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Plans (43) 7,ALO Skr.) /46,72,riiiid /k, • ITW Building Components Group, Inc. RECEIVED 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of I Document ID:1 V52561-Z0428150708 APR 9 2014 Truss Fabricator: Trus-ray, Inc Job Identification: 135819-PARR LUMBER HILLSBORO ORIEBEL ADDITION -- 8247 Sr IATTH �IVI1T jRD Model Code: IRC Truss Criteria: IRC2012/TPI-2007(STD) 3 1••. DIVISION Engineering Software: Alpine proprietary truss analysis software. Versions 13.01 t-.' � °p. Truss Design Loads: Roof - 42 PSF 6 1.15 Duration a 0611,.E Floor - N/A 19575 P 'Q y Wind - 140 MPH (ASCE 7-10-Closed) r' ri - Notes: 03 8/2014 1. Determination as to the suitability of these truss conponents for the OREGON J structure is the responsibility of the building designer/engineer of 9� "" 2D 7g9� (LQ' record, as defined in ANSI/TPI 1. OLD W.N 2. As shorn on attached drawings; the drawing nunber is preceded by: CAUSR561 Renewal date6130/2015 Garold W.Heal Details: BRCALHIP- Submitted by OIH 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 27212-406 14087060 03/28/14 4 27213--J08 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--102 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 18 27227--107 14087294 03/28/14 19 27228--T08 14087295 03/28/14 4 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 Connectors ingreen lumber DL=6.0 psf. (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Special loads load applied per IRC-12 section 301.5. (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 11 8 I +7-9-2 9-0-8 1-7-9 riiii► �� IIIII 2X4(A1) LQ-1-6-0 >.‹ 1-10-15 91< 4-1-13 ,1 k 5-11-4 Over 3 Supports >I R=256 U=51 W=5.5" R=98 Design Crit: IRC2012/TPI-2007(STD) PRO PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .►- >a; . - F�Sd+2TY:2 OR/-/1/-/-/R/- Scale =.5"/Ft. Tn15-WH',IHC 3604$0-jA7O **WARNING"* READ AND FOLLOW ALL NOTES ON THIS SHEET! ��' acA1Ng- TC LL 3901 NE 68th St.,Vancouver WA ..IMPORTANT." FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. n y 25.0 PSF REF R56 1-- 27210 - Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Re For to and 1 9575 P .1" follow the latest edition of BCSI (Building Component Safety Information, by TPI and wrcA) for sofoty p TC DL 7.0 PSF DATE 03/2E3/14 practices prior to performing those functions. Installers shall provide temporary bracing per BCSI. Un''''''''''''''''''''' nlas noted'''ha'w'se. tap chard'hail have properly a Cached s uctaral sheathing and b tam Chard /, I. BC DL 10.0 PSF shal lshave a e a properly attached rigid cel i ing. Locationst r permanent lateral restraint of webs p DRW CAUSR561 14087069 shall a c bracing Installed per BCSI sections B3, 67 or B10. as applicable. 0 28/2014 ALPINE ITW Building C action responsible far any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG PBC/CWC _ failure o build the Inc.conformance shill not ba any truss in conformance wi h ANSI/TPI 1, or for handling, shipping. installation R bracing of trusses. Apply plate'to each face of tress and position a'.shown above and on the Join9' van.20,19 b �1r TOT.LD. 42.0 PSF Q 306953 drawing Is, unless not.otherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this R SEQN-- rawing or cover page listing this drawing, indicates acceptance of professional engineering O • ITW Building Compofnents Group,lIP. rM1zpon'ibility solely for the design shown. The suitability and use of this design for any structure is C D W. • DUR.FAC. 1 .15 FROM MC Sding Cirn ne 9s Gr esponslbillty Of the Building Designer per ANSI/TPI 1 Soc.2. For _ information see, Thisjob's 5eneraaln notes page: ITW-BCG: www.itwbcg.comi TPI: www tpinst.org; RICA. www.sbcindustry.cam, tasaf'',erg Renewaldete0130/2015 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 - 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. 11 R=109 U=31 -4-10 4-8 8 2-11-9 • �� 11♦1 _� 4...7-9-2 e 2X4(A1) -1-6-0 >Lc 3-10-15 >< 2-1-13-->i 5-11-4 Over 3 Supports R=318 U=10 W=5.5" R=103 RL=80/-45 Design Crit: IRC2012/TPI-2007(STD) PRO PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01.P- i:D -_ fi6S,s,�TY:2_ OR/-/1/-/-/R/- Scale =,5"/Ft. _ Tnts-Wa Ir1C 360-750-1470 ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS SHEET! �� `G1N�4. 3901 NE 68th St.,Vancouver WA ""IMPORTANT"' FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. [� (1 �.A TC LL 25.0 PSF REF R561-- 27211 _ Trusses require extremo caro in fabricating, handling, shipping, installing and bracing. Refer to and 19675 P -r l+' follow he latest edition of SCSI (Building Component Safety Information, by TPI and RICA) for safety till, TC DL 7.0 PSF DATE 03/28/14 practicos prior to performing thoso functions. Installers shall provide temporary bracing per BCSl. Unless notod otherwise, top chord shall hew'properly attachod structural shoathing and bottom chord shell have a properly attachod rigid coiling. Locations shown forpermanentlateral restraint of websC8/ f' BC DL 10.0 PSF DRW CAUSR561 14087061 shall havo bracing installed per BCS! sections B3, 87 or B10, a applicable. 