap"Hybrid Standard electric water heater price - Incentives&Rebates Price after deductions 1 Yearly savings - 303 1 Payback / s 'ENEiGYSTAR°°Res idenWWater Heate Final CN—Analysis200$ En qy Consumptions in Therm units are converted to KWH, AirTap Hybrid has 2.40 Ernrgy Factor(EF)as per EnergyStar.The a aergycansompf-of Air lap is adjusted a=,d,ngly "Estimated Payback air enerate. �AdapH—Energy S.10- 8500 Commerce Park Drive,Suite 105 Houston,TX 77036 Tel 1.713.574.6729 1 Fax 1.281.520.3987 MEETS Northern Climate Efficiency S MET www.airgenerate.com Pecs Tier 2 Ally : . f, 1201 1305 , � n t sir r p r 1313 AL Forest Trail 1310 , 1203 h t�yy , ./1•� x L • 1205 �r 1307 M .a - • 1305 t >r •� a. 1303 'a e� 1207 1301 s .A ',. 1310 O O i. ... R0 o k Or A. Abrous, Ph.D., P.E. HiLine Homes Page 1 of 20 PLAN 211213 [30®PSF SNOW, 110 mph, Exp. C, & SDC D2] PROJECT INFORMATION AND CRITERIA 1. PROJECT INFORMATION OWNER/ADDRESS SCOTT & MELISSA ADAMS SITE ADDRESS: LOT 22 PORT ANGELES, WA 98382 JOB NUMBER: 10105948 2. STRUCTURAL DESIGNER INFORMATION ABDELOUAHAB ABROUS, Ph.D., P.E. HiLine Homes (p\FIA/1 Design & Engineering Department owo;.WAS/ -1 11306 62ND Ave E., Puyallup, WA 98373 Phone: (253) 770-2244 Ext. 132 Email: Wabrous(aD-HiLinehomes.com 1P 3611 ST Washington License No: 36110 AL�� 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 Specialy Code (OSSC) for Oregon 2012 International Residential Code (IRC) for Washington & 2011 Oregon Residential Specialy Code (ORSC) for Oregon REFERENCE CODES AND STANDARDS 2005 National Design Specification (NDS) American Society of Civil Engineers (ASCE) Standard 7-10 American Society for Testing Materials (ASTM) Standard A307 Special Design Provisions for Wind and Seismic (2008 Edition Revised PROJECT INFORMATION AND DESIGN CRITERIA Printed 11/1/2013 Plan 2112-13 30-PSF Snow, 110 mph, Exp C, & SDC D2—ADAMS 11/13/2013 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: Dwa11 = 15-psf INTERIOR WALL DEAD LOAD: Dwall = 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 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 11/1/2013 Plan 2112-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_ADAMS 11/13/2013 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 2112. This one-story house is 2112-sf in area plus an optional 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 11/1/2013 Plan 2112-13 30-PSF Snow, 110 mph, Exp C, & SDC D2—ADAMS 11/13/2013 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 1. 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 11/1/2013 Plan 2112-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_ADAMS 11/13/2013 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 ANCHORINGsSPECIFICATIONS (ALL,WALL LINES) * .t3 Maximum Applied Shear per Tables I or J (lb) 4,236 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) 669 Basic allowable single shear for fastening 1.5-in Hem-Fir framing to concrete with 1/2-in dia. ASTM A307 bolts with minimum 7-in embedment = 590-Ib per 2005 NDS Table 11E. Adjustment for 10-minute 944 wind/seismic loads = 1.6 per 2005 NDS Table 2.3.2. Allowable shear load = (1.6)(590)= 944-Ib. Install 1/2-in dia. ASTM A307 anchor bolts @ 72-in o.c., minimum 7-in embedment in concrete and maximum 12- in from end of mudsills with minimum 2 anchors per mudsill. SHEAR , ALL,HOLD-DOWN SPECIFICATIONS Wall Line C (Standard Garage Door Location) Maximum overturning tension due to wind load per Table I (lb) 1,132 Maximum overturning tension due to seismic load per Table J (lb) 801 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. 2 (Perforated Shear Wall Analysis) Maximum overturning tension due to wind load per Table I (lb) 996 Maximum overturning tension due to seismic load per Table J (lb) 1,348 Maximum wind shear(V) per Tables I or J (lb). 3,289 Maximum seismic shear(V) per Tables I or J (lb). 4,236 Shear Wall Clear Height(ft) 7.8 Maximum Opening Height (ft) 6.8 Percentage of Full-Height sheathing (%) 87.0 Ratio of Maximum Opening Height to Wall Clear Height 0.88 Shear Resistance Adjustment Factor(Co) per 2008 SDPWS Table 4.3.3.5 0.85 Sum of Perforated Shear Wall Segment Lengths (ft) 21 Design wind Shear Capacity of Wall -6-in edge nailing (lb) 6,515 Design seismic Shear Capacity of Wall - 6-in edge nailing (lb) 4,641 CHECK IF SHEAR CAPACITY OF PERFORATED SHEAR WALL IS ADEQUATE YES Hold-Down Wind Tension Load, T=Vh/CO7-Li (lb) 1,437 Effective Wind Shear, v=V/COZLi (Ib/ft) 184 Hold-Down Seismic Tension Load, T = Vh/CO7-Li (lb) 1,851 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 11/1/2013 Plan 2112-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_ADAMS 11/13/2013 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) 1 237 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 At both ends of the wall line, install Simpson STHD10 Strap Tie Holdowns at each corner per manufacturer's instructions as shown on the plan. Fasten to minimum 3-in framing with 24-16d sinker nails (total of 2 STHD10s). Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 6-in o.c. on panel edges, 12-in o.c. in the field, and all edges blocked. SHEAR WALL-SHEATHING"SPECLFICATIONS 4 F t All Wall Lines Maximum resistive unit wind shear load per Table I (Ib/ft) 157 Maximum resistive unit seismic shear load per Table J (Ib/ft) 114 Basic allowable shear for wind loads = 785-lb/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-lb/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-lb/ft. Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 6-in o.c. per standard specification. SHEAR TRANSFER=S.PECIFICATIONS-` - z 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 A, 1, 2, & 4 (Gables) Maximum applied unit wind shear per Table I (Ib/ft) 103 Maximum applied unit seismic shear per Table J (Ib/ft) 132 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 @ 16-in o.c. = (0.83)(2)(12/16)(1.6)(102) = 203-Ib/ft. 203 Maximum Allowable Seismic Unit Shear seismic loads = 150-Ib/ft per SDPWS Section 4.1.7 150 Fasten gable-end trusses to double top plates with 2-10d toenails @ 16-in o.c. or 1-10d toenail @ 8-in o.c. Wall Lines B, C, & D (Eaves) Maximum applied unit wind shear per Table I (lb) 50 Maximum applied unit seismic shear per Table J (Ib/ft) 38 See Roof Framing Specification for truss connections and blocking. Fasten per Roof Framing Specification for truss connections and blocking. 381 ROOF DIA,.HRAGlWgF AMING`SPECIFICATIONS Roof Sheathing Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 11/1/2013 Plan 2112-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_ADAMS 11/13/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 7 of 20 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Maximum applied unit wind shear per Table I (Ib/ft) 103 Maximum applied unit seismic shear per Table J (Ib/ft) 132 Basic allowable unit shear for wind/seismic loads = 645/460-Ib/ft per 2008 SDPWS Table 4.2C for 7/16-in unblocked panel diaphragms. Adjustment Factor (AF) for ASD = 0.5. Adjusted allowable unit shear = 323/230 (0.50)(645/460) = 323230-Ib/ft. Allowable snow (live) load for 7/16-in APA Span Rated 32/16 with supports @ 24-in o.c. per APA Table 25 = 40 40-psf Allowable snow (live) load for 15/32-in APA Span Rated 24/16 with supports @ 24-in o.c. per APA Table 25 = 70 70-psf Up to 40 psf ground snow load, install 7/16-in unblocked APA Span Rated 24116 (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) 88 Truss Connections (Longitudinal Loads) Maximum applied unit shear per Tables I and J (Ib/ft) 65 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-Ib 110/140 Simpson H2.5A/H1 Seismic& Hurricane Tie longitudinal load resistance F, = 110/415-Ib 110/415 Allowable load for 2-10d common toenails = (2)(0.83)(1.6)(102) = 271-Ib per truss end. Allowable load for H2.5A or H1 Seismic& HurricaneTies = 110-Ib per truss end for Hem-Fir. Total allowable load per truss end = 381 271 + 110 = 381-lb per truss end = 381-lb (H2.5A ties control lateral loads). Fasten truss tails to top plates with 2-10 toenails and a Simpson H2.5A or H1 Seismic & Hurricane Tie fastened to truss and top plates per manufactures instructions. (see sheet S3, Roof Framing Plan). Allowable load for Simpson RBC Clip @ 24-in o.c. =(12/24)*(380) = 190-Ib/ft. 190 Nail roof sheathing to blocking with 8d nails @ 6-in o.c. Fasten blocking to top plates with Simpson RBC clips @ 24-in o.c. -fill all nail holes. Truss Connections (Uplift Loads) Maximum net uplift on truss connection for 85,mph, Exposure C per Table K(lb). -165 Maximum net uplift on truss connection for 95 mph, Exposure C per Table K (lb). -253 Maximum net uplift on truss connection for 110 mph, Exposure C per Table K (lb). -448 Allowable uplift for H2.5A/H1 Seismic & Hurricane Ties = 520/400-Ib for Hem-Fir framing. 