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1519 Aurora Court
Address: 1519 Aurora Court PREPARED 6/04/14, 10:31:25 INSPECTION TICKET PAGE 2 CITY OF PORT ANGELES - INSPECTOR: JAMES LIERLY DATE 6/04/14 _ ------------------------------------------------------------------------------------------------ ADDRESS . : 1519 AURORA CT SUBDIV: CONTRACTOR REALITY HOMES INC. PHONE (253) 926-6822 OWNER . . MICHAEL R AND TAMI L DJERNES PHONE (208) 989-8864 PARCEL . . 06-30-01-7-5-0130-0000- APPL NUMBER: 13-00000566 RES NEW SFR ------------------------------------------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS -——----------------------------------—-----------------------------—------------------------ BL99 02 6/04/14 L BLDG FINAL June 3, 2014 8:43:37 AM pbarthol. Lowell 253-926-0111 Key on Elec Meter -------------------------------------- COMMENTS AND NOTES - City of Port Angeles Correction Notice Building Division Job Located at Inspection of your work revealed that the following is not in accordance with the codes governing the work in this jurisdiction: These corrections must be made and are not to be covered until reinspection is made. When corrections have been made, please call 360-417-4815 for inspection. Date Inspector for Building Division DO NOT REMOVE THIS TAG PREPARED 5/15/14, 13:30:34 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 5/15/14 ----------------------------------------------------------------------------------------------- ADDRESS . : 1519 AURORA CT SUBDIV: CONTRACTOR REALITY HOMES INC. PHONE (253) 926-6822 OWNER MICHAEL R AND TAMI L DJERNES PHONE (208) 989-8864 PARCEL 06-30-01-7-5-0130-0000- APPL NUMBER: 13-00000566 RES NEW SFR ------------------------------------------------------------------------------------------- PERMIT: BPR 00 BUILDING PERMIT - RESIDENTIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ----------------------------------------------- - BL1 01 11/06/13 JLL BLDG FOUNDATION FOOTING 11/06/13 DA November 6, 2013 11:04:35 AM jlierly. AM 774-6409 November 6, 2013 3:52:05 PM jlierly. Foundation to close to ledge of retaining wall based on code requirements/ retaining wall was installed aprox 1 yr ago and disturbed soil may not support load/ foundation reqs Engineer design to allow this to be located in the current postion. JLL. BL1 02 11/19/13 JLL BLDG FOUNDATION FOOTING 11/19/13 AP November 19, 2013 8:48:39 AM pbarthol. Chad 253-926-0111 November 19, 2013 4:14:44 PM jlierly. BL2 01 11/26/13 JLL BLDG FOUNDATION STEM WALL 11/26/13 AP November 25, 2013 10:54:08 AM jlierly. xavier 774-3449 November 26, 2013 4:15:15 PM jlierly. BFF O1 12/10/13 PB BLDG FLOOR FRAMING 12/11/13 AP December 10, 2013 9:01:29 AM pbarthol. Chad 253-926-0111 December 11, 2013 10:09:32 AM pbarthol. BL9 01 12/27/13 PB BLDG SHEARWALL 12/27/13 AP December 27, 2013 9:58:49 AM pbarthol. Lowell 253-926-6822 December 30, 2013 10:27:57 AM pbarthol. BAIR O1 1/29/14 JLL BLDG AIR SEAL 1/29/14 AP January 29, 2014 4:41:11 PM jlierly. January 29, 2014 4:41:30 PM jlierly. BL3 01 1/29/14 JLL BLDG FRAMING 1/29/14 AP January 28, 2014 4:34:43 PM pbarthol. Noel 253-926-6822 January 29, 2014 4:39:22 PM jlierly. BLI O1 2/24/14 JLL BLDG INSULATION 2/24/14 DA February 24, 2014 9:25:32 AM pbarthol. Lowell 253-926-0111 February 24, 2014 4:23:25 PM jlierly. Provide r value depth guage indicators on rafters in attic/jll BL99 01 5/15/14 o BLDG FINAL #7e— May 15, 2014 9:12:40 AM pbarthol. T Lowell 253-926-0111 ------------------------------------------------------------------------------------------------ PERMIT: ME 00 MECHANICAL, PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ ----------------------------------- CONTINUED ONTO NEXT PAGE ----------------------------------- CITY OF PORT ANGELES . � DEPARTMENT OF COMMUNITY&ECONOMIC DEVELOPMENT- BUILDING DIVISION .� 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 13-00000566 Date 8/20/13 Application pin number . . . 000426 Property Address . . . . . . 1519 AURORA CT p ASSESSOR PARCEL NUMBER: 06-30-01-7-5-0130-0000- REPORT SALES TAX Application type description RES NEW SFR Subdivision Name . . . . . . on your state excise tax form Property Use . . . . . . . . Property Zoning . . . . . . . RS9 RESDNTL SINGLE FAMILY to the City of Port Angeles PP A lication valuation 169925 Location Code 0502 Application desc 1817SQ FT SFR W/516SQ FT ATTACHED GARAGE ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ MICHAEL R AND TAMI L DJERNES REALITY HOMES INC. 1306 TORREY IN 1308 ALEXANDER AVE EAST NAMPA ID 83686 TACOMA WA 98424 (208) 989-8864 (253) 926-6822 Other struct info . . . . . TOTAL t LOT COVERAGE 22.80 .NUMBER OF STORIES 1.00 LOT SIZE 10214.00 PROPOSED LOT COVERAGE 2333.00 TOTAL LOT COVERAGE 2333.00 NUMBER OF UNITS 1.00 ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT -RESIDENTIAL Additional desc . . 1817SQ FT SFR / 516SQ FT GARAG Permit Fee . . . . 1412.25 Plan Check Fee 917.96 Issue Date . . . . 8/20/13 Valuation . . . . 169925 Expiration Date . . 2/16/14 Qty Unit Charge Per Extension BASE FEE 1020.25 70.005.6000 THOU BL-100,001-500K (5.60 PER K) 392.00 -- -- -------- ----------------------- --- -- ---- Permit . . . . . . MECHANICAL PERMIT A Additional desc . . Permit Fee . . . . 178.45 Plan Check Fee .00 Issue Date . . . . 8/20/13 Valuation . . . . 0 Expiration Date 2/16/14 Qty Unit Charge Per Extension BASE FEE 50.00 4.00 7.2500 EA ME-VENT FAN (SINGLE DUCT) 29.00 1.00 10.6500 EA ME-HOOD/DUCT-MECH. EXHAUST 10.65 6.00 14.8000 EA ME-HEATER(SUSP/WALL/FLOOR-MTD) 88.80 ---- ----------------------------------------------------------- Permit . . . . PLUMBING PERMIT Additional desc . Permit Fee . . . . 156.00 Plan Check Fee .00 Issue Date . . . . 8/20/13 Valuation . . . . 0 Expiration Date 2/16/14 Qty Unit Charge Per Extension 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 giveauthority to violate or cancel the provisions of any state or local law regulating construction or the performance of constru tion. ik)6)w Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: .Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY&ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES,WA 98362 Page 2 Application Number 13-00000566 Date 8/20/13 Application pin number . . . 000426 Qty Unit Charge Per Extension REPORT SALES TAX BASE FEE 50.00 on your state excise tax form 7.00 7.0000 EA PL-PLUMBING TRAP 49.00 O y 1.00 7.0000 EA PL-WATER LINE 7.00 t0 the City f Port Angeles 4.00 7.0000 EA PL-DRAIN VENT PIPING 28.00 (Location Code 0502) 1.00 15.0000 EA PL-SEWER LINE 15.00 1.00 7.0000 EA PL-WATER HEATER 7.00 ---------------------------------------------------------------------------- Special Notes and Comments June 3, 2013 8:54:44 AM rbecker. If you are installing a lawn sprinkler system, you will need to install a backflow assemly? If you are call Ron Becker at 360-417-4886, Fax:360-452-4972 or E-mail:rbecker@cityofpa.us This project will require seperate permit and fire sprinkler plans for review. June 6, 2013 4:19:19 PM sroberds. The proposal will result in a new sfr in the RS-9 zone for total lot coverage of 23% and site coverage of 32%. No land use issues anticipated. Electrical load calculations and electrical permits are required. 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 of stormwater 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 Joint-use driveways serving two adjacent parcels may be built on their common boundary upon formal written agreement by both property owners and approval of the City. The agreement shall be a recorded easement for both parcels of land specifying joint usage. 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 All construction work within the City right of way requires a separate Right of Way Construction application to be completed by the contractor and approved by Public Works Engineering prior to the start of work. A pedestrian or traffic control plan is to be submitted for approval with the application as necessary. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . RES UNDERGRND SERVICE FEE 770.00 SEWER SYSTEM DELV CHARGE 2260.00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab '51ocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 3 Application Number . . . . . 13-00000566 Date 8/20/13 Application pin number . . . 000426 - ----------------------------------------- ---------------- --------- ---- Other Fees STATE SURCHARGE 4.50----- REPORT SALES TAX PW WATER SYSTEM USE FEE 2260.00 on your state excise tax form ----------------------------------------------------------- y g -------- to the City of Port Angeles Fee summar Char ed Paid Credited Due -------- - --- --- ------- --- ----- ------- ------- --- --=------- Permit Fee Total 1746.70 1746.70 .00 .00 (Location Code 0502) Plan Check Total 917.96 917.96 .00 .00 Other Fee Total 5294.50 5294.50 .00 .00 Grand Total 7959.16 7959.16 .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 r+ c. BUILDING PERMIT INSPECTION RECORD - PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS-- Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW I Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit CITY OF PORT ANGELES PUBLIC WORKS & UTILITIES �v 321 EAST 5TH STREET, PORT ANGELES. WA 98362 Application Number . . . . . 13-00000566 Date 8/20/13 Application pin number . . . 000426 Property Address . . . . . . 1519 AURORA CT REPORT SALES TAX ASSESSOR PARCEL NUMBER: 06-30-01-7-5-0130-0000- Application type description RES NEW SFR on your state excise tax form Subdivision Name . . . . . . Property Use . . . . . . . . to the City of Port Angeles Property Zoning . . . . . . . RS9 RESDNTL SINGLE FAMILY (Location Code 0502) Application valuation . . . . 169925 ----------------------------------------------------------------------------- Application•desc 1817SQ FT SFR W/516SQ FT ATTACHED GARAGE ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ MICHAEL R AND TAMI L DJERNES REALITY HOMES INC. 1306 TORREY LN 1308 ALEXANDER AVE EAST NAMPA ID 83686 TACOMA WA 98424 (208) 989-8864 (253) 926-6822 Other struct info . . . . . TOTAL LOT. COVERAGE 22.80 NUMBER OF STORIES 1.00 LOT SIZE 10214.00 PROPOSED LOT COVERAGE 2333.00 TOTAL LOT COVERAGE 2333.00 NUMBER OF UNITS 1.00 ---------------------------------------------------------------------------- Permit . . . . . . DRIVEWAY INSTALLATION Additional desc . . SEE PERMIT CONDITIONS Permit Fee . . . . 180.00 Plan Check Fee .00 Issue Date . . . . 8/20/13 Valuation . . . . 0 Expiration Date . . 2/16/14 Qty Unit Charge Per Extension BASE FEE 180.00 ---------------------------------------------------------------------------- Permit . . . . . . PUBLIC WORKS RES WATER SERV Additional desc . . 3/4" DROP IN METER Permit Fee . . . 420.00 Plan Check Fee .00 Issue Date . . . . 8/20/13 Valuation . . . . 169925 Expiration Date . . 2/16/14 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 . . 8/20/13 Valuation . . . . 169925 Expiration Date . . 2/16/14 Qty Unit Charge Per Extension 1.00 150.0000 EA SAN SEWER HOOKUP 150.00 ---------------------------------------------------------------------------- Special Notes and Comments June 3, 2013 8:54:44 AM rbecker. 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 con%uctiqn. . Signature of 6jtractor or Authorized Agent Date Signature of Owner(if owner is builder) Date T:Forms/Building Division/Public Works Permit PERMIT INSPECTION RECORD CALL 417-4831 FOR UTILITY INSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED, POST PERMIT INA CONSPICUOUS LOCATION. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE INSPECTION TYPE DATE ACCEPTED COMMENTS YES NO PW UTILITIES (Engineering Division) WATERLINE/METER SEWER CONNECTION SANITARY STORM SITE DRAINAGE SITE EROSION CONTROL PARKING SIDEWALK CURB&GUTTER DRIVEWAY APPROACH BACK-FLOW DEVICE FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO CONSTRUCTION R.W./PW/ CONSTRUCTION-R.W. ENGINEERING 417-4807 PW/ENGINEERING FIRE 417-4653 FIRE DEPT. PLANNING DEPT. 417-4750 PLANNING DEPT. BUILDING 47- BUILDING 4815 T:Forms/Building Division/Public Works Permit J** PORTaCITY OF PORT ANGELES PUBLIC WORKS & UTILITIES 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 13-00000566 Date 8/20/13 Application pin number . . . 000426 ---------------------------------------------------------------------------- REPORT SALES TAX Special Notes and Comments on your state excise tax form If you are installing a lawn sprinkler system, you will need to install a backflow assemly? to the City of Port Angeles If you are call Ron Becker at 360-417-4886, Fax:360-452-4972 (Location Code 0502) or E-mail:rbecker@cityofpa.us This project will require seperate permit and fire sprinkler plans for review. June 6, 2013 4:19:19 PM sroberds. The proposal will result in a new sfr in the RS-9 zone for total lot coverage of 23% and site coverage of 32W. No land use issues anticipated. Electrical load calculations and electrical permits are required. 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 of stormwater leaders, foundation drains, yard drains, or any other CSO contr-ibution 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 Joint-use driveways serving two adjacent parcels may be built on their common boundary upon formal written agreement by both property owners and approval of the City. The agreement shall be a recorded easement for both parcels of land specifying joint usage. 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 All construction work within the City right of way requires a separate Right of Way Construction application to be completed by the contractor and approved by Public Works Engineering prior to the start of work. A pedestrian or traffic control plan is to be submitted for approval with the application as necessary. ---------------------------------------------------------------------------- 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 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. 417.4750 PLANNING DEPT. BUILDING 4b7- BUILDING 4815 T:Forms/Building Division/Public Works Permit Thi E YX tv" CITY -Pl- A A:, LES Or " i For City Use W A S H I N G T 0 N, U . S. Permit# 321 East 51hStreet Date Received: Port Angeles, WA 98362 Date Approved P: 360-417-4817 F: 360-417-14711 permits@cityofpa.us Building Permit Application Project Address: Main Contact: MtC1AAEFL_ 4-rpd,^1 �y2 FS Phone #(20s) 9189 8a 4 AE-Mail: k--1&TQ—'Pt,,AS N.CONA Property Name Phone Owner -WC�4411c-:L- I DOM P-i-.Jrc S — 2-CA2) 9 S 9 2) (0 A- Mailing Address Email tso(r t<'-'7 &I (D— t"A N^ city State Zip k-N4J,APA— 1-D (.0 Contractor Name Phone 2EAi,%-r/ "ctvias JtJ C. 