20:01 4my ALPINE _ ITW Building Components Group Inc. (ITWBCG) shall net be responslblo for any deviation from this design, BG LL 0.0 PSF CA—ENG PBC/CWC any falluro to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, installation& EGON bracing of crus s. Apply plates to each f of truss end posl<lon as drown abovo antl on tho Joint bedDetails, uninsssnotod otherwise Rorer t°drawings 1BGA-Z for a andard plate positions. A seal on this0 1 � TOT.LD, 42.0 PSF SEQN— 306487 drawing or cover page listing this drawing, indicates acceptancotof professional engineering iTW Building Components Group,Inc. rC9ponsibility s°lely for the d°sign shown. The suitability and use of this design for any s ructu DUR.FAC. 1.15 FROM MC asponslbil icy o n Dui id ing Designer per ANSI/TPI 1 Soc.2. For r Sacramento,CA95828 general n om a information seo: `This Job's ICCcrwww Iccsefoga ITW BCG:www.itwbcg.c TPI:www,tpinst.org; WiCA:www,sbclndustry.tom; RenemOda(ee/30/2015 SPACING 24.0'1 JREF- 1V52561 Z04 (; 135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI - J06 ) 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 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. 11 A11-8-8 R=167 U=53 4-3-9 8 i 7-9-2 R=108 /1111 (A1) 1-6-0 >< 5-10-15 0-1-13 5-11-4 Over 3 Supports R=379 U=8 W=5.5" RL=110/-54 • Design Crit: IRC2012/TPI-2007(STD) , 0 PRO PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .►- is - :,.. "At TY:2 OR/-/1/-/-/R/- Scale =.5"/Ft. Tnts-Way InC 360-750-1470 ..WARNING.' READ AND FOLLOW ALL NOTES ON THIS SHEET! ��6 SON O TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA ..IMPORTANT." FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. L� y REF R561-- 27212 Trusses require extreme caro In fabricating, handling, shipping, Installing and bracing. Refer to and 19575 P "T follow the latest edition of SCSI (Building Component Safety Information, by TPI and STCA) for safety • c TC DL 7.0 PSF DATE 03/28/14 practices prier to performing those functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise. top chord shall have properly attached structural sheathing and bottom chordCIG1 )111111.f shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs BC DL 10.0 PSF DRW CAUSR561 14087060 Shall have bracing installed per BCSI sections 83. 87 or 810, asapplicable.ALPINE ITW Building Components Group Int. (ITWBCG)shall not be responsible for any deviation from this design, BC LL 0.0 PSF CA-ENG PBC/CWC ny failure to build the truss in conformance with ANSI/TPI 1, or for hantlling, shipping, Installation&bracing of Crus s. Apply plates t oath face of truss antl position as shown above and on the Joint SE N— Details, unlosssnoted otherwise. Refer to drawing,1BDA-2 for a andard plate positions. A seal on thisTOT.LD. 42.0 PSF Q 306584 drawing or cover pa o list) t r wing, indicates acceptancetof pro ssional engineering 9 ny his tlIT1t'Building Components Group,Inc. to^pan ibiIity solely for the design Shown. The suitabiIity and use of'this design for any a ructure IsDUR.FAC. 1 .15 FROM MC — esponsibility of Cho Building Designer per ANSI/TPI 1 Soc,2. For a Information s structure Job's Sacramento,CA 95828 a e gc o notes pogo; nw-BCG: www.ltwbcg.com; TPI; www tpinst.org; WTCA:www.sbcindustr ICC;rwww.iocsafo.org y nom. Renewaldate 8130!2015 SPACING 24.0" J RE F- 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 - 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=21 413-1-3 411-8-11 R=233 U=76 W=3.25" 5-7-9 8 Fr— .1 *7-9-2 R=109 2X4(A1) L1-6-o1- 5-11-4 0-3-41 9-15aJ 7-10-15 Over 4 Supports R=384 W=5.5" RL=140/-63 Design Crit: IRC2012/TPI-2007(STD) 4�O PROp I PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .P- - 0. S'1r Y:2 OR/-/1/ /-/R/- Scale =.375"/Ft. Trus-Wa{yy,Inc 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES DN THIS SHEET! `y 1 (-� 3901 NE 68th St.,Vancouver WA "IMPORTANT` FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. lJ p TC LL 25.0 PSF REF R561-- 27213 Trusses require extreme caro in fabricating, handling, shipping, installing and bracing. Refer to and 19575 P: follow the latest edition of BCSI (Building Compos nt Safety s Information, em TPI and acing per safety �. TC DL 7.0 PSF DATE 03/28/14 erect ices prior to performing those functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise. cep chord shall have properly attached s sheathing and bottom chord /� BC DL 10.0 PSF shall have a properly attached rigid ceiling. Locations shown fore permanent lateral restraint of webs DRW CAUSR561 14087059 shall have bracing stalled per BCSI sections 83, BJ or 810. as applicable. 