520/400 Allowable uplift for H10 Seismic & Hurricane Ties =850-Ib for Hem-Fir framing. 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 Revised STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Printed 11/1/2013 Plan 2112-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_ADAMS 11/13/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 8 of 20 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Maximum applied chord tension load per Tables J, C =T = M/b =vrL2/b8(lb). 620 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 11/1/2013 Plan 2112-13 30-PSF Snow, 110 mph, Exp C, & SDC D2—ADAMS 11/13/2013 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) 48.0 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) 36.01 Mean Height(ft) 11.6 Maximum Height (ft) 15.3 MAIN FLOOR DIMENSIONS Wall Height(ft) 7.8 CALCULATION OF LENGTH OF END ZONE, 2a Transverse Exterior Walls Length (ft) 96.0 Least horizontal Building Dimension, b (ft) 48.0 Longitudinal Exterior Walls Length (ft) 104.0 0.4* Mean Building Height(ft) 4.62 Total Exterior Walls Length (ft) 200.0 0.1*b (ft) 4.8 Total Partitions Weight(Ib)-ASCE 7-10 12.7.,21,120 End Zone Dimension, a(ft) 4.6 Adjusted End Zone Dimension, a (ft) 4.6 Length of End Zone, 2a (ft) 9.2 BUILDING ENCLOSED AREA Building Enclosed Area (sf) 2,112.0 Garage Enclosed Area (sf) 528.0 Building and Garage Enclosed Area (sf) 2,640.0 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) 24.0 0.4* Mean Building Height(ft) 4.12 Longitudinal Length of Garage (ft) 22.0 0.1*b (ft) 2.2 Transverse Exterior Walls Length (ft) 48.01 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) 24.0 Length of End Zone, 2a(ft) 6.0 Mean Height(ft) 10.3 Maximum Height(ft) 12.8 Total Exterior Walls Length (ft) 92.0 Total Partitions Weight(Ib)-ASCE 7-10 12.7. 0 SNOW DATA Maximum Ground Snow Load, p9 (psf) Assumed 30.0 Exposure Factor, Ce ASCE 7-10 Table 7-2, for Exposure C 1.0 ermal Factor, Ct ASCE 7-10 Table 7-3, for Residences 1.0 Snow Importance Factor, IS ASCE 7-10 Table 1.5-2, for Category II 1.0 Slope Factor, Cs 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 p9 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 11/1/2013 Plan 2112-13 30-PSF Snow, 110 mph, Exp C, & SDC D2-ADAMS 11/13/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 10 of 20 TABLE C. WIND DESIGN CRITERIA Description Value Description Value WIND DESIGN CRITERIA MAIN FLOOR Basic Wind Speed Vas(mph) 110 TRANSVERSE BUILDING ZONE DATA ASCE 7-10 Design Wind Speed (mph) 140 Horizontal Wind Force Loading Wind Exposure Category ClTransverse Zones A& B Width (ft) 9.2 Simplified Procedure per ASCE 7-10 28.5 Yes Transverse Zones C & D Width (ft) 42.8 Exposure & Height Factor, A 1.21 Transverse Zones A&C Height (ft) 7.8 Topographical Factor, KZt 1.00 Transverse Zones B & D Height(ft) 7.5 Vertical Wind Force Loading DESIGN WIND PRESSURES (psf) Transverse Roof Zones E & F Width (ft) 9.2 TRANSVERSE DIRECTION (CASE A) Transverse Roof Zones G & H Width (ft) 42.8 A- End Zone of Wall 40.9 Transverse Roof Zones E &F Length (ft) 24.0 B - End Zone of Roof -2.2 Transverse Roof Zones G & H Length (ft) 24.0 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) 9.2 G - Interior Zone of Windward Roof -19.0 Longitudinal Zone C Width (ft) 38.8 H - Interior Zone of Leeward Roof -19.31 Longitudinal Zone A Height(ft) 9.7 Eo - End Zone of Windward OVHG Roof -41.9 Longitudinal Zone C Height (ft) 13.5 Go- Interior Zone of Windward OVGH Roof -33.9 Vertical Windforce Loading LONGITUDINAL DIRECTION (CASE B) Longitudinal Roof Zones E & F Width (ft) 9.2 A- End Zone of Wall 31.1 Longitudinal Roof Zones G & H Width (ft) 38.8 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) 5.0 LONGITUDINAL BUILDING ZONE DATA Horizontal Wind Force Loading Longitudinal Zone A Width (ft) 6.0 Longitudinal Zone C Width (ft) 18.0 Longitudinal Zone A Height (ft) 9.1 Longitudinal Zone C Height(ft) 10.7 Note: Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line. Revised WIND DESIGN CRITERIA Printed 11/1/2013 Plan 2112-13 30-PSF Snow, 110 mph, Exp C, & SDC D2 ADAMS 11/13/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 11 of 20 TABLE D. SEISMIC DESIGN CRITERIA Description Reference/Calculation Value SEISMIC GROUND MOTION VALUES AND SITE SPECIFICATIONS Building Risk Category ASCE Standard 7-10, Table 1-5.1 II Seismic Importance Factor, le ASCE Standard 7-10, Table 1.5-2 1.0 Default Seismic Site Classification ASCE Standard 7-10, Table 20.3-1 D Seismic Design Category 2009 IRC Table R301.2.2.1.1 D2 Response Modification Coefficient, R ASCE Standard 7-10, Table 12.2-1 6.5 Building Period Parameter: Ct ASCE Standard 7-10, Table 12.8-2 0.02 Redundancy Factor, p ASCE Standard 7-10, Section 12.3.4.2 1.000 Site Short Period Design Acceleration, SDS (g) 2009 IRC Table R301.2.2.1.1, for SDC D2 1.170 Mapped MCE Long Period Acceleration, SM, (g) ASCE Standard 7-10, Figure 22-2 0.600 Ground Snow Load (psf) Building Department 30.0 Flat Roof Snow Load (psf) Calculation, See Table B 25.0 COMPUTATION OF DESIGN RESPONSE SPECTRUM DATA Mean Building Height, h (ft) Per Plan (Calculated in Table B) 11.6 Building Period, Ta = Cth314(sec) ASCE Standard 7-10, Section 12.8.2.1 0.125 Site Long Design Period Acceleration, SD, (g) ASCE Standard 7-10, 11.4.4, SD, =2/3SM, 0.400 To=0.2*SD1/SDS (sec) ASCE Standard 7-10, Section 11.4.5 0.068 TS=SD,/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 11/1/2013 Plan 2112-13 30-PSF Snow, 110 mph, Exp C, & SDC D2—ADAMS 11/13/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 12 of 20 TABLE E-1. WIND LOADS (HOUSE) 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 9.2 7.8 72.1 3,567 3.9 13,910 Transverse Roof Zone B 0.0 9.2 7.5 69.3 0 7.8 0 Transverse Wall Zone C 28.4 42.8 7.8 333.5 11,461 3.9 44,699 Transverse Roof Zone D 1 0.31 42.8 7.51 320.7 116 7.8 908 STRENGTH LEVEL Lateral force/Moment 7,630 59,518 CONVERT TO ALLOWABLE STRESS DESIGN 4,578 :35,711 Vertical Wind Loads Transverse Roof Zone E -26.9 9.2 24.0 221.8 -7,218 36.0 259,850 Transverse Roof Zone F -24.8 9.2 24.0 221.8 -6,655 12.0 79,855 Transverse Roof Zone G -19.0 42.8 24.0 1,026.2 -23,593 36.0 849,357 Transverse Roof Zone H -19.3 42.8 24.0 1,026.2 -23,966 12.0 287,589 Roof Overhang Zone E -41.9 9.21 1.3 12.3 -623 48.7 30,321 Roof Overhang Zone F -24.8 9.2 1.3 12.3 -369 -0.7 -245 Roof Overhang Zone G -33.9 42.8 1.3 56.9 -2,333 48.7 113,525 Roof Overhang Zone H L -19.3 42.8 1.31 56.9 -1,328 -0.7 -883 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -66,084 1,619,369 CONVERT TO ALLOWABLE STRESS DESIGN -39,651 971,621 Total Overturning Moment Due to Transverse Wind Loading (ASD) 1,007,332 Unit Uplift on Building (psf) -18.81 1 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 31.1 9.2 9.7 89.9 3,381 4.9 16,442 Longitudinal Wall Zone B 0.0 9.2 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 20.6 38.8 13.5 524.5 13,075 6.8 88,470 Longitudinal Wall Zone D 1 0.01 38.8 0.01 0.0 0 7.8 0 STRENGTH LEVEL'Lateral Force/Moment 10,320 104,913 CONVERT-TO ALLOWABLE STRESS DESIGN 6,192 62,948 Vertical Wind Loads Longitudinal Roof Zone E -37.3 9.2 26.0 240.2 -10,843 39 422,867 Longitudinal Roof Zone F -21.2 9.2 26.0 240.2 -6,163 13 80,114 Longitudinal Roof Zone G -26.0 38.8 26.0 1,007.8 -31,704 39 1,236,461 Longitudinal Roof Zone H -16.4 38.8 26.0 1,007.8 -19,998 13 259,974 Roof Overhang Zone E -52.3 9.2 1.0 9.2 -585 52.5 30,699 Roof Overhang Zone F -21.2 9.2 1.0 9.2 -237 -0.5 119 Roof Overhang Zone G -40.9 38.8 1.0 38.8 -1,918 52.5 100,705 Roof Overhang Zone H 1 -16.4 38.81 1.01 38.8 -769 -0.5 -385 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -72,217 2,130,554 CONVERT TO ALLOWABLE STRESS DESIGN -43,330 1,278,333 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 1,341,280 Unit Uplift on Building (psf) -20.5 Note: (+)and (-)signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised WIND LOADS Printed 11/1/2013 Plan 2112-13 30-PSF Snow, 110 mph, Exp C, & SDC D2-ADAMS; 11/13/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 13 of 20 TABLE EO2. WIND LOADS (GARAGE) Wind Zone Zone Zone Area Zone Moment Moment Zone Pressure Width Ht./Leng. Force Arm (Psfl (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 5.0 30.0 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 5.0 80.0 29 7.8 227 STRENGTH.LEVEL Lateral Force/Moment 3,331 25,985 ,,CONVERT TOALLOWABLE STRESS DESIGN] 1,999 15,591 Vertical Wind Loads Transverse Roof Zone E -26.9 6.0 12.0 72.0 -21344 18.0 42,184 Transverse Roof Zone F -24.8 6.0 12.0 72.0 -2,161 6.0 12,963 Transverse Roof Zone G -19.0 16.0 12.0 192.0 -4,414 18.0 79,453 Transverse Roof Zone H -19.3 16.0 12.0 192.0 -4,484 6.0 26,903 Roof Overhang Zone E -41.9 6.0 1.3 8.0 -405 24.7 9,979 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 24.7 21,530 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 -15,416 192,522 CONVERT TO ALLOWABLE STRESS DESIGN -9,250 115,513 Total Overturning Moment Due to Transverse Wind Loading (ASD) 131,104 Unit Uplift on Building (psf) --4.41 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 18.0 10.7 192.9 4,808 5.4 25,764 Longitudinal Wall Zone D 1 0.0 18.0 0.0 0.0 0 7.8 0 STRENGTH LEVELLateral Force/Moment 3,640 35,010 CONVERT TO ALLOWABLESTRESS DESIGN '2,184 21,006 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 18.0 11.0 198.0 -6,229 16.5 102,780 . Longitudinal Roof Zone H -16.4 18.0 11.0 198.0 -3,929 5.5 21,610 Roof Overhang Zone E -52.3 6.01 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 18.0 1.0 18.0 -891 22.5 20,043 Roof Overhang Zone H -16.4 18.0 1.0 18.0 -357 -0.5 -179 STRENGTH LEVEL Uplift Force and Overturning Moment on Building -16,612 211,336 CONVERT TO ALLOWABLE STRESS DESIGN -9,967 126,802 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 147,808 Unit Uplift on Building (psf) -4.7 Note: (+)and (-) signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised WIND LOADS Printed 11/1/2013 Plan 2112-13 30-PSF Snow, 110 mph, Exp C, & SDC D2-ADAMS 11/13/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 14 of 20 TABLE F-1. MINIMUM IND LOADS (HOUSE) Wind Zone Zone Zone Area Zone Moment Moment Zone Pressure Width Ht./Leng. Force Arm (psf) (ft) (ft) (s (lb) (ft) (ft-Ib) TRANSVERSE WIND LOADING Horizontal Wind Loads Transverse Wall Zone A 16.0 9.2 7.8 72.1 1,153 3.9 4,497 Transverse Roof Zone B 8.0 9.2 7.5 69.3 554 7.8 4,324 Transverse Wall Zone C 16.0 42.8 7.8 333.5 5,336 3.9 20,812 Transverse Roof Zone D 1 8.01 42.8 7.5 320.7 2,566 7.8 20,012 w STRENGTH-L'EVEL�Lateral:Force/Moment -,.:--6;365' 49;645' 'CONVERT TO"ALLOWABLE'STRESS DESIGN 3;819; 29,787: Vertical Wind Loads Transverse Roof Zone E 0.0 9.2 24.0 221.8 0 36.0 0 Transverse Roof Zone F 0.0 9.2 24.0 221.8 0 12.0 0 Transverse Roof Zone G 0.0 42.8 24.0 1,026.2 0 36.0 0 Transverse Roof Zone H 0.0 42.8 24.0 1,026.2 0 12.0 0 Roof Overhang Zone E 0.0 9.21 1.3 12.3 0 48.7 0 Roof Overhang Zone F 0.0 9.2 1.3 12.3 0 -0.7 0 Roof Overhang Zone G 0.0 42.8 1.3 56.9 0 48.7 0 Roof Overhang Zone H 0.0 42.8 1.3 56.9 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) 29,787 Unit Uplift on Building (psf) 0.0 LONGITUDINAL WIND LOADING Horizontal Wind Loads Longitudinal Wall Zone A 16.0 9.2 9.7 89.9 1,438 4.9 6,991 Longitudinal Wall Zone B 8.0 9.2 0.0 0.0 0 7.8 0 Longitudinal Wall Zone C 16.0 38.8 13.5 524.5 8,393 6.8 56,789 Longitudinal Wall Zone D 8.0 38.8 0.0 0.0 0 7.8 0 STRENGTH'LEVEL'Lateral'Force/Moment' '6;405 x63;780; CONVERT TO,ALLOWABLE.STRESS DESIGN 3843 38,268' Vertical Wind Loads Longitudinal Roof Zone E 0.0 9.2 26.0 240.2 0 39 0 Longitudinal Roof Zone F 0.0 9.2 26.0 240.2 0 13 0 Longitudinal Roof Zone G 0.0 38.8 26.0 1,007.8 0 39 0 Longitudinal Roof Zone H 0.0 38.8 26.0 1,007.8 0 13 0 Roof Overhang Zone E 0.0 9.21 1.0 9.2 0 52.5 0 Roof Overhang Zone F 0.0 9.2 1.0 9.2 0 -0.5 0 Roof Overhang Zone G 0.0 38.8 1.0 38.8 0 52.5 0 Roof Overhang Zone H 1 0.0 38.8 1.01 38.8 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) 38,268 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 11/1/2013 Plan 2112-13 30-PSF Snow, 110 mph, Exp C, & SDC D2-ADAMS 11/13/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 15 of 20 TABLE F-2. MINIMUM WIND LOADS (GARAGE) Wind Zone Zone Zone Area Zone Moment Moment Zone Pressure Width Ht./Leng. Force Arm (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 5.0 30.0 240 7.8 1,872 Transverse Wall Zone C 16.0 16.0 7.8 124.8 1,997 3.9 7,788 Transverse Roof Zone D 1 8.01 16.0 5.01 80.0 640 7.8 4,992 STRENGTH LEVEL Lateral Force/Moment 2,253 17,572 CONVERT TO ALLOWABLE STRESS DESIGN 1;352 101543 Vertical Wind Loads Transverse Roof Zone E 0.0 6.0 12.0 72.0 0 18.0 0 Transverse Roof Zone F 0.0 6.0 12.0 72.0 0 6.0 0 Transverse Roof Zone G 0.0 16.0 12.0 192.0 0 18.0 0 Transverse Roof Zone H 0.0 16.0 12.0 192.0 0 6.0 0 Roof Overhang Zone E 0.0 6.01 1.3 8.0 0 24.7 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 24.7 0 Roof Overhang Zone H 1 0.0 16.0 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) 10,543 Unit Uplift on Building (psf)l 0.01 L 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 18.0 10.7 192.9 31086 5.4 16,538 Longitudinal Wall Zone D 1 8.01 18.0 0.01 0.0 01 7.81 0 STRENGTH:LEVEL Lateral Force/Moment 2,2101 1 20,469 CONVERT TO ALLOWABLE STRESS DESIGN 1.,326 12,282 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 18.0 11.0 198.0 0 16.5 0 Longitudinal Roof Zone H 0.0 18.0 11.0 198.0 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 18.0 1.0 18.0 0 22.5 0 Roof Overhang Zone H 1 0.0 18.0 1.01 18.0 0 -0.5 0 STRENGTH LEVEL Uplift Force and Overturning Moment on Building 0 0 CONVERT TO ALLOWABLE STRESS DESIGN 0 0 Total Overturning Moment Due to Longitudinal Wind Loads (ASD) 12,282 Unit Uplift on Building (psf) 0.0 Note: (+)and (-) signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE Standard 7-10. Revised MINIMUM WIND LOADS Printed 11/1/2013 Plan 2112-13 30-PSF Snow, 110 mph, Exp C, & SDC 132_ADAMS 11/13/2013 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 2,112 31,680 5,702 20%of Flat Roof Snow Load >30-psf 0.01 1 2,112 0 0 One-Half Exterior Walls 15.0 7.8 200.01 1,560 11,700 2,106- One-Half Partitions 10.01 2,112 10,560 1,901 Total Dead Load for Restoring Moment 76,200 Roof Diaphragm Tributary Dead Load 53,940 _ STRENGTH.LEVEL BASE SHEAR .