'Z5 1) 9 2(p - (o S-2--Z Mailing Address • Email 13cfx'� ALEXANJOEPL A\)E - E R-TE Lwo it. rzi if I W- ea--4Q-%ALk7YH9MeS(�C city 5P Crv-x FA FE State , 9 zel' o Contractor License#PER 9 S 1+c Q Expiration: Project Value: Zoning: Tax Parcel# Lot# $ (1 10) pS 9 �o(esoon 5o15o Type of Residential Commercial 13 Industrial 11 Public 13 Permit Demolition 0 Fire 0 Repair 0 Reroof(tear off/lay over) El For the following,fill out both pages of permit application: New Construction A Remodel 11 Addition 11 Tenant improvement ❑ LMechanical % Plumbing X Other 0 Existing Fire Sprinkler System? Maximum height of structure Proposed Bedrooms Proposed Bathrooms Yes 11 No Project cc)� V-4 Description --J I have read and completed the application and know it to be true and correct.I am authorized to apply for this permit. I understand that it is my responsibility to determine what permits are required and to obtain permits prior to working on projects. I understand that the plan review fee is not refundable after plan review has occurred. I understand that I will forfeit the review fee if I cancel or withdraw the application before the permit is issued. I understand that if the permit is not issued within 180 days of receipt,the application will be considered abandoned and the fees forfeit. Date Print Name Signature V� Residential Structures For Office Use Area Description(SQ FT) Existing Proposed $$value Basement Pr First Floor 1 1 8 Second Floor N � Covered Deck/Porch/Entry (S Deck Garage Carport Other(describe) Area Totals . 4T Commercial Structures For Office Use Area Descriptions(SQ FT) Existing Proposed $$Value Existing Structure(s) Proposed Addition Tenant Improvement? Other work(describe) Area Totals Lot/Site Coverage Calculations Footprint(SQ FT)of all Structures: Lot Size: l O 2 t %Lot Coverage SQ FT Site coverage(all impervious+ '©' 2 t 4 %Site Coverage �� o structures o Mechanical Fixtures Indicate how many of each type of fixture to be installed or relocated as part of this project. Air Handler Nv Pc I Size: # Haz/Non-Haz Piping #of Outlets: Appliance Vent N1tc�NL�oD # Heater(Suspended,Floor,Recessed wall) # Boiler/Compressor Size: # Heating/Cooling appliance # Boiler/Compressor—T� 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 �/a Plumbing Fixtures Indicate how many of each type of fixture to be installed or relocated Plumbing Traps # rJ Fuel gas piping #of Outlets: Water Heater # l 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 L¢JT ►3 - l�1� �� C-r. a I l 3ob -Tote`,/ L-�. - NINtAI� � T-D Q>3Ca8 Ca C��g) �s�r - FARCEL �b. OCo tLq `7 50 ! �D J 4 Cq VN LO rV 39.98 — . cA, 3'9. 76 S,56®44°41 "E 268.00' 1^ I 40, AP,CA l o, 2 t 0 41 gr * - Av .� *ds -r. 1 r : s W i. x •pti' # ' .. Via,.. � �- J � _ � .��, SwF r 1 r ,+fir.+ �„ Y � a xc { TABLE 9-1 ENERGY CREDITS(DEBITS) OPTION DESCRIPTION CREDITS) la HIGH EFFICIENCY HVAC EOUIPMENT 1: Gas,propane or oil-fired furnace or boiler with minimum AFUE of 92%, 1 or Air-source heat pump with minimum HSPF of 8.5. lb HIGH EFFICIENCY HVAC EQUIPMENT 2: Closed-loop ground source heat pump; 2 with a minimum COP of 3.3. lc HIGH EFFICIENCY HVAC EOUIPMENT 3: DUCTLESS SPLIT SYSTEM HEAT PUMPS,ZONAL CONTROL: In home where the primary space heating system is zonal 1 electric heating,a ductless heat pump system shall be installed and provide heating to at least one zone of the housing unit. 2 HIGH EFFICIENCY HVAC DISTRHiUTION All heating and cooling system components installed inside the conditioned space. All combustion equipment shall be direct vent or sealed combustion. Locating system components in conditioned crawl spaces is 1 not permitted under this option. Electric resistance heat is not permitted under this option. Direct combustion heating equipment with AFUE less than 80%is not permitted under this option. 3a EFFICIENT BUILDING ENVELOPE 1: Prescriptive compliance is based on Table 6-1,Option III with the following modifications: Window U.=.28 floor R- 38,slab on grade R-10 full,below grade slab R-10 full. 0.5 or Component performance compliance:Reduce the Target UA from Table 5-1 by 5%,as determined using EQUATION 1. 3b EFFICIENT BUILDING ENVELOPE 2: Prescriptive compliance is based on Table 6-1,Option III with the following modifications: Window U.=.25 and wall R-21 plus R-4 and R-38 floor,slab on grade R-10 full,below grade slab R-10 full,and R-21 plus R-5 below grade 1 basement walls. or Component performance compliance:Reduce the Target UA from Table 5.1 by 15%,as determined using EQUATION 1. 3c SUPER-EFFICIENT BUILDING ENVELOPE 3: WSEC Prescriptive Worksheet(2010 Edition) WSUEP10-010 Copyright 2010 Prescriptive compliance is based on Table 6-1,Option III with the following modifications: Window U.=.22 and wall R-21 plus R-12 and R-38 floor,slab on grade R-10 full, below grade slab R-10 full and R-21 plus R-12 below grade basement walls and R-49 advanced ceiling and vault. 2 or Component performance compliance:Reduce the Target UA from Table 5.1 by 30%,as determined using EQUATION 1. 4a AIR LEAKAGE CONTROL AND EFFICIENT Envelope leakage reduced to SLA of 0.00020 building envelope tightness shall be considered acceptable when tested air leakage is less than specific leakage area of 0.00020 when tested with a blower door at a pressure difference of 50 PA. Testing shall occur after rough in and after installation of penetrations of the building envelope, including penetrations for utilities,plumbing,electrical, 0.5 ventilation,and combustion appliances. and All whole house ventilation requirements as determined by Section M1508 of the Washington State Residential Code shall be met with a heat recovery ventilation system in accordance with Section M1508.7 of that Code. 4b ADDITIONAL AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION: Envelope leakage reduced to SLA of 0.00015 building envelope tightness shall be considered acceptable when tested air leakage is less than specific leakage area of 0.00015 when tested with a blower door at a pressure difference of 50 PA. Testing shall occur after rough in and after installation of penetrations of the building envelope, j including penetrations for utilities,plumbing,electrical, ventilation,and combustion appliances. and All whole house ventilation requirements as determined by Section M1508 of the Washington State Residential Code shall be met with a heat recovery ventilation system in accordance with Section M1508.7 of that Code. 5a EFFICIENT WATER HEATING:' Water heating system shall include one of the following: Gas,propane or oil water heater with a minimum EF of 0.62. or Electric Water Heater with a minimum EF of.93. 0.5 and for both cases All showerhead and kitchen sink faucets installed in the house shall meet be rated at 1.75 GPM or less. All other lavatory faucets shall be rated at 1.0 GPM or less.2 Sb HIGH EFFICIENCY WATER HEATING:' Water heating sy hall include one of the following: Gas,propane or oi_lw er ater with a minimum EF of 0.82. or WSEC Prescriptive Worksheet(2010 Edition) WSUEP10-010 Copyright 2010 I Solar water heat' g supplementing a in um standard water heater. Solar Ovate ating wil Ovide a rated minimum 1.5 savings of 85 therms or based on the Solar Rating and Certification oration(SR ual Performance of OG-300 ified Solar Water Heating tems. or Electric heat pump water heater with a minimum EF of 2.0. 6 LLING UNIT 1 1 Dwelling units less than 1500 square feet in floor area with less than 300 square feet of window.+door area. Additions 1 to existing building that are less than 750 square feet of heated floor area. 7 LARGE DWELLING UNIT 1:' Dwelling units exceeding 5000 square feet of floor area shall be assessed a deduction for purposes of complying with Section 901 of this Code. 8 RENEWABLE ELECTRIC ENERGY: For each 1200 kWh of electrical generation provided annually by on-site wind or solar equipment a 0.5 credit shall be allowed,up to 3 credits.Generation shall be calculated as follows: For solar electric systems,the design shall be demonstrated to meet this requirement using the National Renewable Energy Laboratory calculator PV WATTS. Documentation 0.5 noting solar access shall be included on the plans. For wind generation projects designs shall document annual power generation based on the following factors: The wind turbine power curve; average annual wind speed at the site;frequency distribution of the wind speed at the site and height of the tower. Footnotes: 1. Interior Duct Placement: Ducts included as Option 2 of Table 9-1 shall be placed wholly within the heated envelope of the housing unit. The placement shall be inspected and certified to receive the credits associated with this option. EXCEPTION: Ducts complying with this section may have up to 5%of the total linear feet of ducts located in the exterior cavities or buffer spaces of the dwelling. If this exception is used the ducts will be tested to the following standards: Post-construction test: Leakage to outdoors shall be less than or equal to 1 CFM per 100 ft2 of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. WSEC Prescriptive Worksheet(2010 Edition) WSUEP10-010 Copyright 2010 Simple Heating System"Size Climate Zone 1 Project Infor'ma'tion Contact.lnformation. Michael &Tami Djernes 208-989-8864 1519 Aurora Ct. Port Angeles, WA 98363 Parcel no. 063001750130 Indoor Design Temperature 70 Outdoor Design Temperature 28 Design Temperature Difference:(gT) AT .Indoor=Outdoor Design Temp 42 Conditioned Floor Area , 1817 Conditioned:Volume . 14536 Glazing Copy.Sum of UA from Glazing Schedule " 70 Attic U-Facto, r X. .Area = UA R-49 0.027 1817 49:1 R738 Advanced 0.026 Single Rafter or Joist Vaulted Ceilings :U-Fa.cfor X Area = UA R=38 Vented. 0:027 Above Grade Walls U-Factor X Area - UA R=21 .0.056 1508 84:4 Floors U-Factor X Area UA R-30. 0.029. 1817 52;7 Below Grade Walls .. U-Factor X. Area.: UA '. 2' Depth Walls. 0;042. .3.5' Depth Walls. 0.041..: 7'..Dep th. .Walls . " 0.037 Slab Below Grade F-Factor. X ..Length 2'Depth 0.59. 3.5` Depth . :0.64 7':Depth 0.57. . . Slab on Grade F-Factor ; X. Length , _ UA. -R=10 2' perimeter. 0.54 R-1.0 Full= Heated 0.55. Sum of UA 256 Envelope Heat Load 10767 Btu /Hour Sum of UA X AT Air Leakage Heat Load 659.4 Btu /Hour . ((Volume X 0.6)X AT)X.018)) Building Design Heat Load F 17360 Btu/Hour Air.Leakage.+Envelope Heat Loss Building and,Duct Heat Load 1.15 19064 Btu/Hour If ducts are located in unconditioned space'Sum of Building Heat Loss X 1.15 if ducts are located in conditioned space:Sum of Building Heat Loss X 1 Maximum Heat_Equipment,0utput 150% :F .209W Btu.;1 Hour Building and Duct Heat Loss X 9.50 WSEC Prescriptive Worksheet(2010 Edition) WSUEEP10-010 Copyright 2010 Glazirig'Schedule. Project Information . Contact Information Michael &Tami Djernes 208-989-8864 1519 Aurora Ct. Port Angeles, WA 98363 Parcel no. 063001750130 Conditioned Floor Area 1817 Sum of UA fo1.r Heating System Sizing Sum of A11 Glazing"Areas From Below 207 Glazing to Floor Area Ratio 11.40% 60212 Exception Ratio(not to exceed 1%o)C Exterior Doors Plan Component Door Percent Width Height Glazing Door: Door AD Desori "tion Ref: ".U-factor .Glazed . Qt.".Feet inchFeet ii :Area Area UA 0.20 1 31 6 s .. 20.'0 4:0 One Exempt Swinging Door?24 Sgua�e.Feet 0.20 1 3 6 a .: 20.0 4:0 Sum of:Glazing.Area,:Door Area and UA(do not include exempt door) Area Weighted U= UA/Area .. 0.20 Sum of Area and UA for Heating system siie only(include,exempt door) 40.0 8.0 Vertical Glazing (Windows, Glazed doors using Exception 602.6#1) Plan Component Glazing Width Height." Glazing " ID Description Ref. U .factor Qt. Feet i"`" Feet 'n�n. Area UA Jeld-Wen vinyl windows 0.30 2 1 s 5 1.2.5 .3.75 0.30 1 2 s 3 7.:5 2:25 0.30 1 4 3 s 14.0.. 4.20 0.30 2 4 5 40:0 . 12:00 0.30 2 5 4 40:0 1.2:00 0.30 1 6 4 24:0. 0.30 1 7 5 35;0 :: 10:50 Ext. Double Hinged Glass door 0.30 1 5 6 10 34:2 10.25 Suin of Area and UA 207.2 . 62.1.5 Area Weighted U-UA/Area 0.30 WSEC Prescriptive Worksheet(2010 Edition) WSUEEPIO-010 Copyright 2010 Overhead"Glazing Plan Component Glazing Width Height ID.: Description.." Ref.. U. Qt. Feet Inch Feet Iron Area UA Sum of Area and UA Area Weighted U UA/Area Doube"Glazed,Garden Windows'Seation 602.1.2 Exception Plan CWidth omponent Height Inch Inch ID. Description Qt Feet Feet Area UA Sum of Area Sum of Area'X 3(This total,is automatically included in the glazing area otal.). " Glazing UA for"Heating System Size Onlyy=Atea X 0.63 WSEC Prescriptive Worksheet(2010 Edition) WSUEEP10-010 Copyright 2010 Clallam County Assessor& Treasurer - Property Details - 06 MICHAEL R AND TAMI ... Page 1 of 1 Clallam County Assessor & Treasurer 63306 MICHAEL R AND TAMI L DJERNES for Year 2011 - 2012 .Property Account Property ID: 63306 Legal Description: OLYMPIC HEIGHTS PH 2 V14 P56 LOT 17 SURVEYS V58 P33& 60-38 MAP E7 Geographic ID: 0630017501700000 Agent Code: Type: Real Tax Area: 0010-PA 121 PORT ST CNTY H2 L WMP Land Use Code 91 Open Space: N DFL N Historic Property: N Remodel Property: N Multi-Family Redevelopment: N Township: Section: Range: Location Address: AURORA CT Mapsco: PORT ANGELES,WA 98363 Neighborhood: PA Sublots Res Map ID: 3 Neighborhood CD: 5201000 Owner Name: MICHAEL R AND TAMI L DJERNES Owner ID: 21717 Mailing Address: 1306 TORREY LN %Ownership: 100.0000000000% NAM PA, ID 83686 Exemptions: Taxes and Assessment Details Values _ Taxing Jurisdiction Improvement/ Building Sketch _ Property Image Land _ Roll Value History Deed and Sales History Payout Agreement Website version: 9.0.32.2200 Database last updated on: 5/24/2013 3:55 ©2013 True Automation, Inc.All Rights AM Reserved, Privacy Notice http:Hwebsrv8.clallam.net/properly access/Property.aspx?cid=0&year=2011&prop_id=63306 5/24/2013 05/24/2013 15:03 FAX 360 452 8480 CLALLAM TITLE ESCROW PA 10001/002 �oti-19litaa o0ra1�i 1 0 2 l MparrrnlY Deed C1aI1�eMe0imty MNh�aYlen 0a1e712a 17 1112'26 AM Bill 00.111111 114Ih1'Ir1 J.loP;���Y�,hUl�I�+!,hf iib�I III When recorded return tu: Michael R.DJernes end Toml L.Ojernes 1306 Torrey Lane Nampa,ID 63686 Plied for Raeord at Request of -+ Clallatn Title Company t ANSACr(7N ex '1 TAX Escrow Number: 1157SOSS DATE , PAID OCO, e Statutory Warranty Deed co y?a u r:r. THE GRANTOR Olympic Land Development,Inc,a Washington corpora Ilan a s oration of TEN DOLLARS AND OTHER GOOD AND VALUABLE CONSIDERAT h i conveys and warrants to Michael R.DJernes and Toml L.DJernes,husband and wire a In des a al estate, situated In the County of Clallem,State of Washington, Abbreviated Legal:Lts 12+13 Olymplc Heights Phase 2 14/56 Tax Parcel Number(&):063001 750120,06300)750130 Lots 12 and 11 of Olympic Heights-Phase ll,accordin®r%-Ordod olume 14 of Plats,page 78,records of Clallam County,Washington. Situate in the County of Clallam,State of Washington, Subject to:As fully described on Exhibit"A" c hereto and made a part hereof Doled A rll 13,7013 Olympic Land Development O By:Rick Cavanaugh,WTetary STATE OP WashinitUIP1 COUNTY OF Clell ) SS! I certify that I knom o e at to vidence that Rick Cavanaugh is/ore the parson(s)who appeared before me,and said p rs n(s k1t ea that h signed this instrument,on oath he Is/ore outhoriz to x tato thellt�ft ant and acknowledge that as the Secreta ofOlympleLand Development to be the free and v tun e f such party(ies)for the uses and purposes mentioned in this Instrumen Dated: o Notary Public Il4nd for the State of Washln ton Residing at .6' u NOTA gy Z My appointment expires: S-J /7 z AL t.10 0, Lila Lila IO.65(1.1) J Prgo 1 ort 05/24/2013 15:03 FAX 360 452 8480 CLALLAM TITLE ESCROW PA 10002/002 LV IV-ILQ-t IVV V111w-V IJ 1 I. IL.GV P Iv1 F VI L VIGIIQIII VVVlllr, vvr%vvw CLALLAM TITLE COMPANY EXHIBIT A Conditions,notes,easements,provlalons contained and/or delineated on the tboo of tho e s recorded In Volume 58 of Surveys at page 33 and Volume 60 of Surveys at page 38 in C am County,Washington, Restriotlons,conditions,dedications,notes,easements and provisions contained an Inc on the face of the plat recorded In Volume 14 of Plats at page 78 in Clallam County, n. Affidavit of Minor Correction of Survey imposed by instrument recorded on 0 under Recording No.2009 1237341. Covenants,conditions,restrictions and/or easements;but deleting any covena r restriction indicating it preference,limitation or discrimination based o lor, Ii n,sex, handicap,family status,or national origin to the extent such eovenan n n r re ct ns violate 42 USC 3604(C). Recorded: September 16,2005 Recording No.: 2005 1165296 Initial Initial J Palm I mf Z Prescriptive Eriergy:Code Compliance:for Single Family and Duplex H6*;Jhg:26n6.T ." FrojecGlnformation - Contact.lnformation Michael &Tami D'ernes 208-989-8864 1519 Aurora Ct. Port Angeles, WA 98363 Parcel no. 063001750130 This set.of forms.has been developed to assist permit applicants documenting compliance with the'. "Washington State Energy Code, (2009 edition). This set is for structures;built under the IRC and located in.Climate Zone 1. The following forms provide much of the required documentation for.plan review. The details noted here. must also be shown:.on the drawings (WSEC.104;2). This form is not a substitute for the energy code itself. To obtain:a:copy of the,energy code, go to the following web,address.http;//www:energy.wsu.edu/code.. Glazing Wall.12 W t4 W e t4 1. bfi to Glazing V"Factor . Door 9 2 Vaulted all•:in all x Option. Area Ceiling 3 Above Below Below Floor on o ri U Factor. Gelling /o of Floor,: Vertical. Overhead... Grade Grade Grade Grade R-49 or R-21 R-21R_1Q . I 13%0 0 34 0.50 0.20 R.38 R-38 R.10 R-30 2; Adv: Int.' TB R'49 or R-21 R-21 R-1.0 Q II 156/6 32 .: 0.50 0.20 R=38 R 38R 10 R-301 ,2; Adv. Int 7 Tl3 R49 or R-21 R-21 R-10 Q III Unlimited 0.30 0.50 0.20., R-38 R-38 .7R-40 R-30 2. TB- See WSEC table 6-1 fog footnotes Glazing Schedule Attached to Document Does not apply, (SEE INSTRUCTIONS)Using Prescriptive Option 11L All glazing and doors meet maximum U4ktor.Alirnate'heating size method submitted. 