0 /28/2014 =iv ALPINE 1_ ITN Building Components Groep Inc. (ITWBCG) shall not be responsible for any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG PBC/CWC any faller to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation& _ bracing of°trua s. Apply plates to each face of t and position as shown above and e Joint 9� 6P TOT.LD. 42.0 PSF Details, unlessnotedotherwise. Refer to drawingsr160A-Z for standard plate positions.on seal o this - "an.zD�1�� SEQN— 306587 drawing or cover page listing this drawing, indicates acceptance of professional engineering " O J O W. [TW Building Components Group, eaPonaibi a tv solely per the Benign shown. rhe snitabillty end nese of this design fn onny a rgetero is ` t". DUB.FAC. 1 .15 FROM MC Sacramento,CA 95828 p he responsibility of iM1e Building Designer per ANSI/TPI 1 Soc.2, For m ormacion tIhis ob's gon s page; ITW-BCC: www.ltwbcg,com; TPI: www tpinsc.org: WMCA:www.sbeinduscr ICC'rwww.lccsae.org y'COm' Renewal date 8/30/2015 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 - X10 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 14-5-3 13-11-6 13-6-0 42 U=14 W=1.5" +118-11 =1.5" 6-11-9 8I— R=258 U=84 W=3.25" ANIIMMEMMIMMINIMMEMIIMMOMMOME R=109, 71 A1) L2-6-0 Ic 0_3-e 0-8-07-11 5-11-4 2-6-4� f< 9-10-15 Over 6 Supports { R=384 W=5.5" RL=170/-72 PLT TYP. Wave Design Crit: IRC2012/TPI-2007(STD) tiD PROF , FT/RT=8%(0%)/4(1) 13.01.x. �1w:N 1��m�F S1i V:2 OR/-/1/-/ /R/- Scale =.3125"/Ft. Trus-Wa{yy Inc 360-750-1470 *WARNING*" READ AND FOLLOW ALL NOTES ON THIS SHEET! a\ 3901 N&68tH St.,Val1COlIVer WA ..IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. � Zp TC LL 25.0 PSF REF R561-- 27214 Trusses reguiro extrema care In fabricating, handling, shipping, installing and bracing. Refer t 19575 P follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safe:y0 �T TC DL 7.0 PSF DATE 03/28/14 practices prior to performing those functions. Installers shall provide temporary bracing par SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord r shall h a properly attached rigid cel l ing. Locations shown for permanent restraint of webs BC DL 10.0 PSF DRW CAUSR5B1 14087058 shall have bracing stalled per BCSI sections 63, 87 or 810, asapplicable, sterol restr 028/2014 ALPINEMilliN ITV Building Components Groep Inc. (ITEMS)shall not be responsible for any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG PBC/CWC any failure Co build rho truss in conformance with ANSI/TPI 1, r handling, shipping, Installation& bracing of true. s. Apply plates to each face of trues and,,r or as shown above and on the Joint '-10(0 ' 4Qa TOT.LD.LD. 42.0 PSF Details, unlosasnoted otherwise. Refer to drawings 18DA. "n.zo.19� SEAN— 306590 drawingr coveg Z for standard plate positions. n seal on this a o r page listing this drawing, indicates acceptance f professional engineering /L1/ �. ITW Building ComponAentss[UUGroup,IIIc. esPonsiblllt0 solely ser the design shown. The NS1/TPIi S d se his design for=,''Z':";:,,!: ny s rector is �w DUR.FAC. 1 .15 FROM MC Sacramento,CA 9JOZg goners] of ho Building Oesignor per ANSI/TPI 1 Secn2.0 For m nformetlon s tThis Jab's rel n s pogo; ITW-8CG: view ltwbrg.com, TPI', .cpinst.org; WTCA'. www.sbcindustry.c _- iCC`www.lgnaaregrg wwx em' Renewal dale 6130/2015 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 - 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 0.1411 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 R=108 U=36 W=1.5" „ 11-8-11 8-3-9 , v7 U=37 W=1.5" 8 R=258 U=85 W=3.25" R=109 7-9-2 -L 2X4(A1) 11-s-ole 5-11-4- � 0-8-0 2-6-4 �2-7-11 .1 E 11-10-15 Over 6 Supports >1 R=384 W=5.5" RL=200/-81 PLT TYP. Wave Design Crit: IRC2012/TPI-2007(STD) tiD PROEM FT/RT=8%(0%)/4(1) 13.01.0- �t Pl/ S"P Y:2 OR/-/1/-/-/R/- Scale =.25"/Ft. _ Trus-Way Inc 360-750-1470 °"WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! At 'CF • 3901 NE 68[11 St.,Vancouver WA ""IMPORTANT"" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. p TC LL 25.0 PSF REF R561-- 27215 Trusses enquire extreme caro in fabricating, handling. shipping, Installing and bracing. Refer to and • 19575 P follow es Bth1 e(Building Component safety Information,provide by TPI and WTCA) for safety• TC DL 7.0 PSF DATE 03/28/14 practices prior performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord snail have properly a[spend atrmttprai`an athing and bottom[herd /�_% BC DL 10.0 PSF snap haemo a properly attatnne rlgle oe;l ns. Locations shown for permanents lateral r - webs DRW CAUSR561 14087057 snail have bracing Installed per SCSI s s B3, B7 or 810, as applicable. restraint of 0,28/2014 ALPINEImo eCt1� responsible for any deviation from t„,=design, 01 OREGON BC LL 0.0 PSF CA-ENG PBC/CWC - a ITV/Building Components Group Inc. (ITWBCG) shall not be r sible f any failure to build the truss in conformance with ANSI/TPI 1. or for handling, shipping, installation& J bracing of trusses. Apply plates to oath face of truss and position as shown above and on the Tont 17A.