%709 CONVERTTO ALLOWABLE STRESS"DESIGN BASE:SHEAR 61796 SEISMIC SHEAR LOADS ON GARAGE Roof Diaphragm &Ceiling 15.0 528 7,920 1,426 20% of Flat Roof Snow Load > 30-psf 0.0 528 0 0 One-Half Exterior Walls 15.0 7.8 92.0 718 5,382 969 One-Half Partitions 10.0 0 0 0 Total Dead Load for Restoring Moment 18,684 Roof Diaphragm Tributary Dead Load 13,302 STRENGTH LEVEL BASE SHEAR 2,394. CONVERT TO ALLOWABLE STRESS"DESIGN BASE SHEAR -1,67.6 OVERTURNING ANALYSIS DUE TO TRANSVERSE LOADS - HOUSE Building Component Force Dist. Moment (lb) (ft) (ft-Ib) Roof Diaphragm & Ceiling 5,702 7.8 44,479 Exterior Walls 2,106 7.8 16,427 Partitions 1,901 7.81 14,826 Total Dead Load 76,200 24.0 1,828,800 Total Moment Due to Transverse Seismic Forces 75,732 Total Moment Due to Transverse Wind Forces 1,007,332 Total Restoring Moment in Transverse Loading 1,828,800 6/10 of Total Restoring Moment in Transverse Loading 1,097,280 OVERTURNING STABILITY YES OVERTURNING ANALYSIS DUE TO LONGITUDINAL LOADS Building Component Force Dist. Moment Ib ft ft-Ib Roof Diaphragm & Ceiling 5,702 7.8 44,479 Exterior Walls 2,106 7.8 16,427 Partitions 1,901 7.81 14,826 Total Dead Load 76,200 26.0 1,981,200 Total Moment Due to Longitudinal Seismic Forces 75,732 Total Moment Due to Longitudinal Wind Forces 1,341,280 Total Restoring Moment in Longitudinal Loading 1,981,200 6/10 of Total Restoring Moment in Longitudinal Loading 1,188,720 OVERTURNING STABILITY YES Revised SEISMIC LOADS Printed 11/1/2013 Plan 2112-13 30-PSF Snow, 110 mph, Exp C, & SDC D2_ADAMS 11/13/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 17 of 20 TABLE H. CONTROLLING SHEAR LADS House Floor Level Main Floor Level Second Floor Level Type Load Transverse Longitudinal Transverse Longitudinal ASD Wind Load (Ib) 4,578 6,192 N/A N/A ASD Minimum Wind Load (Ib) 3,819 3,843 N/A N/A ASD Controlling Wind:Load (lb) 49578 6,192 N/A N/A ASD Seismic Diaphragm Load (Ib) 6,796 69796 N/A `N/A Nature of Controlling Load SEISMIC SEISMIC N/A N/A ASD Maximum wind/seismic load (Ib) 6,796 6,796 N/A N/A Garage Type Load Transverse Longitudinal Transverse Longitudinal ASD Wind Load (Ib) 1,999 2,184 N/A N/A ASD Minimum Wind Load (Ib) 1,352 1,326 N/A N/A ASD Controlling Wind-Loafllb) 1;999 .-2,184 N/A 'N/A ASD Seismic Diaphragm.Load (Ib) 1,676 9,676 N/A N/A Nature of Controlling Load WINDI WIND N/A N/A ASD Maximum wind/seismic load (Ib) 1,9991 2,184 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) 6,577 :6,192 N/A 'N/A ASD Seismic Diaphragm Load (Ib) .8,472 8,472 N/A 'N/A NOTE: ASD =ALLOWABLE STRESS DESIGN Revised CONTROLLING LOADS Printed 11/1/2013 Plan 2112-13 30-PSF Snow, 110 mph, Exp C, & SDC D2—ADAMS 11/13/2013 A. Abrous, Ph.D., P.E. HiLine Homes Page 18 of 20 TABLE 1. WIND SHEAR WALL LOADS TRANSVERSE LOADS Floor Level Main Floor Level Wall Identification 1 2 3 4 Check Wall Type OSB OSB OSB OSB Total Tributary Load Distance (ft)- H 26.0 14.0 26.0 52.0 Tributary Load Fraction - H 0.500 0.269 0.500 Tributary Load Distance (ft)- G 11.000 11.0 Tributary Load Fraction -G 0.500 0.500 Applied Shear(lb) 999 3,2891 1,233 2,289 71810 Wall Length (ft) 24.0 32.0 48.0 48.0 Applied UnitrSheara(Ib/ft) .: 42 :1-03 -`,26 r _ . 48 .< - Shear Wall Length (ft) 24.0 21.0 16.0 42.0 Resistive Unit.Shear(Ililft) 42 15Z 777 55 Shear Wall Height(ft) 7.8 7.8 7.8 7.8 Unit DL on Wall (Ib/ft) 150 150 350 150 0.60*[Unit DL on Wall] (Ib/ft) 90 90 210 90 Max. Hold-Down,24:0-ftSW (lb) -75 Max. Hold-Down 5.-O=ft SW (lb) 996 Max. Hold-Down 15.0-ft SW (lb) - -250 Max. Hold-Down 16.0-ft SW (lb) 501 -1;079 Max. Hold-Down 27.0-ft SW (lb) 1 -790 LONGITUDINAL LOADS Floor Level Main Floor Level Second Level Wall Identification A B C D Check Wall Type OSB OSB OSB OSB Total Tributary Load Distance (ft)- H 8.0 24.0 16.0 48.0 Tributary Load Fraction - H 0.167 0.500 0.333 1.0 Tributary Load Distance (ft)- G 1 12.0 12.0 24.0 Tributary Load Fraction -G 0.500 0.500 1.0 Applied Shear(Ib) 1,032 3,096 1,092 2,064 7,284 Wall Length (ft) 28.0 52.0 22.0 74.0 Applied Unit Shear:(Ib/ft) 37 160 `50: " _ 28 Shear Wall Length (ft) 18.0 21.01 6.0 55 Resistive Unit Shear(Iblft) 57 ':147 1'82 s 38 3 Shear Wall Height(ft) 7.8 7.8 7.8 7.8 Unit DL on Wall (Ib/ft) 150 450 320 380 0.60*[Unit DL on Wall] (Ib/ft) 90 270 192 228 Max. Hold-Down 3.0-ft SW (lb) 1,132 Max. Hold-Down 4.0=ft SW (lb) -163 Max. Hold-Down 5.0-ft-SW (lb) 222 475 -277 Max. Hold-Down 7:5-ft SW (lb) -562 Max. Hold-.Down 8.0-ft.SW (lb) -.87 Max. Hold-Down 9:04t-SW (lb) -733 Max. Hold-Down-11.0-ft SW (Ib) .-335 Max. Hold-Down 22.0-ft SW (lb) -1,819 Revised WIND SHEAR LOADS Printed 11/1/2013 Plan 2112-13 30-PSF Snow, 110 mph, Exp C, & SDC D2-ADAMS 11/13/2013 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 4 Check Wall Type OSB 0S13 OSB 0S13 Total Tributary Load Distance (ft)- H 26.0 14.0 26.0 52.0 Tributary Load Fraction - H 0.500 0.269 0.500 Tributary Load Distance(ft)-G 11.000 11.0 Tributary Load Fraction -G 0.500 0.500 Applied Shear(lb) 838 4,2361 1,830 3,398 10,302 Wall Length (ft) 24.0 32.0 48.0 48.0 X35. ..... 13211,1�k-1--, N, Pi Shear Wall Length (ft) 24.0 21,0 116.0 42.0 .Resi6tive�Urilt'•Shear-,.'(iii/,ft),, 202 1 Shear Wall Height(ft) 7.8 7.8 7.8 7.8 1 Unit DL on Wall (lb/ft) 150 4950 350 150 0.60*[Unit DL on Wall] (lb/ft) 90 90 210 90 Max, Hold-Down 24.0-ft SVIV _J (I b)- -80 2, .Max..iHold Down,'5-0-ft SW -1,34$ Max. Hold-'Down 15:0-ft,SW (lb). -44 Max.'Hold-'Down 16.0-ft'SW,(b) 853 -7891- �Max.'Hol&Down,27.,0-ft'SW�,(lb) =584 LONGITUDINAL LOADS Floor Level Main Floor Level Second Level Wall Identification A B C D Check Wall Type 0S13 0S13 0S13 0S13 Total Tributary Load Distance (ft) - H 8.0 24.0 16.0 48.0 Tributary Load Fraction - H 0.167 0.500 0.333 1.0 Tributary Load Distance (ft)-G 12.0 12.0 1 24.0 Tributary Load Fraction - G 0.500 0.500 1.0 Applied Shear(lb) 1,133 3,398 838 3,104 8,472 Wall Length (ft) 28.0 52.0 22.0 74.0 Ap,oliediOnit,-Shear(Ib7f.t)L '-"L; --39 Shear Wall Length (ft) 18.0 24.01 6.0 55 �Resistivi6°Unit*-Shear4(16/ft,),_w: ,x l X63 :162 140 156 Shear Wall Height(ft) 7.8 7.8 7.8 7.8 Unit DL on Wall (lb/ft) 150 450 320 380 0.60*[Unit DL on Wall] (lb/ft) 90 270 192 228 `Max. Hold-Down-3.0-ft SW (lb) S01' 452 Max.{Hold-Down 4:04V'SW (Ib) A6 Max. Hold-Down &0-',ftSW-,(lb)� 5 8 7, A30 Max. Hold7Down 7.5-ft SW (lb) -415 Mak-Hold-,Down 8.0-ft SW (Ib) Max.,,Hold-'Down.9:0-f,t�SW�(lb) Max.-Hold-Down 11.07ft,'SW1'(lb) L Kai. Hold-n_own 22.0-ft,SW (lb)__ `1 - Revised SEISMIC SHEAR LOADS Printed 11/1/2013 Plan 2112-13 30-PSF Snow, 110 mph, Exp C, & SDC D2-ADAMS 11/13/2013 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= 4,578 Diaphragm Span (ft) Design Drawings b= 48 Diaphragm Length (ft) Design Drawings L = 52.0 Diaphragm Unit Shear(Ib/ft) Calculation w=V/Length = 88 Diaphragm Maximum Moment(ft-Ib) Calculation M =wL2/8 = 29,759 Diaphragm Chord Force Calculation - C T' 'M/b }ti626 Allowable Nail Load (lb) NDS Table 11 N H-F & 10d Common 102 Adjustment For Wind/Seismic Loads NDS Table 2.3.2 10-minute loads 1.6 Adjusted Allowable Nail Load (lb) Calculation F = 1.6FNail 163.2 Minimum Number of Nails Required At Splices Calculation NN-Min= C/FA 3.8 Maximum Nail Spacing at Splices (in) Design Drawings S = 6.0 Minimum Splice Length (in) Calculation Ls lice-SNN-Min 22.8 Design Splice Length (in) Design Drawings Design Specification 48.0 Allowable Diaphragm Chord;Force(Ib) P Calculation , ' ` - : 1:0d @=6-in,o.c. -= 1,469 Cross Sectional Area of Shear Wall Chords int Design Drawings Achord =2(1.5)(5.5) = 16.5 Axial Chord Stess (psi) Calculation Fart= C/A=T/A 38 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 up= P -541 Maximum Wind Uplift Load At Connection (lb) 110 mph, Exp. C Fup= P -736 Roof Unit Dead Load, wd,(psf) Design Criteria 15.0 Roof Dead Load to Truss Connection (lb) FDL=0.6 wdjA 288 Net Load to Truss Connection (lb) 85 mph, Exp. C FNet- Fup + FDL -165 Net Load to Truss Connection (lb) 95 mph, Exp. C FNet- FUP + FDL -253 Net Load to Truss Connection (lb) 110 mph, Exp. C FNet- Fup+ FDL -448 Allowable Uplift for Simpson H10 Clip(lb) SPF/Hem-Fir with 160% Increase 850 Allowable Uplift For Simpson H2.5A Clip (lb) SPF/Hem-Fir with 160% Increase 535 Allowable Uplift For Simpson 1-11 Clip(lb) SPF/Hem-Fir with 160% Increase 400 Revised ROOF DiAPHRAGM CALCULATIONS Printed 11/1/2013 Plan 2112-13 30-PSF Snow, 110 mph, Exp C, & SDC D2—ADAMS 11/13/2013 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 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(PSF) 16/8 ci 0 E 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 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 ' W d) 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. E SEISMIC DESIGN CATEGORY D2 BE 4 x10 D.F.#2 W/R-10 RIGID INSULATION AT = SHORT PERIOD ACCELERATION 1.17 2. ALL WOOD IN CONTACT WITH CONCRETE OR SOIL � c N 2. NO CHANGES ARE TO BE MADE TO THE PLANS WITHOUT THE CONSENT OF THE HEATED AREAS. a DESIGNER AND BUILDING DEPARTMENT. 