0 Option l or II,Glazing to floor area limit(WSEC 602 7 2) Area weighted.Window,skylight or door U-factor.(WSEC.602.7.2) ❑ As part of the heati.ng system sizing calculation.(!K M1401.3,&WSEC 503.2.2) Radiantslab: ❑ R710,.foam insulation, continuous With thermal break(WSEC 502:1:4.9) . Chapter 9 Options Total of 1 Credit Required Opt. Opt. Description 1a High Efficient .HVAC Equipment 1.. ❑ 1 b . High Efficiency.H C Equipment 2 1c. High.Effitienc .HVAC:Equipment.3 . .:2 High Efficiency HVAC Distribution System 3a.,: Efficient Buildi,ng.EnVelo e 1 3b. Efficient Building Envelope:2:: : 3c . Super=Efficient Building.Envelope 3` 4a Air.Leakae Control and Efficient Ventilation 4b . Additional AirI ea' age Control and:Efficient Ventilation 5a Efficient Water Heating 5b:> High Effiecienq:Water Heating. 6.. Small.Dwelling Unit; 7 . Large Dwelling Unit 8 1 Renewable Electric_ .Energy:..: : *1200 kwh Total Credits WSEC Prescriptive Worksheet(2010 edition)Zone 1 WSUEEP10-010 Copyright 2010 John Ho%%P.E. 12009 IBC LATERAL LOAD ENGINEERING Z615JahnAvU N.W. suM66 FOR: REALITY HOMES �g(2,WA Phare^c25:i,857-7056 PLAN: DJERNES RESIDENCE Fax(2M)W7-75% SITE CRITERIA PROJECT NUMBER DESIGN WIND D (IBC)SEISMIC 13.0363 ROOFSNOW SPEED EXPOSURE DESIGN SOIL OCCUPANCY LOAD (MPH) CATEGORY PROFILE CATEGORY DATE 30 PSF 100 MPH C D D 11 8.2.13 SLOPE SPECIAL SITE GEOTECH SEISMIC SEISMIC MULTIPLE PER CONDITIONS REPORT PER SPECTRAL SPECTRAL SITES OWNER PER OWNER I OWNER RESPONSE SI RESPONSE Ss <15% NONE NONE 0.477g 1.117g NO lS� ® ®® 10 coon 0000 I OD coca oc00 0000 0c00 ORIGINAL STAMP MUST BE RED TO BE VALID SITE: XXX AURORA COURT PORT ANGELES,WA 98363 TRUSS MANUFACTURER SHOP i i � 378 DRAWINGS PROVIDED FOR ENGINEERING REVIEW: NONE SINGLE SITE ENGINEERING WOME EW.INEERNG,INC. THIS ENGINEERING IS FOR ,r,FW,era ORIGN L.ACZEFr FCR SEAL THE SITE AND CONDITIONS DO NOT ACCEPT COPY LISTED ABOVE ONLY @Hodae engineering inc. Engineering Calculations Package For Plans Examiner This engineering calculations package contains lateral engineering or lateral and gravity load engineering as stated on the cover and full size engineering sheets. All engineered load bearing structural members are shown on the full size engineering sheets. The enclosed engineering calculations document the analysis used. The engineering calculations are not required to be referenced for construction. These calculations are to demonstrate to the plans examiner that the engineering was completed following the 2009 IBC. The cover sheet of the engineering specifies the engineering scope as lateral engineering or lateral and gravity load engineering. Where gravity load engineering (foundation, beam, post, etc.) has been completed by others.Hodge Engineering has recommended that the engineering be completed by a licensed engineer. However, Hodge Engineering was not contracted for lateral engineering in these cases. LATERAL ENGINEERING: Lateral engineering involves determining what the seismic and wind loads are, applying these loads to the structure, and determining the design of the lateral structural elements to resist these loads. These structural elements are sheathing, nailing, holdowns, and connections between loaded members and shear resisting elements. Lateral load modeling was completed with Wood Works Design Office 8 (www.woodworks- software.com 800-844-1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF&PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual(WFCM) for one-and two-family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. Seismic: Seismic load engineering follows the ASCE 7-05 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7-05 for a description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S, and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model. Wind: Wind load engineering follows the ASCE 7-05 general analytic method for all buildings. The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full height shearwall are determined. Required shear strength for each shearwall is calculated then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the sheathing to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY LOAD ENGINEERING: Gravity loads from snow, structure, occupants, etc. meeting the requirements of the 2009 IBC have been traced through the structure. See the legend on the engineering sheets showing how the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered and calculated. Calculations for each beam are included. Loads to the foundation or soil have reinforced footings where required. 2of13 r gat. i iT rIt i� rola Ct -v1t 4nge!rs,WA lk tj In�uu�❑rw �u1.7Y..:lMly.. •. 41 �M f�� - 4 '.•.AM.`.f�' .i h': :1i 4 � WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw May 22,2013 11:21:52 Level 1 of 1 62'6" 60' 57'6' 55' 111.3 89.7 50' 47'6" 53.0 5 .3 45' 21 6 42,..6„ 40' 37`6" 35' a G 32'6" ? S, 30'� �50 a - N 27;'6" M 25' A�4> 22'6„ di 00 20' ........ ..... LON(017-6,. — t rn - •15' t t� 263%_1 B 2 '0" 12'6„ Mt _ . ....... _.__.. 10, S90 s90 m to 7'6" N._._. �t 5' o ,�N73A 1 50°' N 2'601 LO ,. ----- _.._._... �10. 55.7 -12'6 71.9 71.97.3 15' -17'6„ -20' -22,6" -25' - _......._... -27'6 -30' ........... __ ..... ..... - =32'6" -35' -37'6" -40' -22'8 7'-652'-a'07'6'52'602'6'57'6102'®'97'CF02'Q'Q7'802'837'902'9f07'662'657'60662'6'S7'692'6"37'602'957'802'6x97'Em02'1®'67'18f0' Factored shearline force(lbs) LL1 Unfactored applied shear load(plf) • Factored holddown force(lbs) Unfactored dead load(plf,lbs) •C Compression force exists C}O Uplift wind load(plf,lbs) ■ Vertical element required Applied point load or discontinuous shearline force(lbs) Loads Shown:W;Forces:W+ 1.01D. 4of13 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorksO Shearwalls 9.2 LATERAL ANALYSIS.wsw Jul.30,2013 15:05:16 Project Information COMPANY AND PROJECT INFORMATION Companv Project HODGE ENGINEERING 2615 JAHN AVE NW SUITE E5 GIG HARBOR, WA 98335 (253)-857-7055 DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2009/AWC 2008 SDPWS ASCE 7-05 All heights ASCE 7-05 ASD Load Combinations Building Code Capacity Reduction 0.70 Seismic Wind Seismic 1.00 Wind 1.00 1.00 Service Conditions and Load Duration Max Shearwall Offset[ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F 19% 10% 4.00 - Maximum Height-to-width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Ignore non-wood-panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Applied loads Never Never Drag struts Applied loads Shearwall Relative Rigidity: wall capacity Design Shearwall Force/Length: Based on wall rigidity/length Case 2 rigid diaphragm load distribution: 75% loads, torsional moment SITE INFORMATION IBC Occupancy ASCE 7 Equivalent Category II - All others Category II - All others Wind Seismic ASCE 7-05 general analytic method for all bldgs ASCE 7-05 equivalent lateral force procedure Design Wind Speed 100mph Structure Type Regular Exposure Exposure C Design Category D Enclosure Enclosed Site Class D Topographic Information[ft] Spectral Response Acceleration Shape Height Length S1: 0.477g Ss: 1.117g - - - Fundamental Period E-W N-S Site Location: - T Used 0.095s 0.095s - Approximate Ta 0.095s 0.095s - Maximum T 0.133s 0.133s Response Factor R 6.50 6.50 Fa: 1.0 5 Fv: 1.52 5of13 Woodworks® Shearwalls LATERAL ANALYSIS.wsw Jul.30, 2013 15:05:16 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev ftDepth in Height ft shrinkage in length in Ceiling 11.00 0.0 Level 3.00 10.0 8.00 14.0 14.5 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions ft Face Type Sloe Overhang ft Block 1 Story E-W Ridge Location X,Y= 28.00 0.00 North Side 20.0 1.00 Extent X,Y= 55.00 32.00 South Side 20.0 1.00 Ridge Y Location,Offset 16.00 0.00 East Gable 90.0 1.00 Ridge Elevation,Height 16.50 6.00 West Gable 90.0 1.00 Block 2 1 Story E-W Ridge Location X,Y= 2.00 10.50 North Side 20.0 1.00 Extent X,Y= 26.00 22.00 South Side 20.0 1.00 Ridge Y Location,Offset 21.00 0.00 East Joined 90.0 1.00 Ridge Elevation,Height 15.00 4.00 West Gable 90.0 1.00 6of13 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Jul.30, 2013 15:05:16 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Ext Struct Sh OSB 24/16 7/16 3 Vert 83500 8d Nail N 6 12 Y 1,3 2 Ext Struct Sh OSB 24/16 7/16 3 Vert 83500 8d Nail N 3 12 Y 1,2,3 Int Structural sheath 24/16 7/16 3 Vert 27000 8d Nail N 3 12 Y 3 Ext I Struct Sh OSB 24/16 7/16 3 Vert 835001 8d Nail N 4 12 Y 1,2,3 Legend: Grp—Wall Design Group number, used to reference wall in other tables Surf—Exterior or interior surface when applied to exterior wall Ratng—Span rating,see SDPWS Table C4.2.2.2C Thick—Nominal panel thickness GU-Gypsum underlay thickness Ply—Number of plies(or layers)in construction of plywood sheets Or—Orientation of longer dimension of sheathing panels Gvtv—Shear stiffness in/bin.of depth from SDPWS Tables C4.2.2A-B Type—Fastener type from SDPWS Tables 4.3A-D:Nail—common wire nail for structural panels and lumber,cooler or gypsum wallboard nail for GWB,plasterboard nail for gypsum lath,galvanised nail for gypsum sheathing; Box-box nail;Casing—casing nail;Roof—roofing nail;Screw— drywall screw Size-Common,box,and casing nails:refer to SDPWS Table Al(casing sizes=box sizes). Gauges: 11 ga=0.120"x 1-3/4"(gypsum sheathing,25/32"fiberboard), 1-1/2"(lath&plaster, 1/2"fiberboard);13 ga plasterboard=0.92"x 1- 1/8". Cooler or gypsum wallboard nail:5d=.086"x 1-5/8';6d=.092"x 1-7/8';8d=.113"x 2-3/8';6/8d=6d base ply,8d face ply for 2-ply GWB. Drywall screws:No. 6, 1-1/4"long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df—Deformed nails(threaded or spiral), with increased withdrawal capacity Eg— Panel edge fastener spacing Fd— Field spacing interior to panels Bk—Sheathing is nailed to blocking at all panel edges;Y(es)or N(o) Apply Notes—Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3 and IBC T2306.3 Note a. 2.Framing at adjoining panel edges must be 3"nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 and IBC T2306.3 Note e. 3.Shear capacity for current design has been increased to the value for 15/32"sheathing with same nailing because stud spacing is 16"max.or panel orientation is horizontal.See SDPWS T4.3A Note 2 and IBC T2306.3 Note d. FRAMING MATERIALS by WALL GROUP Wall Species Grade b d Spacing SG E Group in in in pSIA6 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 2 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 3 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 Legend: Wall Group—Wall Design Group b—Stud breadth(thickness) d—Stud depth(width) Spacing—Maximum on-centre spacing of studs for design,actual spacing may be less. SG—Specific gravity E—Modulus of elasticity Notes: Check manufacture requirements for stud size,grade and specific gravity(G)for all shearwall hold-downs. 7of13 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Jul.30, 2013 15:05:16 SHEARLINE,WALL and OPENING DIMENSIONS North-south Type Wall Location Extent[ft] Length FHS[ft] Height Shearlines Group(s) X ft Start End ft Wind Seismic ft Line 1 Level 1 Line 1 Seg 1 2.00 10.00 32.00 22.00 18.25 18.25 8.00 Wall 1-1 Seg 1 2.00 10.00 32.00 22.00 18.25 18.25 - Opening 1 - - 28.25 31.00 2.75 - - 8.00 Line 2 Lovell Line 2 NSW 22.00 10.00 12.00 2.00 0.00 0.00 8.00 Wall 2-1 NSW 22.00 10.00 12.00 2.00 0.00 0.00 - Line 3 Level 1 Line 3 Seg 3 28.00 0.00 32.00 32.00 17.00 17.00 8.00 Wall 3-1 Seg 3 28.00 0.00 12.00 12.00 4.00 4.00 - Opening 1 - - 4.00 12.00 8.00 - - 8.00 Wall 3-2 Seg 3 28.00 19.00 32.00 13.00 13.00 13.00 - Line 4 Level 1 Line 4 Seg 1 83.00 0.00 32.00 32.00 32.00 32.00 8.00 Wall 4-1 Seg 1 83.00 0.00 32.00 32.00 32.00 32.00 - East-west Type Wall Location Extent[ft] Length FHS[ft] Height Shearlines Group(s) Y ft Start End If t] Wind Seismic ft Line A Lovell Line A Seg 1 0.00 28.00 83.00 55.00 31.50 31.50 8.00 Wall A-1 Seg 1 0.00 28.00 83.00 55.00 31.50 31.50 - Opening 1 - - 32.25 42.75 10.50 - - 8.00 Opening 2 - - 48.00 52.75 4.75 - - 8.00 Opening 3 - - 56.75 61.00 4.25 - - 8.00 Opening 4 - - 74.50 78.50 4.00 - - 8.00 Line B Lovell Line B Seg 2 10.00 2.00 22.00 20.00 5.00 5.00 8.00 Wall B-1 Seg 2 10.00 2.00 22.00 20.00 5.00 5.00 - opening 1 - - 4.50 19.50 15.00 - - 8.00 Wall B-2 NSW 12.00 22.00 28.00 6.00 0.00 0.00 - Line C Lovell Line C Seg 1 32.00 2.00 83.00 81.00 58.00 58.00 8.00 Wall C-1 Seg 1 32.00 2.00 83.00 81.00 58.00 58.00 - Opening 1 - - 31.00 36.00 5.00 - - 8.00 Opening 2 - - 39.50 43.75 4.25 - - 8.00 Opening 3 - - 51.25 56.25 5.00 - - 8.00 Opening 4 - - 63.25 66.00 2.75 - - 8.00 Opening 5 - - 73.25 79.25 6.00 - - 8.00 Legend: Type-Seg=segmented,prf=perforated,NSW=non-shearwall;Location-dimension perp.to wall; FHS-length of full-height sheathing used to resist shear force; Wall Group(s)-refer to Materials by Wall Group table,refer to Shear Results tables for each design case if more than one group 8of13 Woodworks® Shearwans LATERAL ANALYSIS.wsw Jul. 30, 2013 15:05:16 Flexible Diaphragm Wind Design SHEAR RESULTS North-South W For H/W-Cub ASD Shear Force[plf] Allowable Shear[plf] Crit. Shearlines 2p Dir Int Ext V lbs vmax v Int Ext Co C Total V lbs Resp. Line 1 Level 1 Lnl, Levl 1 Both 1.0 1668 91.4 91.4 339 1.00 S 339 6178 0.27 Line 3 Ln3, Levl 3 Both 1.0 5685 - 334.4 495 1.00 S 495 8411 0.68 Wall 3-1 3 Both 1.0 1338 334.4 334.4 495 1.00 495 1979 0.68 Wall 3-2 3 Both 1.0 4347 334.4 334.4 495 1.00 495 6432 0.68 Line 4 Ln4, Levl 1 Both 1.0 4063 127.0 127.0 339 1.00 S 339 10833 0.38 East-West W For H/W-Cub ASD Shear Force[plf] Allowable Shear[plf] Crit. Shearlines Gp Dir Int Ext V lbs vmax v Int Ext Co C Total V[lbs] Resp. Line A Level 1 LnA, Levl 1 Both 1.0 473 15.0 15.0 339 1.00 S 339 10663 0.04 Line B LnB, Levl 2 W->E 1.0 1.0 2638 527.7 527.7 638 638 1.00 X 1276 6380 0.41 2 E->W 1.0 1.0 2477 495.5 495.5 638 638 1.00 X 1276 6380 0.39 Line C LnC, Levl 1 W->E 1.0 1590 27.4 27.4 339 1.00 S 339 19634 0.08 1 E->W 1.0 1426 24.6 24.6 339 1.00 S 339 19634 0.07 Legend: Unless otherwise noted,the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp-Wall group as listed in Sheathing and Framing Materials tables. For Dir-Direction of wind force along sheadine. HM/--Cub-Fibreboard height-to-width factor from SDPWS table 4.3.4 note 3,or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. V-ASD factored shear force.For shearline:total shearline force.For wall:force taken by the wall,total of all segments on wall. vmax-Base shear=ASD factored shear force per unit full height sheathing,divided by perforation factor Co as per SDPWS eqn.4.3-8=V/FHS/Co. v-Design shear force=ASD factored shear force per unit full height sheathing.For wall,it is the largest force on any segment. Int-Unit shear capacity of interior sheathing;Ext-Unit shear capacity of exterior sheathing.Includes Cub and height-to-width factors. Co-Perforation factor from SDPWS Table 4.3.3.5. C-Sheathing combination rule,A=Add capacities, S=Strongest side only,X=Strongest side or twice weakest. Total-Combined unit shear capacity Inc.perforation factor. V-For wall:combined shear capacity. For sheadine:sum of all wall capacities on line. Crit Resp-Critical response=v/Total=design shear force/unit shear capacity for critical segment on wall or shearline. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 9of13 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Jul. 30, 2013 15:05:16 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear[Ibs] Redundancy Factor p lbs 5 .ft E-W N-S E-W N-S 1 64415 2320.0 7749 7749 - - All 64415 - 7749 7749 1.00 1.00 Legend: Building mass—Sum of all generated and input building masses on level= wx in ASCE 7 equation 12.8-11. Storey shear—Total unfectored(strength-level)shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Redundancy factor p(rho)- Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev=0.2 Sds D;Sds=0.78;Ev=0.156 D unfactored;0.109 D factored;total dead load factor:0.6-0.109=0.491 tension, 1.0+0.109=1.109 compression. 10 of 13 Woodworks® Shearwalls LATERAL ANALYSIS.wsw Jul.30, 2013 15:05:16 SHEAR RESULTS(flexible seismic design) North-South W For H/W-Cub ASD Shear Force[plf] Allowable Shear[plf] Crit. Shearlines Gp Dir Int Ext V lbs vmax v Int Ext Co C Total V lbs Resp. Line 1 Level 1 Lnl, Levl 1 Both 1.0 764 41.9 41.9 242 1.00 S 242 4413 0.17 Line 3 Ln3, Levl 3 Both 1.0 2620 - 154.1 353 1.00 S 353 6008 0.44 Wall 3-1 3 Both 1.0 616 154.1 154.1 353 1.00 353 1414 0.44 Wall 3-2 3 Both 1.0 2003 154.1 154.1 353 1.00 353 4594 0.44 Line 4 Ln4, Levl 1 Both 1.0 2040 63.8 63.8 242 1.00 S 242 7738 0.26 East-West W For H/W-Cub ASD Shear Force[plf] Allowable Shear[plf] Crit. Shearlines Gp Dir Int Ext V lbs vmax v Int Ext Co C Total V lbs Resp. Line A Level 1 LnA, Levl 1 Both 1.0 801 25.4 25.4 242 1.00 S 242 7617 0.11 Line B LnB, Levl 2 Both .63 .63 2466 493.3 493.3 285 285 1.00 X 570 2848 0.87 Line C LnC, Levl 1 Both .87 2157 37.2 37.2 212 1.00 S 212 12271 0.18 Legend: Unless otherwise noted,the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp-Wall group as listed in Sheathing and Framing Materials tables. For Dir-Direction of seismic force along shearline. H/W--Cub-Height-to-width factor from SDPWS table 4.3.4 notes 2,3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. V-ASD factored shear force.For shearline:total shearline force.For wall:force taken by the wall,total of all segments on wall. vmax-Base shear=ASD factored shear force per unit full height sheathing,divided by perforation factor Co as per SDPWS eqn.4.3-8=V/FHS/Co. v-Design shear force=ASD factored shear force per unit full height sheathing.For wall,it is the largest force on any segment. Int-Unit shear capacity of interior sheathing;Ext-Unit shear capacity of exterior sheathing.Includes Cub and height-to-width factors. Co-Perforation factor from SDPWS Table 4.3.3.5. C-Sheathing combination rule,A=Add capacities, S=Strongest side only,X=Strongest side or twice weakest. Total-Combined unit shear capacity inc.perforation factor. V-For wall:combined shear capacity.For shearline:sum of all wall capacities on line. Crit Resp-Critical response=v/Total=design shear force/unit shear capacity for critical segment on wall or shearline. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 11 of 13 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 48.125089 Longitude = -123.486324 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.117 (Ss, Site Class B) 1.0 0.477 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 48.125089 Longitude = -123.486324 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.117 (Ss, Site Class B) 12 of 13 Hod a use only Hod @ik�'lI�eQI3I1C� Inc. Please complete the information below, sign this request form, and fax to: Hodge Engineering at 253-857-7599 Client Request for Engineering Support *Company: *Phone: *Contact: Fax: *Hodge Engineering Proj #: Mobile: Architect/Plan # Email Address: *Site Address: Items with * are re uired. Description of Problem: Mailing Address: Billing Address: I authorize the above requested work and associated charges. Client Signature (ok to start Work): Client Name (please print): 2615 Jahn Ave NW Suite E5 Gig Harbor, WA 98335 Tel: 253-857-7055 Fax: 253-857-7599 www.hodgeengitaagdMci.com Project: Beam Calcs-1767 Classic North page Phil ik / Location: Header#1 -H1 � �. il� Realityity Homes Inc Roof Beam y 1308 Alexander Ave E Suite B of [2009 International Residential Code(2005 NDS) Fife,Wa.98424 3.5 INx7.5INx5.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 5/22/2013 4:21:54 PM Section Adequate By:65.1% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.03 IN U1939 Dead Load 0.02 in Total Load 0.05 IN L/1178 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1083 Ib 1083 Ib Dead Load 699 Ib 699 Ib Total Load 1782 Ib 1782 Ib Bearing Length 0.81 in 0.81_ in = BEAM DATA — _5ft Span Length 5 ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 ROOF LOADING Roof Duration Factor 1.15 Side One: MATERIAL PROPERTIES Roof Live Load: LL= 25 psf #2-Douglas-Fir-Larch Roof Dead Load: DL= 15 psf Base Values Adjusted Tributary Width: TW= 1.3 ft Bending Stress: Fb= 900 psi Fb'= 1346 psi Side Two: Cd=1.15 CF=1.30 Roof Live Load: LL= 25 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 16 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Wall Load: WALL= 0 plf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Comp.-L to Grain: Fc--L= 625 psi Fc-1'= 625 psi Adjusted Beam Length: Ladj= 5 ft Beam Self Weight: BSW= 6 plf Controlling Moment: 2228 ft-Ib Beam Uniform Live Load: wL= 433 plf 2.5 ft from left support Beam Uniform Dead Load: wD_adj= 280 plf Created by combining all dead and live loads. Total Uniform Load: WT= 713 pif Controlling Shear: -1782 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 19.87 in3 32.81 in3 Area(Shear): 12.92 int 26.25 int Moment of Inertia(deflection): 18.8 in4 123.05 in4 Moment: 2228 ft-Ib 3679 ft-Ib Shear: -1782 Ib 3623 Ib page Project: Beam Calcs-1767 Classic North Phil Martonik / Location: Header#2-H2 Reality Homes Inc Roof Beam 1308 Alexander Ave E Suite B or [2009 International Residential Code(2005 NDS) Fife,Wa.98424 3.5 INx7.5INx6.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 5/22/2013 4:22:17 PM Section Adequate By: 14.7% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.06 IN L/1122 Dead Load 0.04 in Total Load 0.11 IN U682 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1300 Ib 1300 Ib Dead Load 839 Ib 839 Ib Total Load 2139 Ib 2139 Ib Bearing Length 0.98 in 0.98 in v �� - �: •r. BEAM DATA s n B Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 ROOF LOADING Roof Duration Factor 1.15 Side One: MATERIAL PROPERTIES Roof Live Load: LL= 25 psf #2-Douglas-Fir-Larch Roof Dead Load: DL= 15 psf Base Values Adjusted Tributary Width: TW= 1.3 ft Bending Stress: Fb= 900 psi Fb'= 1346 psi Side Two: Cd=1.15 CF=1.30 Roof Live Load: LL= 25 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Dead Load: DL= 15 psf Tributary Width: TW= 16 ft Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Wall Load: WALL= 0 plf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Adjusted Beam Length: Ladj= 6 ft Beam Self Weight: BSW= 6 plf Controlling Moment: 3208 ft-Ib Beam Uniform Live Load: wL= 433 plf 3.0 ft from left support Beam Uniform Dead Load: wD_adj= 280 plf Created by combining all dead and live loads. Total Uniform Load: wT= 713 plf Controlling Shear: -2139 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Reo'd Provided Section Modulus: 28.61 in3 32.81 in3 Area(Shear): 15.5 in2 26.25 in2 Moment of Inertia(deflection): 32.48 in4 123.05 in4 Moment: 3208 ft-Ib 3679 ft-Ib Shear: -2139 Ib 3623 lb Project: Beam Calcs-1767 Classic North Page Phil k / Location: Header#3-H3 Realityity Homes Inc Roof Beam %1C '1 1308 Alexander Ave E Suite B °r [2009 International Residential Code(2005 NDS) Fife,Wa.98424 3.5 INx7.5INx4.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 5/22/2013 4:23:02 PM Section Adequate By: 154.0% Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.01 IN L/3787 Dead Load 0.01 in Total Load 0.02 IN L/2302 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 867 Ib 867 Ib Dead Load 559 Ib 559 Ib Total Load 1426 Ib 1426 Ib Bearing Length 0.65 in 0.65 in ,,._ � BEAM DATA A Oft B Span Length 4 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 ROOF LOADING Roof Duration Factor 1.15 Side One: MATERIAL PROPERTIES Roof Live Load: LL= 25 psf #2-Douglas-Fir-Larch Roof Dead Load: DL= 15 psf Base Values Adjusted Tributary Width: TW= 1.3 ft Bending Stress: Fb= 900 psi Fb'= 1346 psi Side Two: Cd=1.15 CF=1.30 Roof Live Load: LL= 25 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 16 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Wall Load: WALL= 0 plf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Comp.1 to Grain: Fc--L= 625 psi Fc-1'= 625 psi Adjusted Beam Length: Ladj= 4 ft Beam Self Weight: BSW= 6 plf Controlling Moment: 1426 ft-Ib Beam Uniform Live Load: wL= 433 plf 2.0 ft from left support Beam Uniform Dead Load: wD_adj= 280 plf Created by combining all dead and live loads. Total Uniform Load: WT= 713 plf Controlling Shear: 1426 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 12.72 in3 32.81 in3 Area(Shear): 10.33 in2 26.25 int Moment of Inertia(deflection): 9.62 in4 123.05 in4 Moment: 1426 ft-Ib 3679 ft-Ib Shear: 1426 lb 3623 Ib page Project: Beam Calcs-1767 Classic North Phil Martonik / Location: Header#4-H4 +r Reality Homes Inc Roof Beam 1308 Alexander Ave E Suite B of [2009 International Residential Code(2005 NDS) Fife,Wa.98424 1.5 INx7.5INx4.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 5/22/2013 4:23:26 PM Section Adequate By:765.7% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.01 IN U8366 Live Load Deflection Criteria:U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 100 Ib 100 Ib Dead Load 68 Ib 68 Ib Total Load 168 Ib 168 Ib Bearing Length 0.18 in 0.18 in 7! BEAM DATA 4n Span Length 4 ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 ROOF LOADING Roof Duration Factor 1.15 Side One: MATERIAL PROPERTIES Roof Live Load: LL= 25 psf #2-Douglas-Fir-Larch Roof Dead Load: DL= 15 psf Base Values Adjusted Tributary Width: TW= 1 ft Bending Stress: Fb= 900 psi Fb'= 1242 psi Side Two: Cd=1.15 CF=1.20 Roof Live Load: LL= 25 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 1 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Wall Load: WALL= 0 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Adjusted Beam Length: Ladj= 4 ft Beam Self Weight: BSW= 2 pif Controlling Moment: 168 ft-Ib Beam Uniform Live Load: wL= 50 plf 2.0 ft from left support Beam Uniform Dead Load: wD_adj= 34 plf Created by combining all dead and live loads. Total Uniform Load: WT= 84 plf Controlling Shear: 168 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 1.62 in3 14.06 in3 Area(Shear): 1.22 in2 11.25 in2 Moment of Inertia(deflection): 1.13 in4 52.73 in4 Moment: 168 ft-Ib 1455 ft-Ib Shear: 168 lb 1553 Ib page Project: Beam Calcs-1767 Classic North Phil Martonik Location: Header#5-H5 Reality Homes Inc / Roof Beam 1308 Alexander Ave E Suite B of [2009 International Residential Code(2005 NDS) Fife,Wa.98424 1.5 INx7.5INx7.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 5/22/2013 4:23:48 PM Section Adequate By: 182.7% Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.03 IN U2624 Dead Load 0.02 in Total Load 0.05 IN U1561 Live Load Deflection Criteria:0240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 175 Ib 175 Ib Dead Load 119 Ib 119 Ib Total Load 294 Ib 294 Ib Bearing Length 0.31 in 0.31 in BEAM DATA A 7 ft B Span Length 7 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 ROOF LOADING Roof Duration Factor 1.15 Side One: MATERIAL PROPERTIES Roof Live Load: LL= 25 psf #2-Douglas-Fir-Larch Roof Dead Load: DL= 15 psf Base Values Adjusted Tributary Width: TW= 1 ft Bending Stress: Fb= 900 psi Fb'= 1242 psi Side Two: Cd=1.15 CF=1.20 Roof Live Load: LL= 25 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 1 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Wall Load: WALL= 0 plf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Adjusted Beam Length: Ladj= 7 ft Beam Self Weight: BSW= 2 plf Controlling Moment: 515 ft-Ib Beam Uniform Live Load: wL= 50 plf 3.5 ft from left support Beam Uniform Dead Load: wD_adj= 34 plf Created by combining all dead and live loads. Total Uniform Load: WT= 84 plf Controlling Shear: -294 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Rep'd Provided Section Modulus: 4.97 in3 14.06 in3 Area(Shear): 2.13 in2 11.25 int Moment of Inertia(deflection): 6.08 in4 52.73 in4 Moment: 515 ft-Ib 1455 ft-Ib Shear: -294 lb 1553 lb Project: Beam Calcs-1767 Classic North Page Phil Reality Ho k / Location: Header#6-H6 Reality Homes Inc Roof Beam 1308 Alexander Ave E Suite B of [2009 International Residential Code(2005 NDS) Fife,Wa.98424 1.5 INx7.5INx5.