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Plans L-O SL) ,rite 72, ✓1� ITW Building Components Group, Inc. RECEIVE. 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1V52561-Z0428150708 APR 9 2014 Truss Fabricator: Trus-Bay, Inc Job Identification: 135819-PARR LUBBER HILLSBORO ORIEBEL ADDITION -- 8247 SI IIATTHfilailORECARD Model Code: IRC Truss Criteria: IRC2012/TPI-2007(STD) ' Vis'=-DI��SI� Pt Engineering Software: Alpine proprietary truss analysis software. Versions 13.01 �t. G f N• �s Truss Design Loads: Roof - 42 PSF !i 1.15 Duration Cr F 0 �Z 14 Floor - N/A 19575 P r Bind - 140 NPH (ASCE 7-10-Closed) co, Bind t� r Notes: 03 8/2014 OREGON 1. Determination as to the suitability of these truss conponents for the structure is the responsibility of the building designer/engineer of 9iS1 °"•so,+ee� 'P record, as defined in ANSI/TPI 1. O4-0 W•tv 2. As shown on attached drawings; the drawing nunber is preceded by: CAUSR561 Ranewaldate 813012015 Garold W.Heal Details: BRCALHIP- Subnitted by GBH 15:06:46 03-28-2014 Reviewer: TSB $ $ # Ref Description Drawing# Date 1 27210--J02 14087069 03/28/14 2 27211--J04 14087061 03/28/14 3 27212--J06 14087060 03/28/14 4 27213-408 14087059 03/28/14 5 27214--J10 14087058 03/28/14 6 27215--J12 14087057 03/28/14 7 27216--JCA 14087066 03/28/14 8 27217--JLC1 14087056 03/28/14 9 27218--SJ02 14087064 03/28/14 10 27219--SJ028 14087065 03/28/14 11 27220--SJO4 14087062 03/28/14 12 27221--T01 14087292 03/28/14 13 27222--T02 14087070 03/28/14 14 27223--T03 14087067 03/28/14 15 27224--T04 14087068 03/28/14 16 27225--T05 14087063 03/28/14 17 27226--T06 14087293 03/28/14 16 27227--T07 14087294 03/28/14 19 27228-408 14087295 03/28/14 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 135819—PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI — J02 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Special loads (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Deflection meets L/240 live and L/180 total load. Creep increase TC- From 67 plf at -1.50 to 67 plf at 1.91 factor for dead load is 2.00. BC- From 10 plf at 0.00 to 10 plf at 5.94 BC- 33.61 lb Conc. Load at 2.00 Unbalanced snow loads have not been considered. BC- 36.20 lb Conc. Load at 4.00 R=59 4_9-0-8 1 8 1-7-9 �� I +7-9-2 1/ 2X4(A1) Lc--1-6-0 -1-10-15 >l< 4-1-13 J 5-11-4 Over 3 Supports R=256 U=51 W=5.5" R=98 Design Crit: IRC2012/TPI-2007(STD) o PROS PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.O1 .P- y: . 'S;s0TY:2 OR/-/1/-/-/R/- Scale =.5"/Ft. TRIS-Way'+Inc 3604504470 "'WARNING"` READ AND FOLLOW ALL NOTES ON THIS SHEETI .fp vv-ANE , ly TC LL 25.0 PSF REF R561-- 27210 3901 NE 68tH St.,Vancouver WA "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS, A '� Trusses require extreme care in fabricating, handling, shipping. Installing and bracing. Refer to and 1 9575 P. 1' follow the latest edition of GCS! (Building Component Safety Information, by TPI and wrcA) for safety �r TC DL 7.0 PSF DATE 03/28/1 4 practices prior to performing these functions. Installers shall provide temporary bracing per BCS1. OIr Unless notal othorwiso. cop chord shall have properly atu ached structural sheathing and bottom chord 1�.w^f BC DL 10.0 PSF DRW CAUSR561 14087069 shall have a properly a a ached rigid ceiling. Loc shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections 83, 87 or B10, as applicable. 7 ALPINE a 82014 BC LL 0.0 PSF CA-ENG PBC/CWC — 11W Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, OREGON any folium to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation& bracing of trusses. Apply places to each face of truss and position as shown above and on the Joint. 9 4':'4.20,19° Q TOT.LD. 42.0 PSF SEQN- 306953 Details, unless s noted othorwiso. Refer to drawings 160A-2 for standard pinto positions. A seal on this ITW /� Inc. rawing or coverpagelisting this drawing, indicates accoptancetof professional engineering a �p< a 1��' DUR.FAG. 1 1 5 FROM MC w BuildingComponents Group,1osPonslbl I Ity s_alcly Por the tlaslgn shown. The NSIAWl l Icy antl u c of this design for any structure is Y" P the losponslbllity of the Building Designer per ANSI/TPI 1 Sec.2. sFor a Information see'. ThisJob's Sacramento,CA 95828 general notes page, ITW-BCG: www.rcwbcg.com; TPI www tpinst.org; WTCA'mwww.sbeinduscry.cem; ICCerwww.lccsafo.or'g Renewaldele0/50/2015 SPACING 24.0" JREF- 1V52561_204 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI - J04 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Connectors ingreen lumber DL=6.0 psf. (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. / 1 10-4-8 R=109 U=31 8 2-11-9 m_iiiimmiiimiimmmEN117-9-2 1 2X4(A1) L-1-6-0 >I< 3-10-15 >I< 2-1-13-- Ic 5-11-4 Over 3 Supports >I R=318 U=10 W=5.5" R=103 RL=80/-45 Design Crit: IRC2012/TPI-2007(STD) p PRO PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01.►- v: - :-F�4> TY:2 OR/-/1/-/-/R/- Scale =.5"/Ft. Tnls-Way,Inc 360-750-1470 WARNING"' READ AND FOLLOW ALL NOTES ON 7X15 SHEETI �g 4GINeF 'O TC LL 25.0 PSF REF R561-- 27211 "IMPORTANT"' FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 3901 NE 68th St.,Vancouver WA y _ Trusses rendre a><treme care in fabricating, handling, shipping, Installing and bracing. Refer to and - 9573 P' 'p DATE 03/28/14 fallow the laical edition .-fvr ofSCSI (Building Component Safely Information, by TPI and WTCA) for safety a r TC DL 7.0 PSF practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. . Unless noted otherwise, top chord shall have properly at.ached structural sheathing and bottom chord / :..-',, BC DL 10.0 PSF DRW CAUSR561 14087061 shall have a properly attached rigid tolling. Locations tshown ford permanent lateral restraint of webs shall have bracing installed per RCS! sections B3. B7 or B10, as applicable. 0 28/20 14 OMNI ALPINE in,/Bulltling Components Group Inc. (ITWBCG) shall not be respensiblo for any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG PBC/CWC any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, installation& bracing of trusses. Apply plates t°each face of tress and position as shown above and on the JointTOT.LD. 42.0 PSF SEQN— 306487 Details, unlessnotedotherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this 9 4'0 i.20,1041) drawing or cover page listing this drawing, indicates acceptance of professional engineering TW Building Group,Inc. asp°ecpon Ity a°'sly for the d°sign shown. T"°suitability and use of this design far any structure la °( �(1�•.N DUR.FAC. 1 .15 FROM MC b Componentsthe 7,,,,,sibi lily or thn aul ding Des lgnor per ANSI/1PI 1 Soc.2, For a Information s . ThisJob's Sacramento,CA 95828 general notes page; ITW-OCG:eoee itwbcg.com; TPI' www.tpinst.org; WTCA:msew.sbcindustry.com; ICC, www.iccsafo.org Renewaldale81301201S SPACING 24.0" JREF- 1V52561_204 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI - J06 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Connectors ingreen lumber DL=6.0 psf. (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Calculated vertical deflection is 0.00" due to live load and 0.14" due applied per IRC-12 section 301.5. to total load at X = 3-0-12. Deflection meets L/240 live and L/180 total load. Creep increase factor Unbalanced snow loads have not been considered. `or dead load is 2.00. 