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HomeMy WebLinkAbout1313 Forest Tr. Address: 1313 Forest Tr PREPARED 6/04/13, 15:43:53 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE, ' .6/04/13 A. ADDRESS . : 1313 FOREST TR SUBDIV: CONTRACTOR REALITY HOMES INC. PHONE (253) 926-6822 OWNER SMITH, SHELLY PHONE (360) 797-1337 PARCEL 06-30-14-6-7-0130-0000- APPL NUMBER: 12-00001059 RES NEW SFR ------------------------------------------------------------------------------------------------ PERMIT: BPR 00 BUILDING PERMIT - RESIDENTIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ----------------------—--------—-——-----------—--------—- --- - -- BL1 01 10/11/12 JLL BLDG FOUNDATION FOOTING 10/11/12 AP October 11, 2012 8:52:29 AM pbarthol. no name 280-8127 October 11, 2012 4:45:48 PM jlierly. BL2 01 10/17/12 JLL BLDG FOUNDATION STEM WALL 10/17/12 AP October 17, 2012 9:17:36 AM pbarthol. 360-280-8127 - October 17, 2012 4:17:47 PM jlierly. BL3 01 11/09/12 JLL BLDG FRAMING 11/09/12 AP November 9, 2012 2:31:53 PM jlierly. under floor framing November 9, 2012 2:32:53 PM jlierly. BL9 01 12/20/12 JLL BLDG SHEARWALL 12/20/12 AP December 20, 2012 8:27:14 AM pbarthol. Mickey 360-589-8287 December 20, 2012 4:44:18 PM jlierly. BL3 02 1/31/13 JLL BLDG FRAMING 1/31/13 AP January 31, 2013 8:46:12 AM pbarthol. Lowell 253-926-0111 January 31, 2013 4:22:56 PM jlierly. - BAIR O1 2/15/13 PB BLDG AIR SEAL 2/19/13 AP February 14, 2013 11:11:20 AM pbarthol. 360-502-1317 February 19, 2013 9:54:30 AM pbarthol. ELI O1 2/15/13 PB BLDG INSULATION 2/19/13 AP February 15, 2013 12:07:07 PM pbarthol. cy 360-502-1317 February 19, 2013 9:54:30 AM pbarthol. BL99 01 5/29/13 PB BLDG FINAL 5/30/13 DA May 28, 2013 10:20:41 AM pbarthol. Shelly 797-1337 Call first May 30, 2013 8:36:50 AM pbarthol. Propane tank set directly below egress window for bedroom. fireplace not working, no way to test function. BL99 02 6/04/13 J BLDG FINAL June 4, 2013 3:45:13 PM pbarthol. PERMIT: ME 00 MECHANI PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ----—- ----—-----------------------------—------------------------ -- ME1 01 1/31/13 JLL MECHANICAL ROUGH-IN 1/31/13 AP January 31, 2013 8:48:15 AM pbarthol. Lowell 253-926-0111 January 31, 2013 4:22:56 PM jlierly. ----------------------------------- CONTINUED ONTO NEXT PAGE ----------------------------------- CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 :.rte Application Number . . . . 12-00001059 Date 8/22/12 Application pin number . . . 876545 Property Address . . . . . . 1313 FOREST TR /� /{�/ ASSESSOR PARCEL NUMBER: 06-30-14-6-7-0130-0000- REPORT SALES T/Y/� Application type description RES NEW SFR Subdivision Name . . . . . . on your state excise tax form Property Use Property Zoning to the CityRS9 RESDNTL SINGLE FAMILY of Port Angeles Application valuation . . . . 151710 1 (Location Code 0502) ---------------------------------------------------------------------------- Application desc 1614 SF SFR/ 484 SF GARAGE ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ SMITH, SHELLY REALITY HOMES INC. 112 W 9TH ST 1308 ALEXANDER AVE EAST PORT ANGELES WA 98362 TACOMA WA 98424 (360) 797-1337 (253) 926-6822 ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT -RESIDENTIAL Additional desc 1614 SF SFR/484 SF GARAGE Permit Fee 1311.45 Plan Check Fee 852.44 Issue Date 8/22/12 Valuation . . . . 151710 Expiration Date 2/18/13 Qty Unit Charge , Per Extension BASE FEE 1020.25 52.00 5.6000 THOU BL-100,001-500K (5.60 PER K) 291.20 ----------------------------------------------------------------------------- Permit . . . . . . MECHANICAL PERMIT Additional desc . . Permit Fee . . . . 115.10 Plan Check Fee .00 Issue Date . . . . 8/22/12 Valuation . . . . 0 Expiration Date 2/18/13 Qty Unit Charge Per Extension BASE FEE 50.00 1.00 14.8000 EA ME-FURN/HP/FAU < OR = 5 TON 14.80 4.00 7.2500 EA ME-VENT FAN (SINGLE DUCT) 29.00 1.00 10.6500 EA ME-VENT SYSTEM (NON-HVAC) 10.65 1.00 10.6500 EA ME-HOOD/DUCT-MECH. EXHAUST 10.65 -------- Permit . . . . . . PLUMBING PERMIT. Additional desc . ' Permit Fee . . . . 170.00 Plan Check Fee .00 Issue Date . . . . 8/22/12 Valuation . . . . 0 Expiration Date 2/18/13 Qty Unit Charge Per Extension BASE FEE 50.00 8.00 7.0000 EA PL-PLUMBING TRAP 56.00 1.00 7.0000 EA PL-WATER LINE 7.00 4.00 7.0000 EA PL-DRAIN VENT PIPING 28.00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of constructi n. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit t A BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in Water Line(Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted by AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall Interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pump/Fumace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted by MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction- R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 : CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 O1! Page 2 Application Number . . . . . 12-00001059 Date 8/22/12 Application pin number . . . 876545 Qty Unit Charge Per Extension REPORT SALES TAX 1.00 7.0000 EA PL-LAWN SPRNKLR BCKFLW PREV 7.00 on your State excise tax form 1.00 15.0000 EA PL-SEWER LINE 15.00 to the Cit of Port Angeles 1.00 7.0000 EA PL-WATER HEATER 7.00 Y y --------------------------------------------------------------- (Location Code 0502) Special Notes and Comments August 15, 2012 3:53:27 PM tamiot. Underground electrical service will need to be routed to the green electrical pedestal at the south west corner. August 17, 2012 8:08:00 AM rbecker. If you are installing a fire system, or lawn sprinkler system, please contact me. So we can determine if you will need a backflow installed. Ron Becker(backflow Inspector) 360-417-4886, E-mail rbecker@cityofpa.us or fax:360-452-4972 Address numbers shall be plainly visible from the street. Address numbers shall be a minimum of six inches high and be of contrasting color from the background. August 20, 2012 12:58:09 PM sroberds. The proposal will result in a new sfr and detached accessory structure in the RS-9 for total lot coverage of 23k and site coverage of 43&. No land use issues as proposed. Ditches & 8" culverts will be installed to City Stanards. See Public Works Engineering for Standards. Driveway and culvert installation. 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. Sanitary sewer connection inspection is required by Public Works prior to back fill of ditch. 24 hour advance notice is required. Public Works Inspection request line 417-4831 Construct driveway and Sidewalks to City Standards. Concrete with exposed aggregate or other non-standard finishes(including colors or dyes)are not allowed in the City road right of way. Broom finish only. Existing sidewalk will need to be removed at driveway, sidewalk to be 6" thick. An inspection by Public Works Engineering is required prior to pouring concrete. Public Works inspection request line 417-4831 ---------------------------------------------------------------------------- Other Fees . . . . . . . . . RES UNDERGRND SERVICE FEE 770.00 SEWER SYSTEM DELV CHARGE 2260.00 STATE SURCHARGE 4.50 PW WATER SYSTEM USE FEE 2260.00 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 1596.55 1596.55 .00 .00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of con ruction. Date Print Name Signature of Contractor or Authorized Agent Sign ure of Owner(if owner is builder) T:Forms/Bullding Division/Bull ding Permit i { S 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 Onl ) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pump/Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted 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 CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY & ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 or Page 3 Application Number . . . . . 12-00001059 Date 8/22/12 Application pin number . . . 876545 Plan Check Total 852.44 852.44 .00 .00 REPORT SALES TAX Other Fee Total 5294.50 5294.50 . .00 .00 Grand Total 7743.49 7743.49 .00 .00 on your state excise tax form to the City of Port Angeles (Location Code 0502) Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permitbecomes 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 QA BUILDING PERMIT INSPECTION RECORD � PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS-- CSS 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 O-/'7 ./Z 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 Pump/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 N) 1 Electrical 417-4735 Construction- R.W. PW /Engineering 417-4831 (> Fire 417-4653 Planning 417-4750 Building 417-4815 _F OF POftT 1yC ice", CITY OF PORT ANGELES PUBLIC WORKS & UTILITIES � v o� 321 EAST 5TH STREET, PORT ANGELES, WA 98362 wBi�Fs Application Number . . . . 12-00001059 Date 8/22/12 Application pin number . . . 876545 Property Address . . . . . . 1313 FOREST TR ASSESSOR PARCEL NUMBER: 06-30-14-6-7-0130-0000- REPORT SALES TAX 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 . . . . 151710 Application desc 1614 SF SFR/ 484 SF GARAGE ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ SMITH, SHELLY REALITY HOMES INC. 112 W 9TH ST 1308 ALEXANDER AVE EAST PORT ANGELES WA 98362 TACOMA WA 98424 (360) 797-1337 (253) 926-6822 ---------------------------------------------------------------------------- Permit . . . . . . PUBLIC WORKS RES WATER SERV Additional desc . . 5/8" DROP IN METER Permit Fee . . . . 420.00 Plan Check Fee .00 Issue Date . . . . 8/22/12 Valuation . . . . 151710 Expiration Date 2/18/13 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 . . . . 8/22/12 Valuation . . . . 151710 Expiration Date . . 2/18/13 Qty Unit Charge Per Extension 1.00 150.0000 EA SAN SEWER HOOKUP 150.00 ---------------------------------------------------------------------------- Permit . . . . . . DRIVEWAY INSTALLATION Additional desc . Permit Fee . . . . 180.00 Plan Check Fee .00 Issue Date . . . . 8/22/12 Valuation . . . . 0 Expiration Date . . 2/18/13 Qty Unit Charge Per Extension BASE FEE 180.00 ---------------------------------------------------------------------------- Special Notes and Comments August 15, 2012 3:53:27 PM tamiot. Underground electrical service will need to be routed to-the green electrical pedestal at the south west corner. August 17, 2012 8:08:00 AM rbecker. If you are installing a fire system, or lawn sprinkler system, please contact me. So we can determine if you will 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 loc law regulating construction or the performance of construction. r/ wwj/�) Signature of Contractor or Authorized Agent Date Signatur 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 417- BUILDING 4815 T:Forms/Building Division/Public Works Permit OP PORT�,O CITY OF PORT ANGELES PUBLIC WORKS & UTILITIES 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number . . . . . 