1.3. ALL SINGLE STORY NON-STRUCTURAL GABLE SHALL BE 2x HEM-FIR#2 MIN.TREATED WITH AN DEFAULT SITE CLASS D J APPROVED PRESERVATIVE AND HOT-DIPPED MAXIMUM GROUND SNOW LOAD PSF 30 =.a END OR 2nd FLOOR OF 2 STORY ��❑ 3. THIS STRUCTURE IS ENGINEERED LATERALLY USING THE DESIGN CRITERIA SHOWN NON-STRUCTURAL GABLE END HEADERS UP TO GALVANIZED CONNECTORS(OR)STANDARD ROOF DEAD LOAD(PSF) 15 ° 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 HEM-FIR ON AN IMPERVIOUS MOISTURE 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 = MINIMUM. MAXIMUM ROOF SLOPE 5/12 4. SEE SHEET"S2"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. THAT SPANS A MIN.OF TWO TRUSSES WHEN THAT ARE RESISTED BY A SYSTEM OF ENGINEERED 5. FIRE BLOCKING IS REQUIRED AT ALL PENETRATIONS AT THE WALLS AND PLATES, MEMBERS AND FASTENERS DESIGNED TO RESIST DESIGN 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: AT MIN.10 FT.O.C.HORIZONTALLY IN WALL CAVITIES. 3. TRUSSES SHALL CARRY MANUFACTURER STAMP FOUNDATION WALLS,PORCH AND GARAGE SLABS, ABOVE.THE STRUCTURAL SYSTEM IS DESIGNED TO Q � AND HAVE ENGINEERING DRAWINGS ON SITE FOR STEPS,AND ALL OTHER AREAS THAT ARE EXPOSED TRANSFER LOADS IN ACCORDANCE WITH THE 2012 U) ch 6. WATER HEATER IS TO BE INSTALLED PER MANUFACTURER SPECIFICATIONS,IRCINSPECTION.ALL TRUSS BRACING REQUIREMENTS TO THE WEATHER.MAXIMUM STRENGTH IS AT 28 INTERNATIONAL BUILDING CODE(IBC)TO A PRESCRIPTIVE 00 REQUIREMENTS,AND THE STATE ADOPTED PLUMBING CODE.IN SDC D1,D2,TANK FOUNDATION.STRUCTURAL MEMBERS NOT A PART OF THE MUST BE INSTALLED PER TRUSS DRAWINGS.DO DAYS.ALLOW ADEQUATE TIME FOR FOUNDATION � Q tp MUST BE STRAPPED AT THE UPPER AND LOWER THIRD OF THE TANK.AT THE LOWERNOT FIELD MODIFY ANY TRUSS WITHOUT PRIOR TO SET BEFORE BACK FILLING. ENGINEERED STRUCTURAL SYSTEM SHALL BE -1 Z CONSTRUCTED IN ACCORDANCE`WITH THE CONVENTIONAL w CC 04 STRAP,STRAP IS TO BE 4"MIN.ABOVE THE CONTROLS(IRC M1307.2). APPROVAL FROM THE ENGINEER AND BUILDING LIGHT-FRAME CONSTRUCTION'REQUIREMENTS OF 2012 IRC. G DEPARTMENT.IF A TRUSS IS DAMAGED DO NOT 5. FOUNDATION VENTS ARE TO BE INSTALLED AT >- W ti 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 Q J -•I ~ IGNITION A MINIMUM OF 18"ABOVE THE FLOOR SLAB IRC M1307.3).MECH/PLUMBING � O W ( FOR A REPLACEMENT TRUSS. VENTILATION EXCEPT THAT ONE SIDE IS EQUIPMENT IS TO BE PROTECTED FROM IMPACT OF A VEHICLE(IRC M1307.3.1). PERMITTED TO HAVE NO OPENINGS.THE NET FREE DOCUMENT SHEET INDEX F-- Q N z 0 4. FRAMING CONNECTIONS SHALL BE"SIMPSON AREA MAY BE REDUCED TO 1/1500 FT2 IF GROUND Q CS COVER SHEET 8. USE 5/8"GYPSUM OR 1/2"SAG-RESISTANT GYPSUM AT THE CEILING PER IRC TABLE STRONG TIE"(OR)AN APPROVED EQUIVALENT. SURFACE IS COVERED W/6 MIL.BLACK POLY O � R702.3.5. SHEETING AND VENTS ARE PLACED TO PROVIDE Al FLOOR PLAN 5. PROVIDE ATTIC VENTILATION PER IRC R806.2.THE CROSS VENTILATION OF THE SPACE.IRC R408.2 A2 BUILDING SECTIONS U O 9. FLASHING IS REQUIRED AT ALL EXTERIOR TRIM EXTRUSIONS,WINDOW AND DOOR NET FREE VENTILATED AREA SHALL BE 1/300 FT' A3 EXTERIOR ELEVATIONS W 0- OPENINGS,WALL AND ROOF INTERSECTIONS,DECK ATTACHMENT TO WALL,AND PROVIDED THAT MIN.50%AND MAX.80%OF THE & UNLESS NOTED OTHERWISE,2x MUDSILL TO BE A4 ARCHITECTURAL DETAILS 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 AT 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 7. ATTACH THE MUDSILL TO THE FOUNDATION WITH 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"x10"ANCHOR BOLTS WITH NUT AND STANDARD S4 STRUCTURAL DETAILS 10d NAILS EA.STUD BAY,NAIL ALL FLOOR SHEATHING W!8d NAILS @ 6"O.C.EDGE ACCESS PANEL WITH A TIGHT-FITTING/SELF- WASHER @ 6 FT.O.C.AND WITHIN 12"OF EACH END S5 STRUCTURAL DETAILS AND 12"O.C.FIELD,EXTERIOR STUDS MUST BE SPACED AT 16"O.C. CLOSING DOOR.DOOR SHALL BE BACKED WITH OF THE PLATE SECTION. E1 ELECTRICAL PLAN N L INSULATION IF LOCATED ABOVE HEATED SPACE. 7.1. IN SDC D0,D1,D2,USE 1/4"x3"x3"PLATE L•L I- 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. W W 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 \ Uj ON 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(STAGGERED SHEATHING W1 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 IRCDESIGN ENGINEER O 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) 4�G� J STAPLE. #4 REBAR WITHIN 12"OF TOP OF WALL. 'eoy S�ABDELOUAHAB(Wahab)Abrous,Ph.D.,P.E. U �+ 12.ALL BEDROOMS ARE TO HAVE AN EGRESS WINDOW WITH A MIN.WIDTH OF 20" ANDA cmC 5Q\a[•50\\\0\2� HiLine Homes Inc. MIN.HEIGHT OF 24"WITH A MINIMUM NET CLEAR OPENING NOT LESS THAN 5.7 FT'. g, UNLESS NOTED OTHERWISE,TOE-NAIL ALL GABLE 9. THE FOUNDATION IN THIS PLAN IS DESIGNED��l.E n �t�OC\�OsebuC\a��f `,t�(Design&Engineering Department END TRUSSES WITH(2)10d NAILS @ 16"O.C.INTO PRESCRIPTIVELY,BUT THE CONNECTION?, �, ,.r �v\ E CCCOCs Washington State License Number:36110 13.SEE SHEET"E1"FOR EXHAUST FAN,SMOKE AND CARBON MONOXIDE DETECTORS, TOP PLATES. THE FOUNDATION TO THE MUDSIILL'N EN.GINE&ED�gk0'Q a-nA o�CO�QCe��dah regonStateState License Number:P-14132 E AND ELECTRICAL FIXTURE LOCATIONS. FOR RESISTING LATERAL LOADS AS OUTLINED-IN GOC 01 a0t �`' TOE-NAIL EACH END THE DESIGN CRITERIA ON`SHEET�'CS" C�a,-. kbe ��51(253)770-2244 x 132 Alternate x129 14.CABINET,PLUMBING FIXTURE,AND DOOR ROUGH OPENINGS ARE CRITICAL 9 OF TUNLR SSOAT BEARING WALLS TED W/(2)10d NAILS AND (h0 r5 ynb°tQc Q`ynwabrous@hilinehomes.com DIMENSIONS.TAKE CARE TO VERIFY THAT THESE DIMENSIONS ARE FRAMED 10.FOOTINGS AND STEM WALLS)SHALLIBE AS'OC" Liv HILINE HOMES FASTEN WITH TRUSS CLIPS PER PLAN. i� '�� '�, ACCURATELY. FOLLOWS(UNLESS NOTED OTFiERWISE)��J S t�, 0`� 11306 62ND AVENUE �� ,p Z„� t,. 10.1. BELOW ONE STORY PORTIONS OFcA'BUILDING: "� �y�+ �1�(-(3 PUYALLUP WA,98373 15.SMOKE ALARMS ARE REQUIRED IN ALL SLEEPING ROOMS,OUTSIDE ALL SLEEPING 10.ASPHALT SHINGLES MUST COMPLY WITH WIND FOOTINGS=12"WIDE. `1 '\��Og U aC\- ` �� OVAFIA[; (253)770-2244 ext.129 SPEED SITE CONDITIONS AND BE SEALED IN ICP 0 OE �� O AREAS,AND ON EACH ADDITIONAL STORY OF THE DWELLING.SYSTEM MUST BE STEM WALLS=6"THICK. yk1� � F \\'%S/ ACCORDANCE WITH ASTM D 7161 OR UNSEALED IN 10.2. BELOW TWO STORY PORTIONS-•FN'V O //I O INTERCONNECTED IN SUCH A WAY THAT ALL ALARMS SOUND WHEN ONE IS ACCORDANCE WITH ASTM D 3161.IRC R905.2 '�OF A'BUILDING: _C' %;� PLAN: 2112 ACTUATED.IRC R314 STEOMIWALLS156WTDH CK f,�0`la\�ak2 / DATE: 10/30/13 11.MIN.4"STEP FLASHING AT WALL/ROOF 4 p, JOB#: 10105948 16.AN APPROVED CARBON MONOXIDE ALARM E REQUIRED OUTSIDE EACH SLEEPING CONNECTIONS AND TURNED OUT AT THE BOTTOM 11.INHERE REQUIRED PER IRC R406.1,FOUNDATION AREA I 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 1 361 I O DWELLING.IRC R315.1 R905.2.8.3 ENTIRE PERIMETER USING A METHOD THAT IS �� Oic•- \� V� APPROVED BY THE BUILDING DEPARTMENT. ` /IS/ 12.PROVIDE DRIP EDGE AT EAVES AND GABLES OF �� / UNAL V (CS SHINGLED ROOFS. "; �i9/ 74'-0" 22' 0" 6'-32" 24'-52" T-9" 13'-6" w E x --- 0 FRAME BOTH WALLS AT 42" 5'-31" w 1 2 6'-6" 7'-0" , d 5'-9 2 AND CAP W/2 LAYERS OF 7/s" 1 0 A O.S.B. FOR PLANT SHELF. 6,-0„ 2'-92" o A2 606101 S.G.D. 303 HS ` S.G. 403 HS G. 60 40 HS ��7 J 5'SOAK. NOTE:SOLID BLOCK O —ADW S ( TUB RANGE W/ ' J q ALL THREE SIDES OF 2 tD UTIL. 00 DINING "' HOOD - STIR -ZD THE SOAKING TUB cO ATO) ~ BAT AT 21"O.C. SOLID CORE 1 3g" MIN. VAULTED W/WEATHER STRIP 28 o KITCHEN ��t SURFACE WARM WALL W/%z" -iN 4'-0 " �F 4 MSTR. BDRM. G.W.B.ALL GARAGE WALL/ R&S iv cp � `iN � S N CEILING SEPARATIONS. icR Q ppc8- " (n m N = 1 "HALF- 2'-9-" - 20 2 - U) rn WALL---,,,, (o " PLAIT SHELF 1 s J d N �VAU 1 8'-31" N 5'-9-" 3'-111 4 LU �r rn _2--co 2 -10" 2 2 WHOLE HOUSE FAN W/ Q J w GARAGE TIMER SWITCH AND 2s IF 12a WIC q� AN 06 d ON w o VENTED WINDOWS INJ_,� ~ Q N z (0 HABITABLE ROOMS. gDRXi Co AGS `" Q v IRC§ M1507.3.4 LAUND. uVT� ® a R&S 0 16'x T OHD(MTL. NON-INSUL.) GREAT N FURRED 2'7.. "� 26 N R&S o U O 2x6 WALL W � _ co d 3'-0" 16'-0" 3'-0" ROOM 1s xs 1.. 