11-8-8 R=167 U=53 4-3-9 ,..1.4118."1/11/CI ,v, 792 l R=108 Le-1-6-0 >1< 5-10-15 0-1-13 5-11-4 Over 3 Supports • R=379 U=8 W=5.5" RL=110/-54 PLT TYP. Wave Design Crit: IRT/RT 8% 10% /4 1) 13.01 .0, u.Q PROp'S ( ) ( ) - S+ TY:2 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Wa Inc 360-750-1470 "WARNING"' READ AND FOLLOW ALL NOTES ON THIS SHEET! A ` REF R561-- 27212 y "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. ` l 0 TC LL 25.0 PSF 3901 NE 68Th St.,Vancouver WA �Q 'L Trusses require extromo taro In fabricating, handling, shipping, Installing and bracing. Refer to and 19575 P 'p follow the latest.edition ofrBC51 (Building Component Safety Information, by TPI and WTGA) for safety F Ir TC DL 7.0 PSF DATE 03/28/1 4 practices prior to performing those Functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise. top chord shall have proPorly attached structural sheathing and bottom chord f� rte. BC DL 10.0 PSF DRW CAUSR561 14087060 shall have a properly attached rigid calling. Locations shown forpermanentlateral restraint of webs 1p shall have bracing installed par BCSI sections B3, 67 or 610, as applicable. 0 /28/2014 ALPINE ITW Building Components Group Inc. (ITWBCG)shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG PBC/CWC IIIII any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping. Installation& bracing of trna a. Applyplatesto each face gas and position as shown above and on the clot 9 `+ .zo,1 9"' P TOT.LD. 42.0 PSF SEQN— 306584 Details. unlosssnoted otherwise. Refer to drawing%160A-2 for standard plate,positions. A soot on this h 9 s( drawing o cover page listing this drawing, indicates accepts e of professional engineering Rp�� W•�� DUR.FAC. 1 .15 FROM MC • ITW Bllildln},Components Group, responsibility solely fort the design shown. Tho suitability and use of this design for any structure Is V the responsibl lily of the Building Designer per ANSI/TPI 1 Soo.2. sFur more Information see: This Job's Sacrvnento,CA 95828 gena al notes page: ITW-BCG:www.itwbcg,com; TPI, www.tpInst.org, WTCA: www.sbclndustry.eom, Renewal 8130/2015 SPACING 24.0" J RE F- 1X15256 1 Z04 ICC: www.leesafe.org _ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI - J08 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Connectors ingreen lumber DL=6.0 psf. (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Calculated vertical deflection is 0.00" due to live load and 0.14" due applied per IRC-12 section 301.5. to total load at X = 3-0-12. Deflection meets L/240 live and L/180 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. Shim all supports to solid bearing. R=61 U=21 :I .413-1-3 I 40_11-8-11 R=233 U=76 W=3.25" 5-7-9 8 ... .r,( 79-2 I = � R=109 2X4(A1) 1.<1-6-0ff 5-11-4 --3-41-9-15.;J ft 7-10-15 Over 4 Supports R=384 W=5.5" RL=140/-63 Design Crit: IRC2012/TPI-2007(STD) f9 PROp:s. PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01.P,t_I7' a{• + Y:2 OR/-/1/-/-/R/- Scale =.375"/Ft. Tnls-Wad{y IRC 360-750-1470 I WARNING** READ AND FOLLOW ALL NOTES ON THIS SHEET! ('� �Fis1 TC LL 25.0 PSF REF R561 27213 3901 NE 68th St.,Vancouver WA "IMPORTANT** FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P Trusses q fabricating, h tl g ..hipping, Installing and bracing Refer to and follow the d f BCSI (Building Component Safety Infarmatien. by TPI and W1GA) far safety ;0, TC DL 7.0 PSF DATE 03/28/14 practices prior to performing tM1 s functions. Installers shall provide tomporary bracing per BCSI Unless not otherwise. top M1 Shall h properly achM structural antl bottom chord 1� shall have properly eattached rigid 'ling. Locationsshown for per , [eras restraint of webs BC DL 10.0 PSF DRW CAUSR561 14087059 shall have bracing installed per BCSI cions 83, 67 or 810 as applicable. 0.'28/2014 - ALPINE ITW Building Components Group Inc. (ITWBCG) shall not bo responsible for any deviation from this design, " OREGON BC LL 0.0 PSF CA-ENG PBC/CWC any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation& bracing of[ s. Apply plates to aaoh face of truss and position as shown above and on the Joint `4n.2D,16`� P TOT.LD. 42.0 PSF SEQN- 306587 Details, unlesssnotad otherwise. Refer to drawings 160A-2 for standard place positions. A seal on this `,f drawing or cover page listing this drawing, indicates acceptance of professional engineering "-O L D ,1•�� lTW Building Components Group,Inc. responsibility solely for the design shown. The suitability and use of this design for any structure is DUR.FAC. 1 .15 FROM MC 6 p, the responsibility of the Building Designer per ANSI/TPI 1 Soc.2. sFor more informations , ThisJob's _ Sacramento,CA 95828 general n s age; ITN-BCD: www.itwbcg.com; TPI: www.tpinsr_org; WTCA: www.sbcindustry.com, Renewal dale 6/3012015 SPACING 24.0" J RE F— 1 V5256 1 Z04 ICC: —..c.„,,,„.., THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. 135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI - J10 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Connectors ingreen lumber DL=6.0 psf. (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Calculated vertical deflection is 0.00" due to live load and 0.14" due applied per IRC-12 section 301.5. to total load at X = 3-0-12. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. R=19 U=6 :1 14-5-3 13-11-6 13-6-0 R=42 U=14 W=1.5" ▪ 11-8-11 R=109 U=37 W=1.5" 6-11-9 8 fl R=258 U=84 W=3.25" • 7-9-2 I ` R=109 2X4(A1) LI-s-off 5-11-4 0--3 2-6-4 O-8-01-11 l< 9-10-15 Over 6 Supports I R=384 W=5.5" RL=170/-72 Design Crit: I RC2012/TPI-2007(STD) so PROFIT' PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .'. IP -.��;. `S'+� :2 OR/-/1/-/-/R/- Scale =.3125"/Ft. _ TRIS-W&y 1nC 360-7504470W *"WARNING** READ AND FOLLOW ALL NOTES ON THIS SHEET! (` It CF/Sy TC LL 25.0 PSF REF R561-- 27214 3901 NE 68th S[.,Vancouver WA "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P Trusses require eatroma care in fabricating, handling, shipping, installing and bracing. Refer to and r TC DL 7.0 PSF DATE 03/28/14 follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these.functions. Installers shall provide temporary bracing par BCSI. .//' / Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord 0100 •.F. BC DL 10.0 PSF DRW CAUSR561 14087058 shall have a properly attached rigid telling. Locations shown for permanent lateral restraint of webs 0 28/2014 shall have bracing installed per BCSI sections B3. B7 or B10. as applicable. ALPINE ITW Building Componnca Group Inc. (ITWBCG)shall not be responsible far any deviation from thio design. ^ OREGON BC LL 0.0 PSF CA—ENG PBC/CWC any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation IS Y+ bracing of trusses. Apply plates to Oath faro of truss and position as shown above and on the Joint '9 "4n.20,19° P TOT.LD. 42.0 PSF S EQN- 306590 Details, unlossnoted Otherwise. Rofor to drawings 160/1-7 Por standard plate positions. A seal on this drawing or cover page listing this drawing, Indicator acceptance of professional engineering ITW BuildingCom Hants Gron,Ina esponsibility solely for the design shown. Tho suitability a tl e of this design for any s ruct re is 'FOLD •'W ustuDUR.FAC. 1 .15 FROM MC p the responsibility of the Building Designer per ANSI/TPI 1 Socn2, For m informations . This job's - Sacramento,CA 95828 general n .s page: ITW-BCG: www.itwbcg.con,; TPI, www.tpinst.org; WTCA: wew.sbcindustry.cnm: Renewal date 8/90/2015 SPACING 24,0" J RE F- 1 V52561 ZO4 ICC: www.iccsafc.