12-00001059 Date 8/22/12 Application pin number . . . 876545 ----------------------- ------------------------------ REPORT SALES TAX Special Notes and Comments need a backflow installed. on your state excise tax form to the City of Port Angeles Ron Becker(backflow Inspector) 360-417-4886, E-mail (Location Code 0502) rbecker@cityofpa.us or fax:360-452-4972 Address numbers shall be plainly visible from the street. Address numbers shall be a minimum of six inches high and be of contrasting color from the background. August 20, 2012 12:58:09 PM sroberds. The proposal will result in a new sfr and detached accessory structure in the RS-9 for total lot coverage of 23% and site coverage of 43&. No land use issues as proposed. Ditches & 8" culverts will be installed to City Stanards. See Public Works Engineering for Standards. Driveway and culvert installation. 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. Sanitary sewer connection inspection is required by Public Works prior to back fill of ditch. 24 hour advance notice is required. Public Works Inspection request line 417-4831 Construct driveway and Sidewalks to City Standards. Concrete with exposed aggregate or other non-standard finishes(including colors' or dyes)are not allowed in the City road right of way. Broom finish only. Existing sidewalk will need to be removed at driveway, sidewalk to be 6" thick. An inspection by Public Works Engineering is required prior to pouring concrete. Public Works inspection request line 417-4831 ---------------------------------------------------------------------------- Other Fees . . . . . . . . . RES UNDERGRND SERVICE FEE 770.00 SEWER SYSTEM DELV CHARGE 2260.00 STATE SURCHARGE 4.50 PW WATER SYSTEM USE FEE 2260.00 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 750.00 750.00 .00 .00 Plan Check Total .00 .00 .00 .00 Other Fee Total 5294.50 5294.50 .00 .00 Grand Total 6044.50 6044.50 .00 .00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work as commenced,or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Signature of Contractor or Authorized Agent Date Signature of Owner(if owner is builder) Date T:Forms/BuildinS Division/Public Works Permit t PERMIT INSPECTION RECORD CALL 417-4831 FOR UTILITY INSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. ITIS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INA CONSPICUOUS LOCATION. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE INSPECTION TYPE DATE ACCEPTED COMMENTS YES NO PW UTILITIES (Engineering Division) WATERLINE/METER SEWER CONNECTION SANITARY STORM SITE DRAINAGE SITE EROSION CONTROL PARKING SIDEWALK CURB&GUTTER DRIVEWAY APPROACH BACK-FLOW DEVICE FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO CONSTRUCTION R.W./PW/ CONSTRUCTION-R.W. ENGINEERING 417-4807 PW/ENGINEERING FIRE 417-4653 FIRE DEPT. PLANNING DEPT. 4174750 PLANNING DEPT. BUILDING 417- BUILDING 4815 T:Forms/Building Division/Public Works Permit PREPARED 10/17/12, 10:32:03 INSPECTION TICKET PAGE 5 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 10/17/12 ------------------------------------------------------------------------------------------------ ADDRESS . : 1313 FOREST TR SUBDIV: CONTRACTOR REALITY HOMES INC. PHONE (253) 926-6822 OWNER SMITH, SHELLY PHONE (360) 797-1337 PARCEL 06-30-14-6-7-0130-0000- APPL NUMBER: 12-00001059 RES NEW SFR ------------------------------------------------------------------------------------------------ PERMIT: BPR 00 BUILDING PERMIT - RESIDENTIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ BL1 01 10/11/12 JLL BLDG FOUNDATION FOOTING 10/11/12 AP October 11, 2012 8:52:29 AM pbarthol. no name 280-8127 October 11, 2012 4:45:48 PM jlierly. BL2 01 10/17/12 BLDG FOUNDATION STEM WALL tf October 17, 2012 9:17:36 AM pbarthol. 360-280-8127 -------------------------------------- COMMENTS AND NOTES -------------------------------------- PREPARED 10/11/12, 9:11:40 INSPECTION TICKET PAGE 4 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 10/11/12 ------------------------------------------------------------------------------------------------ ADDRESS . : 1313 FOREST TR SUBDIV: CONTRACTOR REALITY HOMES INC. PHONE (253) 926-6822 OWNER SMITH, SHELLY PHONE : (360) 797-1337 PARCEL 06-30-14-6-7-0130-0000- APPL NUMBER: 12-00001059 RES NEW SFR ------------------------------------------------------------------------------------------------ PERMIT: BPR 00 BUILDING PERMIT - RESIDENTIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ----------------------------------------------------------------------------------------- BL1 01 10/11/12 BLDG FOUNDATION FOOTING October 11, 2012 8:52:29 AM pbarthol. no name 280-8127 -------------------------------------- COMMENTS AND NOTES -------------------- ------------------ CITY OF ORT N-G �, SFor City Use w:u Permit # W A S M I N G T O N . U . 0 . c n 321 East S`'' Street Date Received:�'� ' i�' zQ % 'i Port Angeles, WA 98362 Date Approved: AWA a- �- :5> -- P: 360-417-4817 F: 360-417-4711 o m o C hcatuzogcityofpa.us m Building Permit Application Project Address: �� � -�) I ` Por4 Aoq&5 k la a Main Contact: Phone # 4J5 0 1646 Property Name5 k�L Sryy'�� '66P one O { -1 '3 8 7 Owner Mailing Address �� Email , C), n raj-f , 4hcV,C City V 1 ZIQIS (�c t V U �l�O� Stats n Zip n 6 c� Contractor Nan, �\k k 0 i�'1 Q,8 rno2,5: --rn- wag btailing Address Vl Email city sw , o m Contractor License # �� �� � � Expiration: _I� a t4,/ Project Value: tZoning:� Tax Parcel# Lot# $ a s �a i 6 a --S 9 ou �a � 410-101 b o 13 Type of ResidentiaTA Commercial ❑ Industrial ❑ Public ❑ Permit Demolition ❑ Fire ❑ Repair ❑ Reroof(tear off/lay over) ❑ For the following,fill out both pages of permit application: New Construction )4 Remodel ❑ Addition ❑ Tenant Improvement ❑ Mechanical Plumbing )( Other ❑ Existing Fite sprinkler System? Maximum height of-structure Proposed Bedrooms Proposed Bathrooms Yes ❑ No 13L, o� 0 1 0� Project �,a � �9 � 7� 'Description I have read and completed the application and know it to be true and correct.I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required,and to obtain permits prior to working on projects.I understand the plan review fee is not refundable after 'review has occurred.I understand that I will forfeit 20%of the review fee if I cancel or withdraw the application before plan review has occurred.l understand that if the permit is not issued within 180 days of receipt,the application will be considered abandoned,and the fees forfeit. 7 Print Name Signature Residential Structures Area Description(SQ FT) Existing Proposed Minimum$ For Office Use value Basement ( n Oak, First Floor 1 i( � �L) p1 Second Floor {✓t 7 ld Covered Deck/Porch/Entry Deck Garage Carport Other(describe) Area Totals Commercial Structures Area Description(SQ FT) Existing Proposed Minimum$ For Office Use value Structure(s) Addition Tenant Improvement Other(describe) Area Totals Lot Site Coverage Calculations �7 Footprint(SQ FT)of all Structures: Lot Size: G� t .' s � %Lot Coverage t >% 'ZI Oc1 q SQ FT Site coverage(all impervious+ %Site Coverage structures) q 0 4 O ` Mechanical Fixtures Indicate how many of each type of fixture to be installed or relocated as part of this project. Air Handler Size: # Haz/Non-Haz Piping #of Outlets: Appliance Vent # Heater(Suspended,Floor,Recessed wall) # Boiler/Compressor Size: # Heating/Cooling appliance # repair/alteration Evaporative Cooler(attached,not # Pellet Stove/Wood-burning/Gas # portable) Fireplace Gas Stove Gas Cook Stove/Misc. Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # Furnace/Heat Pump/ Size:+ C # Ventilation System # t Forced Air Unit © VJ G Plumbing Fixtures Indicate how many of each type of fixture to be installed or relocated Plumbing Traps # ! Fuel gas piping #of Outlets: Water Heater # Medical gas piping #of Outlets: Water Line # Vent piping # I Sewer Line # Industrial waste pretreatment # interceptor Other(describe): vice, �_ji :•h'r'"tp��'' ''•� lL.rJ j am,-`1' L'1C`�^l c't'i t_,j,,.,,U ?\1'^. �• C)C--31 C ``-�•''� � ��f !a7, I 'C G .r✓ 2`I y CONI-i � " 1 • r V i Prescriptive Energy Code Compliance for Single Family and Duplex Housing:Zone 1 Project Information Contact Information Shelly Smith Shelly Smith 1313 Forest Trail Drive, Port Angeles,WA 415-860-1046 Parcel No. 63014670130 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 Glazingiz a a 6 ru Glazing U-Factor Door 9 z Vaulted Wall Wall- int Wall• ext s Slab Option Area Ceiling s Above Below Below Floor on %of Floor Vertical Overhead" U-Factor Ceiling Grade Grade Grade Grade R-49 or R-21 R-21 R-10 01 13% 0.34 0.50 0.20 R-38 R-38R-10 R-30 2, Adv. R-49 or R-21 R-21 R-10 O II 25% 0.32 0.50 0.20 R-38 R-38 lilt 7 TB R-10 R-30 21 Adv. R-49 or R-21 R-21 R-10 O III Unlimited 0.30 0.50 0.20 R-38 R-38 lilt.7 TB R-10 R-30 21 Adv. See WSEC table 6-1 for footnotes Glazing:Schedule-Attachedav;Document :.:::.:.:.::::: .. ::::......._:.:.:::.:::................ ...... .;..:.;...........................:::.;:.::-:.:.:..:...:.. apply (SI :IN5Tf2t1CTILbNS)alsin` Pesc�rp.tive::d' tion. I. :.Il..g(. g.;..;.;:.:.- :. doorsmeet.maximum U factor Alternateheati, gsi26::ethedsubmifted; tiona;gr..:II;:Glazri :to;flooiaea1 .imit } :::. :. . ::::::::. : e:� Av �� Chf`� oe�VUSEC602. .i` _ve:ttt��vuirt.:.:owY:.gc�.:.... �..:oX-::.: iz'n a(cufatiion. IR .M 's �' 'f':of>the'l.eafr.. s'stems t Q :::::::..: ::::::.:.:l;::. :::. :..:.:::.:{:.:.::.:::::::::.::::::;..:.::::..:::::: : :::1:::.: .: .:. Radiant slab: [] R-10 foam insulation,continuous with thermal break(WSEC 502.1.4.9) Chapter 9 Options Total of 1 Credit Required Opt. Opt. Description 1a lHigh Efficiency HVAC Equipment 1 1 b High Efficiency HVAC Equipment 2 1c High Efficiency HVAC Equipment 3 2 High Efficiency HVAC Distribution System 3a Efficient Building Envelope 1 3b Efficient Building Envelope 2Ur 3c Super-Efficient Building Envelope 3 4a Air Leakage Control and Efficient Ventilation 4b Additional Air Leakage Control and Efficient Ventilation 5a Efficient Water Heating 5b High Effieciency Water Heating 1.5 J 6 Small Dwelling Unit 7 Large Dwelling Unit 8 Renewable Electric Ener "1200 kwh Total Credits '1.50 WSEC Prescriptive Worksheet(2010 edition)Zone 1 WSUEEP10-010 Copyright 2010 Glazing Schedule Project Infonnation Contact Information Shelly Smith Shelly Smith 1313 Forest Trail Drive, Port Angeles, WA 415-860-1046 Parcel No. 63014670130 Conditioned Floor Area 1614 Sum of UA for Heating System Sizing 72.4 Sum of All Glazing Areas From Below 215 Glazing to Floor Area Ratio 13.30% 602.7.2 Exception Ratio(not to exceed 1%)0 Exterior Doors Plan Component Door Percent Width Height Glazing Door Door ID Description Ref. U-factor Glazed Qt. Feet inch Feet In" Area Area UA 0.20 1 3 6 8 20.0 4.0 One Exempt Swinging Door<24 Square Feet 1 0.201 1 1 1 31 6 18 20.01 4.0 Sum of Glazing Area, Door Area, and UA (do not include exempt door) 20.04.0 Area Weighted U= UA/Area 0.20 Sum of Area and UA for Heating system