5° iN v VAULTED ob � 4'-62 6'-9" o 40 2a 50 00 j ENT �ca to BAT ji �N BDRM. 4 c„, o 30 t o � 04 A 80 50 HS FIX - � 1., "' NN A2 i G. N �6 3-52 11'-0" --- L.L 50 O Z 10'-5" -9" O J I / - 2'-7" J a- 24'-0" _o LL BDRM 2BDRM 3 Ito N �0 0 �v 50 50 HS 50 50 HS HILINE HOMES 11306 2ND AVENUE AREA SUMMARY 7'-6" 5'-9" 7'-3" 7'-6" PUYALLUPWA,983 3 (253Y)770-2244 ext.129 MAIN FLOOR AREA 2112 SQ. FT. 13'-3" 14'-9" PORCH 96 SQ. FT. 28'-0" PLAN: 2112 GARAGE 528 SQ. FT. DATE: 10/30/13 = HOSE BIB JOB#: 10105948 S.G. = SAFETY GLAZING FLOOR PLAN Al 1/8"= V-0" ATTACH ROOF SHEATHING TO TRUSS TOP CHORDS W/8d NAILS @ 6"O.C. EDGE AND 12"O.C.FIELD. 2x4 BLOCKING.ATTACH U7 ROOF SHEATHING TO E BLOCK W/8d NAILS v E @ 6"O.C. ' W _ SOLID BLOCKING AT E BEARING.ATTACH TO G TRUSSES W/(2)10d c N a,a NAILS EA.TRUSS. J J o CANTILEVERED TRUSSES ATTACH SOLID @ 24"O.C. BLOCKING TO TOP PLATES W/(2)10d NAILS 0 J"CHANNEL OR 1x EA.BLOCK TRIM PIECE TO FINISH 2 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 ROOF SHEATHING REQUIREMENTS CHORD W/(2)10d NAILS EA. LAPPING THE LP SOFFIT OVER TRUSS. SHEATHING EDGE. Ground snow load M co CANTILEVERED TRUSS MAX.40 psf MAX.70 psf lBeyond 70 psf (n 7/16"O.S.B. 15/32"O.S.B. 5/8"O.S.B. J Z Q co 1 ATTACHMENT AT SHEARWALL/ NTS g CANTILEVERED TRUSS Q J>_ w06 �Ow � RIDGE VENTING Q 040 SOLID BLOCK AT BEARING. (U � ATTACH TO TRUSSES W/(2) 10d NAILS EA.TRUSS.ATTACH MANUFACTURED PRE- MIN. ROOF MATERIALS: SOLID BLOCKING TO TOP ENGINEERED TRUSSES @ COMPOSITION SHINGLES CLASS PLATES W/(2) 10d NAILS EA. 24"O.C. 'B' 15#FELT OVER APA RATED BLOCK. 24/0 SHEATHING. BAFFLE BOARD W/1"AIRSPACE 2x VENT BLOCK � z z 5/8"G.W.B. (OR)%2"SAG \ 1 TYPICAL O RESISTANT(TABLE R702.3.5) 0 / A4 EAVE END J R-49 INSULATION – — U 4'0" TYPICAL INTERIOR WALL: CANTILEVERED "SIMPSON" HURRICANE (2)2x4 TOP PLATES OVER 2x4 TYPICAL EXTERIOR WALL: 'w ATTACH LP SOFFIT TO v CLIPS H1 (OR)H2.5A UP STUDS @ 19.2"O.C.W/%2' 2x6 TOP PLATES OVER 2x6 J TO 85 mph, EXPOSURE'C'. G.W.B. EA.SIDE OVER 2x4 STUDS @ 16"O.C. OVER 2x6 BOTTOM CHORD W/8d aim BOTTOM PLATE OVER � NAILS @ 6"O.C. EDGE H10 ONLY BEYOND 85 mph. BOTTOM PLATE� AND 12"O.C. FIELD R-23 INSULATION W/VAPOR STRUCTURAL RATED 3/4" BARRIER PAINT OVER 3/a"T&G SUB-FLOORING.APA SHEATHING.WRAP HOUSE W/ RATED 48/24 GLUED& AN APPROVED WATER SHEET ROCK NAILED 9%2'I-JOISTS @ HILINE HOMES R-30 FLOOR 19.2"O.C. RESISTANT BARRIER(R703.2) 11306 62ND AVENUE PUYAL373 INSULATION / \ 253)77 -2 44 t.12 \ (253)770-2244 ext.129 PLAN: 2112 BLACK 6 MIL. POLY VISQUEEN TYPICAL 2 ( ( DATE: 10/30/13 PONYWALL VAPOR BARRIER THROUGHOUT (S4 I CRAWL SPACE. I JOB#: 10105948 BUILDING SECTION A-A -- 5 TYPICAL S5 FOUND. q 1/4"= V-0" HL J n ul E V Ld o DEDEDDEEI DODD sm cl 1 EDDEDEE G 0 0 E] BRICK VENEER FRONT ELEVATION W/CAP 118"= V-0" SITE ADDRESS: Q N 00 U) co -2X6 BARGE BD. co LOT 22 U) m —-------- W/METAL DRIP EDGE U) < PORT ANGELES, WA 98382 Lu C/) < 06 00 <cq c'j z co 12 . .......... ------- 5 c/) RIGHT ELEVATION ------ 1/8"= 1'-0" NOTE: ADDRESS MUST BE LOCATED ON THE HOUSE WHERE IT IS EASILY SEEN FROM THE MAIN ACCESS ROAD LEFT ELEVATION 1x4 WINDOW TRIM w < (OWNER RESPONSIBILITY) > X ui FIBERGLASS COMP.SHINGLES w _j CLASS"B" MIN. RIDGE VENTING w A7- -----------_. HILINE HOMES 1130662ND AVENUE PUYALLUP WA,98373 ------- (253)770-2244 ext.129 ------------ x 6 CORNER TRIM CEMENT LAP SIDING ❑ PLAN: 2112 DATE: 10/30/13 FINISHED GRADE BY ❑ JOB#.- 10105948 OWNER SHALL SLOPE S.G. AWAY FROM BUILDING 6" IN 10'-0" MIN. ------- A3 REAR ELEVATION MFR. TRUSSES @ 24" O.C. 2x VENT BLOCKING W/BORED INSULATION HOLES & INSECT SCREENS. CONT. BEHIND JOISTS @ CONTINUOUS Ln E NAIL W/8d NAILS @6" O.C. "T"WALLS 19.2"O.C. ° " THROUGH ROOF SHEATHING. TRIMMER U.N.O. 2x4 PLATES w N TOE-NAIL BLOCKING TO EACH 2x4 STUD PONYWALL E J TRUSS W/(1) 10d NAILS EA. _ END OF BLOCK. (INTERIOR WALL) C r J BUILT UP 2x6 DRYWALL HEADER I BACKER z FASTEN BLOCKING TO TOP PLATE W/ 2x6 STUDS @ 16"O.C. 2'-0" "SIMPSON" RBC EXTERIOR WALLSN MIN. FOOTING Q co CLIPS @24"O.C. FILL ALL NAIL HOLES. 1'-4" (n co TRUSS TAILS INTERIOR WALL DETAIL < SIMPSON 'H CLIPS J :0:-) cfl PER S3 SHEET. FILL � TYPICAL NTS 3 CRAWL ACCESS DETAI w �, � ALL NAIL HOLES. TYPICAL NTS Q>- w 2x6 TOP PLATE 06 00 w & EAVE END DETAIL ~ ¢� Z Q -TYPICAL o NTS U O 07 a_ FULLY INSULATED 2x6 DOUBLE CORNER TOP PLATE INSULATION J Q 2x6 VERTICAL 2x4 DRYWALL D U) BACKER OR 2x6 FLAT —� CLIPS DRYWALL EXT. U Q 2x6 STUDS @ 16" SHEATHING w �. O.C. EXTERIOR W WALLS = Q 4 EXT. CORNER DETAIL 6 GABLE END HEADER DETAIL U TYPICAL NTS TYPICAL NTS Q 2x6 DOUBLE TOP PLATE HILINE HOMES 11306 62ND AVENUE PUYALLUP WA,98373 R-10 RIGID (253)770-2244 ext.129 INSUL. 2x NAILER PLAN: 2112 DRYWALL —�� DATE: 10/30/13 JOB#: 10105948 EXT. 4x HEADER SHEATHING U.N.O. �� 5 INSUL. HEADER DETAIL TYPICAL NTS FILLER 4'-0" 4'-6" 1'-0" 1'-3" 1'-0" 1'-0" V-3" 9" 2'-6" 1'-3" T-3" LV E 0 E ' W d E E .9 0 2 N J L a 1- To N N F- ----7 ■i I I I RANGE HOOD Lj I I I I D D D O REF. i 00 Cn � 0 o W Cna � so N SINK M , �� C.6m DW g E ANG Q ti 06 o o Lu FL I_j <N (D - Q T L 2'-9" 2'-0" 3'-0" 1'-0" 1'-0" 2'-0" 2'-0" 1'-0" 2'-6" 1'-3" T-42 O KITCHEN 2 KITCHEN NTS NTS W J Z_ Q m �- 0 W a a oElN FILLER FILLER FILLER FILLER HILINE HOMES 2'-0" 1'-0" 2'-0" 2'-3" 1'-3" 2'-3" 11306 62ND AVENUE 21" 2'-0" 21' PUYALLUP WA,98373 �45° MSTR. BATH BATH (253)770-2244 ext.129 FILLER FILLER PLAN: 2112 KITCHEN 4 NTS NTS DATE: 10/30/13 3 NTS NOTES: JOB#: 10105948 1. CABINET MAKER TO VERIFY ALL CABINET DIMENSIONS ON SITE. 2. THIS DRAWING IS AN APPROXIMATE REPRESENTATION FOR THE CABINET DESIGN. ACTUAL CABINET UNITS MAY VARY PER A5 CABINET MAKER. 3. FOR Y CEILING OPTION -ADD 6" OF HEIGHT TO UPPER CABINETS. NOTE: ATTACH MAIN LEVEL FRAMING TO FOUNDATION W/ 1/2"x 7" 1. FOR SEISMIC DESIGN AREAS D0, D1 AND D2,WHERE UNBALANCED BACKFILL DOES HILTI QB-TZ ATTACHED TO A 1/2" COUPLING, ATTACHED TO NOT EXCEED 4'-0"AND FOUNDATION WALL DOES NOT EXCEED 4'-6" IN HEIGHT, A 1/2"THREADED ROD OR ASTM A 307 BOLT, ATTACHED TO FOUNDATION WALL IS PERMITTED TO BE 6"THICK W/ (1)#4 CONTINUOUS REBAR A "SIMPSON" LTT20B HOLD DOWN ATTACHED TO MAIN WITHIN TOP 12" OF FOUNDATION WALL. (IRC SECTION R404.1.4.2, EXCEPTION 3.) � E FLOOR FRAMING PER MANUF. INSTRUCTIONS. USE A 2" W WASHER AND 1/2" NUT. 2. WHERE THERE IS MORE THAN 4'-0" OF UNBALANCED BACKFILL WALLS MUST BE c 2 LATERALLY RESTRAINED AT THE TOP AND BOTTOM (OR) DESIGNED AS A RETAINING d WALL. Zi ATTACH UPPER WALLo f ❑ _ _a FRAMING TO LOWER 3. FOUNDATION SUB-CONTRACTOR IS REQUIRED TO VERIFY STEP LOCATIONS WITH 3O WALL FRAMING W/ CONTRACTOR AND BUILDING DEPARTMENT. _ p' "SIMPSON" CS14 STRAP FOR (U.N.O. ON SHEET S2). 4. ALL CRIPPLE WALLS ARE TO BE SHEATHED AND NAILED PER SHEARWALL DETAILS ATTACH SHEATHING RIMBOARD EDGES AT SOLE PLATE AS SHOWN ON PLANS. WHEN PLANS CALL FOR A HOLDOWN AND THERE IS A OPTION AND TOP PLATES W/8d CRIPPLE WALL THEN THERE MUST BE A CONNECTION MADE FROM THE FOUNDATION TO THE BOTTOM PLATE OF THE MAIN LEVEL WALL USING A 1/2" COUPLER ATTACHED NAILS @ 4" O.C. TO A THREADED ROD OR AN ASTM A 307 BOLT. CONNECT TO MAIN LEVEL WALL Q 00 co I DETAIL A L BOTTOM PLATE WITH A"SIMPSON" LTT20B HOLD DOWN (SEE DETAIL"A"). WHEN A 00 TOE-NAIL RIMBOARD W/ RIMBOARD IS USED, ATTACH WALL ABOVE AND BELOW WITH "SIMPSON" CS14 J cn Q (D 10d NAILS @ 12" O.C. STRAP, U.N.O. ON SHEET S2 (SEE DETAIL "B"). LU U): � rn >- ti DETAIL B U.N.O. 5. THE FOUNDATION IN THIS PLAN IS DESIGNED PRESCRIPTIVELY. THE MUDSILL 06 o O w ATTACH O.S.B. CONNECTION IS ENGINEERED. WHERE 1/2"ANCHOR BOLTS ARE MISSED PER PLAN <N cli z co SHEATHING TO TOP TOP FLANGE JOIST HANGER TO HANG OFF OF THEN A REPLACEMENT IS ALLOWED PER S1 GENERAL NOTES. THIS PLAN IS PLATE W/8d NAILS PER THE DOUBLE TOP PLATE OF THE CRIPPLE WALL. INTENDED TO SHOW THE SHEAR TRANSFER FROM THE MAIN LEVEL WALLS TO THE O o SHEARWALL PLAN ATTACH HANGER PER MANUF. SPECIFICATIONS. PRESCRIPTIVE FOUNDATION USING CRIPPLE WALLS THAT DO NOT EXCEED SIX FEET 0 D.. NAILING. NAIL TOP IN HEIGHT. PLATES TOGETHER W/ � SEE DETAIL 'A'ABOVE FAME ALL EXTERIOR 2x STUDS 2x BOTTOM PLATE 10d NAILS @ 12" O.C. WHEN HOLD DOWNS ARE WALLS AT CRIPPLE @ 16" O.C. 3 SPLICES ARE TO BE A _ REQUIRED WHERE A WALL PERIMETERS 4"T&G PLYWOOD MIN. OF 48"ATTACHED CRIPPLE WALL IS USED. PER DETAIL 1 ON S4 SUBFLOORING z W/ 10d NAILS @ 6" O.C. O J