-1-01.D `an.20,19go 44` TOT.LD. 42.0 PSF De ails. unlesnoted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this /� N SEAN— 306593 drawing or covorpage listing this drawing, indicates acceptanceofprofessional engineering O/ D `�'” 1TW Building Components Group,Inc. rM1Qpnn ibl,lty elnl£car the'wage shown. T„e NSItabilitS and ae of tris d4simn foe ane r ore ,a Aw r' OUR.FAC. 1 .15 FROM MC Sacramento,CA 95828 genorelpnocobillTy n hn Bu n'd'7(''a Designer per ANSI/TPI , sec z.e Form n nr at nn an `T„`, ;nb 5 s page; ITW-BCG: www.lcwbcg.ca, TPI: www.tpinst.org: WTCA. www.sbcindustry.com; SPACING 24.0” !CC. www.,ccsafe.org Renewal date 6/3012015 JREF- 1V52561_Z04 I ( 135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET Ti - JCA 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 IC 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 13-11-6 • 8 R=243 U=82 W=1.5'I 9-3-1 _411-8-11 r R=280 U=92 W=3.25" R=1097-9-2 2X4(A1) L-s-ole5-11-4 o-3-a 3-2-4— --4-0-15--->i 13-4-3 Over 5 Supports R=384 W=5.5" RL=222/-88 Design Crit: IRC2012/TPI-2007(STD) O PRO PLT TYP. Wave FT/RT=896(0°6)/4(1) 13.01.0, •i:. (,; FFOts . :1 OR/-/1/-/-/R/- Scale =,25'I/Ft. Trus-Wr7�{y,Inc 360-750-1470 "'NARNING.. READ AND FOLLOW ALL NOTES ON THIS SHEET! • 3901 NE 6tH St„Vancouver WA .*IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS, t�� L /L'T� TC LL 25.0 PSF REF R561- 27216 Trusses roeuiro extreme care In fabricating, handling, shipping, installing end bracing. Refer to and 1 9515 P -l' fallow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safetytil f TC DL 7.0 PSF DATE 03/28/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. athing and bottom chord a. -!. Unless noted otherwise, top chord shall have properly attached structural sh BC DL 10.0 PSF shall have a properly attached rigid coiling. Locations shown for permanent lateral restraint of webs 1p�1 28/2DRW CAUSR561 14087066 shall have bracing installed per BCSI sections 83, 87 or B10, as applicable. O 014 MEI ALPINEIMO ITW Building Components GroupInc. ITWBCG aspen, any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG PBC/CWC am truss conformance) shell not by r or for f o failure to build Cho t onformance w h ANSI/TPI 1, or handling, shipping. Installation& bracing of trd s Apply plates t each tape of truss and position a,shown above and on the,pint '19n.20.19° �P TOT.LD. 42.0 PSF SEQN— 306596 DDetails, unlos noted otherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this 9 rawing or coverpagelisting this drawing, indicates acreptanco of p englnpering OC D 1TW Building Components GroupInc. '4,7,7=2, 7,;%'; esppna millty elply fpr tM1e tlosign shown. The suitability anZ."7:.=',==',:,oefehstle4any a roe re Is W.N DUR.FAC. 1.15 FROM MC Sacramento,CA 95828 thresponslblliCy of 2M1e Building Designer per AN51/TPI 1 Soc. s tThi:76!s general s page: ITW-BCG: www.itwbcq,com, TPI: www tpinst.org, RICA: www..sbcintlustry.c • Icc: wxvv.iresare.orq pm, Renewal date 8(30/2015 SPACING 24.0" JREF- 1V52561_204 . C: 135819-PARR LUMBER HILLSBORO GRIEBEL ADDITION -- 8247 SW MATTHEW PARK STREET TI - JLC1 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 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. 414-0-1 R=107 U=36 _11-8-11 6-6-7 immilmommimini.r-.1 8 R=278 U=91 W=3.25" re7-9-2 ''' R=109 2X4(A1) .----- l‹1-6-0>l< 5-11-4 0-3-4 3-2-4---- 9-3-4 Over 4 Supports >I R=384 W=5.5" RL=161/-69 Design Crit: IRC2012/TPI-2007(STD) p PRO PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.O1.►-. •i Sy: -49;x1., Y:2 OR/-/1/-/-/R/- Scale =.375"/Ft. _ Tms-Wa1v,,Inc 360-750-1470 ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS SHEET! 4�G •/- ,,,s. O 3901 NE 601}1 St.,Vancouver WA 'IMPORTANT'• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. kW .7' y 25.0 PSF REF R561-- 27217 Trusses require a n fabricating, handling. shipping, Installing and bracing. Refer to and 1 9575 P q TC LL fellow the latest edition care (Building Component safety Information. by TPI and WTCA) for safety r TC DL 7.0 PSF DATE 03/28/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Hulas noted ptharwlae, tap chord,hall have properly attached, al sheathing and bottom chord BC DL 10.0 PSF shallhavea properly attached rigid tolling. Locations shown forupaumenent lateral restraint of webs r DRW CAUSR561 14087056 shall have bracing installed per BCSI sections B3. B7 or B10, as applicable. 