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI - J12 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Connectors ingreen lumber DL=6.0 psf. (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Calculated vertical deflection is 0.00" due to live load and 0.14" due applied per IRC-12 section 301.5. to total load at X = 3-0-12. Deflection meets L/240 live and L/180 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. Shim all supports to solid bearing. R=86 U=29 15-9-3 13-11-6 " 13-6-0 W=1.5" 8-3-9 R=109 U=37 W=1.5"'77 258 U=85 W=3.25" *7-9-2 R=109 2X4(A1) 11-6-OI0-3-4 0-8-0 5-11-4 -----2-6-4 —�2- 7-11� , E-- 11-10-15 Over 6 Supports >I R=384 W=5.5" RL=200/-81 Design Crit: IRC2012/TPI-2007(STD) s0 PRpFF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0; PI./ `r'+ Y:2 OR/-/1/-/-/R/- Scale =.25"/Ft. Trus-Way S 360-750-1470 "WARNING"' READ AND FOLLOW ALL NOTES ON THIS SHEET! (/ `F4A 9 TC LL 25.0 PSF REF R561-- 27215 3901 NE 68th St.,Vancouver WA ""IMPORTANT"" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P Trusses require oatremo caro In fabricating, handling, shipping, Installing and bracing.A) Refer to and V' TC DL 7.0 PSF DATE 03/28/14 follow theI edition of BCS! (Building Component Safety Information by TPI and WlCA) for safety �.1 practices prior performing these functions Installers shall provide temporary bracing per BCSI / r _ Unless no otherwise. top chord shall have properly at echad structural sheathing and bottom chord •i. BC DL 10.0 PSF DRW CAUSR561 14087057 shall have a properly attached rigid ceding Locations tshown for permanent lateral restraint of webs O• O/2014 shall have bracing Installed per BCSI sections 83, B7 or B10, as applicable. O - ALPINE ism ITV Building Components Group Inc (ITWBCG)shall not beGI responsible f r any deviation from this design OREGON BC LL 0.0 PSF CA-ENG PBC/CWC any failure to build the truss in conformance with ANSI/TPI1, or for handling, shipping. Installation& . s Apply plates to each fate of truss and position as shown above and on the Joint bracing oft 1,Q`an,zo..10' (,P TOT.LD. 42.0 PSF SEQN- 306593 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this O drawing or covorpage listing this drawing, indicates acceptance of professional engineering C D W• DUR.FAC. 1 .1 5 FROM MC ITW Building Components Group,Inc. tM1Qponaibu icy solely cryr the design shown. Tne as rcabn;ey xnd Iso er rnIa design ror any a r r is �, p( })• r responsibility of a Building Designer per ANSI/TPI 1 Soc.2.'Far m information se tThi:7.!s Sacramento,CA 95828 general notes page ITW-BCG: www.I twbcg.com; TPI: www.tp;nst,org: WOCA www.sbcindustry.com; J ICCwww.Iccsareorg Renewal tlate 6/3012015 SPACING 24.0" JREF- 1V52561_Z04 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI - JCA ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Connectors ingreen lumber DL=6.0 psf. (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Calculated vertical deflection is 0.00" due to live load and 0.14" due applied per IRC-12 section 301.5. to total load at X = 3-0-12. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. R=134 U=45 16-8-11 i 13-11-6 "777 2 W=1.5" 9-3-1 _11811 80 U=92 W=3.25" A_7-9-2 _L R=109 2X4(A1) 11-6-J< 5-11-4 O- 3-2-4 < 4-0-15--›.1 1 13-4-3 Over 5 Supports >1 R=384 W=5.5" RL=222/-88 Design Crit: IRC2012/TPI-2007(STD) et)PROOFS , PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .,,01: S' . :1 OR/-Il/-I-/RI- Scale =.25"/Ft. Tms-Wayy Inc 360-750-1470 WARNING** READ AND FOLLOW ALL NOTES ON THIS SHEET! "r1 01� "^� TC LL 25.0 PSF REF R561— 27216 3901 NE 68th SL,Vancouver WA 'IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and a �' rTC DL 7.0 PSF DATE 03/28/1 4 follow the latest edition ofBCSI (Building Component Safety Information, by TPI and WTCA) for safety f practices prior to performing those functions. Installers shall provide temporary bracing per SCSI. .n Unlossotatl otherwise, tap chore shallt have properly u ached structural al sheathing and bottom chord * .'70 ' BC DL 10.0 PSF DRW CAUSR561 14087066 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs O ��/2014 shall have bracing installed per BCSI sections B3. B7 or B10, as applicable. Now ALPINE Immo ..,;,T7.7=," !nComponents Group'Inc. (ITNBGG) shall net responsible far any devlatlon r m this design, G1 OREGON .r BC LL 0.0 PSF CA-ENG PBC/CWC tbulltl tM1e Cruss n conformance wltM1 ANSI/TPI 1, pr or hantlling, sM1 1ping,r nsCallaClon& bracing of trusses. Apply plates to each race of tress and position as shown above and on the Joint .Q "sa.20,asdb Q. TOT.LD. 42.0 PSF SEQN— 306596 Details, unless 6 noted otherwise. Refer to drawings 160A-Z for standard Plate positions. A seal on this • drawing or cover page listing this drawing. Indicates acceptance,sof professional onglneoring ROL.D W*N�' DUR.FAC. 1.15 FROM MC ITW Building Com nents Group Inc. =7.2:=: ',,11=fae 27,:7Z7.:=pTATIy nd"eoaIfgtoe tis"Job's Sacramento,CA 95828 general notes page: ITW-BCG, www.,Fwbcg.com; TPI: www tpinst.erg: WTCA,wmw.ebcindustry.com. Renewal date EIaOI2OIA SPACING 24.0" JREF- 1V52561_204 ICC: wen 1resafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI - JLC1 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Calculated vertical deflection is 0.00" due to live load and 0.14" due applied per IRC-12 section 301.5. to total load at X = 3-0-12. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. :I ▪ 14-0-1 R=107 U=36 • 11-8-11 6-6-7 8 R=278 U=91 W=3.25" .� :' ▪ 7-9-2 R=109 2X4(A1) LE1-6-0J< 5-11-4 0-3-q 3-2-4----- k9-3-4 Over 4 Supports R=384 W=5.5" RL=161/-69 Design Crit: IRC2012/T(-)07()D) POlp, Y:2 OR/-/1/-/-/R/- Scale =.375"/Ft. PLT TYP. Wave FT/RT=8% 0% /4 1 13.01 .