SHEATHING LAPS W TOP PLATE I Z O ATTACH O.S.B. Q Q SHEATHING TO - m W �\ LLJ MUDSILL W/ 8d NAILSIL / J PER SHEARWALL i 's is Q PLAN NAILING. i U — o w J 0- ATTACH MUDSILL \ s sJ v Q J HILINE HOMES TO FOUNDATION / n� Q v U Q 11306 62P AVENUE 9837 WITH�"ANCHOR PUY 770-2 44 t.129 (253)770-2244 ext.129 BOLTS SPACED PERPLAN. SEE Sl ;�,� i Q III-III-IIIIIIIII=1III-III =111= = =111= —III PLAN: 2112 GENERAL NOTES N —� = _— — _ - —III ' DATE: 10/30/13 = 11i =1III=1 _�=1 =1 1= i =1 =1 =1 =1 =1 =111IIIIIIIII-IIIA i ' JOB#: 10105948 1 1III=1 I I=1 I I=1 I I=1 I I=1 I I-III=III-IIIIIIIIIIII=1 I I=1 I IIIIIIIIII1 I IIi1�_��i=til-Iii =1 STEPPED FOUNDATION / CRIPPLEWALL A6 SHEAR TRANSFER TO PRESCRIPTIVE FOUNDATION NTS 73'-11" Lo E 22'-0" 51'-11" E STOOP BY OWNER START POINT ' W 00)41( m A MAX.7%"RISE, 1 TYPICAL 9%2" I-JOIST @ o A2 MIN.36"SQUARE — FOUNDATION 19.2"O.C. _ a� (IRC,R311.3) _ _ _ _ _ _ _ _ 2 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 15„ T O Q 1 15'-1.016 0" _-___OFFSET T JOISTS BEAR ON 2 x 4 o PONY WALL OVER 12"x 6" QAT K 4"CONC. SLAB ON CONTINUOUS FOOTINGCOMPACTED GRAVEL FILL. Ll- - - - - - - - - - - - - - - - - - - — �SLOPE DOR. SLAB DN.2"TO 4 INTERIOR — CN w(" I S4 SHEARWALL — — — — — — — (n rn MIL VISQUEEN VAPOR — U) (o I BARRIER THROUGHOUT °O W (n:0:-) 37 N I ' CRAWL SPACE. LAP w 2 TYPICAL SPLICES 12"MIN. Q S4 PONYWALL r J� �S o O w 24"x24"x12" Q v Z coo CONC. 1� 1' � - - - — — — — — — — - - — — — - - _ I— QFOOTING — — — — — — — — —— — — — — — — <— — _ TYPICAL3O J = 9%2'I-JOISTS-19.2"O.C. CRAWL ACCESS A4 (n ILINo B B TOP FLANGE JOIST #4 REB FT o rn 1 THESE FIGS. 16'-3" B iv L ANGER. MUDSILL -10" ROUGH OPENING 2'-11"I LUSH TO INSIDE r LOAD BEAR. L — ZJ — — L — — -- - - - - - rZ STOOP BY OWNER — - — — — — 10'-11,2" �iN O A MAX.7 4„RISE, L�> _ —— 0O A2 MIN.36"SQUARE *- INTERIOR 4 / — — _lr — N (IRC,R311.3) SHEARWALL S5 Z 22'-0" 24'-0" 17'-0" V. `—— EDQ Q O o ATTENTION LL I _"SIMPSON"STHD10 HOEDOWN SEE DETAIL 4 ON SHEET S4. — — — — — — — — — — — — — — — — A (TOTAL=2) �— — — — — — — — - 16"x 18"SCREENED 11LINE HOMES �(—(aft 11306 62ND AVENUE _"SIMPSON"STHD10 HOLDOWN FOUNDATION VENT PUYALLUP WA,98373 B SEE DETAIL 3 ON SHEET S5. (TMP) 2T-1 T' wAlIA13 (253)770-2244 ext.129 (TOTAL=4) ,0 WAS/yNr'FpG PLAN: 2112 FOUNDATION FOOTING WIDTHS DATE: 10/30/13 VARY ON THIS PLAN.PLEASE _ VERIFY FOOTING WIDTHS. JOB#. 10105948 r 16110_ :� FOUNDATION PLAN ass,"`',`�;�� si 1/8"= 1'-0" 1 2 3 4 E U] A UE i A2 i i ' wo E oCD = M I c N J L 8 GARAGE SIDE S4 I I UTIL. KITCHEN 31 ® MSTR. 3:1 DINING BAT � ® MSTR. BDRM. GARAGE I I I Q N � co coco � Q (o ��III WIC w W 04 04 JII n--in Q ( ( GREAT UJ LAUND. m' iii a - - - - - - oZS �ow `r L!__iu ROOM — — Q CN Q - � 1-- L) cl� - BITB B ENTRY B BDRM. 4 BATH GENERAL LATERAL NOTES _ _ D O.S.B.THIS -� 4"EDGE NAILING SIDE 1. NO CHANGES SHALL BE MADE WITHOUT THE CONSENT J OF THE GENERAL CONTRACTOR AND BUILDING DEPARTMENT. q A2 4 INTERIOR � Z 2. O.S.B.WALL SHEATHING 7/16"MINIMUM ONLY FORS5 SHEARWALL N Q EXTERIOR SHEARWALLS.NAIL SHEARWALLS PER LL EXTERIOR SHEARWALL DETAIL 1 ON SHEET S4 U.N.O. BDRM 2 BDRM 3 Q 3. NAIL ALL TOP PLATES TOGETHER WITH 10d NAILS @ 12" W O.C.AND AT SPLICES W/10d NAILS @ 6"O.C. LAP SPLICES A MIN.OF 48"TYPICAL, NAIL ALL BOTTOM LEGEND (n PLATES TO FLOOR SHEATHING AND MUDSILL W/(2) 10d =SHEARWALL SEGMENT NAILS EACH STUD BAY. 4. FASTEN ALL O.S.B.SHEARWALLS W/8d NAILS @ 6"O.C. _"SIMPSON"STHD10 HOLDOWN SEE 0-o'(1 3 EDGE AND 12"O.C. FIELD.U.N.O. AT GARAGE PORTALS: HILINE HOMES FASTEN ALL OSB SHEARWALLS W/8d NAILS 4"O.C. A DETAIL 4 ON SHEET S4. (TOTAL=2) 11306 62ND AVENUE @ pvAHAti PUYALLUP WA,98373 \ \VAS//�4 253 770-2244 ext.129 O EDGE AND 12"O.C. FIELD U.N.O. �v dip ( ) _ n 5. WHERE PLAN REQUIRES SHEATHING TO BE ATTACHED "SIMPSON"STHD10 HOLDOWN SEE PLAN: 2112� /p ��' G TO THE MUDSILL ON THE PONY WALLS PERDETAIL 3 ON SHEET S5. (TOTAL=4) a 13 SHEARWALL DETAILS, PONYWALL STUDS MAY BE B 0` DATE: OFFSET TO ALIGN W/ONE EDGE WHEN A 2x6 MUDSILL JOB#: 10010591059 488 IS USED.THIS WILL ALLOW FOR THE REQUIRED MUDSILL ATTACHMENT. SEE PLANS FOR THIS <sS/UNALL�L,`� REQUIREMENT. SHEAR WALL PLAN S2 Lo "SIMPSON"HURRICANE CLIPS H-1 (OR) TYPICAL o ; U E A H-2.5 A UP TO 85 mph, EXPOSURE'C'. 12"RIPPED ROOF P I.B.C.CASE 1 ROOF ' w a A2 H-10 ONLY BEYOND 85 mph. SHEATHING LAYOUT SHEATHING AT GABLE E J 4x10 D.F.#2 I 14x10b:F#2 If 'I .4 CHORD'TRIMMERS -ice--1 I \12TR,TRIMMERSS \ ,_o =a L_..------------ I 4 ATTACH'. _ � ► t 1 - - _ i P.E. MANUF.TRUSSES @a 24,"O.C. $I I i , I I i I P.E;. MANUF.I SCISSOR T SE -24"O.C. "� It S RUS - - SUF P.E.iMANUF.TSES -- " RII GE;VENTING - @ 24O. � 4';O.CI 5:12' PLANT SHELF W/2 4. Q C4 L YEF2S OIF 7/ts" O.S.B. - - 0000 ABOVE PANTRY. I � Q J RO j (RIDGE VENTING r- 15.12 CUT SHEATHING BACK w IP 1"EA.SIDE OF PEAK r W 6"�L J;ul! FOR VENTING Q W v ®r _ — N U� O 101 III Q(NZcO CHORD L �) I - F- < M S4 (ATTACH; DROP DOWN — I U 3;%2"x13%2"I G.04B. BOTTOM CHOR I z 2x6 OVERFRAMING - -- .� SOLID BLOCKING II LU z LU W _1 AT BEARING IM S i'. - 0 > 6 _ CES W U SI'M P _I N" H-10 I _ I' ( - -O C9- O. 3%2"x9" G.L.B. _ S,BEARING N - (5)PLA ES 'n - -- r-- -.- - RUSS BEA ! Gi (D A 12 TRIMMERS( - - _ Z A2 CANTILEVERED TRUSSESD.F. -I CC PLAIN LP -, - G - - - - � ZGIRDER TRUSS _ _ _ _ -_ _ Z "SIMPSON"H-10 UP TO z 4 SOLID "SIMPSON"H-10 UP TO <85 mph EXP.C- -- — - - - - -- - -�-- S5 -BLOCKING--- 85 mph EXP.C- LL J BEYOND 85 mph ADD LLi BEYOND 85 mph ADD LEGEND H2.5A TO EXTERIOR __..._... __ _.__._ - - -_ H2.5A TO EXTERIOR O ® = CUT OUT FOR VENTING. KITCHEN=8"x8"FOR O 5:12 HOOD VENT. BATHROOMS=4"x4",AND UTILITY n/ ROOM=6"x6"FOR WHOLE HOUSE FAN. I LL I • = GUTTER DOWNSPOUT LOCATION I = NON-STRUCTURAL FULL HEIGHT WALL FOR SHEET ROCK ATTACH.ATTACH STUDS TO TRUSS BOTTOM 2x4 LOOK- H 306 62 HOMES OUTS 48" vAl'IAI3 11306 62ND AVENUE CHORD W/(2) 10d NAILS AT EA. FRAMED UP STUD. O.C.-TYP. `�0 w,�si ��ro "' PUYALLUP WA,98373 �O 7/,yam (253)770-2244 ext.129 C a = INTERIOR LOAD PLAN: 2112 BEARING WALL DATE: 10/30/13 36110-- c� JOB#: 10105948 SS�ONAL ROOF FRAMING PLAN S3 1/8"= 1'-0" NAIL TOP PLATES SOLID BLOCKING AT BEARING NOT �. REQUIRED WHEN JOISTS ARE TOGETHER W/10d - '=t `HUNG ON THE MUDSILL U.N.O. NAILS @ 12"O.C. 2x MUDSILL TO HANG OVER DOUBLE TOP PLATES FOUND.APPROXIMATELY YZ". (n FLOOR JOIST BIRD BLOCKING. (OR) W/A MINIMUM 48"LAP ATTACH SHEATHING TO p H AT SPLICES. MUDSILL W/8d NAILS 6"O.C. u o CONT. BLOCKING. @ NAIL THROUGH ROOF I 2X4 WALL @ 19.2" O.C. ATTACH JOISTS TO (U.N.O.ON S2 SHEET). W aNi SHEATH.W/8d NAILS STUDS DIRECLTY TOP PLATES W/(2) E BELOW JOISTS TYP. 1 O NAILS AT EA. @ 6"O.C. I SHEATH PONY BEARING POINT TYP. C N WALLS AT INTERIOR ENGINEERED CONNECTION- NAIL MIN.7/6"WALL 2x TREATED PLATE ATTACH MUDSILL W/1/2"x10" Zi c SHEATHING) 8d SHEAR WALLS ONLY (OR)2x PLATE OVER ANCHOR BOLT W/STD. _ 12"x6"CONTIN. VAPOR BARRIER ii ,_G o COMMON NAILS 6' I I I FOOTING. WASHER @ 6 FT O.C. DO, U @ Y2"ANCHOR BOLTS @ ON St SHEET.(IN SDC D0, - � O.C. EDGE AND 12"O.C. 6 O.C.W/3"x3"x1/4" D1,D2 USE 1/4"x3"'x3" . _ _ FIELD (U.N.O.ON$2 WASHER U.N.O. PLATE WASHER).EMBED SHEET BOLT A MINIMUM 7 INCHES PONY WALL DETAIL (DO NOT COUNTERSINK.) 2x STUDS @ TYPICAL NTS SILL CONNECTION 16"O.C. I 3 HUNG JOIST NTS FASTEN BLOCKING TO TOP BOTTOM PLATE I I PLATE W/"SIMPSON"RBC O.S.B. CLIPS @24"O.C.FILL ALL 2x MUDSILL STOOD NAIL HOLES. 'Q 04 2x VENT BLOCKING W/BORED HOLES - V) M 2 10d NAILS UPRIGHT &INSECT SCREENS.NAIL Bd NAILS@ 0) ( ) I• (OR) 6"O.C.THROUGH ROOF SHEATHING. - � � rn EACH STUD BTOE-NAIL BLOCKING TO EACH Q BLOCKE I TRUSS W/(1)10d NAILS EA. CD N END OF BLOCK. n 1Ed1 t�j >- ENGINEERED I• I uJ CONNECTION Q FROM MUDSILL TO BA17E R SPACE INSULATION FOR C-4 KJ Q O W � FOUNDATION.SEE PRESCRIPTIVE' II VENTILATION, Q N Z 0 CONNECTION =JI FOUNDATION- ' oJl "SIMPSON TRUSS CLIPS PER Q DETAILS ON S4 ° S3 SHEET.FILL ALL NAIL O (2)2X6 TOP PLATES MIN. HOLES.BEND CLEAR _ 10 ( ' 48"LAP.ATTACH W/10d BOTTOM CHORD.D.