0 '20/1014 ALPINE Immo a ITw Bending Components Group Inc. (ITWBCG)shall not be 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 trusses. Apply plates to eaeh faceof tress and position es shoran above and on the Joint P TOT.LD. 42.0 PSF Details. unlessnotedotherwise. Refer to drawings 160A-Z for s andard plate positions. A seal o this A, '194.20,104' S EQN— 306507 drawing or cover page listing this drawing, indicates acceptance of professional engineering n O • ITW Building ComponentsnGroup,Inc. esppns minty solely LZ the d°sign hp The NSI/TPlllty aid use pf this tlesign fur any s rest"re is L D W CUR.FAC. 1.15 FROM MC Sacramento, 95828 t csponsib gi of c Building Oesignor per ANSI/TPI 1 Soc.2. For nformatlon sp tThls job's general n s page; ITW-BCC: www.ltwbcg-tom; TPI'. www.tpinst.org; RICA,mwww.sbnIndustry.cem; "" " �OO4af °rg Renewal date 6f30/2015 SPACING 24.0" JREF- 1V52561_7.04 I 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 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. 11 4_9-0-8 R=19 U=8 •••18.,2 1-7-9 ►ill 792 R=30 U=3 V 2X4(A1) --1-6-0----1-10-15_1=13 1-11-4 Over 3 SupQorts R=241 U=26 W=5.5" RL=50/-36 PLT TYP. Wave Design Crit: IRC2012/TPI-2007(STD) ,et)PROFS FT/RT=8%(0%)/4(1) 13.01 .►-. "o: . Y:3 OR/-/1/-/-/R/- Scale =.5''/Ft. Tms-Wayy int 360-750-1470 ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS SHEET! /. G� �� Z REF R561 - 27218 39()1 NE 68th St„Vancouver WA ."IMPORTANT'" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. C.7 A TC LL 25.0 PSF Trusses rogulro extreme caro in fabricating. handling, shipping. Installing an.bracing. pornr to and 1 9575 P !"' '� follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for saroty - tip TC DL 7.0 PSF DATE 03/28/14 practices prior to performing these functions. Installers shall provide temporary bracing per RCS!. Unless otPd otherwise, top chard shall have properly attached structural sheathing and bottom chard 41111‘ ''„i BC DL 10.0 PSF DRW CAUSR561 14087064 shall Novo a properly attached rigid tolling. Locations shown for permanent lateral restraint of webs p shall have bracing installed por SCSI soctlons 03. B7 or 510. as applicable. 0 28/20 14 ALPINE ITW Building Components Group Inc. (ITWBCG)shall not be responsible for 41 OREGON BC LL 0.0 PSF CA-ENG PBC/CWC - any failure co bulla the truss In conformance with ANSI/TPI 1. or handling, tloM1laC ion from this design, bracing of trusses. Apply plates to each face of truss and s o ipping, the & Details, unlosssnoted otherwise. Rotor to drawings160A- position.- plate posit and on the Joint 9 v+h.20,1 9SQl Z for standard plata positions. A seal on this R �Qa TOT.LD. 42.0 PSF S EQN— 30646 1 cawing or cover page listing this drawing, indicates accoptenco of professional engineering OLD w"♦� • 1TW Building Components Group,Inc. espon lbill[y saltily for Cho design shown. TNe NSI/TPll Ky and u a a chic,design far:":„.-W,:".70.!: DUR.FAC. 1 .15 FROM MC po tNo re ponsibillty of he 27,dsrng Daslgner per ANSI/TPI 1 6ec.2. stem, c information Sacramento,C A 95328 gnnaral notes pogo; W-BCG: www.itnoop tom; TPI: www.tpinst.erg; WTCA: www.sbcinduscry tom Renewal bale&13012010 SPACING 24.0" J RE F- 1 V525 6 1 ZO4 Ice: www.lec4are.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 - 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 Special loads DL=6.0 psf. psf, wind BC (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 1 4_9-0-11 1 1-7-12 ►•( „ 7-9-2 i 2X4(A1) E--- L=---1-11-4----4<------------4-1-8 '1 F5-11-4 Over 3 Supports >{ R=135 W=5.5" R=99 RL=28 Design Crit: IRC2012/TPI-2007(STD) w O PRO PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.O2.Pe 3 - - FFS d', Y:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way Inc 360-750-1470 ..WARNING.. READ AND FOLLOW ALL NOTES ON THIS SHEET! p/-� a 3901 NE 68th St.,Vancouver WA ..IMPORTANT•' FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. A:J` N3,431N4'75 P -' TC LL 25.0 PSF REF R56 1-- 27219 _ Trusses require e e In fabricating, handling. shipping, Installing and bracing. Refer to and 1 9575 P -T fallow a latest edition care BCS1 (Building Component Safety Information, by TPI and WTCA) for, ety ter" p TC DL 7.0 PSF DATE 03/28/14 practices prior to performing these functions. Installers shall provide temporarybracing of Unless noted