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 5/22/2013 4:24:06 PM Section Adequate By:454.1 LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.01 IN U7201 Dead Load 0.01 in Total Load 0.01 IN U4283 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 125 Ib 125 Ib Dead Load 85 Ib 85 Ib Total Load 210 Ib 210 Ib Bearing Length 0.22 in 0.22 in — BEAM DATA 5 ft Span Length 5 ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 ROOF LOADING Roof Duration Factor 1.15 Side One: MATERIAL PROPERTIES Roof Live Load: LL= 25 psf #2-Douglas-Fir-Larch Roof Dead Load: DL= 15 psf Base Values Adjusted Tributary Width: TW= 1 ft Bending Stress: Fb= 900 psi Fb'= 1242 psi Side Two: Cd=1.15 CF=1.20 Roof Live Load: LL= 25 psf Shear Stress: Fv= 180 psi FV= 207 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 1 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Wall Load: WALL= 0 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Adjusted Beam Length: Ladj= 5 ft Beam Self Weight: BSW= 2 plf Controlling Moment: 263 ft-Ib Beam Uniform Live Load: wL= 50 plf 2.5 ft from left support Beam Uniform Dead Load: wD_adj= 34 plf Created by combining all dead and live loads. Total Uniform Load: WT= 84 plf Controlling Shear: -210 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 2.54 in3 14.06 in3 Area(Shear): 1.52 in2 11.25 int Moment of Inertia(deflection): 2.22 in4 52.73 in4 Moment: 263 ft-Ib 1455 ft-Ib Shear: -210 lb 1553 Ib page Project: Beam Calcs-1767 Classic North Phil Martonik Location: Header#7-H7 - �, Reality Homes Inc / Roof Beam 1308 Alexander Ave E Suite B or [2009 International Residential Code(2005 NDS) Fife,Wa.98424 3.5 INx11.25INx16.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 5/22/2013 4:24:21 PM Section Adequate By: 142.8% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.11 IN U1731 Dead Load 0.09 in Total Load 0.20 IN U960 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 400 Ib 400 Ib Dead Load 321 Ib 321 Ib Total Load 721 Ib 721 Ib Bearing Length 0.33 in 0.33 in = _ BEAM DATA 16 ft Span Length 16 ft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 ROOF LOADING Roof Duration Factor 1.15 Side One: MATERIAL PROPERTIES Roof Live Load: LL= 25 psf #2-Douglas-Fir-Larch Roof Dead Load: DL= 15 psf Base Values Adjusted Tributary Width: TW= 1 ft Bending Stress: Fb= 900 psi Fb'= 1139 psi Side Two: Cd=1.15 CF=1.10 Roof Live Load: LL= 25 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Dead Load: DL= 15 psf Tributary Width: TW= 1 ft Cd=1.15 = Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Wall Load: WALL 0 plf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Comp.1 to Grain: Fc--L= 625 psi Fc--L = 625 psi Adjusted Beam Length: Ladj= 16 ft Beam Self Weight: BSW= 9 plf Controlling Moment: 2885 ft-Ib Beam Uniform Live Load: wL= 50 plf 8.0 ft from left support Beam Uniform Dead Load: wD_adj= 40 plf Created by combining all dead and live loads. Total Uniform Load: WT= 90 plf Controlling Shear: 721 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 30.41 in3 73.83 in3 Area(Shear): 5.23 int 39.38 int Moment of Inertia(deflection): 77.88 in4 415.28 in4 Moment: 2885 ft-Ib 7004 ft-Ib Shear: 721 Ib 5434 Ib #► Elnt' d O SCCXIE o '01�� z � TNSB tIll11C1:fIl CERTIFIED PL NTW~' r � W 1 W � (F O 83-04-00 I A w U U 22-00-00 5-10-00 y 20-06-00 y 35-00-00 - I 0 803 rz' nrb-y.a �6 �9 b69n T68oE 012 y o4 o'u393'�Cs ^�o 0 042 N Q Q Q Q a �M 4 :2�u i2a"cfi`.$2 O 7tn Mtntn N O al B01 GARAGE T `L Nda c N o a 3 d ,-0-00 11 7;I CO2 ` U a o a DE, � t 22-00-00 f 4-03-00 B-00-00 4-09-00 5-00-00 30-06-00 y p 7 83-04-00 FRONT a` u U A •N i m 0 R y� v 0 _ 9 RT- 1 r � V ME?i i CONSULT/NG LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 131305102 MiTek 20/20 7.2 Reality-Djernes The truss drawing(s)referenced below have been prepared by DO Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: I6758093 thru16758110 My license renewal date for the state of Washington is May 18,2014. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by the MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. s>�sH off, 07 0 Q May 20,2013 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing,solely for the truss component(s)depicted.The design assumptions, loading conditions,suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1.The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSUTPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job Truss Truss Type Qty Ply Reality-Djemes 16758093 Id 81305102 A01 GABLE 1 1 Job Referenceo tional ProBuild Adington,Adington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon May 20 11:48:43 2013 Page 1 8-1-2 ID:gUxPDfUnaZdQelaYVsSaebyZ841-9Wd7ZmOUMwF6bUp2eVVWz5Uzp379BtoPpOiJOozEcol 17-4-0 34-8-0 17-4-0 17-4-0 --� 3x4= Scale:3/16"=1' 12 13 14 11 15 1016 6.00 12 y 17 8 18 7 19 6 20 5 21 4 22 3 23 2 24 1-0-8 1 25 IdIf Iv 0 3x4= 3.4 = o 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x6= 8-1-2 34-8-0 34-8-0 Plate Offsets(X YY): (13 0-2-0 Edge] LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.31 Vert(LL) n/a - n/a 999 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.28 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(TL) -0.01 26 n/a n/a BCDL 10.0 Code IRC2009fTP12007 (Matrix) ,Weight:209 lb FT=10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std*Except* WEBS 1 Row at midpt 12-37,14-36 ST11,ST10:2 X 4 HF No.2 REACTIONS All bearings 32-0-0. (lb)- Max Horz 48=141(LC 4) Max Uplift All uplift 100 lb or less at joint(s)40,41,42,43,44,45,46,34,33,32,31,30,29,28 except 38=-133(LC 5), 47=-151(LC 9),48=-149(LC 6),35=-134(LC 6),27=-151(LC 10),26=-139(LC 5) Max Grav All reactions 250 Ib or less at joint(s)38,40,41,42,43,44,45,46,47,35,34,33,32,31,30,29,28,27 except 37=259(LC 1),48=484(LC 9),36=259(LC 1),26=484(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-149/266,10-11=0/257,11-12=0/317,14-15=0/311,15-16=0/252,24-25=-144/266 WEBS 2-48=-288/136,24-26=-288/131j, a NOTES 'WAS' '•('1 r"( 11 Unbalanced roof live loads have been considered for this design. �Q 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4unless otherwise indicated. 5)Gable studs spacedd at at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom 0 chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)40,41,42,43,44,45,46,34,33,32,31, 30,29,28 except(jt=1b)38=133,47=151,48=149,35=134,27=151,26=139. 9)n/a 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfTPI 1. '{ � �,7� r A - 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. y D gg;�vi' iY LOAD CASE(S)Standard Tr �'�'V� � j _ 8 2 PE EGON�1 SEPN o RENEWAL L DATE; 12/31/2013 May 20,2013 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner ofthe trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULT/NG cc SBCA at www.sbcindust .com. c Job Truss Truss Type City Ply Reality-Djemes 16758094 Y 81305102 A02 Scissor Truss 1 1 Job Reference o tions ProBuild Arlington,Arlington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon May 20 11:48:45 2013 Page 1 AA'_,,--'' ID:gUxPDfUnaZdQelaYVsSaebyZB41-5vlt_SQIuXWggozQmvX_2Wg-�gtfrfa8hHiBQ5hzEcoG r�1 6 4 3 12 1 13 T' 0 28-3-13 32-10-8 �34 80 1-99 49-11 5-9-10 5-2-3 5-2-3 5-9-10 4811 1-9-8 Scale=1:63.3 4x6 5 3x4 3x4 6.00 12 6 4 4x6 4x6 3 7 12 5x8= 2 8 13 11 9 1 3x4 3x4 zz I< 3x4— 14 3.00 F12 10 3x4= o 8x12 \\ 8x12 8-1-2 &1-34-at/ 19-121- 9-1-0 17-4-0 25-7-0 32-109 1 19-12 7-39 &3-0 &3-0 2 0-2-12 1-6-12 Plate Offsets(X V) M 0-2-12.0-1-121 [Z0-2-12 0-1-121(pt 0-3-0 Edgel.r12 0-4-0.0-3-01.114 0-3-0 Edge] LOADING(ps() SPACING 2-0-0 CSI DEFL in (loc) I/deo Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.62 Vert(LL) -0.29 12 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.90 Vert(TL) -0.79 11-12 >469 180 BCLL 0.0 Rep Stress Incr NO WS 0.93 Horz(TQ 0.47 10 We n/a BCDL 10.0 Cade IRC2009/TP12007 (Matrix) Weight:138 lb FT 10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 5-11-3 oc bracing. WEBS 2 X 4 HF Stud/Std WEBS 1 Row at midpt 7-10,3-14 REACTIONS (Ib/size) 14=1456/0-5-8(min.0-2-6),10=1456/0-5-8(min.0-2-6) Max Horz 14=141(LC 4) - Max Uplift 14=-510(LC 5),10=-510(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-2976/897,4-5=-2416/688,5-6=-2416/705,6-7=-2976/797 BOT CHORD 13-14=-864/2473,12-13=-752/2649,11-12=-575/2649,10-11=-650/2473 WEBS 5-12=-480/1827,6-12=-583/409,6-11=0/279,7-11=0/314,7-10=-2918/832,8-10=-305/210, 4-12=-583/398,4-13=0/279,3-13=0/314,3-14=-2918/917,2-14=-305/213 IpSuH b NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right ik' W exposed;Lumber DOL=1.33 plate grip DOL=1.33 Q� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. q 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Ot=1b)14=510,10=510. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. iypi 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. Tv LOAD CASE(S)Standard Q ��P Pa 8 5P t OREGON JOSEPH RENEWAL DATE: 12/31/2013 May 20,2013 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSVTPI 1,OSB-89 and BCSI(Building Component Safety Information)available from C�AISULflMG LLC SBCA at www.sbcindust .com. Job Truss Truss Type Qty Ply Reality-Djernes 16758095 Y 81305102 A03 SPECIALTRUSS 9 1 Job Referenceo tional ProBuild Arlington,Adington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon May 20 11:48:46 2013 Page 1 ID:gUxPDfUnaZdQelaYVsSaebyZ841-Z51FBoQNfrehSyYdKd2Dak6PdH?�-13rWMxzd7zEcoF 1-�81-2 I fi-0-3 12-1-13 F 17-4-0 22-6-3 I -- - - 0 1-9-8 46-11 5-9-10 5-2-3 5-2-3 5-9-10 4811 0-5- 4x6 Scale=1:62.5 5 6.00 12 3x4% 3x4 4 6 M 4x6 % 4x8 3 7 11 5x8= 2x4 2x4 II 8 2 12 10 c7, 1 3x4 5- 3x4 �o n c 3x4= 13 3.00 12 9 6x6= 6x6 8-1-2 8-1-2 16-121- 9-1-10 17-4-0 25-86 32-10.8 1.6-12 7-4-1 8-26 8-26 74 -5 0.2-12 pl, Mets(X.Y) r3 0-1-12.0-2-01,[Z,0-3-4.0-2-01[9 0-2-12 0-2-4],.(11'0-4-0 0-3-0],_[130-2-12 0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.31 10-11 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.91 Vert(TQ -0.82 10-11 >456 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TQ 0.49 9 n/a n/a BCDL 10.0 Code IRC20091TPI2007 (Matrix) Weight:1351b FT=10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. WEBS 2 X 4 HF Stud/Std*Except* WEBS 1 Row at midpt 3-13,7-9 W7:2 X6 HF No.2 REACTIONS (Ib/size) 13=1470/0-5-8(min.0-2-7),9=1311/Mechanical Max Horz 13=165(LC 5) Max Uplift 13=-513(LC 5),9=-406(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-3018/930,4-5=-2466/724,5-6=-2465/741,6-7=-3121/888 BOT CHORD 12-13=-917/2526,11-12=-811/2691,10-11=-641/2730,9-10=-801/2699 WEBS 5-11=-510/1867,6-11=-615/416,6-10=-17/329,7-10=0/255,4-11=-579/392,4-12=0/275,3-12=0/304, � H 3-13=-2958/931,2-13=-320/226,7-9=-3146/935 40 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.Il;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right r exposed;Lumber DOL=1.33 plate grip DOL=1.33 Q2 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. np 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=11b)13=513,9=406. 7700 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 0 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 8 , LOAD CASE(S)Standard �Ea PROs 8 5PE 0REGi3Pl V12,2�� J � BSEP.. RENEWAL DATE; 12/31/2013 May 20,2013 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-1 V)before use.Design _ valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation ofthe component is responsibility of building designer or owner ofthe trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing ofthe overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTINGLLC SBCA at www.sticindustry.com. Jab Truss Truss Type Qty Ply Reality-Djernes 16758096 r B1305102 A04 COMMON TRUSS 2 1 Job Reference o tions ProBuild Arlington,Adington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon May 20 11:48:47 2013 Page 1 812 ID:gUxPDfUnaZdQelaYVsSaebyZ841-1HseP8R?Q9mY467pgViU7xebahOm7UP_kOgX9ZzEcoE 5-7-2 11-6-11 17-4-0 23-1-5 29-0.14 33-4-0 5-7-2 5-11 5-9-5 5-11-8 4-3-2 44 11 Scale=1:62.3 4 6.00 12 3x4 O 3x4 3 5 0 m 4x4 4x4 2 6 3x4 7 1 0 <I 3x4 i 13 12 14 15 11 16 17 10 9 8 4x4 i 3x4 = 5x8= 3x4= 4x4 = 214 II B-1-2 8-1-2 1-6-12 9-5-6 17-4-0 25-2-10 30-1-4 33-4-0 1-6-12 7-10-10 7-10.10 7-10-10 4-10.10 3-2-12 Plate Offsets(X.Y) rrn-o-ln 0-1-8]-.[2 0-1-12 n-2-0][6 0-1-8.0-2-01.r10:0-1-12 0-1-8][11 as-n n-3-0][130.2-0 0-2-41 LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.51 Vert(LQ -0.18 11-12 >999 240 MT20 185/148 TCOL 7.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.32 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(TL) 0.07 9 rda n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:148 lb FT=10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc pudins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std*Except* WEBS 1 Row at midpt 5-11,3-11 W5,W4:2 X 4 HF No.2 REACTIONS (Ib/size) 13=1412/0-5-8(min.0-2-5),9=1572/0-5-8(min.0-2-9) Max Horz 13=164(LC 5) Max Uplift 13=-472(LC 5),9=-543(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1819/540,3-4=-1294/443,4-5=-1294/462,5-6=-1294/359 BOT CHORD 12-13=-577/1560,12-14=-417/1474,14-15=-017/1474,11-15=-417/1474,11-16=-244/1192, 16-17=-244/1192,10-17=-244/1192,9-10=-86/35 WEBS 4-11=-241/778,5-11=-258/240,5-10=-317/165,6-10=-124/888,3-11=-597/359,3-12=-6/281, D �+ 2-13=-1965/753,6-9=-1556/529 NOTES 1)Unbalanced roof live loads have been considered for this design. flx 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right 03 exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom choral and any other members,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)13=472,9=543. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 0 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. $`_ ...�i LOAD CASE(S)Standard AY -SL . J OREGO �. <V1212d1� FIENENA.DATE: 12/31/2013 May 20,2013 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CO/�JYL/�/.{7 LLC SBCA at www.sbcindust .com. Job Trus s Truss Type Qty PlyReality-Djemes V 81305102 A05 COMMON TRUSS 1 1 6758097 Job Reference o bona ProBuild Arlington,Adington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon May 20 11:48:48 2013 Page 1 812 ID:gUxPDfUnaZdQelaYVsSaebyZ841-VUQOcUSdBSuPhFh?R24hg9Bm_4if¢sm8zgQ4hOzEcoD 5-7-2 11-6-11 17-4-0 23-1-5 29-0-14 33-4-0 5-7-2 5-11-8 5-9-5 5-9-5 5-11-8 4-3-2 4x4 11 Scale=1:62.3 4 6.00 12 3x4 3x4 3 5 M 4x6 4x6 2 6 2x4 II 7 ' I 3x4 O 12 11 13 14 10 15 16 9 8 4x4 i 3x4 5x8= 3x4 5x6= B-1-2 8-1-2 1-6-12 9-5-6 17-4-0 25-2-10 33-4-0 1$42 7-10-10 7-10-10 7-10-10 8-1-6 Plate Offsets(X.Y)* it 0-2-10.0-1-81,[B*0-3-00-2-121,`10 0-4-0 0-3-0],`12 0-2-0 0-2-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.21 10-11 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.41 8-9 >933 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.52 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:147 Ib FT=10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD' Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std*Except* WEBS 1 Row at midpt 5-10,3-10,2-12,6-8 W5,W4:2 X 4 HF No.2 REACTIONS (Ib/size) 12=1563/0-5-8(min.0-2-9),8=1421/0-5-8(min.0-2-5) Max Horz 12=164(LC 5) Max Uplift 12=-506(LC 5),8=-41 O(LC 6) FORCES (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2096/602,3-4=-1598/536,4-5=-1598/532,5-6=-2134/615 BOT CHORD 11-12=-624/1770,11-13=-476/1732,13-14=-47611732,10-14=-47611732,10-15=-366/1754, 1516=-366/1754,9-16=-366/1754,8-9=-530/1823 WEBS 4-10=-307/1050,510=-615/363,59=-5/303,3-10=-585/353,3-11=0/269,2-12=-2213/807, } H 6-8=-2221/645 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.ll;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right q� exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcur ent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. �i' 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)12=506,8=410. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI1TP1 1. Q 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard jV PRO,�S 9 2 PE r OREGON SEPH RENEWAL DATE; 12/31/2013 May 20,2013 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-1 V)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,OSB-89 and BCSI(Building Component Safety Information)available from CONSULT/NGl.(C SBCA at www.sbcindust .com. Job Truss Truss Type Ory Ply Reality-Djemes 16758098 B1305102 A06 COMMON TRUSS 14 1 Job Reference o tional ProBuild Arlington,Artington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon May 20 11:48:49 2013 Page 1 I D:gUxPDfUnaZdQelayvsSaebyZ841-_g_OpgTFymOGJPGC?IcwC Mkxx W PbVIHCK9dESzEcoC 8-1-2 5-7-2 11-6-11 17-4-0 23-1-5 29-0-14 34-8-0 5-7-2 5-11-8 5-9-5 5-9-5 5-11-8 5-7-2 4x4 I I Scale=1:63.0 4 6.00 12 3x4 3x4 3 5 4x6 i 4x6 2 6 1 7 oI Ig 3x4 i 12 11 13 14 10 15 16 9 8 3x4 4x4 q 3x4= 5x8= 3x4 = 4x4 8 8-1-2 -1-2 1-6-12 I 9-5-6 17-4-0 25-2-10 33-1-4 34-5-0 '1-6-12 7-10-10 7-10-10 7-10-10 7-10-10 1-8-12 Plate Offsets(X.)()* H0-2-100-1 81 r7 0-2-10 0 1 81,r8 0-2-n 02.9)r10-0-4-0.0-3-01.r12 0-2-0.0-2-41 LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) I/deFl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.21 9-10 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.39 9-10 -968 180 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TQ 0.11 S n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:1501b FT 10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std*Except* WEBS 1 Row at midpt 5-10,3-10,2-12,6-8 W5,W4:2 X 4 HF No.2 REACTIONS (Ib/size) 12=1554/0-5-8 (min.0-2-9),8=1554/0-5-8(min.0-2-9) Max Horz 12=-141(LC 3) Max Uplift 12=-504(LC 5),8=-504(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2079/599,3-4=-1580/529,4-5=-1580/529,5-6=-2079/600 BOT CHORD 11-12=-594/1757,11-13=-445/1716,13-14=-045/1716,10-14=-445/1716,10-15=-333/1716, 15-16=-333/1716,9-16=-333/1716,8-9=-459/1757 WEBS 4-10=-300/1034,5-10=-585/354,5-9=0/267,3-10=-585/354,3-11=0/267,2-12=-2197/805, NOTES 6-8=-2197/805 " r As�►'OJ,��+ 1)Unbalanced roof live loads have been considered for this design. , 2)Wind:ASCE 7-05;10omph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right q exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. np ' 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 to uplift at joint(s)except(jt--lb)12=504,8=504. X7,00 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfTPI 1. 4 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. i,� LOAD CASE(S)Standard sn•"P�_ 8 5PE +' OREGON V 12,Z°N� SEPH RENEWAL DATE: 12/3 1/2 013 May 20,2013 AWARNING-Verify design parameters and read notes on this TNss Design Drawing and included DrJ Reference Sheet(rev.03-1 V)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULT/NGLLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Reality-Djemes 16758099 81305102 A07 GABLE 1 1 Job Reference o tional ProBuiltl Arington,Arlington,WA 98223,List] 7.250 5 Aug 25 2011 MiTek Industdes,Inc.Mon May 20 11:48:50 2013 Page 1 I D:gUxPDfUnaZdQelaYVsSaebyZ841-SsYm 19Ttj487xZrOZT79laGA2u WOK2XRQ_VBmuzEcoB 8-1-2 17-4-0 34-8-0 17-4-0 17-4-0 3x4 - Scale:3/16"=1' 12 13 14 11 15 10 16 6.00 12 g 17 8 18 7 19 6 20 5 21 4 22 3 23 2 108 24 1 25 of to G 3x4= - 3x4 = 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x6= 8-1-2 34-8-0 34-8-0 Plate Offsets(X.Y) (13.0-2-0 Edge] - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.31 Vert(LL) n/a - n/a 999 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.28 Vert(TQ n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(TQ -0.01 26 n/a n/a BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:209 Ib FT=10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std*Except WEBS 1 Row at midpt 12-37,14-36 ST11,ST10:2 X 4 HF No.2 REACTIONS All bearings 32-0-0. (lb)- Max Horz 48=141(LC 4) Max Uplift All uplift 100 Ib or less at joint(s)40,41,42,43,44,45,46,34,33,32,31,30,29,28 except 38=-133(LC 5), 47=-151(LC 9),48=-149(LC 6),35=-134(LC 6),27=-151(LC 10),26=-139(LC 5) Max Grav All reactions 250 Ib or less at joint(s)38,40,41,42,43,44,45,46,47,35,34,33,32,31,30,29,28,27 except 37=259(LC 1),48=484(LC 9),36=259(LC 1),26=484(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-149/266,10-11=0/257,11-12=0/317,14-15=0/311,15-16=0/252,24-25=-144/266 WEBS 2-48=-288/136,24-26=-288/131 rA NOTES' 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right y� exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane ofthe truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI(rPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. � 'Qi 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0, 0 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. � ( 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)40,41,42,43,44,45,46,34,33,32,31, 30,29,28 except Qt=lb)38=133,47=151,48=149,35=134,27=151,26=139. 9)n/a 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. _`{(3�y PRO - LOAD CASE(S)Standard OREGON V121 2rj1� SEPH 0 FIENE NAL DATE: 12/31/2013 May 20,2013 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility ofthe installer.Additional permanent building stability bracing ofthe overall structure is the responsibility ofthe building designer or owner ofthe trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindust CONSULTING LSC .com. V S n Job Truss Truss Type Qty Ply Reality-Djemes 16758100 81305102 B01 GABLE 1 1 Job Reference(optional) ProBuild Arlington,Ar ington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon May 20 11:48:52 2013 Page 1 I D:gUxPDfUnaZdOelaYVsSaebyZ841-OFgXSrVBFhOgAt?ngu9dq?LUpiCfoxVjul0lrnzECo9 8-1-2 12-4-0 24-8-0 12-4-0 12-4-0 3x4 — Scale=1:46.8 8 9 10 7 11 6.00 12 6 12 5 13 4 14 15 3 2 16 1-0-8 17 1 Io 3x4= 3x4= 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x4= 8-1-2 24-8-0 24-8-0 Plate Offsets(X Y) fo0-2-0 Edn_e] LOADING(psf) SPACING 2-0-0 CSI DEFL in (Icc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.35 Vert(LL) n/a - We 999 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.31 Vert(TL) We - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(TL) -0.01 18 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:121 lb FT=10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 22-0-0. (lb)- Max Horz 32=-101(LC 3) Max Uplift All uplift 100 Ib or less at joint(s)28,29,30,22,21,20 except 27=-106(LC 5),31=-188(LC 9),32=-134(LC 6), 23=-107(LC 6),19=-188(LC 10),18=-130(LC 5) Max Grav All reactions 250 Ib or less at joint(s)27,28,29,30,31,23,22,21,20,19 except 25=287(LC 1),32=531(LC 9), 24=287(LC 1),18=531(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-124/307,3-4=-11/271,4-5=0/264,5-6=0/264,6-7=0/258,7-8=0/294,10-11=0/294, 11-12=0/258,12-13=01264,13-14=01264,14-15=-9/271,16-17=-122/307 S(}}'»'�` AD WEBS 8-25=-260/0,2-32=-317/161,10-24=-260/0,16-18=-317/163 NOTES i' W 1)Unbalanced roof live loads have been considered for this design. 2 Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right q exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane ofthe truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 0 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)28,29,30,22,21,20 except Qt=1b) 27=106,31=188,32=134,23=107,19=188,18=130. 9)rda 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1A and R802.10.2 and referenced standard ANSI/TPI 1. p 1- 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 1 j 0 LOAD CASE(S)Standard g r OREGON 9'Y l✓1�'12 Z4��'9~ `'os�PN 4 RENEWAL DATE: 12/31/2013 May 20,2013 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation ofthe component is responsibility of building designer or owner ofthe trusses and installer.Lateral restraint _ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSIlTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CQNSUIr�NG LLC SBCA at www.sbcindust .com. Job ITrussTruss Type Oty Ply Reality-Djemes 18758101 B1305102 B02 COMMON TRUSS 11 1 Job Reference o tions ProBuild Arlington,Arlington,WA 98223,List] 7.250 s Aug 252011 MiTek Industries,Inc.Mon May 2011:48:532013 Page 1 I D:gUxPDfUnaZdQelaYVsSaebyZ841-sR EvfBWm77 Who1 azEbgsNCLMT8XCEt7y7rNDzEco8 8-1-2 6-2-0 12-4-0 18-6-0 23-4.0 8-2-0 6-2-0 6-2-0 4.10-0 4x6= Scale=1:47.4 3 6.00 12 4x4 i 2x4 2 4 W m 5 5x6 6 Z IId 0 3x4 9 8 11 12 7 10 4x12 II 3x4= 3x4= 3x4 = 3x4 i 8-1-2 8-1-2 1 5 12 8-8-9 15-11-7 23-4-0 1-5-12 1 7-2-13 7-2-13 7-4-9 Plate Offsets(X Yl WO-2-10.0-1-81 j8:9$4.Edg t - LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) t/de0 Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.20 7-9 -999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.32 7-9 >821 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.92 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IRC2009fTP12007 (Matrix) Weight:96 lb FT 10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2.4.4 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std SLIDER Right 2 X 8 DF SS 2-4-5 REACTIONS (Ib/size) 6=963/Mechanical,10=1101/03-8(min.0-1-13) Max Herz 10=101(LC 4) Max Uplift6=-282(LC 6),10=-374(LC 5) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1304/415,3-4=-1294/417,4-5=-1431/468,5-6=-1500/453 BOT CHORD 9-10=-39711209,8-9=-132/857.8-11=-132/857,11-12=-132/857,7-12=-132/857,6.7=-307/1218 WEBS 3.7=-148/450,4-7=-259/293,3-9=-147/449,2-9=-245/292,2-10=-1503/575 `-SEPH D NOTES 3`����$p., A 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7.05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.ll;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right 4' r exposed:Lumber DOL=1.33 plate grip DOL--1.33 0� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 02 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)6=282,10=374. zyp 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 70 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 0 LOAD CASE(S)Standard �OGNE FSS 85 P f OREGON 9,L V1 V 12 20, EPVA RENEWAL DATE: 12/31/2013 May 20,2013 A WARNING-Verify design parametersand read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MTek connector plates only.This design Is based only upon parameters shown,and is for an Individual building component.Applicability 22k of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure Is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CC SBCA at www.sbcindust .com. Job Truss Truss Type Qty Ply Really-Djemes r 6758102 81305102 B03 GABLE 1 1 Job Reference o tional :1:::_ ProBuild Arlington,Adington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon May 20 11:48:54 2013 Page 1 I D:gUxPDfUnaZdQelaYVsSaebyZ841-KdnHtXXOm IeYPA99ol B5vQ RmYVODGS70LctOvfzEc07 B-1-2 12-4-0 23-4-0 12-4-0 11-0-0 3x4 = Scale=1:45.9 8 9 10 7 11 6.00F12 6 12 13 5 4 14 15 3 16 2 1-0-8 17 9 c? 101 0 3x4 = 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x4 = 8-1-2 23-4-0 23-4-0 Plate Offsets(X.Y) 0-2-Q Edael LOADING(psq SPACING 2-0-0 CSI DEFL in (loc) I/deg Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.59 Vert(LL) n/a - n/a 999 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.69 Vert(TQ n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 Horz(TL) -0.00 26 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:118 lb FT=10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins,except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 22-0-0. (lb)- Max Horz 33=125(LC 5) Max Uplift All uplift 100 to or less at joint(s)29,30,18,23,22,21,20,19 except 28=-115(LC 5),31=-102(LC 6),32=-519(LC 9),33=-384(LC 6),24=-141(LC 6) Max Grav All reactions 250 lb or less aljoint(s)26,28,29,30,25,18,24,23,22,21,20,19 except 31=256(LC 9),32=274(LC 6),33=876(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-7=-19/258,7-8=-19/32l,8-9=-191251,10-11=-191310 WEBS 2-33=-472/249 NOTES k 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right h exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. f �f 5)Gable studs spaced at 1-4-0 oc. O eYeR�"y 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom $ chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)29,30,18,23,22,21,20,19 except(jt=1b) 28=115,31=102,32=519,33=384,24=141. - 9)n/a 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. CC PRO t� O 1- 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ;..�j�6o, ,�Jn LOAD CASE(S)Standard {� - !� - - 55 P OREGON <,'12, �o s,EPw RENEWAL DATE: 12/31/2013 May 20,2013 AWARNING-Verify design parametersand read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not foibuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibilhy of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULT/NG LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Reality-Djemes 16758103 B1305102 Col Common Truss 1 1 Job Reference o Bona ProBuild Arlington,Adington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon May 20 11:48:55 2013 Page 1 612 - 8-1-2 ID:gUxPDfUnaZc1QelaYVsSag 4841-ogLf4tXOXcmP1KkLLOiKSdzpc@vAW?DyAaFcyR6zEco6 6-9-0 12-11-8 19-2-025-11-0 6-9-0 6-2-8 6-2-8 6-9-0 4x4 11 Scale:1/4"=1' 3 6.00 FT2 3x4 2 4 c, m 1 5 , IIq o a 3x6% 13 4x4= 3x10 II 14 3x4= 3x10 II 3x8= 12 11 10 9 8 7 6 8-1-2 8-1-2 8-1-2 8-1-2 1-55-12 11-2-4 19-2-0 24-5-4 25-11-0 1-5-12 9-8-8 7-11-12 5-3-4 1-5-12 Plate Offsets(X.Y)' rl 0-2-10.0-1-81,rl,0-0-0 1-2-111,_[5 0-0-4 1-2-11j f5 0-1-12 0-0-21 f26*0-1-12 0-1-0],_[280-1-12.0-1-01,QQ 0-1-12 0-1-01 LOADING(Pso SPACING 2-0-0 CSI DEFL in (Ioc) I/deft Vd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.24 1-14 >555 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.62 1-14 >213 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.40 Horz(TQ 0.00 5 n/a n/a BCDL 10.0 Code IRC2009rrP12007 (Matrix) Weight:151 lb FT=10% LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins. BOT CHORD 2 X 4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2 X 4 HF Stud/Std*Except* 10-0-0 oc bracing:1-14. W3:2 X 4 HF No.2 WEBS 1 Row at midpl 4-14 OTHERS 2 X 4 HF Stud/Std WEDGE Left:2 X 8 DF SS,Right:2 X 8 DF SS REACTIONS All bearings 8-0-0 except(jt=length)14=0-3-8,1=0-3-8,5=0-3-8. (lb)- Max Horz1=-106(LC 3) Max Uplift All uplift 100 lb or less at joint(s)12,8,7,6,5 except 14=-355(LC 5),9=-259(LC 6),1=-11 O(LC 5) Max Grav All reactions 250 to or less at joint(s)12,11,10,8,7,6,5 except 14=981(LC 1), l 9=421(LC 10),1=379(LC 9) 40 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. , "g TOP CHORD 1-2=-345/149 BOT CHORD 1-14=-126/261 WEBS 2-14=-514/412,3-14=-419/179,4-9=-430/279 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 70 70 3)Truss designed for wind loads in the plane ofthe truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIrrPI 1. jk0 4)All plates are 2x4 MT20 unless otherwise indicated. Ww 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. yy•�� t�=•1/n�t 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)12,8,7,6,5 except Ot=1b)14=355,9=259, EU,T-,n Vr. 1=110. " -- 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. .� !