►1-. �ti: - •: Tots-WaV Im 360450-1470 "'WARNING** READ AND FOLLOW ALL NOTES ON THIS SHEET! kIMPORTANT4'^G ` 'y TC LL 25.0 PSF REF R561-- 27217 3901 NE 68th St.,Vancouver WA '• '• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P Trusses require eatreme care in fabricating, handling, shipping, Installing and bracing. Refer to and T' ra TC DL 7.0 PSF DATE 03/28/14 follow the latest edition ofBC51 (Building Component Safety Information, by TPI and bracing for safety / practices prior to performing those functions. Installers shall purovltlo temporary per BCSI. ' rte • Unless noted otherwise. top chord shall have properly attach.structural sheathingandbottom chord * . rBC DL 10.0 PSF DRW CAUSR561 14087056 shall have a properly attached rigid coiling. Locations shown for permanent lateral restraint of webs 0 '28/2014 shall have bracing Installed per BCSI sections 63. B7 or 810, as applicable, ALPINE _ ITW Building Components GrouupInc. (17WBCG)shall not be responsible for any deviation fr.this design, OREGON .a anBC LL 0.0 PSF CA-ENG PBC/CWC build any failure to ila the t iconformance with ANSI/TPI 1, or for handling, shipping, Installation& bracing of trusses. Apply plates to oath face of tress and position as shown above and on the joint q " 9ro P TOT.LD. 42.0 PSF SEQN— 306507 Details, unlessseaon noted otherwise. Refer to drawings 160A-Z for standard plate positions. A l this drawing or raver page listing this drawing, indicates acceptance of professional engineering - en,20,19OLD W,�� DUR.FAC. 1 .15 FROM MC ITW Buildin Com osponsibillty solely for the design shown. The suitability and use of this design far any structureIs 6 povents Grou P,Inc. r rosponslbility of the Building Designer per ANSI/TPI 1 Sec.2. Form a information see, This job's Sacramento,CA 95828 general notes page; I7w-BCG' bee. twcg cam; TPI', www.titWTCA pns .org; '. www.sbid cnustry.com; IGD: w,wa. `°eefeerg ibRenewaldate6130/2016 SPACING 24.0" JREF- 1V52561_7.04 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. 135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI - SJO2 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 9-0-8 1 R=19 U=8 1-7 -9 71112JIIIIMINI:ri4_7-9-2 R=30 U=3 �1-6-0— -1-10-15 D,=13 1-11-4 Over 3 Supg.orts r I R=241 U=26 W=5.5" RL=50/-36 Design Crit: IR so PROpk, PLT TYP. Wave FT/RT=8%(0%)/4(1) D) 13.01 .!e •a 5,s Y:3 OR/-/1/-/-/R/- Scale =.5"/Ft. Tms-Way m 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! ' TC LL 25.0 PSF REF R561-- 27218 3901 NE 68th St.,Vancouver WA ..IMPORTANT.' FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P Trusses require extreme caro in fabricating, handling, shipping, Installing and bracing. Refer to and a DATE 03/28/14 follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety f TC DL 7.0 PSF practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise. tot chord shall nava iu properly attached structural sheathing and bottom chord +.ip/w '',- BC DL 10.0 PSF DRW CAUSR561 14087064 shall have a properly attached rigid tolling. Locations shown for permanent lateral restraint of webs O 120/�O 14 shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. /� ALPINE ITW Building Components Group Inc. (11WRCG) shall not bo responsible for any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG PBC/CWC any ailuro to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation bracing of trusses. Apply plates to each face of truss and position as shown above end on the Joint 9,Q`ah.20 1 9sf ,gyp TOT.LD. 42.0 PSF SEQN- 306461 Details, unlosssnotod otherwise. Rofor to drawings 1600.-2 for standard plate positions. A seal on this O drawing or cover page listing this drawing, indicates acceptance of professional engineering L.D W• DUR.FAC. 1 .15 F ROM MC • responsibility solely for the design shown. The Suitability and use of this design far any structure i 1TW Bln1(1n1g Conuxments CIEOLIp,Inc. the responsibility of the Building Designer per ANSI/TPI 1 Soc.2. Form o Information s tThis job's Sacramento,CA 95828 general notes pogo; ITW-BCG:ww.itwbog.comi TPI: www.tpinst.orp WTCA: wow.sbc industry.com SPACING 24.0" J RE F- 1V52561_204 www.iccsafo.org w.lccsafo.org Renewal date 530/2015 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI - SJO2B ) Top chord 2x4 DF-L #1&Bet. 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet. anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Special loads DL=6.0 psf. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Bottom chord checked for 10.00 psf non-concurrent bottom chord live TC- From 67 plf at 0.00 to 67 plf at 1.94 load applied per IRC-12 section 301.5. BC- From 20 plf at 0.00 to 20 plf at 5.94 BC- 34.00 lb Conc. Load at 2.00 Deflection meets L/240 live and L/180 total load. Creep increase BC- 36.00 lb Conc. Load at 4.00 factor for dead load is 2.00. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Unbalanced snow loads have not been considered. R=105 U=11 8 7� 4_9-0-11 1 1-7-12I filill►� 11 7-9-2 DDD 2X4(A1) Lc---1-11-4 4-1-8 =J 5-11-4 Over 3 Supports R=99 R=135 W=5.5" RL=28 Design Crit: IRT/RT/%(0%)/4 O D) 13.02.0e y• 0,14.. : ''S c Y:1 OR/-/1/-/-/R/- Scale =.5"/Ft. PLT TYP. Wave Trus-Way,Inc 360-750-14'70 **WARNING** READ AND FOLLOW ALL NOTES ON THIS SHEET! G IN • 3901 NE 68th St.,Vancouver WA ...IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. ad �`Lw 2 TC LL 25.0 PSF REF R561-- 27219 Trusses ruquiro control.care In fabricating, handling, shipping, Installing and bracing. Refer to and 19575 P '!' 'y follow the latest edition of BCSI (Building Component safety Information, by TPI and wrDA) for aafaty ' rp TC DL 7.0 PSF DATE 03/28/14 practices prior to performing these functions. Installers rwrs shall provide temporary bracing per BCSI. ,/'' Unless notaotheise �+ tr BC DL 10.0 PSF DRW CAUSR561 14087065 , top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid tolling. Locations shown for permanent lateral restraint of webs O ��2014 shall have bracing installed per BCS) sections 83. B7 or B10, as applicable, - ALPINE Imo iTw Building Compononcs Croup Inc. (ITWBCG)shall not bo responsible for any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG PBC/CWC any failure to build the truss to ronformanco with ANSI/TPI 1, or for handling, shipping, Installation Si --- bracing o trusses. Apply plates to each fare of truss end position as shown above and on the Joint 1.A.'TOLD vdp 20,10� eP TOT.LD. 42.0 PSF SEQN- 2503 REV Details, unlose noted otherwise Refer to drawings 160A-2 For standard plate positions. A seal on this l drawing or cover page listing this drawing, indicates acceptance of professional engineering a ITW Building Components Gro Inc. rapansibility solely far the design shown. The suitability and use of this design for any structure is • DUR.FAC. 1 .15 FROM MC Sacramento,L.