otherwise, top chord shall neve attached ding per SCSI. properly a shown for sheathing and bottom chard Ir :. BC DL 10.0 PSF shall have a properly attached rigid tolling. Locations shown for permanent lateral r of webs DRW CAUSR561 14087065 shall have bracing installed per BCS! sections 03. B7 or B10, a applicable. restraint 0 '28/2014 MIMI ALPINE ITw Building g components Group Inc. (IIWBCG) shall not ba r OREGON BC LL 0.0 PSF CA-ENG PBC/CWC any failure build the truss in c 1,responsible for any deviation from installation design, onformanco with ANSI/TPI 1, or for handling, shipping, Ins Calletlon 8 0 .../ — bracing of trusses. Apply plates to each face of t and position as shown above and o the Joint Dotal Is. unless noted otherwise. Refer to drawings160A-2f standard plate positions. "A a n this 9R"+a.2o,19s it TOT.LD. 42.0 PSF SEQN— 2503 REV drawing or cover pogo listing this drawing. Indicates cepta o of profosslonal engine Ing sal o OLD r ITW Building Components Group,Inc. responsibility solely for the design 0,pawn. The suitability and use of hole design far any structure Is W OUR.FAC. 1 .15 FROM MC Sacramento,Ctll0,Lte 9s the responsibility of the Building Designer per ANSI/TPI 1 Sec.2, For information sae: tThis Job's general notes tesa lege; 1TW-BCG: www.lcwbcg,com; TPI: www.tpinst.org; WTCA more Renewalydote813012015 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 - SJO4 ) 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 applied per IRC-12 section 301.5. 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. R=97 U=33 10-5-3 8 I 2-11-9 me II EIN im2 _i__= � R=36 U=2 7-9-2 2X4(A1) —1-6-0 1-11-4 >1< 2-1-3--->i F 3-10-15 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%(096)/4(1) 13.01 .►r •�,Ill -_•�: s QTY:3 OR/ /1/ / /R/- Tnls-Wayy,Inc 360-750-1470 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! Si Scale =.5"/Ft. 3901 NE 68th St.,Vancouver WA "'IMPORTANT.* FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. �� `G I WE- . �0 TC LL 25.0 PSF REF R561-- 2 7220 Trusses regulro extreme care In fabricating, handling, shipping, Installing antl bracing. Refer t l_ follow he latest otli[lan eF BCSI (Building Component Safety Information, by TPI and WTCA) far safety and 19575 P TC DL 7.0 PSF DATE erections prior to performing these functions. Installers shall provide temporary bracing per BCSI. I. r 03/28/14 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord �f shat have a properly attainstalled p rigid ceiling. Locations shaven far per lateral rostrelnt of webs BC DL 10.0 PSF DRW CAUSR561 14087062 shall have bracing Installed per'BCSI Sections 83, BI or 810, a applicable. 4� Imo - ALPINE 11W Building Compo ants Group Inc. ITWBCG) shall not be responsible for any deviation from this da 0 28/2014 BC LL 0.0 PSF CA-ENG PBC/CWC * any failure build truss In conformance with ANSI/TPI 1, or for handling, shipping, installation'&°" OREGON bre ng of Apply wise. tt sea tress and or standard a above anhe Joint (`, v TOT.LD.LD. 42.0 PSF Details. ,n lasssnotod otherwise. Refer to drawings 160A-7_for sCantl arE shown poslilons. A seal on thisSEQN- 30657 7 drawing or rove'pogo listing this drawing, Indicates a coptanco of professional engineering 11 4'40.20,19e'`G-P 1TW Budding Components Group,Inc. raspanslblllty solely far the ensign shown. TM10 suitability ane use of Chis cosign for a any s r", Is 7r0i 0 w,y� ." DUR.FAC. 1 .15 FROM MC ten al nobs page of the Building Dcslgnor per ANSI/TPI , t.org; For f u `- aCTamellto,CA 95828 general notes page; 11W-BCG www.itwbcg cnm; TPI: n ormation s. TM1Is Job's ICC,rwww icesafo www tpinst.org: W,CA:mwww.sbclntlustry.tom, RBGrwal dal/.6130/2015SPACING 24.0" JREF- 1V52561__Z04 , 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 - T01) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 2 COMPLETE TRUSSES REQU I RED i 1 z Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3", min. nails Connectors ingreen lumber Top Chord: 1 Row @11.00" o.c. (g) designed using NDS/TPI reduction Bot Chord: 1 Row @12.00" o.c. factors. Webs : 1 Row @ 4" o.c. 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Use equal spacing between rows and stagger nails anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 pf, wind BC DL=6.0 in each row to avoid splitting. 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.). Restraint material to be supplied and attached at both ends to a factor for dead load is 2.00. 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. In lieu of structural panels use Extend sloping top chord of truss and jacks to hip rafter. Support 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 (0 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. 