�;: I 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �V o C[fit- LOAD CASE5S)Standard O G OfiE(3t3P! � SEPN oti IRENENAL DATE; 12/31/2013 May 20,2013 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation ofthe component is responsibility of building designer or ownerofthe trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint] diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility ofthe building designer or owner ofthe trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from �sONSULr�NG((.0 SBCA at www.sbcindust .com. v Job Truss Truss Type Qty Ply Reality-Djernes 16758104 B1305102 CO2 COMMON TRUSS 1 2 Job Reference o tional ProBuild Arlington,Adington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon May 20 11:48:57 2013 Page 1 ID:gUxPDfUnaZdQelaYVsSaebyZ841-ICTQVZZG3DO7GetI-�F oX23KljltT2pT1Z53W zECo4 &1-2 5-11-8 11-7-a 9-1-2 i 17-10-0 24-7-0 5-11-8 6-2-8 6-9-0 4x4 Scale=1:49.8 4 6.00 12 4x4 O 4x8 3 5 4x4 4x4 i 2 1 6 Ia a 12 11 13 10 14 15 8 16 17 4x4= 5x10 3x6 II 5x8 — 4x8= Special Special 3x8 II Special 3x47 Special Special Special 8-1-2 6-11-0 8-1-2 &1-2 311-4 5-11-0 S1 A 8-10-0 17-100 231< 247-0 311-0 2-0-0 -0 2-tt-0 7-11-12 53-4 1-5-12 0.11-12 Plate Offsets(X,y) rt-0-a-9 0-1-14]_[30-1-40-2-01 rU-2-5 0-1-8]_[B 0-4-110-1-81 f9 0-1a 0-2-01,[10 0-3-120-0-121,it 1-0-4-5 0-1-B] LOADING(ps() SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.15 8-9 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.31 8-9 >513 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 H.rz(TL) 0.03 7 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:250 lb FT 10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or6-0-0 oc pudins. BOT CHORD 2 X 6 HF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2 X 6 OF 240OF 2.oE WEBS 1 Row at midpt 5-9 WEBS 2 X 4 HF Stud/Std*Except* W4,W5:2 X 4 HF No.2 SLIDER Left 2 X 6 HF No.2 3-4-4 REACTIONS (Ib/size) 1=1133/0-3-8 (min.0-1-8),9=6182/0-3-8(min.0-3-1),7=4087/0-3-8 (min.0-2-1) Max Hoa 1=104(LC 4) Max Uplift 1=-237(LC 5),9=-740(LC 5),7=-479(LC 6) Max Grav 1=1166(LC 9),9=6182(LC 1),7=4087(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. D TOP CHORD 1-2=-1031/259,2-3=-947/279,3-4=-64/1241,4-5=-45/892,5-6=-1889/161 BOT CHORD 1-12=-235/874,11-12=-2351874,11-13=-235/874,10-13=-2351874,9-10=-235/874,9-14=-317/4185, 14-15=-317/4185,8-15=-317/4185,8-16=-31714185,16-17=-31714185,7-17=-317/4185,6-7=-75/1605 ,, ('y' w,+►� c `1s WEBS 3-11=-251/2227,3-9=-2599/590,4-9=-1243/175,5-9=-5324/624,5-8=-178/4415,5-7=-3053/326 _r Q NOTES Z 1)2-ply truss to be connected together with 10d(0.131•x3•)nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. Webs connected follows:2 X a- row 0oc. 2)All loads are considered equally applied a plies,to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. tr 4)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.ll;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right Y exposed;Lumber DOL=1.33 plate grip DOL=1.33 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. nq I� /�tt-- 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)1=237,9=740,7=479. c1�V Pp(�r!�0ytC 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1532 Ib down and 149 Ib up at 3-11-4,1532 Ib down V 'T and 149 Ib up at 5-11-4,181 Ib up at 6-11-4,1291 Ib down and 82 Ib up at 13-11-4,1291 Ib down and 82 Ib up at 15-11-4,1291 Ib down and 82 Ib up at �� c pC r 17-11-4,and 1291 Ib down and 82 Ib up at 19-11-4,and 1291 Ib down and 82 Ib up at 21-11-4 on bottom chord. The design/selection of such connection : l`C device(s)is the responsibility of others. LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 ,q� OREGON Uniform Loads(plf) ,r Vert:1-4=-64,4-6=-64,1-6=-20 Continued on page 2 - L/o sEPN� RENEWAL DATE; 12/31/2013 May 20,2013. WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11•)before use.Design valid for use with MITek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from C�IVSULT�AIG�(C SBCA at www.sbcindust .com. Job Truss Truss TypeOty ply Reality-Djernes 16758104 B1305102 CO2 COMMON TRUSS 1 2 Job Reference o tional ProBuild Arlington,Arlington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon May 20 11:48:57 2013 Page 2 I D:gUxPDfUnaZdQelaYVsSaebyZB41-ICTQVZZG3D07GetkTRIoX23M)ItT2pT1 Z53W_zEco4 LOAD CASE(S)Standard Concentrated Loads(lb) Vert:11=-1532 8=-1291(F)12=-1532 13=181(F)14=-1291(F)15=-1291(F)16=-1291(F)17=-1291(F) get R a5525PE OREGON SE 1A FENENAL DATE; 12/31/2013 1,gsEPx 1) o� WASt ,c �F 0"i' q 9 a May 20,2013 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSIlrP1 1,DSB-89 and BCSI(Building Component Safety Information)available from COIVSDLflAIG LLC SBCA at www.sbcindust .com. V v ai Job Truss Truss Type Qty Ply Reality-Djernes 16758105 v 81305102 D01 GABLE 1 1 Job Reference o bona ProBuild Arlington,Ar ington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon May 20 11:48:58 2013 Page 1 ID:gUxPDfUnaZdQelaYVsSaebyZB41-DPI oivavQXVuoSw18G14GbUv6BBCgucGDrc2RzEco3 8-1-2 6-4-0 12-8-0 6-4-0 6-4-0 Scale=1:28.8 3x4= 2x4= 2x4 11 2x4 11 2x4 11 2x4 11 2x4 I 2x4 6.00 12 2x4 11 2x4 a c] N Fl F-I F1 3 2x4 11 2x4 2x4 11 2x4 11 N 3x10 = 5 4 3x10 = 8-1-2 8-1-2 1-5-12 11-2-4 _ 12-8-0 1-5-12 9-8-8 1-5-12 Plate Offsets(X,Y), f1,0-0.11 0-1-8] f3- 0-2-13 0-1-81,19 0-3-2 0-2-8],.j13 0-3-2 0-2-8j LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.29 4-5 >399 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.56 Ven(TL) -0.61 4-5 >191 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.00 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:56 lb FT 10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 5=532/0-3-8 (min.0-1-8),4=532/0-3-8(min.0-1-8) Max Horz 5=-47(LC 3) Max Uplift5=-217(LC 5),4=-217(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-447/184,2-3=-447/184 BOT CHORD 1-5=-91/307,4-5=-911307,3-4=-91/307 NOTES aRH 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 �d 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ` �x 4)Gable studs spaced at 1-4-0 oc. g 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)5=217,4=217. np q'i 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 77,00 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 10)No notches allowed in overhang and 0 from left end and 0 from right end or 12'along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. LOAD CASE(S)Standard 10 PROs 4 8 25PE r OREGON J�SEPH 4 SEMENAL DATE: 12/31/2013 May 20,2013 WARNING-Verify design parametersand read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consuk ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING ccc SBCA at www.sbcindust .com. Job Truss Truss Type Qty PlyReality-Djernes 16758106 81305102 D02 COMMON TRUSS 2 1 Job Reference(optional ProBuild Arlington,Ar ington,WA 98223,List] 7.250,Aug 25 2011 MiTek IndustriesIppc Mon May 20 11:48:59 2013 Page 1 ID:gUxPDfUnaZdQelaYVsSaebyZS41-hbbAwEaXb�Gl7asnGcT8IUWdMx551Vta9atzEco2 8-1-2 1-5-12 6-4-0 11-2-4 12-8-0 1-5-12 4-10-4 4-10-4 1-5-12 4x4 11 Scale=1:25.5 3 6.00 12 2x4 11 2x4 11 4 2 5 , 1 Jo 3x4= 7 3x4 = 8 2x4 II 6 2x4 11 2x4 118-1-2 8-1-2 1-5-12 6-4-0 11-2-4 12-8-o 1-5-12 4-10-4 4-10-4 1-5-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.02 7 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.06 7 >999 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.13 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Cade IRC2009ITP12007 (Matrix) Weight:36 lb FT 10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 8=532/0-3-8(min.0-1-8),6=532/0-3-8(min.0-1-8) Max Horz 8=52(LC 4) Max Up1ift8=-216(1_C 5),6=-216(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-263/15,2-3=-395/122,3-4=-395/122,4-5=-263/14 BOT CHORD 1-8=-251275,7-8=-25/275,6-7=-25/275,5-6=-25/275 WEBS 2-8=-385/298,4-6=-385/298 NOTES `�,�,pp D0 1)Unbalanced roof live loads have been considered for this design. i`�'��+ 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right lr exposed;Lumber DOL=1.33 plate grip DOL=1.33 Ci$��►ssr , 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom ©� chord and any other members. Oa 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Ot=1b)8=216,6=216. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. , LOAD CASE(S)Standard 0 &L E°P 0 85REGO P r 9 (i( 201 12 �}- J Q �SEPH HENEWAl. DATE: 12/31/2013 May 20,2013 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-1 V)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation ofthe component is responsibility of building designer or owner ofthe trusses and installer.Lateral restraint , designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility ofthe building designer or owner ofthe trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, * delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from t�C SBCA at www.sbandust .com. V ,•�7Y Li7 Job Truss Truss Type Qty Ply Reality-Djernes 16758107 81305102 E01 Common Truss 2 1 Job Reference o tional ProBuild Arlington,Adington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon May 20 11:49:00 2013 Page 1 8-1-2 ID:gUxPDfUnaZdQelaYVsSaebyZ841-9n9Y7ab9MBPi75cJ8ZI\kghM4wpBgRWvkXKj7JzEco1 5-11-12 11-5-0 16-10-4 22-10-0 5-11-12 5-5-4 5-5-4 5-11-12 4x4 11 Scale=1:42.5 3 6.00 12 4x4 i 4x4 2 4 5 ql ? 0 0 4x4 = 4x4 = 7 8 2x4 i 6 5x10= 3x4 8-1-2 8-1-2 1-5-12 11-5-0 21-3-4 1 22-10-0 1-5-12 9-11-4 9-10-4 1-6-12 Plate Offsets(X.Y) r1'0-2-4.0-0-21.12 0 1 12 0-2-01,[4*01 12 0-2-01 r5,0 2 4 0 0 zl r7:0-5-0.0-3-01 LOADING(psq SPACING 2-0-0CSI DEFL in (loc) I/def! Vd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.16 7-8 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.78 Vert(TL) -0.39 7-8 >602 180 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:891b FT=10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc pudins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 9-2-11 oc bracing. WEBS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 8=955/0-3-8 (min.0-1-9),6=96310-5-8(min.0-1-9) Max Horz 8=-93(LC 3) Max Uplift 8=-347(LC 5),6=-351(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(!b)or less except when shown. TOP CHORD 1-2=-337/42,2-3=-900/289,3-4=-900/290,4-5=-299/76 BOT CHORD 1-8=0/283,7-8=-3551955,6-7=-2591940 WEBS 2-7=-302/302,3-7=-92/440,4-7=-288/296,2-8=-1093/607,4-6=-1121/609 NOTES L� 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp C;enclosed;MWFRS(!ow-rise)gable end zone;cantilever left and right AS�C exposed;Lumber DOL=1.33 plate grip DOL=1.33 ' 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. ©x 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom 02 chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)8=347,6=351, 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �yp LOAD CASE(S)Standard y ,1♦JJ�oo,,.,�yy .X�°PRO s . 85 5P +' ORE Cf3N N V12,2q� SEPN Q FIENENA,DATE; 12/31/2013 May 20,2013 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-1 V)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consull ANSUTP!1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTINGLLC SBCA at www.sbcindust .cam. rob�__ Truss Truss Type Qty ply Reality-Djemes � 16758108 02 E02 COMMON 1 2 Job Reference o tions ProBuild Arington,Adington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon May 20 11:49:01' ......1, 1 ID:gUxPDfUnaZdOelaYVsSaebyZ841-d—iwLwcn7SXZIFBgjyQkU'11 CfPrg2yB3GflzEco0 B-1-2 6-1-12 11-5-0 16-8-4 22-10-0 6-1-12 5-3-4 5-3-4 6-1-12 4x6 11 Scale=1:44.9 3 6.00 12 4x8 4x8 4 2 ci 5 1 1� 4x4 = 11 12 9 13 14 8 15 16 17 7 18 19 4.4 = 10 4x6 i Special Special Special Special Special 6 Special 3x6 II 8x8 = 3x6 II 4x6 ' Special Special Special Special 8-1-2 8-1-2 1-6-12 Hi-1 0-1 6-1-12 11-5-0 16-8-4 21-3-4 22-10-0 1-66 12 -6- 4-1-0 5-3-4 5-3-4 4-7-0 1-6-12 Plate users(X.Y) 11,0-1-12.0-2-O1 [2,0-3-90- 1-12 0-2-01,f7 0-4-0.Q:1-81 f8 0-4-0 Edge](9'0-4-0 0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.12 8-9 -999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.51 Ven(TL) -0.23 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.82 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IRC2009FFP12007 (Matrix) Weight:233 Ib FT 10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins. BOT CHORD 2 X 6 OF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std*Except* W4:2 X 4 HF No.2 REACTIONS (Ib/size) 10=5888/0-5-8 (min.0-2-15),6=5462/0-5-8(min.0-2-11) Max Horz 10=-92(LC 3) Max Uplift 10=-663(LC 5),6=-636(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2195/194,2-3=-5701/620,3-4=-5701/620,4-5=-2195/195 BOT CHORD 1-10=-110/1880,10-11=-662/6570,11-12=-662/6570.9-12=-662/6570,9-13=-662/6570, 13-14=-662/6570,8-14=-662/6570,8-15=-573/6551,15-16=-573/6551,16-17=-573/6551, 7-17=-573/6551,7-18=-573/6551,18-19=-573/6551,6-19=-573/6551,5-6=-110/1880 S(} H pt WEBS 2-9=-63/2091,3-8=-398/4736,4-7=-60/2067,2-8=-1827/322,4-8=-18051321,2-10=-5621/609, As 4-6=-5598/609 NOTES 1)2-ply truss to be connected together with 10d(0.131'X3")nails as follows: Og Top chords connected as follows:2 X 4-1 row at 0-7-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have �pR4yy been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. i9fa.�7o 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right w �Al exposed;Lumber DOL=1.33 plate grip DOL=1.33 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Ot--Ib)10=663,6=636. y� PR /� 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. :'e.. PRo- 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ! 10)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)943 Ib down and 60 Ib up at 2-0-12,943 Ib down and 60 Ib up at 3-11-4,943 Ib down and 60 Ib up at 5-11-4,943 Ib down and 60 Ib up at 7-11-4,943 It,down and 60 Ib up at 9-11-4,943 Ib down and 60 Ib up at 11-11-4,943 Ib down and 60 Ib up at 13-11-4,943 Ib down and 60 Ib up at 15-11-4,and 943 Ib down and 60 Ib up at 17-11-4,and 943 Ib down and 60 p �ryCG Ib up at 19-11-4 on bottom chord.The design/selection of such connection device(s)is the responsibility of others. O 1' LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) OREGON Vert:1-5=-20,1-3=-64,3-5=-64 e(, �a� (�/ Continued on page 2 ✓O[1CVV RENEWAL DATE: 12/31/2013 May 20,2013 AWARNING-Verity design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an Individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner ofthe trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, uc�I }w�/� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from �+QNSULr�NG LLC SBCA at www.sthchcustry.com. Job Truss Truss Type Oty Ply Reality-Djemes .. 16758108 61305102 E02 COMMON 1 2 Job Referenceo tional ProBuild Arlington,Adington,WA 98223,List] 7.250 s Aug 252011 MiTek Industries,Inc. Mon May 2011:49:01 2013 Page 2 ID:gUxPDfUnaZdQelaYVsSaebyZ841-d—iwLwcn7SXZIFBViHpkhuD_vKCfprg2yB3GflzEcoO LOAD CASE(S)Standard Concentrated Loads(Ib) Vert:9=-943(F)11=-943(F)12=-943(F)13=-943(F)14=-943(F)15=-943(F)16=-943(F)17=-943(F)18=-943(F)19=-943(F) � jD PROFS ttif $5525PE r OREGON IRENEWAL DATE: 12/31/2013 IS WAS A' o a May 20,2013 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-1 V)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,OSB-89 and BCSI(Building Component Safety Information)available from CONSUIT/NG LLC SBCA at www.sbcindusl .com. Job Truss Truss Type Qty PlyReality-Djernes � 81305102 SRA GABLE 1 1 eference Job Ro tions 16758109 ProBuild Arlington,Adington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon May 20 11:49:02 2013 Page 1 8-1-4 ID:gUxPDfUnaZdQelaYVsSaebyZB41-5AGJYGdPumfQNPmiG_KzE6m9okcl8SjCBrpgBC2Eco? 15-5-8 30-11- 15-5-8 15-5-8 Scale=1:50.7 4x4 II 3.00 12 7 8 9 6 10 5 11 4 12 3 13 2 14 1 15 v a o• 0 0 3x4% 28 27 26 25 24 23 22 21 20 19 18 17 16 3x4 5x6-- B-1-4 30-11-0 30-11-0 Plate Offsets(X.Y): f22 0-3-0 0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.51 Vert(LL) n/a - n/a 999 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.30 Vert(TL) We - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.14 Horz(TL) 0.00 15 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:1051b FT=10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 30-11-0. (lb)- Max Harz 1=66(LC 3) Max Uplift All uplift 100 Ib or less at joint(s)1,15,23,24,25,26,21,20,19,18 except 27=-278(LC 9),28=-281(LC 3), 17=-278(LC 10),16=-281(LC 4) Max Grav All reactions 250 Ib or less at joint(s)1,15,22,23,24,25,26,27,21,20,19,18,17 except 28=697(LC 9), 16=697(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-28=-475/314,14-16=-475/314 NOTES � H 1 Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;1OOm h;TCDL=4.2psf;BCDL=6.0 sf;h=25ft;Cat.11;Exp C;enclosed;MWFRS(low-rise p p )gable end zone;cantilever left and fight exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as yj applicable,or consult qualified building designer as per ANSI/TPI 1. _ 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord beading. 