�95828 p, the responsibility of the Building Designer per ANSI/TPI 1 Sec.2, sFor m o Information see: irhis Job's gent ai nates pingo; ITW-BCG: w w.liwbcg.rom; TPI: www tpinnt ora, wTGA. www.sbrindustry.ram: SPACING 24.0" J REF- 1V52561_204 ICC:rwww.irtan a.rrg RMMNOIdEWOBIBOaMB ( 135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI - SJO4 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED By TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. R=97 U=33 • 4_10-5-3 B 2-11-9 ►� 11 7_92 i pm. R=36 U=2 2X4(A1) a--- Lr--1-6-0 ›< 1-11-4 > c 2-1-3--4J 1.4E3-10-15 Over 3 Supports R=275 U=17 W=5.5" RL=80/-45 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.O1 ..rw4'iiiw�% FS QTY:3 OR/-/1/-/-/R/- Scale =.5"/Ft. Totts-Way Inc 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! r S: 3901 NE 68tH St.,Vancouver WA 'IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. �� , G��F� a� TC LL 25.0 PSF REF R561 27220 Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Rorer[o end 19575 P TC DL 7.0 PSF follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety +, 4 DATE 03/28/1 4 practices prior to performing[hese functions. Installers shall provide temporary bracing per BCSI. �f BC DL 10.0 PSF DRW CAUSR561 14087062 Unless noted otherwise, top chord shall have properly attaehod structural sheathing and bottom chord ng shall have a properly attached rigid ceiling. Locations shown far permanent lateral restraint of webs 1 shall have bracing Installed per BCSI section B3. S7 or B10, as applicable, ALPINE IAN Building Components Group Inc. (ITWBCG)shall not be rosponslblo for any deviation from this design, 0 '28/2014! BC LL 0.0 PSF CA—ENG PBC/CWC * oconformanceany fail r to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, installation A ` OREGON bracing oftruss trus s. Apply plates t n and each faof truss and position as shown above d the Joint 4' -i TOT.LD. 42.0 PSF SEQN— 306577 Details, ,niossn7.otod otherwise. Rorer to drawings 160A- for Standard pinto positions. A seal an this 4 v®A Q0,19 drawing or cover page listing this drawing, indleutus a copra o f professional engineering 1 responsibility solely for the design shown. The suitability andf / use n this design for any structure "FO C D W.�1F' DUR.FAC. 1.15 FROM MC ITW Building Components Group,Inc. rho respons ib Il ity of the Building Dos i goer per ANSI/TPI 1 Sec.2. Form information sne' This job's Sacramento,CA 95828 general notes page; l W-BCG www.itwbcg.com; TPI; ,,ww tpinsn erg; WTCA:www.sbcindustry.com' SPACING 24.0" J RE F- 1V52561_204 ICC. wv.w.iccsnfe.org Renewal dote 6/30/2015 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ;135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI - T01) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 2 COMPLETE TRUSSES REQUIRED 1 t z Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @11.00" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction Bot Chord: 1 Row @12.00" o.c. 1. factors. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located in each row to avoid splitting. anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be equally Deflection meets L/240 live and L/180 total load. Creep increase spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). factor for dead load is 2.00. Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Unbalanced snow loads have not been considered. #1 hip supports 5-10-15 jacks with 2 panel TC and no end vertical. Building designer is responsible for conventional framing. Corner sets are conventionally framed. Extend sloping top chord of truss and jacks to hip rafter. Support In lieu of structural panels use purlins to brace all flat TC @ 24" OC. extensions every 4.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 24" OC with 2-16d Box or Gun nails(0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIP1213. Support hip rafter with cripples at 5-7-14 OC. 3X6% 3X6 3X10= V T2 8 (a) (a) 8 r 4-3-9 0-4-4 0-4-4 T At 5X8=— c 'IQ` T 7-9-2 3X5= 3X5= 4X6(81) = 4X6(B1) L-6-0j U-6-0j 5-5-5 ,I . 9-3-11 ).-c9-2-0 x 5-7-0 5-10-15 'r 8-10-1 9-2-0 5-7-0 L. 5-10-15 J_ 18-0-0 J, 5-7-0 ,J I 29-6-0 Over 2 Supports { R=2724 U=115 W=5.5" R=2724 U=115 W=5.5" RL=127/-127 Design Crit: IRC2012/TPI-2007(STD) I�-�� PLT TYP. Wave FT/RT=8%(O%)/4(1) 13.0. ws'" cls•; , QTY:1 OR/-/1/-/-/R/- Scale =.25"/Ft. Tms-Wa',Ir10 360-750-1470 URWARNING*' READ AND FOLLOW ALL NOTES ON THIS SHEET! iN i TC LL 25.0 PSF REF R561-- 27221 3901 NE 6th St.,Vancouver WA '•IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 4A -le OrNAG � OI Trusses require extreme tarn in fabricating, handling, shipping, Installing and bracing. Refer to and 19575 P 'y TC DL 7.0 PSF DATE 03/28/14 follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to pprforming those functions. Installers shell provide temporary bracing per SCSI. � _ f t Unless noted otherwise. top chord shall have properly attached structural sheathing and bottom chord BC DL 10.0 PSF DRW CAUSR561 14087292 shall have a properly attached rigid tolling. Locationsshown for permanent lateral restraint of webs ��.f shall have bracing Installed per KS! sections 83, 87 or 810, as applicable. mowALPINE momITW Building Components Group Inc. (ITRBCG) shall not be responsible for any deviation from this design. 0 28/2014 BC LL 0.0 PSF CA-ENG TSB/GWH any failure to bulla the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation& //m1r�� OREGON bracing of trusses. Apply pietas to each taco of truss and position as shown ae0Ve and on the Joint /vuim•J �ds .r TOT.LD. 42.0 PSF S EQN— 306615 Details, unlessnotedotherwise. Refer to drawings 160A-Z for standard plata,positions. A seal on this we Van ZD.19 tl' drawing or cover pogo listing this drawing, indicates acceptanceofprofessional engineering 1TW BuildingComponents Group,Inc. tr°e nospibnlsibtylleto'yf fh"er ta,lddoglgD"ahognwTAsNuSlt/ail 1 ean.d2ueFoothis Idnfrgflosye Thuitue bIs ',Coto w DUR.FAC. 1 .15 FROM MC _ Sacramento,CA 95828 general notes page: ITW-BCC, www.itwbcg.com; TPI: www.tpinst.org; NI'CA: waw.sbclndustry.com; SPACING 24.0" JREF- 1V52561__204 'cc: www.ittsafe.org RPnf wal tlatm 8/3019015 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI - T02 ) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. (a) 1x4 #3 HEM-FIR or better continuous lateral bracing to be equally Bottom chord checked for 10.00 psf non-concurrent bottom chord live spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). load applied per IRC-12 section 301.5. Bracing material to be supplied and attached at both ends to a suitable support by erection contractor. Calculated vertical deflection is 0.14" due to live load and 0.35" due to total load at X = 14-9-0. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. 3X6% 3X6 T2 3X8= I-1 O B (a) (a) 8 5-7-9 7-9-2 11011P • 3X4--. .-11 17 5X6= 3X4= 3X6(61) = 3X6(61) I1-6-d I1-6-0I 5-5-5 >I< 9-3-114c 9-2-0 4, 5-7-0 I- 7-10-15 -I . 16-0-0 j_. 5-7-0 J 29-6-0 Over 2 Supports R=1319 U=112 W=5.5" R=1319 U=112 W=5.5" RL=1577-157 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01.; '�'' fI: QTY:1 OR/—/1/—/—/R/— Scale =.25"/Ft. TrN-Way Inc 360-750-1470 `"WARNING'• READ AND FOLLOW ALL NOTES ON THIS SHEET! psf 1NE- vt:e REF R561-- 27222 39011 NE 68th St.,Vancouver WA .'IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. C TC LL 25.0 PSF ir- Trusses require extreme caro in fabricating, handling, shipping. Installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety 19575 P TC DL 7.0 PSF DATE 03/28/14 practices prior to performing those functions. Installers shall provide temporary bracing per BCSI. �F Unless noted otherwise, top chord shall have properly a ached structural sheathing and bottom Chord BC DL 1 0.0 PSF DRW CAUSR561 1 4087070 shall have a properly attached rigid telling. Locationstshown for permanent lateral restraint of webs r /f. shall have bracing Installed per BCS! sections 83. 137 or 810, as applicable. 