3X64° 3X6 3X10= T2 8 A••••/re N -7 (a) (a) B 4-3-9 0-4-4 in 0-4-4 i 2. 1-1 3X5= 5X8= \ 7-9-2 4X6(61) = 3X5= 4X6(81) -7----- [1:6-2j j1-6-OJ 5-5-5 J= 9-3-11 5-10-15 i 8-10-1 >< 9-2-0 -c 5-7-0 L 5-10-15 ,i, 9-2-0 5-7-0 18-0-0 _I_ 5-7-0 J 29-6-0 Over 2 Supports R=2724 U=115 W=5.5" RL=127/-127 R=2724 U=115 W=5.5" Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8°%(0%)/4(1) 13.01.0- 'v? __ Trus-Way,Inc 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! -` �Sp QTY:1 OR/ /1/-/-/R/- Scale =.25"/Ft. — 3901 NE 68th St,Vancouver WA ..IMPORTANT.. FURNISH IS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. C9 tiJt N E . • TC LL 25.0 PSF REF R561-- 27221 Trusses require extreme caro In fabricating, handling, shipping, Installing and bracing. Refer to and S' '� 7. follow he latest edition of BGSI (Building Component Safety Information, by TPI and WTOA) for safety 19"5P 7 TC DL 7.0 PSF DATE 03/28/14 practices prior to performing[hose functions, Installers shall provide temporary bracing per BCSI. Unless noted otherwise, cop chord shall have properly attached structural sheathing and bottom chord �f -- Unless =1::shall have a Properly attached rigid tolling. Locations shown for permanent lateral restraint of webs BC DL 1 0.0 PSF DRW CAUSR561 14087292 have bracing Ins%lied per BCSI sections 83, BT or Big, as applicable, +� now ALPINE _ ITN Building Components Group Inc. (ITWBCG)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 build the truss in conformance 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 Details, unless ptherwlso. Refer to drawing 1BOA_ +n rl TOT.LD. 42.0 PSF SEAN— 306615 drawing or cover page listing this drawing. g Z for standard plata positions. A seal on this (/ aspens lbillLy solely for cho design shown, Thocsul[ablli[y and usoceptance or pof professional is tlosleng ineoring a dfl,2D,1g� ITW Building Components Group,Inc, gn fpr any a r"ptere la RQC D W.��(. DUR.FAC. 1 .15 FROM MC Sacramento,CA 95828 p th^eresppnsiblllty of the Builtling Designer per ANSI/TPI i Sec.2. For c Informa[lon s CThls ob's go al notes page, ITW-BCG: www,itwbcg.nom;TPI: www tpinst.org: WTCA:mwww,sbcindustry.c IDD.rwww.°ccgafe.erg °m' SPACING 24.0" JREF- 1V52561_204 Renewal datm 6130/2015 I 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. Bottom chord checked for 10.00 psf sf non-concurrent bottom chord live (a) 1x4 #3 HEM-FIR or better continuous lateral bracing to be equally load applied per IRC-12 section no 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 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% 3X6T T2 3X8 -- N.n 8 i— (a) (a) 5-7-9 —i 8 • in o Ai 3X4= 5X6= ill0 7-9-2 3X4 3X6(61) = 3X6(81) 11-6-01 11-6-01 5-5-5 + 9-3-11 c 9-2-0 >kr 5-7-0 DI.+ 7-10-15 ,I— 16-0-0 5-7-0 J 1Z 29-6-0 Over 2 Supports R=1319 U=112 W=5.5" R=1319 U=112 W=5.5" RL=157/-157 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0; s: __% k's.„, QTY:1 OR/-/1/-/-/R/- Scale =.25"/Ft. _ Trus-Way Inc 360-750-14W `"WARNING'• READ AND FOLLOW ALL NOTES ON THIS SHEETI \ � 390]NE 68th S[.,Vancouver WA "'IMPORTANT'" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS, c�5 �G I N E- %I:, Q, TC LL 25.0 PSF REF R561-- 27222 Trusses require extreme caro in fabricating, handling, shipping, installing and bracing. Refer to and 1 9575 P follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety r TC DL 7.0 PSF DATE 03/28/14 practices prior to performing these functions. Installers shell provide temporary bracing per BCSI. 0' Unless not d otherwise, top chord shall have properly attached structural sheathing and bottom chord BC DL 1 0.0 PSF shall have a properly attached rigid calling. Locationsshownfar permanent lateral restraint of webs /�. DRW CAUSR561 14087070 shall have bracing Installed por BCS1 sections B3, BT or B10, as applicable. IMF ALPINEIMMO ITN Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, 0 28/2014 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 a OREGON bracing of trusses. Applyplatesto oath face of truss and positionasshownabove and on the Joint s1 TOT.LD. 42.0 PSF SEQN- 306869 Details, unlessnotedoth rwis_e Refer to drawings 160A-Z for standard plate positions. A seal on this V drawing or cover page listing this drawing, indicates acceptance of profossi onal engineering a 11 on.2o.194°`G ITW Build ng Components Group,Inc. espdn.ibillty solely for the design shown. T e suitability and use df this design for nO/ 0 My DUR.FAC. 1 .15 FROM MC Sacramento,oni CA 9s Gr the responsibility df the Bunting Doslgner per ANSI/Tpl 1 6ac.2. For o Infdrmatlon 7Z,'';'7:'71!: ` ` gone al s pogo: ITA-BCG, www.ltwbcg.com. TPI: www.tpinst.org; WTCA:mwww.sbclntlustry.com: SPACING 24.0" `°r" "`ad"erg JREF- 1V52561 Z04 Renewal date 8/3012015 — 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 Standard(g) 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.). Special loads Bracing material to be supplied and attached at both ends to a 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 Wind loads based on both MWFRS and C&C, 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. 