(WHERE /� �� v O EXTERIOR S H EA RWAL L 1 NAILS @ 12"O.C. REQUIRED AT VAULTS) TYPICALLY AND AT 6"O.C. OVER PRESCRIPTIVE FOUNDATION WALL NTS AT LAPS. EXTERIOR WALL o TYP.WALL SHEATHING: STUDS @ 16"O.C. (2)2X6 TOP PLATES W/ CONT.TRUSS CHORD. SHEATH W/MIN.7/16"O.S.B. MIN.48"LAP.ATTACH W/ TOENAIL TO WALL W/ ATTACH TO WALL STUDS 1 O NAILS @ 12"O.C. DIAPHRAGM 6"O.C. I" STOOD UPRIGHT OR TYPICALLY AND AT 6" CONNECTION 10d NAILS QO BLOCKED W/8d NAILS @ 6" O.C.AT LAPS. DETAIL PER PLAN O.C.EDGE AND 12"O.C. TO TRUSS CHORD& FIELD.SHEATHING MUST BE J UNLESS.WALL SHEATHING; PLATES I I ATTACHED TO MUDSILL.SEE LESS NOTED OTHERWISE, EXTERQ NAIL TOP PLATES OR WALL REQUIR METS.ADDITIONAL STUDSI@ 16 O.C. ^ R2 SHEET FOR SHEATH BOTH SIDES W/MIN. /1/ U • 1/2"G.W.B.ATTACH TO WALL \J J TOGETHER W/10d STUDS STOOD UPRIGHT OR 12"O.C. I BLOCKED W/TYPE S OR INSULATION PER NAILS J @ ATTACH ALL BOTTOM TYPE W DRYWALL SCREWS THE A2 SHEET O.S.B.(GARAGE SIDE PLATES W/10d NAILS @ 4"EDGE AND 4"FIELD. @ B"O.C. FIRE TAPE ALL SEAMS.SEE OF WALL) ATTACH W/ O.S.B. FLOOR SYSTEM: THE S2 SHEET FOR FLOOR SYSTEM: 8d NAILS @ 6"EDGE& STOOD 3/4"MIN.T&G SUBFLOOR ADDTIONAL REQUIREMENTS. 3/4"MIN.T&G SUBFLOOR D w 12"FIELD. U.N.O.ON GLUED AND NAILED TO GLUED AND NAILED TO ( UPRIGHT JOIST w/8d @ 6"D.C. JOIST w/8d @ 6"D.C. Q S2 SHEET EDGE&12"O.C.FIELD. HOLDOWN (OR) EDGE 8 12"O.C.FIELD. CONNECTIONS MAYBE 2x STUDS FLOOR JOISTS PER PLAN FLOOR JOISTS PER PLAN 1 BLOCKED REQUIRED.SEE THE S2 `^ @ 16"O.C. ( @ 19.2"O.C- SHEET FOR TYPE AND @ 19.2"O.C. v) "SIMPSON"STHD10 LOCATION. �+! HOLDOWN INSULATION PER ATTACH G.W.B. HOEDOWN.ATTACH CONNECTION�S2 THE A2 SHEET. SHEATHING TO BOTTOM PER MANUF.SPECS. REQUIRED.SPLATE AND MUDSILL W/ I E SHEET FOR TYPE AND TYPE S OR W SCREWS BOTTOM PLATE I LOCATION. 41 4"O.0.EDGE AND 4"O.Cl 1 rl—f14-13 HILINE HOMES FIELD. 1 1 11306 62ND AVENUE 2x MUDSILL "n aln ( Alln(� �1/� PUYALLUPWA,98373 2 10d NAILS EA. i _ �h GARAGE—' ( X114 SEE GARAGE Q` Q�'WAS///�y �0 (253)770-2244 ext.129 ( ) II I SLAB _ f - 1 FOUNDATION '% STUD BAY DETAIL FOR SIZE PLAN: 2112 ENGINEERED �--SEE HOUSE EBAR ENGINEERED i i CONNECTION- I III 1 FOUNDATION ENGINEERED 1 1 AND IREM _ II. CONNECTION- 1 I REQUIREMENTS. DATE: 1 0/30/13 CONNECTION SEE FOUNDATION I - I DETAIL FOR SIZE _ (I SEE FOUNDATION ( I 1 , DETAIL. AND REBAR DETAIL. NTS. JOB#: 10105948FROM MUDSILL TO REQUIREME3G110PRESCRIPTIVE FOUNDATION FOUNDATION. SEE cl CONNECTION �SS/UNALL140, DETAILS ON S4 ( — S H EARWALL DETAIL ---- S4 L� EXTERIOR WALL FRAMING G GARAGE FIRE WALL FRAMING GARAGE/HOUSE SEPARATION WALL NTS 5 TYPICAL WALL FRAMING SECTION NTS V GARAGE/HOUSE SEPARATION WALL NTS SIMPSON STHD10 JOISTS HUNG TO FOUNDATION WALL JOISTS HUNG TO FOUNDATION WALL FLOOR SYSTEM: ATTACHMENT PER 2x BORATE TREATED MUDSILL 3/4"MIN.T&G SUBFLOOR GLUED AND SHEARWALL (OR)2X PRESSURE TREATED ATTACHMENT NAILED TO JOIST w/8d @ 6"O.C.EDGE& DETAILS PER SHEARWALL 12"O.C. FIELD. FLOOR JOISTS PER PLAN 4"CONCRETE SLAB OVER N E DETAILS @ 19.2"O.C.HUNG W/TOP FLANGE JOIST ENGINEERED COMPACTED GRAVEL FILL u o HANGERS. CONNECTION- 1 w ENGINEERED ATTACH MUDSILL W/ Z E CONNECTION- ((—tt( ( _ ATTACH MUDSILL 1/2"x10"ANCHOR g I� ( c o W/1/2"x10"ANCHOR — BOLT W/STD. co SLOPE OVAI IA(3 2x BORATE TREATED MUDSILL WASHER @ 6 FT O.C. j REBAR REQUIREMENTS: �� 09 BOLT W/STD. RAS _. WASHER @ 6 FT Z (OR)2X PRESSURE TREATED LINO ON S1 SHEET. 6"IN r t' �� 1� USE(1)#4 HORIZ. BAR WITHIN ��,� �Y OG sm D o O.C.HERLINO ON S1 Z (IN SDC D0,D1,D2 Z ^ �� ` 11`111, 12"OF TOP OF STEM WALL. �✓^'T' SHEET. (IN SDC D0, = REBAR REQUIREMENTS: USE 1/4"x3"x3" =III �� 1 _1111! WHERE A CONSTRUCTION y ac O =I OO SLOPE 'f USE(1)#4 HORIZ. BAR WITHIN PLATE WASHER). N )I ^ �I11 _111_ JOINT EXISTS USE(1)#4 VERT. + D1, D2 USE J 12"OF TOP OF STEM WALL. EMBED BOLT A r I II 111 111' REBAR @ 48"W/STANDARD J� 1/4"x3"x3"PLATE 111 1 6"IN {�� °1� WHERE A CONSTRUCTION MINIMUM 7 INCHES I al° x_111--_ 11 HOOK. EXTEND 14"MIN.INTO ✓r 36110, g, WASHER). EMBED Z — Z JOINT EXISTS USE 1 #4 VERT. (DO NOT III �� STEM WALL.(IRC R403.1.3) OF 4'4'/STIi -�� BOLT A MINIMUM 7 =III 'I < O • 1�= �S INCHES(DO NOT ivy REBAR @ 48"W/STANDARD COUNTERSINK.) �p I�f S�UNALN HOOK.EXTEND 14"MIN. INTO m COUNTERSINK.) = j� eo USE(1)#4 CONT. - �- STEM WALL.(IRC R403.1.3) REBAR _ _ Q N USE(1)#4 CONT. �, ° IN FOOTING 6" -1 I I- 00 N FOOTING REBAR ° •J° _ 6 MIL POLY VAPOR BARRIER. DRAINAGE SYSTEM 12" U) co — c� PLACE THROUGHOUT CRAWL WHERE REQUIRED PER _j Q CD DRAINAGE SYSTEM — — SPACE.LAP SEAMS 12"AND LOCAL CODES. HOME *FOOTING WIDTHS MAY VARY.SEE L1J u (co _ EXTEND 12"UP WALL.DAMP ( rn WHERE REQUIRED 6 - OWNER RESPONSIBILITY THE S1 SHEET FOR FOOTING SIZES. � PER LOCAL CODES. 12" PROOF EXTERIOR FOUNDATION ) J J � (HOME OWNERS WALLS.(IRC R408.2) GARAGE FOUNDATION DETAIL _ — 2 06 oOw0 RESPONSIBILITY) FOOTING WIDTHS MAY VARY.SEE Q N Z co THE S1 SHEET FOR FOOTING WIDTHS. MAX.4'-6"WALL, MAX.4'-0" BACKFILL NTS Q 1 PRESCRIPTIVE FOUNDATION TRUSSES @ 24"O.C. 0 FOUNDATION DETAIL •� •� � o MAX.4-6 WALL, MAX. 4'-0" BACKFILL NTS W/SOLID BLOCKING. • PRESCRIPTIVE FOUNDATION ATTACH TO TOP PLATES W/(2) 10d BIRD BLOCKING OR TRUSS NAILS EA. BLOCK (OR) BOTTOM CHORD. NAIL LADDER BLOCKING. THROUGH ROOF SHEATH. ia — 1.7 — —I NAIL TOP PLATES J W/8d NAILS @ 6"O.C.AT I I I � I° TOGETHER W/10d I EAVE ENDS I NAILS @ 12"O.C. O.S.B. GARAGE HEADER W/ I I I III' STOOD L1- MIN. 6"BEARING I TiO.S.B. (ONE SIDE OF I I UPRIGHT I J NAIL TOP PLATES TOGETHERWALL)W/8d NAILS @ (OR) W/ 10d NAILS @ 12"O.C. U.N.O. T7F1_5/' IIF 6"O.C. EDGE AND 12" I I BLOCKED I I I I I I III° O.C. FIELD (U.N.O.ON NAIL W/8d COMMON NAILS 4II II° S2 SHEET)@ 4"O.C. EDGE AND 12"O.C. 2x STUDS @ 16"O.C.FIELD (U.N.O.ON S2 SHEET) IIII I 2x STUDS @ 16"O.C. I I IO•S°B• III. BOTTOM PLATE (n (2) 10d NAILS EA.STUD BAY ( III I ILI I I° (2) 10d NAILS ATTACH SHEATHING TO IMBLOCKEDPANELS I •I EA.STUD BAY MUDSILL AND BOTTOM PLATES W/ I I I I° 8d NAILS @ 4"O.C. I I HILI E HOMAVENUES SOLID PUYALLUP WA,98373 "SIMPSON"STHD10 HOLDOWN. I I I BLOCKING (253)770-2244 ext.129 ATTACH PER MFR. SPECS. iT P.T. MUDSILLo IF IF TTACH PER P.T. 2112 11 1 Y2"x10"ANCHOR BOLTS a SHEARWALL O.S.B. DATE: 10/30/13 W/%4"x 3"WASHER ~---- „-20 I�ETAIL 1 ON S4. JOB#: 10105948 #4 HORIZONTAL REBAR 1 z FOOTING W/#4 REBAR°@ S/W 3 SHEARWALL DETAIL (:�) SHEARWALL DETAIL S5 SIMPSON STHD10 ATGARAGE NTS INTERIOR SHEARWALL NTS PERPENDICULAR TO JOISTS WP U3 E f O ; w v, 1 __� ' z S o tJ C rr- � I �j CLG 1 / CLG OUTLET tLINE O :V GFII Q N co L`--11 r^ I,——in TK I V J 00 1I / 01 — — — — — — J co < L__iu O GFI (� d > N - - �� w�' WHOLE HOUSE FAN W/ O ti TIMER SWITCH AND ® �� 06 0 o Lu / VENTED WINDOWS IN Q N Z I / HABITABLE ROOMS. _ / �— T Q IRC§M1507.3.40 / { // \ WP \ ' I (n ELECTRICAL NOTES — • 1. SMOKE DETECTORS SHALL BE 110v. HARD WIRED WITH BATTERY BACKUP AND SHALL BE INTERCONNECTED. OWNER SHALL BE // \ Q RESPONSIBLE FOR SMOKE DETECTORS IF A MONITORED FIRE o-- / U SYSTEM IS REQUIRED. z 2. ELECTRICAL CONTRACTOR SHALL COORDINATE LOCATION OF �-- PANEL AND METER WITH CONTRACTOR. U 3. ELECTRICAL CONTRACTOR SHALL PROVIDE HEAT-LOSS W CALCULATIONS(OR) FOLLOW THE PRESCRIPTIVE PATH ELECTRIC SYMBOLS -j REQUIREMENTS FOR SIZING HEATING EQUIPMENT. $ LIGHT SWITCH SURFACE MNT. LIGHT w 4. ELECTRICAL CONTRACTOR SHALL CONFORM TO ALL LOCAL AND QD 110 V. DUPLEX OUTLET RECESSED DOWN LIGHT STATE CODES. (D 220 V. OUTLET ® EQUIPMENT CONNECTION 5. EXACT PLACEMENT OF OUTLETS MAY VARY DEPENDING ON WPO WEATHERPROOF OUTLET t SMOKE/CARBON MONOXIDE DET. HILINE HOMES CONSTRUCTION VARIABLES. GFI GROUND FAULT INTERRUPTER SMOKE DETECTOR P11306 62ND AVENUE UYALLUP WA,98373 6.WHERE A DRYER IS VENTED TROUGH A FOUNDATION VENT THE RECESSED CAN LIGHTSMT7-1 (253)770-2244 ext.129 VENT MUST BE COMPLETELY SEALED TO PREVENT MOIST EXHAUST HEATER/FAN COMBO-V.T.O. AIR FROM REENTERING THE CRAWL SPACE. Q TELEPHONE JACK PLAN: 2112 m� ZONED ELEC. HEATER 70 TELEVISION OUTLET + DATE: 10/30/13 Q EXHAUST FAN -V.T.O. JOB#: 10105948 NOTE 1. EXACT LOCATIONS OF ELECTRICAL FEATURES SUCH AS SWITCHES, ELECTRICAL PLAN OUTLETS, LIGHTS, OPTIONS, ETC. MAY VARY PER BUILD AREA AND El ELECTRICAL CONTRACTOR. 1/8"= V-0" 2. EXACT LOCATIONS OF HVAC SUPPLY AND RETURN VENTS MAY VARY PER BUILD AREA AND HVAC CONTRACTOR.