0 /28/2014 mummy ALPINE _ ITW Building Components Group inc. (ITWBCG) shall not be responsible for any deviation from this design, BC LL 0.0 PSF CA—ENG PBC/CWC any failure to build the truss onformanco with ANSI/TPI 1, or for handling, shipping, Installation& OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint TOT.LD. 42.0 PSF SEQN- 306869 Details, unless s noted otherwise. Refer to drawings 160A-Z far standard plate positlons. A seal on this i!1 V8^.20 , ITV)/ 1,h drawing or covorpage listing this drawing, indicates aecoptanca of professional engineering 7R g DUR.FAC. 1.15 FROM MC Ii YY Bu11Wn COn1 )17C11tJ Group,Inc aspo"sibi lily solely for the design shown. The suitability and use of this doslgn for any structure is OL0 w•�� Sacramento CA 95828 p, theefe responsibility of he BuildingDesignerper ANSI/TPI 1 Sec.2. sFor a information soo. tThis job's gen s pogo: ITW-BCG: www.i bcg.c . TPI: tpinst.org; WTCA:mwww.sbclndustry.c , IGG:rwww.�ccsafe.nrg SPACING 24.0" JREF— 1V52561_Z04 Renewal date 600/2015 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI - T03 ) Top chord 2x4 DF-L #1&Bet.(g) :T2, T3 1.5"x5.625" DF-L SS(g): 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standardg ) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. (a) 1x4 #3 HEM-FIR or better continuous lateral bracing to be equally spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). Bracing material to be supplied and attached at both ends to a Special loads suitable support by erection contractor. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 67 plf at -1.50 to 67 plf at 9.91 Bottom chord checked for 10.00 psf non-concurrent bottom chord live TC- From 67 plf at 9.91 to 134 plf at 15.59 load applied per IRC-12 section 301.5. TC- From 134 plf at 15.59 to 67 plf at 31.00 BC- From 20 plf at 0.00 to 20 plf at 29.50 Calculated vertical deflection is 0.17" due to live load and 0.38" due TC- 41.00 lb Conc. Load at 9.00 to total load at X = 14-9-0. TC- 240.57 lb Conc. Load at 9.91,19.59 Deflection meets L/240 live and L/180 total load. Creep increase Wind loads based on both MWFRS and C&C, reactions based on MWFRS. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 4X6 2X4 III 4X6 ' 7- T3 T3 0 4X6�i 4X6 8X10 III m • IP 6-11-9 8 I- 2X4111 (a) (a) 2X4111 -18 3X10(83) 7----- 3X10(83) m n ms .K. 7-9-2 I 4X6E 5X8= 4X6= 11-6-d h1-6-01 5-5-5 3-5-12 5-9-10 0 5 5-9-15 3-4-1 5-7-0 5-5-5 9-3-11 9-2-0 5-7-0 0711-'14 0-11-'4 8-11-1 ,I_, s 10-8-0 H-- 3-4-1 J. 5-7-0 J E29-6-0 Over 2 Supports >1 R=1840 U=109 W=5.5" R=1824 U=109 W=5.5" RL=186/-186 Design Crit: IRC2012/TPI-2007(STD) so PROp , PLT TYP. Wave FT/RT=896(090)/4(1) 13.01 .1PP_(6: 0.1a 4%44. :1 OR/-/1/-/-/R/- Scale =.25"/Ft. Trus-Way [1 360-750-1470 **WARNING** READ AND FOLLOW ALL NOTES ON THIS SHEET! CI t`F • iQ TC LL 25.0 PSF REF R561-- 27223 3901 NE 68th St.,Vancouver WA "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P Trusses require extreme care in fabricating, handling, shipping. Installing and bracing. Refer to and af l TC DL 7.0 PSF DATE 03/28/14 follow the latest edition of BCSI (Building Component Safety Information, by TPI end%TCA) for safety practices prior to porforming those functions. Installers shall provide temporary bracing per BCSI. .� -, Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord / �' BC DL 10.0 PSF DRW CAUSR561 1 4087067 shall have a properly attached rigid Gelling. Locations shown for permanent lateral restraint of webs 0 28/2014 shall have bracing installed per SCSI sections B3, 07 or 810, as applicable. IMMF ALPINE _ ITV Building Components Group In (ITWBCG)shall not be responsible for any deviation from this design. /� OREGON J BC LL 0.0 PSF CA-ENG PBC/CWC i any failure to build the trussconformance with ANSI/Tel 1. or for handling, shipping, Installation& �1� bracing of trusses. Apply plates to each race or truss and position as shown abets and on the Joint a9 `On.20,19' P TOT.LD. 42.0 PSF SEQN- 307106 Details. unless s noted otherwise. Refer to drawings r 160A-Z for standard plat°positions. A seal on this ,1] drawing or coverpagelisting this drawing. indicates acceptance of professional engineering 1A. '...n. D w �� 1TW Building Components Group,Inc. [hnponslblllty solely for the tlasign shown. Tho snit°blllty and u°of ibis design for any s<ructu° Is r• DUR.FAC. 1 .15 FROM MC osponalbllity oT the Belltling Oasignor per ANSI/TPI 1 Sec.2. sFor o InTorme<lon s This Job's Sacramento,CA 95828 general s page: ITS-BCG:www.itwbcg.com; TPI: www tpinst.org; RICA,mwww.sbcindustry.com, Renewal date 819012015 SPACING 24.0" J RE F- 1 V5256 1 Z04 ICC,I www.iccsafe.org _ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI - T04 ) Top chord 2x4 DF-L #1&Bet.(g) :T2, T4 1.5"x5.625" DF-L SS(g): 2 COMPLETE TRUSSES REQUIRED 1 ` : Bot chord 1.5"x5.625" DF-L SS(g) :B2 2x4 DF-L #1&Bet.(g): Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3", min. nails :Lt Wedge 2x4 DF-L Standard(g : Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row W12.00" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction Webs : 1 Row @ 4" o.c. factors. Use equal spacing between rows and stagger nails in each row to avoid splitting. 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Wind loads based on both MWFRS and C&C, reactions based on MWFRS. psf. Truss passed check for 20 psf additional bottom chord live load in Deflection meets L/240 live and L/180 total load. Creep increase factor areas with 42"-high x 24"-wide clearance. for dead load is 2.00. Unbalanced snow loads have not been considered. 3X40 3X4= 3X4. T4 O 3X4o� ar— H0912 0- 6X8 1 T2 �� / . 411_O 7-3-15 3X10% —I 8 8F- /• 4X8(83) 6X10(B9R) _ ' = 4X6= B2 4 7 9-2 3X10 III 4X4 8X10= 4X8= 2X4111 11-6-01 11-6-d I` 2-4-8 ) ` 3-0 132-la 1--51-1-11 -5111 11- 45-80-59 'IT 3 4-12 6..-.13...-8 3-3-0 ., 33-9-11 I 6-5-5 1-11-11 5-11-4 J_ ,I. 5-0-9 ,I- 6-3-8 ,I_ 10-3-0 J I= 29-6-0 Over 2 Supports R=1426 U=91 W=5.5" R=1435 U=95 W=5.5" RL=190/-189 Design Crit: IRC2012/TPI-2007(STD) so PRoet- PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 13.01 .P4 (6' 10(. 41'1 :1 OR/-/1/-/-/R/- Scale =.25"/Ft. - Tms-Wayy Inc 360-750 RN -1470 w"WAING*` READ AND FOLLOW ALL NOTES ON THIS SHEET! C, N ��j4y TC LL 25 .0 PSF REF R561-- 27224 3901 NE 68th St.,Vancouver WA ..IMPORTANT'• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. '195)5 P Trusses reyulro oxtremo caro In fabricating, handling, shipping, Installing and bracing. Refer to anea TC DL 7.0 PSF DATE 03/28/14 follow the latest edition of BCSI (Building Component Safety Information, by TPI and WfCA) for safety 3f practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. rf' Unless noted otherwise, top chord shall have properly at tached structural sheathing and bottom chord I� i BC DL 10.0 PSF DRW CAUSR561 14087068 ao shall have a properly attachotl rigid telling. Locations shown for permanent lateral restraint of webs 0 28/2014 shall have bracing Installed per SCSI sections O3, R7or 010, as applicable. /� MEI ALPINE ITN Building Components Group Inc. (ITWRCG)shall not bo responsible for any deviation from this design.In /aN OREGON J BC LL 0.0 PSF CA-ENG PBC/CWC any failure to build tho truss conformance with ANSI/TPI 1, or for handling, shipping. Installation& Y� bracing of trussos. Apply plates to each face of truss and position as shown above and on the Joint a9-101.0 vaA.20,199 NSP TOT.LD. 42.0 PSF SEQN- 307132 Details, unlosssnotod otherwise. Refer to drawings 16OA-Z for standard plate positions. A seal on this O drawing or cover page listing this drawing, Indicates acceptance of professional engineering 1.0 W ITW Building ComponentsGrODT,IIIC. esponsibility s iely for the design shown. The suitability end use of this design for any structure Is �,/ DUR.FAC. 1.15 FROM MC ' ildingllA 95828Gr I tn'rosponslbl I i ty oP toe Building Des lgnerr per ANSS//TPI 1 Sec,2. sFor more Information see, ThlsJob's general s pogo, ITW-BCG:www.itwbcg,c : TPI: tpinst.org; RICA: www.sbclndustry.c , Renewal date BIBOIDOID SPACING 24.011 J REF- 1V52561_204 ICC ef www.iccsafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI - T05 ) Top chord 2x4 DF-L #1&Bet.