size 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 Ino Feet inch Area UA Empire Pacific vinyl windows 0.30 2 1 3 5 12.5 3.75 0.30 1 4 3 6 14.0 4.20 0.30 2 5 4 40.0 12.00 0.30 1 5 6 10 34.2 10.25 0.30 1 16 1 4 24.0 7.20 0.30 3 6 5 90.0 27.00 Sum of Area and UA 214.71 64.40 Area Weighted U=UA/Area 0.30 WSEC Prescriptive Worksheet(2010 Edition) WSUEEP10-010 Copyright 2010 Overhead Glazing Plan Component Glazing Width Height ID Description Ref. U Qt. Feet inch Feet i"G' Area UA Sum of Area and UA Area Weighted U= UA/Area Doube Glazed Garden Windows Section 602.7.2 Exception Plan Component Width Height ID Description Qt. Feet 'no Feet inch Area UA Sum of Area Sum of Area X 3(This total is automatically included in the glazing area total.) Glazing UA for Heating System Size Only=Area X 0.63 WSEC Prescriptive Worksheet(2010 Edition) WSUEEPIO-010 Copyright 2010 Simple Heating System Size: Climate Zone 1 Project Information Contact Information Shelly Smith Shelly Smith 1313 Forest Trail Drive, Port Angeles, WA 415-860-1046 Parcel No. 63014670130 Indoor Design Temperature 70 Outdoor Design Temperature 28 Design Temperature Difference(AT) AT=Indoor-Outdoor Design Temp 42 Conditioned Floor Area 1614 Conditioned Volume 12912 Glazing Copy Sum of UA from Glazing Schedule 72 Attic U-Factor X Area = UA R-49 0.027 1614 43.6 R-38 Advanced 0.026 Single Rafter or Joist Vaulted Ceilings U-Factor X Area = UA R-38 Vented 0.027 Above Grade Walls U-Factor X Area = UA R-21 0.056 14561 81.5 Floors U-Factor X Area = UA R-30 0.029 1614 46.8 Below Grade Walls U-Factor X Area = UA 2' Depth Walls 0.042 3.5' Depth Walls 0.041 7' Depth Walls 0.037 Slab Below Grade F-Factor X Length = UA 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-10 Full-Heated 0.55 Sum of UA 244 Envelope Heat Load 10261 Btu/Hour Sum ofUAXAT Air Leakage Heat Load 5857 Btu/Hour ((Volume X 0.6)X AT)X.018)) Building Design Heat Load 16118 Btu/Hour Air Leakage+Envelope Heat Loss Building and Duct Heat Load 1.15 18536 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 Output 150% 27804 Btu/Hour Building and Duct Heat Loss X 1.50 WSEC Prescriptive Worksheet(2010 Edition) WSUEEPIO-010 Copyright 2010 12009 IBC LATERAL ANALYSIS JohnHodge,N.W. 261.5 Jahn Ave. N.W. Suite E•6 Gig Harbor,WA 98335 Phones(253)857-7055 FOR: REALITY HOMES Fax(2W)SW75% PLAN: SMITH RESIDENCE I PROJECT NUMBER SITE CRITE IAJ 12.0384 DESIGN WIND WIND (IBC)SEISMIC SOIL OCCUPANCY DATE ROOF SNOW SPEED EXPOSURE DESIGN PROFILE CATEGORY LOAD (MPH) CATEGORY 30 PSF 100 MPH C D D II 0709'12 SLOPE SPECIAL SITE GEOTECH SEISMIC SEISMIC MULTIPLE PER CONDITIONS REPORT PER SPECTRAL SPECTRAL SITES OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss <15% NONE NONE 0.609 1.409 NO t� � � aa00000 � oovvvvv v L ORIGINAL STAMP MUST BE RED TO BE VALID � SITE: i � '— o-it I �j`\ 1313 FOREST TRAIL DRIVE , . �J PORT ANGELES WA 98362xq TRUSS MANUFACTURER SHOP I i �'`� Rti `� I> i I DRAWINGS PROVIDED FOR R E C E I V i i �,,��':I *,(0�`jPj ENGINEERING REVIEW: NONE D COPYR*W©20rt �r SINGLE SITE ENGINEERING AUG 1'4 2012 DoN FNOT A EPrrERMG.MC. THIS ENGINEERING IS FOR WE89 OR PERMR LAN ORKaMAL RED SEAL (11 THE SITE AND CONDITIONS LISTED ABOVE ONLY CITY OF—PORT DO NOT ACCEPT COPY 01 BUILDING DIVISION Hodge engineering inc. Engineering Calculations Package For Plans Examiner This engineering calculations package contains lateral engineering, gravity load engineering, or both 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, gravity load engineering, or both. 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 ENGINEERING: 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. r 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. M J 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: If included in the scope of 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. Post and column calculations for typical members are also included. Loads to the foundation or soil a have reinforced footings where required. " s Every attempt has been made to make the engineering calculations and specifications as clear };v as possible for the plans examiner, builder, and building inspector. w k r WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw July 8,2012 13:29:49 Level 1 of 1 77.5' 75' 72.5' 88.4 88.4-84. 70'9.0 45.2 65 45.2- 17.1 67.5' 65' 62.5' `r C&C2;3,6 129.2 G " 60' s® r .. . __... _ _.. 57:6. 968 E-IuG2 _ 55' _.:.... .._^.._.... ......... N- _ ..._ _...... 52:5'. 4.7:5'. "283567 . ?-u?.�.. C' c�2 c cP 45, 42:5' N y i h� 40' 37.5' n ' G 35' NIG Na ,R 32.5' 30' C', I Cei w U.�6 M U °' 27.5' au 25, Ch U I L 3982 G C-1 22.5' G �F , vQ 20' N 17.5' 15' 16`� 1962 B-1 12.5' ----1 c— , c 69j e9j 10' 7.5' N y� � LO 5' 1118 A-1 2.5' D 0� ch 0' N C&C2"f-29.2 70 0 � S `�S -2.5' - _5' 9. _... . .... _ ._7:5' 60.0.. __.._. ....60:0.. __10' _.__.. .__.... . _12.5' 59.5.._..132:9.... .......132:9-50.2, _15' --._.... . ............. -17.5' --. Factored shearline force(lbs)_ _ U JJ Unfactored applied shear load(plf) _22:5 Factored holddown force(lbs) Unfactored dead load(plf,lbs) •C Compression force exists C3{) Uplift wind load(plf,lbs) -25' ■ Vertical element required Applied point load or discontinuous shearline force(lbs) LtFAd!2S5 it%47..UV-,Fo4Z&:GV£.5'069. 7.5' 10'12.5'15'17.5'20'22.5'25'27.5,30,32.5'35'371.5'40'42.5'4 5'47.5'S0'52.5'55'57.5'60'62.5' 3of10 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls 8.21 LATERAL ANALYSIS Jul.8,2012 13:40:00 Project Information COMPANY AND PROJECT INFORMATION Company Project Hodge Engineering EXPOSURE C 2615 Jahn Ave NW E-5 SEISMIC CATEGORY D Gig Harbor, WA 98335 2009 IBC 253-857-7055 DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2009 ASCE 7-05 All heights ASCE 7-05 Wind Capacity Increase Load Combinations Building Code Capacity Reduction Shear C&C Panels 0.70 Seismic Wind Seismic 1.40 1.60 1.00 Wind 1.00 1.00 Nail Withdrawal Modification Max Shearwall Offset[ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F <=19% <=19% 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 When comb'd w/ wood panels Always Drag struts Applied loads Shearwall Relative Rigidity: Designed capacity using flexible distribution 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: 0.600g Ss: 1.400g Fundamental Period E-W N-S Site Location: - T Used 0.095s 0.095s - Approximate Ta 0.095s 0.095s - Maximum T 0.114s 0.11 s Response Factor 6.50 6.50 Fa: 1.0 0 Fv: 1.50 4of10 Woodworks® Shearwalls LATERAL ANALYSIS Jul. 8, 2012 13:40:00 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev ftDepth in Height ft Ceiling 10.83 0.0 Level 2.83 10.0 8.00 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions ft Face Type Sloe Overhangft Block 1 Story E-W Ridge Location X,Y= 0.00 12.00 North Side 20.2 1.00 Extent X,Y= 21.50 35.75 South Side 20.2 1.00 Ridge Y Location,Offset 29.88 0.00 East Joined 150.0 1.00 Ridge Elevation, Height 17.40 6.57 West Gable 90.0 1.00 Block 2 1 Story N-S Ridge Location X,Y= 21.50 0.00 North Gable 90.0 1.00 Extent X,Y= 22.75 58.00 South Gable 90.0 1.00 Ridge X Location,Offset 32.88 0.00 East Side 30.0 1.00 Ridge Elevation,Height 17.40 6.57 1 West Side 30.0 1.00 5of10 Woodworks® Shearwans LATERAL ANALYSIS Jul. 8, 2012 13:40:00 MATERIALS b WALL GROUP Wall Sheathing[in] Fasteners Spcg[in] Framing Members[in] Apply Grl Material Thick Orient Size Type Edg Fid BIkq Species G S c Notes 1 Ext Struct Shthg 7/16 Vert 8d Nail 6 12 yes . Hem-Fir 0.43 16 1,3 2 1 Struct Shthg 7/16 Vert 8d Nail 4 12 yes Hem-Fir 0.43 16 1,2,3 Legend: Grp-Wall Design Group;Sun`-Exterior or interior surface of exterior wall;Spcg-Edge or field nail spacing;Blkg-Blocked;G-Specific gravity; Spc-Wall stud spacing 6of10 WoodWorks@ ShearwallS LATERAL ANALYSIS Jul. 8, 2012 13:40:00 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 0.00 12.00 47.75 35.75 23.75 23.75 8.00 Wall 1-1 Seg 1 0.00 12.00 47.75 35.75 23.75 23.75 - Opening 1 - - 21.00 27.00 6.00 - - 8.00 Opening 2 - - 33.00 39.00 6.00 - - 8.00 Line 2 Level 1 Line 2 Seg 1 21.58 0.00 58.00 58.00 32.00 32.00 8.00 Wall 2-1 Seg 1 21.50 0.00 12.00 12.00 12.00 12.00 - Wall 2-3 Seg 1 21.50 47.75 58.00 10.25 10.25 10.25 - Wall 2-2 Seg 1 21.75 12.50 22.25 9.75 9.75 9.75 - Line 3 Level 1 Line 3 Seg 1 44.25 0.00 58.00 58.00 47.75 47.75 8.00 Wall 3-1 Seg 1 44.25 0.00 58.00 58.00 47.75 47.75 - Opening 1 - - 25.00 30.25 5.25 - - 8.00 Opening 2 - - 36.00 41.00 5.00 - - 8.00 East-west Type Wall Location Extent[ft] Length FHS[ft] Height Shearlines Group(s) Y ft Start End ft Wind Seismic ft Line A Level 1 Line A Seg 1 0.00 21.50 44.25 22.75 6.75 6.75 8.00 Wall A-1 Seg 1 0.00 21.50 44.25 22.75 6.75 6.75 - Opening 1 - - 24.50 40.50 16.00 - - 8.00 Line B Level 1 Line B Seg 1 12.00 0.00 44.25 44.25 9.25 9.25 8.00 Wall B-1 Seg 1 12.00 0.00 21.50 21.50 9.25 9.25 - Opening 1 - - 4.50 13.75 9.25 - - 8.00 Opening 2 - - 18.50 21.25 2.75 - - 8.00 Line C Level 1 Line C Seg 2 22.00 0.00 44.25 44.25 9.25 9.25 8.00 Wall C-1 Seg 2 22.00 35.00 44.25 9.25 9.25 9.25 - Line D Level 1 Line D Seg 1 47.75 0.00 44.25 44.25 12.50 12.50 8.00 Wall D-1 Seg 1 47.75 0.00 21.50 21.50 12.50 12.50 - Opening 1 - - 3.25 8.25 5.00 - - 8.00 Opening 2 - - 13.50 17.50 4.00 - - 8.00 Line E Level1 Line E Seg 1 58.00 21.50 44.25 22.75 16.75 16.75 8.00 Wall E-1 Seg 1 58.00 21.50 44.25 22.75 16.75 16.75 - Opening 1 - - 27.25 33.25 6.00 - - 8.00 Legend: Type-Seg=segmented,prf=perforated, NSW=non-shearwall;Location-dimension perp. to wall; FHS-length of full-height sheathing; Wall Group(s)-refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group 7 of 10 WoodWorks® Shearwalls LATERAL ANALYSIS Jul. 8, 2012 13:40:00 Flexible Diaphragm Wind Design SHEAR RESULTS North-South W For Shear Force[plf] Allowable Shear[plf] Crit. Shearlines Gp Dir Ld.Case V Ibs vmax V/FHS Int Ext Co C Total V lbs Resp. Line 1 Level 1 Lnl, Levl 1 Both 1 1676 70.6 70.6 339 1.00 S 339 8040 0.21 Line 2 Ln2, Levl 1 Both 1 3327 - 104.0 339 1.00 S 339 10833 0.31 Wall 2-1 1 Both 1 1248 104.0 104.0 339 1.00 339 4062 0.31 Wall 2-3 1 Both 1 1066 104.0 104.0 339 1.00 339 3470 0.31 Wall 2-2 1 Both 1 1014 104.0 104.0 339 1.00 339 3301 0.31 Line 3 Ln3, Levl 1 Both 1 1457 30.5 30.5 339 1.00 S 339 16164 0.09 East-West W For Shear Force[plf] Allowable Shear[plf] Crit. Shearlines Gp Dir Ld.Case V[lbs] vmax V/FHS Int Ext Co C Total V[lbs] Resp. Line A Level 1 LnA, Levl 1 Both 1 1118 165.6 165.6 339 1.00 S 339 2285 0.49 Line B LnB, Levl 1 W->E 1 1962 212.1 212.1 339 1.00 S 339 3131 0.63 1 E->W 1 1859 201.0 201.0 339 1.00 S 339 3131 0.59 Line C LnC, Levl 2 W->E 1 3982 430.5 430.5 495 1.00 S 495 4577 0.87 2 E->W 1 3225 348.6 348.6 495 1.00 S 495 4577 0.70 Line D LnD, Levl 1 W->E 1 3567 285.3 285.3 339 1.00 S 339 4232 0.84 1 E->W 1 3130 250.4 250.4 339 1.00 S 339 4232 0.74 Line E LnE, Levl 1 Both 1 968 57.8 57.8 339 1.00 S 339 5670 0.17 Legend: W Grp-Wall group as listed in Materials table;For Dir-Direction of wind force along shearline;Ld. case-Critical load case:ASCE 7 All heights Case 1 or 2, ASCE 7 low rise T=Transverse, L=Longitudinal,all other results are for this load case; V-Factored shear force applied to entire line and amount taken by each wall;vmax-Base shear V/FHS/Co=Factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn.4.3-6,and IBC eqn. 23-4. Following values marked with * means that value for shearline is the one for wall with critical design response on line; V/FHS*-Design shear force =factored shear force per unit full height sheathing, Int*-Unit shear capacity of interior sheathing;Ext*-Unit shear capacity of exterior sheathing Co*-Perforation factor;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-Combined shear capacity of wall or total capacity of shearline;Crit Resp*-Critical response= Vapp/FHS/Vcap= design shear force/unit shear capacity Notes: V/FHS shown is shear force for use in shearwall design.Vmax shown is V/FHS divided by perforation factor Co; it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4.1.1. Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4. 8of10 WoodWorks® Shearwalls LATERAL ANALYSIS Jul. 8, 2012 13:40:00 Wind Suction Design COMPONENTS AND CLADDING by SHEARLINE North-South Sheathing[psf] Fastener Withdrawal[Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Ternp Moist 1 1 1 29.2 48.0 0.61 39 32 68 0.57 0.46 1.00 1.00 2 1 1 29.2 48.0 0.61 39 32 68 0.57 0.46 1.00 1.00 3 1 1 29.2 48.0 0.61 39 32 68 0.57 0.46 1.00 1.00 East-West Sheathing[psf] Fastener Withdrawal[Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 29.2 48.0 0.61 39 32 68 0.57 0.46 1.00 1.00 B 1 1 29.2 48.0 0.61 39 32 68 0.57 0.46 1.00 1.00 D 1 1 29.2 48.0 0.61 39 32 68 0.57 0.46 1.00 1.00 E 1 1 29.2 48.0 0.61 39 32 68 0.57 0.46 1.00 1.00 Legend: Grp-Wall Design Group(results for all design groups for rigid,flexible design listed for each wall);Sheathing:Force-C&C end zone exterior pressures using negative(suction)coefficient in ASCE 7 Figure 6-11A added to interior pressure using coefficients from Figure 6-5;Cap-Factored out-of-plane bending capacity of exterior sheathing assuming continuous over 3 studs;Fastener Withdrawal:Force-Force tributary to each nail in end zone and interior zone;Cap-Factored withdrawal capacity of individual nail according to NDS 11.2-3. 9of10 WoodWorks® Shearwalls LATERAL ANALYSIS Jul. 8, 2012 13:40:00 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Building Area Story Shear[Ibs] Reliability Factor p Mass Ibs s .ft E-W N-S E-W N-S Level 45499 2088 6533 6533 - - Structure 45499 - 6533 6533 1.00 1.00 Notes: Vertical Earthquake Load Ev=0.2 Sds D;Sds=0.93; Ev=0.187 D unfactored;0.131 D factored;total dead load factor:0.6-0.131 =0.469 tension, 1.0+0.131 = 1.131 compression. SHEAR RESULTS North-South W For H/W Fact. Shear Force[plf] Allowable Shear[plf] Crit. Shearlines Gp Dir Int Ext V[lbs] vmax V/FHS Int Ext Co C Total V Ibs Resp. Line 1 Level 1 Lnl, Levl 1 Both 1.0 1.0 973 41.0 41.0 242 1.00 S 242 5743 0.17 Line 2 Ln2, Levl 1 Both 1.0 1.0 2106 - 65.8 242 1.00 S 242 7738 0.27 Wall 2-1 1 Both 1.0 1.0 790 65.8 65.8 242 1.00 242 2902 0.27 Wall 2-3 1 Both 1.0 1.0 675 65.8 65.8 242 1.00 242 2478 0.27 Wall 2-2 1 Both 1.0 1.0 642 65.8 65.8 242 1.00 242 2358 0.27 Line 3 Ln3, Levl 1 Both 1.0 1.0 1494 31.3 31.3 242 1.00 S 242 11546 0.13 East-West W For H/W Fact. Shear Force[plf] Allowable Shear[plf] Crit. Shearlines Gp Dir Int Ext V[lbs] vmax V/FHS Int Ext Co C Total V Ibs Resp. Line A Level 1 LnA, Levl 1 Both 1.0 .75 437 . 64.7 64.7 181 1.00 S 181 1394 0.36 Line B LnB, Levl 1 Both 1.0 1.0 790 85.4 85.4 242 1.00 S 242 2237 0.35 Line C LnC, Levl 2 Both 1.0 1.0 1545 167.1 167.1 353 1.00 S 353 3269 0.47 Line D LnD, Levl 1 Both 1.0 .81 1404 112.3 112.3 196 1.00 S 196 2875 0.57 Line E LnE, Levl 1 Both 1.0 1.0 397 23.7 23.7 242 1.00 S 242 4050 0.10 Legend: W Grp-Wall group as listed in Materials table;For Dir-force direction, always"both";H/W factor-Factor due to shearwall height-to-width ratio for interior and exterior wall sheathing; V-Factored shear force applied to entire line and amount taken by each wall;vmax-Base shear V/FHS/Co= Factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-6, and IBC eqn. 23-4. Following values marked with * means that value for shearline is the one for wall with critical design response on line; V/FHS*-Design shear force =factored shear force per unit full height sheathing, Int*-Unit shear capacity of interior sheathing;Ext*-Unit shear capacity of exterior sheathing Co*-Perforation factor, 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 and H/W factor, V-Combined shear capacity of wall or total capacity of shearline;Crit Resp*- Critical response= Vapp/FHS/Vcap=design shear force/unit shear capacity Notes: V/FHS shown is shear force for use in shearwall design.Vmax shown is V/FHS divided by perforation factor Co; it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4.1.1. Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4. 10 of 10 Hodge use only Hod engineering inc. Please complete the information below, sign this request form, and fax to: Hodge Engineering at 253-857-7599 Client Request for Engineering Support Client Information *Company: *Phone: *Contact: Fax: *Hodge Engineering Proj #: Mobile: Architect/ Plan# Email Address: *Site Address: Items with * are re uired. Project Information,, 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.hodgeengineering.com 10-06-00 b 36-00-00 10-06-00 6 0 O N 0 O 1-0 -00 v V O O n N CD OS 03 7 0 5 = O D D O m O T O 1-06?-00 X O Z V co o ITIA 6 0 A A O O O O BO 3 0 G) D N D N N G) N O p fll N O O O O 12-00-00 10-00-00 26-00-00 10-06-00 yg) ^* @y 56-06-00 � I yy.. R NNNJ YYYYYY v � 0 S HIS IS A TRUSS PLACEMENT DIAGRAM ONLY. TRUSS LOADING 15877 SE 98th Ave rhese trusses are designed as individual building 0mponents to be incorporated into the building design TCLL(PSF):25 u PROBUild Clackamas, OR 97015 t the specification ofthe building designer.See the dividual design sheets for each truss design identified TCDL(PSF):7 Phone: 1-503-557-8404 anthe placement ding.The building designer a BCLL(PSF):0 yBUILDER: ATE: SCALE: p esp0nsible for temporary and permanent bracing of theBCDL(PSF):10 Reality -Smith,Shelly 07/10/2012 NTS 0ofand floor stem and for the overall structure.The esign ofthe truss support structure including headers. TL(PSF):42 eams,walls,and colurmts is the responsibility ofthe Roof Pitch:4/12 rDD':Il: 1614 Alderbrook North RAW" OB0: uild ng designer.For general guidance regardingWinds eed:l0U Y: Phil V B1206685 racin,consult"Bracing of wood trusses"available Prom the Truss Plate Institute,583 D'Onifrio Drive: Eaposure:C :1313 Forest Trail Drive,Port Angeles,WA adis0n,WI 53179 LL DEFL:L 240 CONSULTING LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 131206685 MiTek 20/20 7.2 Reality- Smith Shelly- 1614 Alderbroo The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: I5695907 thru I5695916 My license renewal date for the state of Oregon is December 31,2013. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by 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. lp PROF 8552 { EGON 12,2fl� -tri JOS N O IR 31/2013 July 12,2012 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 ANSI/TPl 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. r CONSULTING LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 131206685 MiTek 20/20 7.2 Reality- Smith Shelly- 1614 Alderbroo The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: I5695907 thru 15695916 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�sat'x off, O� o� July 12,2012 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 ANSI/TPI l Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job Truss Truss Type Qty Ply Reality-Smith Shelly-1614 Alderbroo 15695907 B1206685 A01 GABLE 1 1 Job Reference o tional ProBuild Arlington,Adington,WA 98223 7.250 s Mayy 11 2011 MiTek Industries,Inc.Thu Jul 12 10:30:56 2012 Page 1 ID:4xIIrhjJq 14rOMkmYzHpSQyz90h-zXE9nkE63Ni?bvvABohh 1 Oj6KUg89s0yj71 YWYyygtD 7-11-11 15-7-14 23-4-0 31-0-2 38-8-5 46-8-0 7-11-11 7-8-2 7-8-2 7-8-2 7-8-2 7-11-11 Scale=1:75.3 5x6 11 4.00 12 3x10 3x6 4x4 \\ 4x4 4x6 6 8 9 4x6 _ 5x10 \\ 10x10 4 10 r 3 11 N 2 8 1 12 �I c 4x6 31 30 29 28 5x8= 3x6 = 4x6 4x8 II 3x6 = 3x6 = 3x8 = 27 26 25 24 23 22 21 2019 18 17 16 15 14 13 3x8 = 1-5-12 i1-4-0 a 9-8-1 15-7-14 23-4-0 34-3-0 1 40-3-11 4541-0 46-8-0 46-8-0 Plate Offsets(X,Y): f1:0-3-8 Edgel f1:0-2-4 0-0-41 r4:0-1-8 0-2-01 f10:0-1-8 0-2-01 [11'0-5-0 0-5-81 r27:0-4-0 0-301 f41�O-1-120-1-01 f7O�0-1-120.1-01 r83 0-1-120-1-01 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 1.00 Ven(LL) -0.07 27-28 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.48 Vert(TL) -0.19 27-28 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.02 27 n/a n/a BCDL 10.0 Code IRC20097TP12007 (Matrix) Weight:370 Ib FT 10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2 X 4 HF Stud/Std'Except* 7-11-4 oc bracing:1-31 W2,W4,W5,W6:2 X 4 HF No.2 B-9-2 oc bracing:30-31 OTHERS 2 X 4 HF Stud/Std 10-0-0 oc bracing:28-30,27-28. WEDGE WEBS 1 Row at midpt 6-27,7-27,8-27 Left:2 X 4 HF Stud/Std REACTIONS All bearings 22-2-0 except(jt=length)1=0-38. (Ib)- Max Horz 1=-133(LC 4) Max Uplift All uplift 100 Ib or less al joint(s)26 except 27=-803(LC 5),18=-285(LC 9),15=289(1_C 4),14=-161(LC 10),13=-101(LC 4), 10$EP$D 1=-218(LC 5) Max Grav All reactions 250 lb or less atjoint(s)25,24,23,22,21,19,17,16,14 except 27=2261(LC 1),18=362(LC 10),15=607(LC 10),13=277(LC 10),1=641(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. W _ °x TOP CHORD 1-2=-1413/443,2-3=-1382/485,34=-841/298,4-5=773/303,5-6=-700/314,6-7=-296/1036,7-8=-278/1037, 8-9=-60/415,9-10=-69/333,10-11=-78/276,11-12=198/550 BOT CHORD 1-31=-492/1314,30-31=-419/1055,26-27=-480/203,25-26=-480/203,24-25=-480/203,23-24=-480/203, 22-23=-480/203,21-22=-480/203,20-21=-480/203,19-20=-480/203,18-19=480/203,14-15=-444/240, 13-14=-444/240,12-13=-444/240 0 WEBS 330=-528/319,6-30=-2941782,6-28=0/290,6-27=-1272/578,7-27=-1018/388,8-27=-716/341, 0 8-18=-304/463,11-15=-617/333,331=-98/358 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 exposed; Lumber DOL=1.33 plate grip DOL=1.33 (EU 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 asf, >jn applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. '9 5)Gable studs spaced at 1-4-0 oc. '� 85525P E f 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)26 except Qt--Ib)27=803,18=285,15=289, 14=161,13=101,1=218. 8)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. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. R 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. J Y 12 29t1l�J' LOAD CASE(S) Standard OSE i y'V RENEWAL DATE: 12/31/2013 July 12,2012 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 CONSULTING ccc SBCA at www.sbandust .com. Job Truss Truss Type Qty Ply Reality-Smith Shelly-1614 Alderbroo 15695908 81206685 A02 Common Truss 5 1 Job Reference o tions ProBuild Arlington,Arlington,WA 98223 7.250 s May 11 2011 MiTek Industries,Inc.Thu Jul 12 10:30:57 2012 Page 1 ID:4xllrhjJgl4rOMkmYzHpSQyz9Oh-RjoX_4FkgggsD3U N IVCwZcG 18tAOuli6ynm62?yygtC 7-11-11 15-7-14 234-0 31-0-2 38-8-5 46-6-0 7-11-11 7-8-2 7-8-2 7-8-2 7-8-2 7-11-11 Scale=1:76.8 4.00 12 5x6 6 3x8 3x6 3x6 3x8 zzz 5 7 4 8 3x6 3x6 3 9 4x6 5x6 4x6 % 2 10 5x6 1 11 ff 12 cI 4x6 = 18 17 i6 19 15 20 14 13 12 axs = 4x6 = 2x4 II 3x8= 5x8= 3x6= 2x4 11 4x6= 3x6= 3x8= 14-0, 7-11-11 15-7-14 1 234-0 23-012 31-0-2 1 38-8-5 1 45-4-0 46484 46-8-0 Plate Offsets(X.Y): fl:0-5-11 0-2-01 f1:Edoe 0-2-101[11:Edge 0-2-101 r11:0-&7 0-2-01 fl5�0-4-0 0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Vd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.09 1-18 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.50 Vert(TQ -0.22 1-18 >999 180 BCLL 0.0 ' Rep Stress Incr NO W8 0.59 Horz(TL) 0.06 11 Na Na BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:197 lb FT 10% LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E*Except* TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins. T3,T4:2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 HF No.2 WEBS 1 Row at midpt 3.16,5-15,6-15,7-15,9-14 WEBS 2 X 4 HF No.2*Except* W103,W7,W9:2 X 4 HF Stud/Std SLIDER Left 2 X 6 HF No.2 3-11-10,Right 2 X 8 DF SS 3-11-10 REACTIONS (Ib/size) 1=613/0-3-8 (min.0-1-8),15=2849/0-5-8(min.0-4-11),11=608/0-5-8(min.0-1-8) Max Horz 1=130(LC 3) Max Uplift 1=-251(LC 3),15=-735(LC 5),11=-272(LC 4) Max Grav 1=716(LC 9),15=2849(LC 1),11=716(LC 10) 1�4�$FH Qty FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1330/439,2-3=-1259/452,3-4=-371/316,4-5=-231/346,5-6=-193/1210,6-7=-177/1210,7-8=-240/360, 4' 8-9=-380/329,9-10=-1251/511,10-11=-1324/498 �O,y BOT CHORD 1-18=-470/1194,17-18=-470/1194,16-17=-470/1194,16-19=-312t283,15-19=-312/283,15-20---325/292, 01 _ 14-20=-325/292,13-14=-394/1187,12-13=-394/1187,11-12=-394/1187 WEBS 3-18=0/317,3-16=-993/432,5-16=-56/576,5-15=-1336/567,6-15=-1122/322,7-15=-1333/565,7-14=-53/572, 9-14=-978/423,9-12=0/313 qr NOTES �Q 1)Unbalanced roof live loads have been considered for this design. 8 (3 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp C;enclosed;M WFRS(low-rise)gable end zone;cantilever left and right 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.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,with BCDL=10.Opsf. nn nn 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=1b)1=251,15=735,11=272. 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 85525PE b 0 9 <Yi2 24 , RENEWAL DATE. 12/31/2013 July 12,2012 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 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 ANSIfFPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty PlyReality-Smith Shelly-1614 Alderbroo 5695909 B1206685 A03 Special Truss 12 1 Job Reference(optional ProBuild Arlington,Ad]ngton,WA 98223 7.250 s Mayy 11 2011 MiTek Industries,Inc.Thu Jul 1210:30:572012 Page 1 ID:4xi1rhjJgl4rOMkmYzHpSQyz90h-RjoX_4FkgggsD3U N IVCwZcGLtt2nuDv6ynm62?yygtC 11-9-S7-2-2 1 12-6-12 17-11-6 23-4-0 31-0-2 38-B-5 46-8-0 1-9-8 S-4-10 5-4-10 5-4-10 5-4-10 7-8-2 7-8-2 7-11-11 Scale=1:77.9 4.00 F12 5x6 II 7 3x8 3x8 6 3x6 3x8 4x6 � 8 '5 9 4 3x6 3x6 3 10 5x6 4x12% 11 5x6 2 12 1 18 � 0 cj 19 7x14 MT18H = 17 to 4x6 =20 5x12 MT20H= 3x8 = 16 21 15 14 13 5x10= 5x6= 5x12 MT20H = 5x12 MT20H= 2x4 11 4x8 = 2.o0 12 3x6 = 1-9-8 ,1-4-0, 7-2-2 12-6-12 1 17-11-6 1 231-0 1 31-0-2 1 38-8-5 1 454-0 46-8-0 46-8-0 Plate Offsets KY): 12:0-3-4 0-1-121 r4:0-2-4 0-1-121 r6:0-3-12 0-1-81 r12�0-6-7 0-2-121 112:Edge D-2-21 1160-6-0 0-301 rl970-4-4 0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.56 18 >962 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.97 Vert(TL) -1.17 15-16 >457 180 MT20H 139/111 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.46 12 n/a n/a MT18H 185/148 BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:217 lb FT=10% LUMBER BRACING TOP CHORD 2 X 4 DF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc purlins. BOT CHORD 2 X 4 DF 240OF 2.OE*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Bt:2 X 4 HF No.2,134:2 X 4 HF 165OF 1.5E WEBS 1 Row at midpt 4-17,6-16,8-16,10-15 WEBS 2 X 4 HF Stud/Std'Except* W2:2 X 4 HF 1650F 1.5E,W8,W9,W10,W12:2 X 4 HF No.2 SLIDER Right 2 X 8 DF SS 311-10 REACTIONS (Ib/size) 20=2062/0-5-8(min.0-3-6),12=1929/0-5-8(min.0-1-15) Max Horz 20=130(LC 3) Max Uplift 20=-696(LC 5),12=-600(LC 6) �UgEPA ye FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. D�' TOP CHORD 2-3=-5632/1708,3-4=-6419/1938,4-5=-4046/1199,5-6=-3948/1212,6-7=-2914/930,7-8=-2944/904, 8-9=-3883/1209,9-10=-4023/1197,10-11=-467211437,11-12=-4743/1422 BOT CHORD 1-20=-102/284,18-19=-1679/5354,17-18=-1809/6141,16-17=-1015/3855,16-21=-929/3755,15-21=-929/3755, Q 14-15=-1263/4394,13-14=-1263/4394,12-13=-1263/4394 Of WEBS 2-20=-2033/737,2-19=-1584/5380,3-19=-657/315,3-18=-181/787,4-18=-511/1877,4-17=-2693/928, 6-17=-293/1217,6-16=-1659/609,7-16=-391/1473,8-16=-1303/534,B-15=-21/526,10-15=-737/357, 10-13=0/281 NOTES 1)Unbalanced roof live loads have been considered for this design. g � 0 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 exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. p 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom ctdPrt fl chord and any other members,with BCDL=10.opsf. G((c. � - 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=1b)20=696,12=600. 7)This truss is designed in accordance with the 2009 International Residental Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. � 85525PE r' LOAD CASE(S) Standard y�osE ° RENEWAL DATE; 12/31/2013 July 12,2012 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 ofthe installer.Additional permanent building stability bracing ofthe overall structure is the responsibility ofthe building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, n delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCS](Building Component Safety Information)available from C�IVSULflAIG LL SBCAatwww.sbcindust .com. C Job Truss Truss Type Dty Ply Reality-Smith Shelly-1614 Alderbroo 15695910 B1206685 A04 Special Truss 6 1 Job Reference o tions ProBuild Arlington,Arlington,WA 98223 7.250 s Mayy 112011 MFek Industries,Inc.Thu Jul 12 10:30:58 2012 Page 1 I D:4xllrhjJq 14rOMkmYzHpSQyz90h-vvMvCQGMb_yjrD3ZIDj96poTdHUsdj BFAR WfaRyygtB 1-9-8 7-2-2 12-6-12 17-11-6 23-4-0 31-0-2 38-8-5 46-8-0 1-9-8 5-4-10 5-4-10 54-10 5-4-10 7-8-2 7-8-2 7-11-11 Scale=1:78.1 4.00 12 5x6 7 3x6 % 3x8 6 3x6 �3x8 3x6%5 8 9 4 3x6 _ 3x6 3 10 5x6 3x6 11 ' 5x6 C 1 2 18 12 Im m[ 19 5x6= 17 11� c 4x6 =20 4x6= 3x6= 16 21 15 14 13 4x6 = 5x6= 5x12 MT20H= 3x8 = 2x4 11 4x6 = 2.00 12 3x6= 1-9-8 1-4-0 r r 7-2-2 12-6-12 17-11-6 23-4-0 31-0-2 38-8-5 45-4-0 46-8-0 46-8-0 Plate Offsets(X.Y): f12:Edoe 0-2-101 [12:0-&7 0-2-01 r16:0-6-0 0-3-01 [18:0-2-8 0-2-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.12 1516 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 SC 0.59 Vert(TQ -0.30 15-16 -919 180 MT20H 139/111 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 Horz(TL) 0.05 12 n/a n/a BCDL 10.0 Code IRC2009lfP12007 (Matrix) Weight:201 Ib FT=10% LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E*Except* TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. T3,T4:2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2 X 4 HF No.2 B-6-13 oc bracing:18-19. WEBS 2 X 4 HF Stud/Std*Except* WEBS 1 Row at midpt 6-16,7-16,8-16,10-15 WB,M,W10,W12:2 X 4 HF No.2 SLIDER Right 2 X 8 DF SS 3-11-10 REACTIONS (Ib/size) 20=614/0-5-8 (min.0-1-8),16=2798/0-5-8 (min.0-4-10),12=579/0-5-8(min.0-1-8) Max Horz 20=130(LC 3) Max Uplift 20=-295(LC 5),16=-774(LC 5),12=-276(LC 4) Max Grav 20=697(LC 9),16=2798(LC 1),12=743(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1159/399,3-4=-467/396,4-5=-92/624,56=-79/722,6-7=-255/1304,7-8=-258/1318,8-9=-328/521, 9-10=-468/490,10-11=-1323/526,11-12=-1397/513 Ox BOT CHORD 18-19=-429/1065,17-18=-380/401,16-17=-644/357,16-21=-478/376,1521=-478/376,14-15=-408/1255, Vl 13-14=-408/1255,12-13=-408/1255 WEBS 2-20=-655/335,2-19=332/1100,3-18=-748/295,4-18=-87/422,4-17=-918/410,6-17=-85/505, NOTES 6-16=-923/395,7-16=-1133/329,8-16=-1366/553,8-15=-42/601,10-15=-973/426,10-13=0/301 1 ,Qr O 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;M WFRS(low-rise)gable end zone;cantilever left and right exposed; NAL Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom pR chord and any other members,with BCDL=10.Opsf. �� Qy�C 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)20=295,16=774,12=276. 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. ' 8)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. 85525PE LOAD CASE(S) Standard 4 Y12 SEPH RENEWAL DATE: 12/31/2 013 July 12,2012 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 SCSI(Building Component Safety Information)available from CONSULT/NG LL SBCA at www.sbcindustry.com. C Job Truss Truss Type Qty Ply Reality-Smith Shelly-1614 Alderbroo 15695911 81206685 A05 Common Truss 2 1 Job Reference o bona ' ProBuild Arlington,Adington,WA 98223 7.250 s Mayy 11 2011 MTek Industries,Inc.Thu Jul 1210:30:582012 Page 1 ID:4xIIrhjJgl4rOMkmYzHPSQyz90h-vvMvCQGMbyjrD3Zl Dj96poTtH WGdlyFARWfaRyygtB 7-11-11 15-7-14 23-4-0 31-0-2 38-8-5 46-8-0 7-11-11 7-6-2 7-8-2 7-8-2 7-8-2 7-11-11 Scale=1:76.8 4.00 12 5x6 6 3x8 3x6 3x6 3x8 5 7 4 8 3x6 % 3x6 3 9 4x6 46 4x6 % 2 10 46 1 11 �Iz�- I 13 Pj� a9 19 a 4x6 = 18 17 16 19 15 20 14 13 12 4x6= 4x6 = 2x4 II 3x6= 5x8= 3x6= 2x4 II 46= 3x6= 3x8= 1,-4-01 7-11-11 1 15-7-14 23-4-0 23-5-12 31-0-2 38-8-5 45-0-0 46-8-0 46-8-0 Plate Offsets(XY): f1:0-5-110-2-01 fl�Edge0-2-101 fll:Edge0-2-101 rll�0-5-110-2-01 [150-4-00301 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.09 1-18 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.50 Vert(TQ -0.22 1-18 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.59 Horz(TL) 0.06 11 n/a n/a BCDL 10.0 Code IRC2009/fP12007 (Matrix) Weight:193 lb FT 10% LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E*Except* TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins. T3,T4:2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 HF No.2 WEBS 1 Row at midpt 6-15,7-15,9-14,5-15,3-16 WEBS 2 X 4 HF No.2*Except* W3,W5,W7,W9:2 X 4 HF Stud/Std SLIDER Left 2 X 6 HF No.2 3-11-10,Right 2 X 6 HF No.2 3-11-10 REACTIONS (Ib/size) 1=609/0-3-8 (min.0-1-8),15=2860/0-3-8 (req.0-4-11),11=609/0-3-8 (min.0-1-8) Max Horz 1=-130(LC 4) Max Uplift 1=-250(LC 3),15=-737(LC 5),11=-271(LC 4) Max Grav 1=716(LC 9),15=2860(LC 1),11=715(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1328/437,2-3=-1256/450,3-4=-368/331,4-5=-228/362,5-6=-196/1223,6-7=-179/1223,7-8=-228/362, B-9=-368/331,9-10=-1256/511,10-11=-1328/498 O BOT CHORD 1-18=-468/1192,17-18=-468/1192,16-17=-468/1192,16-19=-327/281.15-19=-327/281,15-20=-327/281, 41 _ 14-20=-327/281,13-14=-395/1192,12-13=-395/1192,11-12=-395/1192 WEBS 615=-1131/323,7-15=-1336/566,7-14=-55/576,9-14=-994/429,9-12=0/317,5-15=-1336/567,55-16=-56/576, 3-16=-994/433,3-18=0/317 j p 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 exposed; QA),. 