6)Gable studs spaced at 1 oc. 7)This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom A chord and any other members. V 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,15,23,24,25,26,21,20,19,18 except Qt=1b)27=278,28=281,17=278,16=281. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. n - LOAD CASE(S)Standard 8 25PE < OREGON N SE kA a RENEWAL DATE: 12/31/2013 May 20,2013 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraintilk designations shown on indiv dual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSIRPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULT/NG�(C SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Real'Ry-Djemes 16758110 81305102 SRB GABLE i 1 Job Reference o tions ProBuild Arlington,Ar ington,WA 98223,List] 7.250 s Aug 25 2011 Mi7ek Industries,Inc.Mon May 20 11:49:03 2013 Page 1 5-9-5 5-9-5 ID:gUxPDfUnaZdQelaYVsSaebyZ841-ZMghlcelf3nH --yphsC nJJV 7�lpMLQVYNjezEco_ 8-1-2 5-9-5 1574 23-1-5 28-190.11 r 33-4-0 -9-5 4-5-5 4x4 11 Scale=1:66.3 2x4 4 6.00 12 3x4 i 3x4 3 5 2x4 2x4 x4 4x4 4x4 2 6 2x4 2x4 II 3x4 4 II 7 1 2x4 I 2x4 oI 19 13 2x4 I 12 30 31 2x4 11 2x4 11 32 33 10 9 8 3x6 i 3x4= 2x4 11 2x4 II 5x8 2x4 II 2x4 11 4x4 4x4 2x4 3x4 i 3x4 = B-1-2 8-1-2 8-1-2 1-6-12 9-5-6 17-4-0 25-2-10 30-1-4 33-4-0 �1-6-12} 7-10-10 7-10-10 7-10-10 4-70-10 --- 3 2 12 Plate Offsets(X.Y)* 11,0-2-10.Q-1-81 [10-1-12.0-2-01 L6 0-1-8.0-1-121, n-1-a n-2-0],_[10 0-1-12 0-2-01 It 1-0_e-09-3-01(12'0-1-12 0.0-61 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.18 11-12 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.32 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.56 Horz(TQ 0.07 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:187 lb FT=10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std*Except* WEBS 1 Row at midpt 5-11,3-11,2-13 W5,W4:2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 9=2070/0.5-8(min.0-3-7),8=-439/Mechanical,13=1353/0-5-8(min.0-2-4) Max Horz 13=164(LC 5) Max Uplifl9=-581(LC 6),8=-439(LC 1),13=-443(LC 5) Max Grav 9=2070(LC 1),8=154(LC 5),13=1353(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shovm. TOP CHORD 1-2=-311/0,2-3=-1800/535.3-4=-1223/428,4-5=-1223/437,5-6=-1055/324,6-7=-257/896, fin 7-8=-137/460 `W3�+ II BOT CHORD 1-13=01258,12-13=-590/1621,12-30=-403/1439,30-31=-40311439,11-31=-40311439, 11-32=-189/1038,32-33=-189/1038,10-33=-189/1038 .�- � AS� WEBS 4-11=-216/713,5-10=-4861223,6-10=-206/1101,3-11=-631/370,3-12=-30/317,2-13=-1836/703, ' 6-9=-1953/603,7-9=-756/261 ©� NOTES g 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;t00mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.Il;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33iyp 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as Q 700 applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable studs spaced at 2-0-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Refer to girder(s)for truss to truss connections. - 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt--1b)9=581,8=439,13=443. PRQ 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. �• U f.fT � (p� - 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard 9 5 E OREGQ12 N�,� �Q JaSEPH O� DATE' HENEV4►AI. . May 20,2013 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Tk of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility ofthe building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTINGLLC SBCA at www.sbcindust .com. I I Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless x,y 1 �4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) J L Apply plates to both sides Of truss 1. Additional stability bracing far truss system,e.g.diagonal orX-bracing,is always required. See and fully embed teeth. BCSI1. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative T.I,or Eliminator bracing should be 0-1/1 G 1 2 3 considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. c1-2 c2-3 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and all other interested parties. WEBS c3o 4 5. Cut members to bear tightly against each other. p 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint 0 �`� 3 �y3 locations are regulated by ANSI/TPI 1. For 4 x 2 orientation,locate = y O 7. Design assumes trusses will be suitably protected from the environment in accord with O a° U ANSIITPI1. u plates 0- ab"from outside 0- 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 0 CL edge of truss. 0 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative C7-8 c6-2 c5-6 treated,or green lumber. BOTTOM CHORDS 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General This symbol indicates thepractice is to camber for dead load deflection. 8 7 6 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. required direction of slots in 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that connector plates. specified. 13.Top chords must be sheathed or purlins provided at spacing indicated on design. *Plate location details available In MiTek 20/20 14.Bottom chords require lateral bracing at 10 ft.spacing,or less,if no ceiling is installed,unless software or upon request. otherwise noted. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 15.Connections not shown are the responsibility of others. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 16.Do not cut or alter truss member or plate without prior approval of an engineer. THE LEFT. 17.Install and load vertically unless indicated otherwise. PLATE SIZE 18.Use of green or treated lumber may pose unacceptable environmental,health or performance CHORDS AND WEBS ARE IDENTIFIED BY END JOINT risks.Consult with project engineer before use. The first dimension is the plate 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing 4 X NUMBERS/LETTERS. icturesalone isnot sufficient. width measured perpendicular P to slots.Second dimension is 20.Design assumes manufacture in accordance with ANSlrrPI 1 Quality Criteria. the length parallel to slots. 21.approval,fin through the building dis otherwise esigner or od to w er of the d in Wssessof the loads ane of these d relns ated PP 9 9 9 PRODUCT CODE APPROVALS design assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual designLATERAL BRACING LOCATION These trudrawsses ICC-ES Reports: 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSIrrPI 1 and related proprietary information. Indicated by symbol shown and/or 23.It is extremely important to property install temporary lateral restraint and diagonal bracing,in ESR-131 1,ESR-1352,ER-5243,9604B, accordance with BCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). by text in the bracing section of the 9730,95-43,96-31,9667A 24.Sheathing applied in the plane of the truss is not considered in the design of the individual truss output. Use T,I Or proprietay bracing NER-487,NER-561 components unless specifically noted. (e.g.eliminator) if Indicated. 95110,84-32,96-67,ER-3907,9432A 25.Graphical purlin representation,if shown,does not depict the size or orientalion of the purlin along the top and/or bottom chord.Purlins must be designed by others for size,and positioned in such a way as to support the imposed load along the clearspan of the purlin. BEARING 26.Due to the lateral thrust developed by scissor type trusses,if scissor type trusses are part of this design,careful consideration should be given to bearing wall conditions.Bearing walls of scissor type trusses should be designed in such a manner that the walls will safely withstand Indicates location where bearings the lateral forces of the trusses.Consideration of these items is not a part of this truss design (supports) occur. Icons vary but and is not the responsibility of the truss plate supplier,the truss designer,nor the truss 1 reaction section indicates joint ©2011 DrJ Consulting,LLC All Rights Reserved fabricator. Competent professional advice should be secured relative to these items. 27.The accuracy of the truss design drawing relies upon accurate metal plate connector number where bearings occur. design values as published by MiTek and accurate design values for solid sawn lumber. Design values(E,Emin,Fb,Fc,Fcp,Ft,and Fv)for solid sawn lumber and approved, grade stamped,fngerjointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing Industry Standards: agencies approved by the Board of Review of the American Lumber Standards ANSI/TPII: National Design Specification for Metal Committee in accordance with the latest edition ofANSI/TPI1 Section 6.3. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. DrJ Consulting, LLC BCSII: Building Component Safety Information, 6300 Enterprise Lane Guide to Good Practice for Handling. CONSUL TING LLC Madison,WI 53719 Installing&Bracing of Metal Plate Connected Wood Trusses. I ,� tz CITY OF PORT ANGELES FIRE DEPARTMENT PERMIT 321 East 5`h Street, Port Angeles, WA 98362 Application Number . . . . . 13-00000669 Date 7/02/13 Application pin number . . . 626942 Property Address . . . 1519 AURORA CT ASSESSOR PARCEL NUMBER: 06-30-01-7-5-0130-0000- Application type description FIRE SPRINKLER SYSTEM Subdivision Name . . . . . . Property Use . . . . . . . . Property Zoning . . . . . . . RS9 RESDNTL SINGLE FAMILY Application valuation . . . . 3000 ---------------------------------------------------------------------------- Application desc RESIDENTIAL FIRE SPRINKLER SYSTEM ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ MICHAEL R AND TAMI L DJERNES INNOVATED FIRE SPRINKLERS 1306 TORREY LN 81 NEW HAVEN LANE NAMPA ID 83686 PORT ANGELES WA 98362 (208) 989-8864 (360) 452-7583 ---------------------------------------------------------------------------- �. Permit . . . . . FIRE SPRINKLER RESIDENTIAL Additional desc 4) Permit Fee . . . . .00 Plan Check Fee .00 Issue Date . . 7/02/13 Valuation . . . . 3000 Expiration Date 12/29/13 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total .00 .00 .00 .00 Plan Check Total .00 .00 .00 .00 (1 Grand Total .00 .00 .00 .00 This permit becomes null and void if work authorized is not commenced within 180 days, if work is suspended or abandoned for a period of 180 days afer the work has commenced, or if required inspections have not been requested with 180 days from the last inspection. I hereby certify that I have read and examinal this application and know the same to be true and correct. All provisions of recognized standards, laws and ordinances governing this type of work will be compled with whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the rovisions of any state or local law regulating the work specified in the permit. I-ILQ-jz� 7A/0 Signature of Contractor or A rthorized Agent Date Signature of Owner(if Owner is builder) Date FIRE PERMIT INSPECTION RECORD Call 360-417-4655 for fire inspections. Please provide a minimum 24-hour notice. It is unlawful to cover, insulate or conceal any work before inspected and accepted. Post permit in a conspicuous location. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE Inspection Type Date Passed Comments FIRE SPRINKLER Underground piping hydrostatically tested Underground piping flushed Interior piping hydrostatically tested Interior piping inspection Dry system air tested at 40 psi (24 hours) Sprinkler final FIRE ALARM Rough-in inspection Alarm final . LP-GAS Completed by Contractor: Underground piping inspection/pressure test Test#I Above ground piping inspection/pressure test Piping pressure test psi Time initiated Tank(container) inspection Test#2 Appliance inspection Piping pressure test psi Time initiated LP-gas final UNDERGROUND STORAGE TANK(UST)ABANDONMENT Removal of flammable/combustible liquids Tank appropriately abandoned UST abandonment final PERMIT OTHER(specify) permit final GENERAL COMMENTS: 2/15/00 scar i3-&O °RF..j�% FIRE-RELATED PERMIT APPLICATION CITY OF PORT ANGELES For City Use Only: L-- IN, Attn: Building Permit Technician Date Received (O A0K-d 321 E. Fifth St., Port Angeles, WA 98362 Permit# /3 49&JY (360)417-4815 fax(360)417-4711 Applicant t Phone Property Owner f 1.;c L o-e t Y 7-c,�,, ` ` {� 2T Phone Property Owner's Address Contractor /AMOV19j r / �,=,5� /� _ s Phone LIS2- - ?,S-01 Contractor's Address License # I AeCIV)c OL-NOX-Expires E-mail PROJECT ADDRESS S/ 4L-.,-V- a V-c-, C,0 L,V- Project Business /flame Fire Alarm System ❑ Residential ❑ Multi-family ❑ Commercial ❑ Industrial Check all that apply Briefly describe the project: ❑ One addressable loop ❑ One zone ❑Additional zones List quantity of additional zones PROJECT VALUATION(labor& materials) $ Fire Sprinkler System `residential ❑ Multi-family ❑Commercial ❑ Industrial Check all that apply l Briefly d scri the r00%ect: Installing backflow protection device(s)? c- 2- i(�� ❑ yes ❑ no 52 inch water line (list quantity of devices) >2 inch water line (list quantity of devices) PROJECT VALUATION(labor& materials) $ Q d d Hood/ Duet Fire Suppression.System ❑ Residential ❑ Multi-family c Commercial ❑ Industrial Check all that apply Briefly describe the project: Will only the fire suppression system be installed or altered? ❑ yes ❑ no Will a hood and/or ductwork be installed or altered? ❑ yes' ❑ no "If yes, a mechanical permit will also be needed. PROJECT VALUATION(labor&materials) $ /have read and completed this application and know it to be true and correct. lam authorized to apply for this permit and understand that it is my responsibility to determinewhat permits are required, and o obtain permits prior tp working onrojct_ Date rD /7/2 Print Name-V)l vlce ��c �j Q -Q� Signature T:Forms/Building/Fire-related permit application -14TH STREET T _� Z 4i ' T .urg..•1.�5�• -- --- - __ �. _ t 19N12 i i-�� I L. _ I ; 14D '■ 1l O 1 I �p° I ,�r'1 I 1 G;(3 NO I t p o 5 .o m l x u! I L I4o I• '�' re I L—1oa__J �•{ toa_ _h L �t"r— _ TOT -l04'_ '�� ids `8 'I• 1 1 I _ 1 IZ ..i 14 1 I . I 19 I 12 � '.I� r1 L. 4 � I 4) off• I�Qoo sF I m (+I(�; I I goo° I _...... o I q IN`` L— --,'_ C i r 104' 104' — Il�lq I I I 1�2d it n I . g ! r m..='I O� SES I `° I O� SES I °_' ++�a IGo ioa'_ err"`� _ 1_04' — — loa� _ -1 J�l-.' ,• �' �,' 1 � I Q m tr s i'i m 's I r• ! 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