(g) :T2, T4 1.5"x5.625" DF-L SS(g): Bot chord 1.5"x5.625" DF-L SS(g) :B2 2x4 DF-L #1&Bet.(g): 2 COMPLETE TRUSSES REQUIRED 1 t Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3", min. nails :Lt Wedge 2x4 DF-L Standard(g): Top Chord: 1 Row 011.75" o.c. Bot Chord: 1 Row 012.00" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Webs : 1 Row 0 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Deflection meets L/240 live and L/180 total load. Creep increase factor =or dead load is 2.00. 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Wind loads based on both MWFRS and C&C, reactions based on MWFRS. psf. Unbalanced snow loads have not been considered. Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Special loads (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Calculated vertical deflection is 0.14" due to live load and 0.31" due TC- From 67 plf at -1.50 to 67 plf at 17.04 to total load at X = 12-5-8. TC- From 134 plf at 17.04 to 134 plf at 31.00 BC- From 20 plf at 0.00 to 20 plf at 29.50 TC- 200.00 lb Conc. Load at 15.00,17.04 BC- 120.00 lb Conc. Load at 1.88 BC- 1876.00 lb Conc. Load at 2.23 T 4X6 i T4 3X4= 4X6 8 r 3X4 H0912.0 6X8 3X10% 1 T2 8-7-15 8 8 1- /- 4X8(B3) 6X10(B9R) -J • ♦ - 7-9-2 71 3X10111 4X4= 4X6= 8X10= 82 4X8= 2X4III 11-6-01 11-6-01 I_ 2-4-8BIZ 3-6 12 , I1-11-11L, 4-8-5 I< 3-4-12 3-3-0 7,1c 3-9-11 2.1EI� 6-5-5 , 2-4-8 3-0-13 1 2-5-11 4-8-5 6-7-12 3-9-11 6-5-5 5-11-4 1-11-11 7-0-9 4-3-8 10-3-0 1< 29-6-0 Over 2 Supports R=3589 U=205 W=5.5" R=2502 U=101 W=5.5" RL=223/-223 Design Crit: IRC2012/TPI-2007(STD) 03PROpk, PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 13.01"►5 14, 'S 6 Y:1 OR/-/1/-/-/R/- Scale =.25"/Ft. TRIS-Wa lnc V 0-750-1470 ..WARNING.* READ AND FOLLOW ALL NOTES ON THIS SHEETI ,,, C 1 E` REF R561-- 2 7225 _ y ""IMPORTANT"" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS, W 2 TC LL 25.0 PSF 3901 NE 68Th St.,Vancouver WA 19575 P 'p Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and TC DL 7.0 PSF DATE 03/28/14 follow the latest edition ofrBCsl (Building Component Safety Information, by TPI and WTCA) for safety r �1 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. - Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chard /r ww BC DL 10.0 PSF DRW CAUSR561 14087063 shall have a properly attached rigid telling. Locations shown for permanent lateral restraint of webs alpp t,1 shall hove bracing Installed per BCSI sections B3, B7 or B10. as applicable. O '20�201`h ALPINE _ ITW Building Components Group Inc. (ITWBCG) shall not be responsible far any deviation from this design, 0 REGON ' BC LL 0.0 PSF CA-ENG PBC/CWC any foiluro to build the truss In conformanco with ANSI/TPI 1, or for handling, shipping, Installation& J bracing of trusses. Apply plates to each face of trues and position as shown above and on the.,Dint w9 °4n,:D �WW°i Qa TOT.LD. 42.0 PSF SEQN- 307100 Dotal.. unlosssnotad othorwlso. Refer to drawings 160A-Z for standard plate positions. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering OCD w.16"' DUR.FAC. 1 .15 FROM MC responsibility solely for the design shown. The suitability and use of this design for any s ruct ro Is ITW Building Components Group,Inc, e responsibility of the Building Designer per ANSI/TPI 1 Soc 2. For information see: tThisuJob's • Sacramento,CA 95828 general notes pogo, ITh-BCG:www.Itwhcg.com;TPI: www.tpinst,org; WTCA,mwww.sbcindustry.com, Renewal date 613012016 SPACING 24.0" JREF- 1V52561_Z04 Icc. www.lteearn.arg THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. • (135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI - T06) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) :B2 1.5"x5.625" DF-L SS(g): anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Special loads Deflection meets L/240 live and L/180 total load. Creep increase (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) factor for dead load is 2.00. TC- From 67 plf at 0.00 to 67 plf at 13.50 TC- From 67 plf at 13.50 to 67 plf at 28.50 Unbalanced snow loads have not been considered. 8C- From 20 plf at 0.00 to 20 plf at 8.39 BC- From 80 plf at 8.39 to 80 plf at 18.61 6X6==- BC- From 20 plf at 18.61 to 20 plf at 27.00 Wind loads based on both MWFRS and C&C, reactions based on MWFRS. 8 fl 8 2X4\\\ 2X4 9-4-4 0-4-4 0-4-4 �l ml B2 li ► -9-2 4X6(61) 7X6= 7X6.=- \ 4X6(61) 11-6-0.1 5-11-9 7-6-7 7-6-7 5-11-9 8-4-12 10-2-9 8-4-11 1_ 13-6-0 J- 13-6-0 J E 27-0-0 Over 2 Supports R=1474 U=246 R=1583 U=275 W=5.5" RL=223/-211 Design Grit: IRC2012/TPI-2007(STD) 6p PROFF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01.►C 'V S !,Y:3 OR/-/1/-/-/R/- Scale =.275"/Ft. Tn(s-Wav,[nc 360-750-1470 WARNING"' READ AND FOLLOW CONTR ALL NOTES ON THIS SHEET! vf3. N' ` �F,S, 'y TC LL 25.0 PSF REF R561-- 27226 "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 390I NE 68th Sc,Vancouver WA 19575 P 7 Trusses require extreme care in fabricating, handling, shipping, installing end bracing. Refer to and r TC DL 7.0 PSF DATE 03/28/14 follow the latest edition of BCSI (Building Component Safety Information, by TEl and`AICA) for safetyCm...) f practices prior to performing those,functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise. top chord shall have properly attached structural sheathing and bottom chordBC DL 10.0 PSF DRW CAUSR561 14087293 shall have a properly attached rigid coiling. Locationsishown for pormanentelateral restraint of webs201shall have bracing Installed per BCSI sections B3. B7 or 610, as applicable.ALPINE _ ITN Building Components Group Inc. (ITNBCG)shall not be responsible far any dovlatiog from this design. ONBC LL 0,0 PSF CA-ENG TSB/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping. Installationbracing of crus. s. Apply plates to each fate of tress and position as shown above and en the Joint 1sQTOT.LD. 42.0 PSF SEQN- 533501 Details, unlesssnoted otherwise. Refer to drawings 160A-2 for s andard plate positions. A steal on thisdrawing or cover page lis ing this drawing, indicates acceptance of profossianal engineering W, DUR.FAC. 1.15 FROM MC ITW Building Components Group,lnc. rosponsibility solely for the design shown. The suitability and use of this design for any structure Is the responsibility or the Building Designer per ANSI/TPI 1 Soc.2. sFor aro information . ThisJob's w Sacramento,CA 95828 general notes page: ITW-BCG'.www.itwbcg,com. TPI: www tpinst.org; W1CA.www.,bcindustry,cam. Renewal date 813072015 SPACING 24.0" JREF- 1V52561_ZO4 ICC, www.lvcsafc.