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.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. p 5)WARNING:Required bearing size atjoint(s)15 greater than input bearing size. EO 0i , 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)1=250,15=737,11=271. "` � - �f -`. 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. `- 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. w -9 4 85525PE r" LOAD CASE(S) Standard REfa01U�,� �g 4 �Yi2 29 <1 SE � RENEWAL DATE: 12/31/2013 July 12,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DO 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 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, A� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CDIVS(/Lfll.G LLC SBCA at www.sbcindust .com. Job Truss Truss Type Qty Ply Reality-Smith Shelly-1614 Alderbroo 15695912 B1206685 A06 GABLE 1 1 Job Reference o tional ' ProBuild Adington,Adington,WA 98223 7.250 s Mayy 112011 MiTek Industries,Inc.Thu Jul 12 10:31:54 2012 Page 1 ID:4xi1rhjJgl4rOMkmyzHpSQyz90h-Ghl4yZxU PB?nZpLKa_kHNd72SsXxl5IV284dYByygsJ 1-11-11 '5-7-14 234-0 31-0-2 38-8-5 46-8-0 7-11-11 7-8-2 7-8-2 7-8-2 7-8-2 7-11-11 Scale=1:75.3 5x6 11 4.00 12 3x6% 3x6 7 3x8% 5 8 9 3x8 3x6 3x6 c 2 3 10 11 N n 4x8 % u> 64 12 0 4x6 19 18 17 16 15 14 13 4x6 z 5x8 11 3x6 = 5x6= 5x8= 8x163x6= 5x8 II 3x8 = 14-07-11-11 15-7-14 23-4-0 23-5-12 31-0-2 38-6-5 1 45-4-046-8-0 46-8-0 Plate Offsets(X,Y): [1:0-2-8,1-7-9],[1:0-2-4,0-0-4],[3:0-4-0,0-1-0],[10:0-4-0,0-1-0],[12:0-2-8,0-8-8),[12:0-2-4,0-G-4],[16:0-4-0,0-3-0],[17:0-3-0,030],(28:0-1-12,0-1-0],(39:0-1-8,0-1-0),[42:0-1-8,0-1-0], [57:0-1-12,0-1-01,[62:0-1-15,G-0-121.[64:0-8-0,0-3-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.89 Vert(LL) -0.14 12-13 -999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.85 Vert(TQ -0.30 1-19 >898 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(TQ 0.04 12 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:349 Ib FT 10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc pudins. T1,T2:2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 HF No.2 WEBS 1 Row at midpt 6-16,7-64,11-14,5-16.2-18 WEBS 2 X 4 HF No.2*Except* JOINTS 1 Brace at Jt(s):64 W3,W5,W7,W9:2 X4 HF Stud/Std,W10,W13,W16:2 X6 HF No.2 OTHERS 2 X 4 HF Stud/Std WEDGE Left:2 X 6 HF No.2,Right:2 X 6 HF No.2 REACTIONS (Ib/size) 16=2793/0-3-8 (req.0-4-10),1=515/0-3-8 (min.0-1-8),12=513/G-3-8(min.0-1-8) SV$EPH 0 Max Horz 1=-133(LC 4) r Max Uplift 16=-786(LC 5),1=-216(LC 3),12=-232(LC 4) w , Max Grav 16=2793(LC 1),1=645(LC 9),12=644(LC 10) �' Q+ v►j. ox FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. n _ TOP CHORD 1-2=-1252/379,2-3=-206/509,3-4=-132/511,4-5=-67/540,56=-303/1409,6-7=-289/1415,7-8=-128/548, 8-9=-133/542,9-10=-151/527,10-11=-221/509,11-12=-12581436 BOT CHORD 1-19=-410/1136,18-19=-411/1131,17-18=-497/314,16-17=-497/314,15-16=-495/239,14-15=-495/239, 13-14=-341/1118,12-13=-339/1122 " y WEBS 16-63=-1271/399,6-63=-12541393,16-64=-12051544,7-64=-1192/530,14-62=-44/522,7-62=-47/519, 11-14=-1041/441,11-13=0/326,5-16=-1243/565,518=-49/524,2-18=-1071/456,2-19=0/312 Q 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;M WFRS(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 perANSI/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 chord live load nonconcurrent with any other live loads. 'Q 85525PE f 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)WARNING:Required bearing size atjoint(s)16 greater than input bearing size. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt--lb)16=786,1=216,12=232. 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. C7 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �" (/ 1 12)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 �•�+ 1 Y 12 2Q ,� 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one be plate between each notch. JOSEQV Q LOAD CASE(S) Standard RENEWAL DAA; 12/31/2013 July 12,2012 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 Mi Tek 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 ANSIITPI 1,DSB-89 and SCSI(Building Component Safely Information)available from C�IYSdLT�NG L(C SBCA at www.sbcindusl .com. Job Truss Truss Type Qty Ply Reality-Smith Shelly-1614 Alderbroo 15695913 81206685 601 GABLE 1 1 Jab Reference o bona ProBuild Arlington,Ar ington,WA 98223 7.250 s May 11 2011 MiTek Industries,Inc.Thu Jul 12 10:31:02 2012 Page 1 ID:4xllrhjJgl4rOMkmYzHpSQyz9Oh-ngbQ1 nJtfDS9KgNKX3o5GfzHbuw5Zhir52UsjCyygt7 12-4-0 24-8-0 12-4-0 12-4-0 Scale=1:40.5 3x4 = 8 9 10 4.00 12 7 11 g 12 5 13 4 14 3 15 0 2 i6 1 17 o� 3x4 = 3x4= 32 31 30 29 28 2726 25 24 23 22 21 20 19 18 3x4 = 14-0 24-8-0 24-8-0 Plate Offsets(X Y): r9:0-2-0 Edgel LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Vdeti L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) n/a - n1a 999 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.32 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(TQ -0.01 18 n/a n/a BCDL 10.0 Code IRC2009(rP12007 (Me x) Weight:100 to 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=-70(LC 4) Max Uplift All uplift 100 Ib or less atjoint(s)25,27,28,29,30,24,23,22,21,20 except 31=-200(LC 9),32=-161(LC 5),19=-200(LC 10),18=-165(LC 6) Max Grav All reactions 250 lb or less atjoint(s)27,28,29,30,31,23,22,21,20,19 except 25=263(LC 1),32=551(LC 9),24=263(LC 1),18=551(LC 10) l�SEPN 4 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �r TOP CHORD 1-2=-122/350,2-3=-51/284,3-4=-42/314,4-5=-15/309,5-6=0/310,6-7=0/304,7-8=0/328,&9=0/265, 9.10=0/265,10-11=0/328,11-12=0/304,12-13=0/310,13-14=-13/309,14-15=-40/314,15-16=-48/284, 1&17=-119/350 O� BOT CHORD 1-32=-281/144,31-32=-281/141,30.31=-281/141,29-30=-281/141,28-29=-281/141,27-28=-281/141, t/1 26-27=-281/141,25-26=-281/141,24-25=-281/141,23-24=-281/141,22-23=-281/141,21-22=-281/141, 20-21=-281/141,19-20=-281/141,18-19=-281/141,17-18=-281/141 WEBS 2-32=-336/174,16-18=-336/176 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;1 OOmph;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=1.33 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. (,4L© P�V�LS 5)Gable studs spaced at 1-4-0 oc. vi'44 u,. 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-&0 tall by 2-0-0 wide will fit between the bottom -- chord and any other members. ty 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)25,27,28,29,30,24,23,22,21,20 except 85525P E (t=lb)31=200,32=161,19=200,18=165. 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. Q LOAD CASE(S) Standard y 1 Y 12 2ti��-�- PH O RENEWAL DATE_ 12/31/2013 July 12,2012 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 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.sbcindusl .com. Job Truss Truss Type Qty Ply Reality-Smith Shelly-1614 Alderbroo 15695914 81206685 B02 Common Truss 3 1 Job Referenceo tional ProBuild Arlington,Arlington,WA 98223 7.250 s May 11 2011 MiTek Industries,Inc.Thu Jul 12 10:31:02 2012 Pagel ID:4xllrhjJgl4rOMkmYzHpSQyz9Oh-ngbQ1 nJtfDS9KgNKX3o5Gfz9TupVZeQr52UsjCyygt7 6-3-1312-4-0 18-4-3 24-8-0 6-3-13 6-0-3 6-0-3 6-3-13 Scale=1:40.0 4x6 = 4 4.00 12 2x4 2x4-Z 3 5 r' 0 4x4% 4x4 2 64x4 C 4x4 1 7 Q1 0 Io 3x8= 10 9 8 x6 = 4x6 = 3x4= 3x4= 3x4 = 3x8 = 24-M i1-4-d 1-5-12 A-AA 15_11_7 23_2_4 23,4-0 ' 24-8-0 Plate Offsets my): r1:0-5-11 0-2-01 r1:Edoe 0-1-101 r7:0-5-11 0-2-01 r7:Edae 0-1-101 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.89 Vert(LL) -0.15 8-10 >999 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.74 Vert(TQ -0.34 1-10 >859 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 Horz(TL) 0.10 7 n/a n1a BCDL 10.0 Code IRC2009fTP12007 (Matrix) Weight:91 lb FT 10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-8-2 oc bracing. WEBS 2 X 4 HF Stud/Std SLIDER Left 2 X 6 HF No.2 3-1-1,Right 2 X 6 HF No.2 3-1-1 REACTIONS (Ib/size) 1=1024/0-3-8(min.0-1-11),7=1024/0-3-8(min.0-1-11) Max Horz 1=-70(LC 4) Max Uplift 1=-324(LC 5),7=-324(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2296/743,2-3=-2192F755,3-4=-1970/601,4-5=-1970/601,5-6=-2191/755,6-7=-2296!743 1UWH O BOT CHORD 1-10=-707/2115,9-10=-342/1436,8-9=-342/1436,7-8=-640/2115 WEBS 4-8=-174/588,5-8=-445/340,4-10=-174/588,3-10=-445/340 wAsrr „ NOTES O� 1)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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. qr 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 ft between the bottomT chord and any other members. QiyS" 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)1=324,7=324. Q 6)This truss is designed in accordance with the 2009 Intemational 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 stip PRO�fi Q 85525PE �< RE Y17 EPH O RENEWAL DATE: 12/31/2013 July 12,2012 WARNING-Verity 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 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 SCSI(Building Component Safety Information)available from C�NSULflAIG LLC SBCA at www.sbandus[ .com. Job Truss Truss Type Qty Ply Reality-Smith Shelly-1614 Alderbroo 15695915 B1206685 C01 GABLE 1 1 Job Reference o bona ' ProBuild Arlington,Arlington,WA 98223 7.250 s Mayy 11 2011 MTek Industries,Inc.Thu Jul 12 10:31:02 2012 Page 1 ID:4xllrhjJgl4rOMkmYzHpSQyz90h-ngbQ t nJtfDS9KgNKX3o5GfzFUuwQZg1 r52UsjCyygt7 10-7-12 21-3-8 10-7-12 10-7-12 Scale=1:33.7 2.00 12 2x4 4x4 I 2x4 II 2x4 I 3 4 5 2x4 II 2 6 1 7 a a 0 0 3x4= 12 11 10 9 8 3x4 2x4 II 2x4 II 2x4 II 2x4 II 5x6= 21-3-8 21-3-8 Plate Offsets fX Yl: [&0-3-0,0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb 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) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IRC20091TPI2007 (Matrix) Weight:521b 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 6-0-0 oc bracing, Except: OTHERS 2 X 4 HF Stud/Std 10-0-0 oc bracing:7-8. REACTIONS All bearings 21-3-8. (lb)- Max Horz 1=-30(LC 4) Max Uplift All uplift 100 Ib or less atjoint(s)1,7,10 except 11=-273(LC 1),12=-265(LC 5),9=-275(LC 1),8=-264(LC 6) Max Grav All reactions 250 lb or less atjoint(s)1,7,10,11,9 except 12=697(LC 1),8=698(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-12=475/301,6-8=-474/301 "pISPjj 0D 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 exposed Lumber DOL=1.33 plate grip DOL=1.33 q 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)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. IN 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Aa 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 Q 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)1,7,10 except at=1b)11=273,12=265,9=275, 8=264. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlrFPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 85525PE RECON ti yi2 29N� SE V% RENEWAL DATE: 12/31/2 013 July 12,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.0311')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 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 ofthe trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSl1rPI 1,OSB-89 and SCSI(Building Component Safety Information)available from [,QNSV�r�NG(I.0 SBCA at www.sbcindust .cora. • Job Truss Truss Type Qty Ply Reality-Smith Shelly-1614 Alderbroo 15695916 81206685 CO2 GABLE 1 1 Job Referenceo tions ProBuild Arlington,Arlington,WA 98223 7.250 s May 11 2011 MTek Industries,Inc.Thu Jul 12 10:31:03 2012 Page 1 ID:4xllrhjJq 14rOMkmYzHpSQyz90h-Gt9oF7JVQ WaOxyW5mJKptVO015wl5P_KiDQFeyygt6 7-0-4 10-7-12 14-3-4 21-3-8 7-0-4 3-7-8 3-7_8 7-0-4 Scale=1:33.7 2.00 12 4x4 2x4 11 3 2x4 11 3x6= 3x6 2 4 1 5 o2x4 2x4 11 csv ro 2x4 I g � 3x8= 3x10 = 7 2x4 II 3x8 5x8 WB= 6 10-7-1221-3-8 � 21-3� Plate Offsets(X.Y): [20-0-8.0-1-81,K10-0-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.34 1-8 >461 240 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -0.79 1-8 >197 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:611b FT 10% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-10 oc pur ins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 7-0-1 oc bracing. WEBS 2 X 4 HF Stud/Std OTHERS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 1=675/3-9-4(min.0-1-8),5=545/7-10-12 (min.0-1-8),6=293/7-10-12(min.0-1-8) Max Horz 1=30(LC 3) Max Uplift 1=-233(LC 5),5=-209(LC 6),6=-47(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2680/1020,2-3=-1781/504,3-4=-1774/508,4-5=2449/966 BOT CHORD 1-8=-1004/2627,7-8=-925/2382,6-7=-925/2382,5-6=-925/2382 WEBS 2-8=-922/559,3-8=-37/337,4-8=-731/527 �� NOTES * O� 1)Unbalanced roof live loads have been considered for this design. dl _ 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)Gable studs spaced at 1-4-0 oc. 40 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. g � 4 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)6 except Qt=1b)1=233,5=209. 8)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. p 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. PrlQ� ' LOAD CASE(S) Standard u J 85 25P 9' G0 Q 12 PN RENEWAL DATE. 12/31/2013 July 12,2012 WARNING-Verify design parameters and read notes onthis 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 ofthe installer.Additional permanent building stability bracing ofthe 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 C�MSOLflIVG LLC SBCA at www.slbcindushy.com. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property �4' Center plate on joint unless x,y 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) Apply plates to both Sides of truss 1. Additional stability bracing for truss system,e.g.diagonal or X-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 �'T/1 b 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 AC4 5. Cut members to bear tightly against each other. Lp 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint O '� 3 �� 3 locations are regulated by ANSI/TPI 1. For 4 x 2 orientation,locate = O 7. Design assumes Wsses will be suitably protected from the environment in accord with plates 0 'ab'from outside O U ANSI/TPI 1. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19/o at time of fabrication. edge of truss. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative c2-e cs 2 treated,or green lumber. BOTTOM CHORDS 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General This symbol indicates the practice is to camber for dead load deflection. required direction of slots in 8 7 6 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirement,. 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 pur ins provided at spacing indicated an 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/LETTEREDCLOCKWISE 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 4 NUMBERS/LETTERS. width measured perpendicular pictures alone is not sufficient. to slots.Second dimension is 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. the length parallel to slots. 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes approval,through the building designer or owner of the trusses,of the loads and related PRODUCT CODE APPROVALS design assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual LATERAL BRACING LOCATION design drawings. ICC-ES Reports: 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSI/TPI 1 and related proprietary information. Indicated by symbol Shawn and/Or ESR-1311,ESR 1352,ER 5243,9604B, 23.It is extremely important to property install temporary lateral restraint and diagonal bracing,in In Intext in the bracing section of the accordance with SCSI-62 or using proprietary methods(e.g.Stabilizer,etc.). by 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 orientation 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 reaction section indicates joint p ©201 1 DrJ Consulting,LLC All Rights Reserved fabricator. Competent professional advice should be secured relative to these items. 27. number where bearings occur. The accuracy the truss design drawing relies upon accurate metal plate connector a design values as published by MiTek and accurate design values for solid sawn lumber. Design values(E,Emin,Flo,Fc,Fcp,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 Industry Standards: it agencies approved by the Board of Review of the American Lumber Standards ANSI/TPI 1: National Design Specification for Metal Committee in accordance with the latest edition ofANSI/TPI 1 Section 6.3. Plate Connected Wood Truss Construction. li?j DSB-89: Design Standard for Bracing. DrJ Consulting, LLC BCS1I: Building Component Safety Information, 6300 Enterprise Lane Guide to Good Practice for Handling, CONSUL TING LLC Installing &Bracing of Metal Plate Madison,VVI 53719 Connected Wood Trusses. page Project: Beam Calcs-1614 Alderbrook North Phil Martonik Location: Header#1 -H1 Reality Homes Inc / Roof Beam 1308 Alexander Ave E Suite B of [2009 International Residential Code(2005 NDS)] Fife,Wa.98424 1.5 INx3.5INx5.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 7/19/2012 4:25:50 PM Section Adequate By:53.2% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.08 IN U732 Dead Load 0.05 in Total Load 0.14 IN U442 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 125 Ib 125 Ib Dead Load 82 Ib 82 Ib Total Load 207 Ib 207 Ib Bearing Length 0.22 in 0.22 in -- BEAM DATA Asf► B Span Length 5 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 Roof Dead Load: DL= 15 psf #2-Douglas-Fir-Larch Tributary Width: TW= 1 ft Base Values Adiusted Side Two: Bending Stress: Fb= 900 psi Fb'= 1553 psi Roof Live Load: LL= 25 psf Cd=1.15 CF=1.50 Roof Dead Load: DL= 15 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Tributary Width: TW= 1 ft Cd=1.15 Wall Load: WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi 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= 1 plf Controlling Moment: 259 ft-Ib Beam Uniform Live Load: wL= 50 plf 2.5 ft from left support Beam Uniform Dead Load: wD_adj= 33 plf Created by combining all dead and live loads. Total Uniform Load: WT= 83 plf Controlling Shear: -207 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 2 in3 3.06 in3 Area(Shear): 1.5 in2 5.25 int Moment of Inertia(deflection): 2.18 in4 5.36 in4 Moment: 259 ft-Ib 396 ft-Ib Shear: -207 lb 725 Ib Project: Beam Calcs-1614 Alderbrook North page Phil k / Location: Header#2-H2 , � Realityity Homes Inc Roof Beam 1308 Alexander Ave E Suite B or [2009 International Residential Code(2005 NDS) Fife,Wa.98424 1.5 INx3.5INx4.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 7/19/2012 4:26:00 PM Section Adequate By: 139.4% Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.03 IN L/1429 Dead Load 0.02 in Total Load 0.06 IN U864 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 100 Ib 100 Ib Dead Load 66 Ib 66 Ib Total Load 166 Ib 166 Ib Bearing Length 0.18 in 0.18 in BEAM DATA 4 e -- — Span Length 4 ft A 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'= 1553 psi Side Two: Cd=1.15 CF=1.50 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.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Adjusted Beam Length: Ladj= 4 ft Beam Self Weight: BSW= 1 plf Controlling Moment: 166 ft-Ib Beam Uniform Live Load: wL= 50 plf 2.0 ft from left support Beam Uniform Dead Load: wD_adj= 33 plf Created by combining all dead and live loads. Total Uniform Load: WT= 83 plf Controlling Shear: -166 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 1.28 in3 3.06 in3 Area(Shear): 1.2 in2 5.25 in2 Moment of Inertia(deflection): 1.12 in4 5.36 in4 Moment: 166 ft-Ib 396 ft-Ib Shear: -166 lb 725 lb Project: Beam Calcs-1614 Alderbrook North page Phil k / Location: Header#3-H3 Realityity Homes Inc F?oof Beam �h 1308 Alexander Ave E Suite B or [2009 International Residential Code(2005 NDS) Fife,Wa.98424 1.5 INx7.5INx6.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 7/19/2012 4:26:12 PM Section Adequate By:284.8% Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.02 IN L/4167 Dead Load 0.01 in Total Load 0.03 IN L/2479 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 150 Ib 150 Ib Dead Load 102 Ib 102 Ib Total Load 252 Ib 252 Ib Bearing Length 0.27 in 0.27 in BEAM DATA 6 ft Span Length 6 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.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Adjusted Beam Length: Ladj= 6 ft Beam Self Weight: BSW= 2 plf Controlling Moment: 378 ft-Ib Beam Uniform Live Load: wL= 50 plf 3.0 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: 252 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 3.65 in3 14.06 in3 Area(Shear): 1.83 in2 11.25 in2 Moment of Inertia(deflection): 3.83 in4 52.73 in4 Moment: 378 ft-Ib 1455 ft-Ib Shear: 252 lb 1553 lb page Project: Beam Calcs-1614 Alderbrook North Phil Martonik Location: Header#4-H4 Reality Homes Inc / Roof Beam �I A 1308 Alexander Ave E Suite B of [2009 International Residential Code(2005 NDS) Fife,Wa.98424 3.5 INx7.25INx5.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 7/19/2012 4:26:27 PM Section Adequate By: 14.8% Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.05 IN U1301 Dead Load 0.03 in Total Load 0.08 IN L/792 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 1459 Ib 1459 Ib Dead Load 936 Ib 936 Ib Total Load 2395 Ib 2395 Ib Bearing Length 1.09 in 1.09 in BEAM DATA A s ft B Span Length 5 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= 22 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--L'= 625 psi Adjusted Beam Length: Ladj= 5 ft Beam Self Weight: BSW= 6 plf Controlling Moment: 2994 ft-Ib Beam Uniform Live Load: wL= 584 plf 2.5 ft from left support Beam Uniform Dead Load: wD_adj= 375 plf Created by combining all dead and live loads. Total Uniform Load: WT= 958 plf Controlling Shear: -2395 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 26.7 in3 30.66 in3 Area(Shear): 17.36 in2 25.38 in2 Moment of Inertia(deflection): 25.26 in4 111.15 in4 Moment: 2994 ft-Ib 3438 ft-Ib Shear: -2395 lb 3502 lb Project: Beam Calcs-1614 Alderbrook North page Phil k / Location: Header#5-H5 � Realityity Homes Inc Roof Beam mm��' 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 Section Adequate By: 142.8% StruCalc Version 8.0.112.0 7/19/2012 4:26:38 PM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.11 IN L/1731 Dead Load 0.09 in Total Load 0.20 IN U960 Live Load Deflection Criteria: U240 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 — 16ft 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 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= 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: Reg'd Provided Section Modulus: 30.41 in3 73.83 in3 Area(Shear): 5.23 in2 39.38 in2 Moment of Inertia(deflection): 77.88 in4 415.28 in4 Moment: 2885 ft-Ib 7004 ft-Ib Shear: 721 Ib 5434 Ib Project: Beam Calcs-1614 Alderbrook North page Phil Martonik / Location:Header#6-H6 Reality Homes Inc Noof Beam 1308 Alexander Ave E Suite B of [2009 International Residential Code(2005 NDS) Fife,Wa.98424 1.5 INx7.25INx6.