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI - T07) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) :B2 1.5"x5.62511 DF-L SS(g): anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standardg) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Special loads Deflection meets L/240 live and L/180 total load. Creep increase (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) factor for dead load is 2.00. TC- From 67 plf at -1.50 to 67 plf at 13.50 TC- From 67 plf at 13.50 to 67 plf at 28.50 Unbalanced snow loads have not been considered. BC- From 20 plf at 0.00 to 20 plf at 8.39 BC- From 80 plf at 8.39 to 80 plf at 18.61 6X67--- BC- From 20 plf at 18.61 to 20 plf at 27.00 Wind loads based on both MWFRS and C&C, reactions based on MWFRS. �' • 8 F" -i 8 2X40 2X44' 9-4-4 \ e 0-4-4 0-4-4 O MI 11i ► 7-9-2 T B2 4 7X6= 7X6.--- 4X6(61) X6=4X6(61) = 4X6(B1) 11-6-0J 11-6-0.I I` 5-11-9 8-4-12 I- l_ 7-6-7 10_2-9 7-6-7 8-4-11-11-9 I- 13-6-0 -I- 13-6-0 J F27-0-0 Over 2 Supports7.1 R=1579 U=274 W=5.5" R=1579 U=274 W=5.5" RL=238/-238 Design Crit: IRC2012/TPI-2007(STD) EO PROF- PLT TYP, Wave FT/RT=8%(0%)/4(1) 13.01 .►:. 3im S ok Y:3 OR/-/1/-/-/R/- Scale =.275"/Ft. Trus-E 68th 360-750-1470 **WARNING** READ AND FOLLOW ALL NOTES ON THIS SHEET/ V` n 'y TC LL 25.0 PSF REF R561 27227 3901 NE 68tI1 St.,Vancouver WA "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. iQS7S P T Trusses ragulre extreme core in fabricating, handling, shipping, Installing and bracing. Refer to and TC DL 7.0 PSF DATE 03/28/14 follow the latest edition ofrBCSI (Building Component Safety Information, by TPI and 67CA) for safety �I practices prior to performing these functions. Installers shall provide temporary bracing per BCS1. ye. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord / / BC DL 10.0 PSF DRW CAUSR561 14087294 shall Mayo a properly attached rigid telling. Locations shown for permanent lateral restraint of webs 0,l^L({L^/^014 shall have bracing Installed per BCS/ sections 83. 87 or B10, as applicable. ALPINE _ ITW Building Components Group Inc. (ITWBCG)shell not bo responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG TSB/GWH any failure to build therss In conformance with ANSI/TPI 1, or for handling, shipping. Installation b si bracing of trusses. Apply plates t each f of t and position a above and on the Joint VII?e s TOT 42.0 PSF 4 2 Details. unless noted otherwise. Refr to drawings160A-2for standard plate positions. A seal on this 4ry n.zD,,s 0 SEM- 533 9 drawing or cover page listing this drawing, indieaeos aceeptnneotof professional engineering l O is D W.N DUR.FAC. 1 .15 FROM MC ITV Building Components Group,Inc. c nspy lTuy e ly to27,=%„:77,-;:.r eldeshoe.r TeSb11 ty eand u s Iom7.:-Z7:7.!:: Tct bIs Sacramento,CA 95828 general notos pogo: ITW-BCG.www.ltwbcg.com: TPI: www.tpinsC.org: WTCA: www.sbcindustry.com; Renewal dale 819012015 SPACING 24.0" JREF- 1V52561_Z04 IGC: www.lccsafe.nrg THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI - T08) Top chord 2x4 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQUIRED 1 t z Bot chord 1.5"x5.625" DF-L SS(g) Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction Bot Chord: 1 Row @ 1.25" o.c. `actors. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails Special loads in each row to avoid splitting. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 67 plf at 0.00 to 67 plf at 2.28 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located TC- From 67 plf at 2.28 to 67 plf at 5.94 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC BC- From 10 plf at 0.00 to 10 plf at 5.94 DL=6.0 psf. BC- 1474.04 lb Conc. Load at 0.67, 2.67, 4.67 Wind loads and reactions based on MWFRS. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 3X5% 3X4= 4X6--- 8 X6=B 111111111' , 1-10-8 3X5(A1) = z 1-5-14 i 0-4-4 3X5-=.-- 4X6----- .1 X54X6= *7-9-2 3X6 III 1-1 X53-5 l_ 1 111 6 9 >I< 2-1-6 I— 2-3-5 _I— 3-7-15 J Fc 5-11-4 Over 2 Supports >1 R=2731 U=458 W=5.5" R=2147 U=360 Design Crit: IRC2012/TPI-2007(STD) so PROF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01.,/, a: .-L �,ptpy :1 OR/-/1/-/-/R/- Scale =1"/Ft. Trus-Way,Inc 360-750-1470 WARNING'" READ AND FOLLOW ALL NOTES ON THIS SHEET! c VIG(M� F ti, TC LL 25.0 PSF REF R561-- 27228 3901 NE 68th St.,Vancouver WA ..IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. i JS7S P 'q Trussos require a tromo care in fabricating, handling, shipping, Installing and bracing. Refer t and Pw TC DL 7.0 PSF DATE 03/28/14 Tollowstho latest edition nfrBCSI (Building Component Safety Information. by TPI and acro par safety �f practices prior to performing those functions. Installers shall provide temporary bracing per SCSI. Unless nobal otherwise, top chord shall have properly attached structural sheathing and bottom chord - /AP '0 BC DL 10.0 PSF DRW CAUSR561 14087295 shall have a properly attached rigid coiling. Locationsshownfarnpermanont lateral restraint of webs 28/2014 shall have bracing installed per SCSI sections 83, 87 or 810, as applicable. ALPINEi. ITV/Building Components Group Inc. (ITWSCG shall not be responsible far any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG TSB/GWH any failure to build the truss conformance with ANSI/TPI 1, or for handling, shipping, Installation& bracing oftrusses. Apply plates to each fate of Cress and position as shown above a�an the joint 9,."40 20 19Nt 6, TOT.LD. 42.0 PSF SEQN- 533504 Details. unless noted otherwise. Rotor to drawings 160A-Z f standard plate positions. A seal on this drawing or aver page listing this drawing, Indicates acceptancecof professional engineering 0C ow., DUR.FAC. 1 .15 FROM MC responsibility solely forttho design.shown. The suitability and u o of this 0oslgn for any structure is ITW Building Components Group,Inc. the rosponsihi llty of thn Elul Idi no Designer per ANSI/TPI 1 Soc.2. sFor information son! rThisujob's r Sacramento,CA 95828 general notes page: LPN-BCG:www.itwbcg.com; TPI: www.tpinsc.org, WrCA:mwww.sbcindustr G, ww ,tea,f arg y.nom. NeneWaldeleRI3=MB SPACING 24.0" JREF- 1V52561_Z04 , r r CALIFORNIA HIP PERMANENT BRACING DETAIL - END JACKS SUPPORTED 48" o/c PERMANENT BRACING START OF TOP CHORD FLAT TOP CHORD. PURLINS, START OF TOP CHORD CRIPPLE SUPPORT LAYOUT EXTENSIONS, (SLOPING (TYPICAL) (CONTINUOUS) EXTENSIONS. (SLOPING TO FLAT) it TO FLAT) SETBACK SETBACK •■_111111111111111111111111111111111 ��■_I■ ■II I I■ COMMON ■_ ��■■_I■ ■I III TRUSSES ■� ��■QIP ■I� I■ ■� ■ U ■■■■ ,/ --_ UIQ ►-- IU ■� ■ ■ ■■■■r/ ■I __ 00K _ n ■_ ■ iiii1� ` •■I to I■ CALIFORNIA HIP #1 HIP 11_ .I ...■1 ` ��OR�� SYSTEM TRUSSES ■I��, li „ 1, l e ;��I■ �I� ► %