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 7/19/2012 4:27:00 PM Section Adequate By:259.9% Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.02 IN U3764 Dead Load 0.01 in Total Load 0.03 IN L/2241 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 150 Ib 150 Ib Dead Load 102 Ib 102 Ib Total Load 252 Ib 252 Ib Bearing Length 0.27 in 0.27 in BEAM DATA -A- Eft 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 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= 6 ft Beam Self Weight: BSW= 2 plf Controlling Moment: 378 ft-Ib Beam Uniform Live Load: wL= 50 plf 3.0 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: 252 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 3.65 in3 13.14 in3 Area(Shear): 1.83 in2 10.88 in2 Moment of Inertia(deflection): 3.83 in4 47.63 in4 Moment: 378 ft-Ib 1360 ft-Ib Shear: 252 lb 1501 Ib page Project: Beam Calcs-1614 Alderbrook North Phil Martonik Location:Header#7-H7 Reality Homes Inc / Roof BeamI 1308 Alexander Ave E Suite B of [2009 International Residential Code(2005 NDS) Fife,Wa.98424 3.5 INx9.25INx6.OFT #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 19.6% StruCalc Version 8.0.112.0 7/19/2012 4:27:14 PM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.05 IN 01563 Dead Load 0.03 in Total Load 0.08 IN U951 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1751 Ib 1751 Ib Dead Load 1128 Ib 1128 Ib Total Load 2879 Ib 2879 Ib Bearing Length 1.32 in 1.32 in BEAM DATA 6 ft Span Length 6 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 Roof Dead Load: DL= 15 psf #2 Douglas-Fir-Larch Tributary Width: TW= 1.3 ft Base Values Adjusted Side Two: Bending Stress: Fb= 900 psi Fb'= 1242 psi Cd=1.15 CF=1.20 Roof Live Load: LL= 25 psf Roof Dead Load: DL= 15 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Tributary Width: DL = 22 ft Cd=1.15 Wall Load: WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi 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= 6 ft Beam Self Weight: BSW= 7 plf Controlling Moment: 4318 ft-Ib Beam Uniform Live Load: wL= 584 plf 3.0 ft from left support Beam Uniform Dead Load: wD_adj= 376 plf Created by combining all dead and live loads. Total Uniform Load: WT= 960 plf Controlling Shear: 2879 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Reo'd Provided Section Modulus: 41.72 in3 49.91 in3 Area(Shear): 20.86 in2 32.38 int Moment of Inertia(deflection): 43.71 in4 230.84 in4 Moment: 4318 ft-Ib 5166 ft-Ib Shear: 2879 lb 4468 lb Project: Beam Calcs-1614 Alderbrook North page Phil Martonik / Location: Beam#1 -B1 Reality Homes Inc Roof Beam 1308 Alexander Ave E Suite B of [2009 International Residential Code(2005 NDS) Fife,Wa.98424 3.5 INx7.25INx4.OFT #2-Doug]as-Fir-Larch-Dry Use Section Adequate By:79.4% StruCalc Version 8.0.112.0 7/19/2012 4:27:30 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.02 IN U2540 Dead Load 0.01 in Total Load 0.03 IN U1547 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1167 Ib 1167 Ib Dead Load 749 Ib 749 Ib Total Load 1916 Ib 1916 Ib Bearing Length 0.88 in 0.88 in BEAM DATA A 4 ft 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= 22 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--L'= 625 psi Adjusted Beam Length: Ladj= 4 ft Beam Self Weight: BSW= 6 plf Controlling Moment: 1916 ft-Ib Beam Uniform Live Load: wL= 584 plf 2.0 ft from left support Beam Uniform Dead Load: wD_adj= 375 plf Created by combining all dead and live loads. Total Uniform Load: WT= 958 plf Controlling Shear: 1916 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 17.09 in3 30.66 in3 Area(Shear): 13.88 in2 25.38 int Moment of Inertia(deflection): 12.93 in4 111.15 in4 Moment: 1916 ft-Ib 3438 ft-Ib Shear: 1916 Ib 3502 Ib 'Project: Beam Calcs-1614 Alderbrook North page Phil k / Location: Beam#2-B2 , � Realityity Homes Inc Aoof Beam �) 1308 Alexander Ave E Suite B or [2009 International Residential Code(2005 NDS)] Fife,Wa.98424 3.125 IN x 12.0 IN x 10.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.112.0 7/19/2012 4:27:56 PM Section Adequate By:30.3% Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.20 IN U640 Dead Load 0.13 in Total Load 0.32 IN U389 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 3063 Ib 3063 Ib Dead Load 1980 Ib 1980 Ib Total Load 5044 Ib 5044 Ib Bearing Length 2.48 in 2.48 in BEAM DATA A 10.5 n B Span Length 10.5 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 24F-V4-Visually Graded Western Species Roof Dead Load: DL= 15 psf Base Values Adjusted Tributary Width: TW= 1.3 ft Bending Stress: Fb= 2400 psi Controlled by: Side Two: Fb_cmpr= 1850 psi Fb'= 2760 psi Roof Live Load: LL= 25 psf Cd=1.15 Roof Dead Load: DL= 15 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Tributary Width: TW= 22 ft Cd=1.15 Wall Load: WALL= 0 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Adjusted Beam Length: Ladj= 10.5 ft Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Beam Self Weight: BSW= 8 plf Beam Uniform Live Load: wL= 584 plf Controlling Moment: 13239 ft-Ib Beam Uniform Dead Load: wD_adj= 377 plf 5.25 ft from left support Total Uniform Load: WT= 961 plf Created by combining all dead and live loads. Controlling Shear: -5044 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 57.56 in3 75 in3 Area(Shear): 24.82 in2 37.5 int Moment of Inertia(deflection): 208.48 in4 450 in4 Moment: 13239 ft-Ib 17250 ft-Ib Shear: -5044 lb 7619 lb Contractors or Tradespeople Printer Friendly Page Page 1 of 2 General/Specialty Contractor A business registered as a construction contractor with 1-81 to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name REALITY HOMES INC UBI No. 602170782 Phone 2539266822 Status Active Address 1308 Alexander Ave E License No. REALIH1984CN Suite/Apt. License Type Construction Contractor City Tacoma Effective Date 2/15/2002 State WA Expiration Date 2/15/2014 Zip 98424 Suspend Date County Pierce Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Expiration Status Date Date SECURF*190LB SECURITY Construction Fencing Unused 6/2/1981 10/30/2013 Active FENCE INC Contractor SECURS1022Q0 SECURITY Construction Other Water 11/20/1998 11/20/2004 Archived SEALANTS INC Contractor (Specify) Proofing Business Owner Information Name Role Effective Date Expiration Date FANCHER, THOMAS E President 02/15/2002 FANCHER, THOMAS E President 02/16/2010 HANKEL, JAMIE S Secretary 02/15/2002 HANKEL, LOWELL K K JR IVice President 02/15/2002 Bond Information No records found for the previous 6 year period Assignment of Savings Information Assignment of Savings Effective Release Assignment Impaired Received Savings Account Number Date Date Type Date Amount Date 1 7000328315 2/14/2005 Until Bond Released $12,000.00 2/22/2005 Insurance Information Company Policy Effective Expiration Cancel Impaired Amount Received Insurance Name Number Date Date Date Date Date Wesco https:Hfortress.wa.gov/lni/bbip/Print.aspx 8/14/2012 Contractors or Tradespeople Printer Friendly Page Page 2 of 2 10 linsurance Co WPP102030901 02/12/2012 02/12/2013 $1,000,000.00 02/13/2012 9 Wesco WPP102030900 02/12/2012 02/12/2013 $1,000,000.00 01/30/2012 Insurance Co WESCO 8 INSURANCE WPP102030900 02/12/2011 02/12/2012 $1,000,000.00 02/11/2011 COMPANY GENERAL 7 FIDELITY INS B 02/12/2010 02/12/2011 $1,000,000.00 02/05/2010 CO AG000659300 GENERAL 6 FIDELITY INS BAG000515300 02/12/2009 02/12/2010 $1,000,000.0002/10/2009 CO GENERAL 5 FIDELITY BAG000308500 02/12/2007 02/12/2009 $1,000,000.0002/25/2008 INSURANCE CO 4 QUANTA QAG000718600 02/12/2005 02/12/2007 $1,000,000.00 02/10/2005 INDEMNITY Summons/Complaint Information Cause County Complaint Judgment Status Payment Paid By 07-2-09754-1 Date: 11/07/2007 Date: Date: JAMES Et KATHY MCCULLOUGH PIERCE Amount: $0.00 Dismissed Amount: $0.00 Amount: InterPlead: No Bond(s): 856994C 07-2-04088-7 Date: 06/21/2007 Date: Date: JOHN Et DENISE HARTIGAN SNOHOMISH Amount: $0.00 Dismissed Amount: $0.00 Amount: InterPlead: No Warrant Information No unsatisfied warrants on file within prior 6 year period https:Hfortress.wa.gov/lni/bbip/Print.aspx 8/14/2012 Clallam County Assessor&Treasurer- Property Details - 67499 SHELLY SMITH for Y... Page 1 of 1 Clallam County Assessor& Treasurer Property Search Results > 67499 SHELLY SMITH for Year 2011 -2012 Property Account Property ID: 67499 Legal Description: LOT 13 RIEDEL II SUBD PHASE II Geographic ID: 0630146701300000 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: 1313 FOREST TRAIL DR Mapsco: PORT ANGELES,WA 98362 Neighborhood: PA South Res Map ID: 2 Neighborhood CD: 4151000 Owner Name: SHELLY SMITH Owner ID: 210538 Mailing Address: 4 ALMOND CT %Ownership: 100.0000000000% NOVATO,CA 94947 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:8/14/2012 3:54 ©2012 True Automation, Inc.All Rights AM Reserved. Privacy Notice http://websrv8.clallam.net/propertyaccess/Property.aspx?cid=0&year=2011&prop_id=67499 8/14/2012 50 1 _ � 2 - Open o-. 1305 N - / - - - 1318 4-2II� ��-Forest-Trail inch Pv, it c • II 131 55 - 2 50 . . PREPARED 6/04/13, 15:43:53 INSPECTION TICKET PAGE 2 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 6/04/13 ------------------------------------------------------------------------------------------------ ADDRESS . : 1313 FOREST TR SUBDIV: - CONTRACTOR REALITY HOMES INC. PHONE (253) 926-6822 OWNER SMITH, SHELLY PHONE (360) 797-1337 PARCEL 06-30-14-6-7-0130-0000- APPL NUMBER: 12-00001059 RES NEW SFR ------------------------------------------------------------------------------------------------ REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ----------------- ME99 01 5/29/13 PB MECHANICAL FINAL - 5/30/13 DA May 28, 2013 10:21:02 AM pbarthol. Shelly 797-1337 May 30, 2013 8:36:50 AM pbarthol. Propane tank set directly below egress window for bedroom. fireplace not working, no way to test function. ME99 02 6/013 JL MECHANICAL FINAL XI& ixnJune 4, 2013 3:45:19 PM pbarthol. --------------------- -------------------N ----------- COMMENTS AND NOTES --------------------------------------