4X6% 2X4 III 4X6' T3 4X6�i 0 4X6a 0 T2 _ 8X10111 1 8 r-- 2X411 (a) 2X4111 6-11-9 3X10(63) a---,- 3X10(83) .00000pum ME ri um 4X6= 5X8--=- 7-9-2 4X6--=- 11-6- X6=11-6- 1-6-d I, 5-5-5 3-5-12 5-9-10 5-9-15 _I_ 3-4-1 5-7-0 9-3-11 9-2-0 I 5-7-0 I. 8 11-1 0-11- 4 0-11- 4 -1....--I— 10-8-0 Fc,,_ ,�, 3-4-1 ...I. 5-7-0 J E29-6-0 Over 2 Supports R=1840 U=109 W=5.5" RL=186/-186 R=1824 U=109 W=5.5" PLT TYP. Wave Design Crit: IRC2012/TPI-2007(STD) VCIPROF� FT/RT=8%(0%)/4(1) 13.01 .0- 157 0 `P'r :1 OR/-/1/-/-/R/- Scale =.25"/Ft. TRI$-Way Inc 360-750-1470 "*WARNING"w READ AND FOLLOW ALL NOTES ON THIS SHEET! \ • � i,�/ 3901 NE 68Th St.,Vancouver WA "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. p TC LL 25.0 PSF REF R56 1- 27223 Trusses require extreme taro In fabricating, handling, shipping, - 1 9375 P 'y — follow the latest edition of BCS! (Building Co foInstalling and bracing. Refer et and �' TC DL 7.0 PSF practice, o mpensta Safety Information, by TPI and aWTCA)cing far safety DATE 03/28/1 4 prior[o performing those functions. Installers shell provide temporary bracing per BCS!. ./ Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord ,rN Hall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of websaBC DL 10.0 PSF DRW CAUSR561 14087067 shall have bracing installed per SCSI sections 83, B7 or 010, as applicable. 0 28/2014 morALPINE mi. ITW Building Cemponon[s Group Inc. (ITWBCG) shall not be r om responsible for any deviation frthis design, p OREGON BC LL 0.0 PSF CA-ENG PBC/CWC any felluro to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation& bracing of trusses. Apply plates t each face or t and position as shown above and on the Joint (P TOT.LD. 42.0 PSF Details, unless noted otherwise. Refgr to drawings `'n.zD.�se0 `/ SEQN- 307106 drawingr cove q d G Z for standard plate positions. A seal on this Olig. o r pogo hating this drawing indicator acceptance of profosaional engineering a D ITW Building Components Group,Inc aapanalblllty solely far tM1e design shown. The aaia`IitS and"aF M1ia design any a r"stare Is DUR.FAC. 1 .15 FROM MC Sacramento,Components 95828s Grthn rosg2,t,ility or the Building Daalgne.per ANSI/Tpl 1 S n. Form o Information sae' t=Job's goner»I noon page; lTW-BCG: www.itwbcg.coa, TPI: www.tpinst.org; MICA: www.rbc Industry.cem; �- lcc: www.roeaara.arg Renewal dale 6130/2015 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 - T04 ) Top chord 2x4 DF-L #1&Bet.(g) :T2, T4 1.5"x5.625" DF-L SS(g): 2 COMPLETE TRUSSES REQUIRED 1 2 2 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 @12.00" 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. 3X44 3X4E 3X4 T4 � ` T 8 IF-- H0912 6X8 T2 w� 3X10 7-3-15 -i 8 8 F— 4X8(83) 6X10(B9R) -- _ m am — 7-9-2 3X10 III 4X4= 4X6= 8X107B2 4X8= 2X4 III I1-6-d I1-6-DI 2-4-8 3-6-12 -11-1 4-8-5 3-4-12 3-3-0 3-9-11 6-5-5 2-4-8 3-0-13 2-5-11 5-0-9 6-3-8 3-9-11 6-5-5 L-,. 5-11-4 _I?-11-11 i 1 111— 5-0-9 .,1_ 6-3-8 .1, 10-3-0 J 29-6-0 Over 2 Supports al R=1426 U=91 W=5.5" R=1435 U=95 W=5.5" RL=190/-189 Design Crit: IRC2012/TPI-2007(STD) so PROF PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 13.01 .0'_1P .101.c_ �S+1r. Y:1 OR/-/1/-/-/R/- Scale =.25"/Ft. Tots-Way [nc 360-750-1470 "WARNING•" READ AND FOLLOW ALL NOTES ON THIS SHEET! '�s t4 jfy TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA "IMPORTANT." FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. v 19575 P REF R561-- 27224 Trusses rebels°extreme caro In fabricating, handling, shipping, Installing and bracing. Refer to and • TC DL 74ocii .0 PSF follow the latest edition of RCS' (Building Component Safety Information, by TPI and WTGA) for Oafety , DATE 03/28/14 practices prior to performing these functions. Installers shell provide temporary bracing per BCSI. • • Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord / '" BC DL 1 0.0 PSF Hall have a properly attaches rigid cell- Locations she - DRW CAUSR561 14087068 shall have bracinginstalled "g shown see permanent lateral restraint of web. 0_.�^/2014 per BCSI sections B3, Ni or 810, a ppllc.blo. !f ALPINEITV Building Components Group Inc. (ITWBCG)shall not bo responsible for any deviation from this design, GI OREGON J sBC 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& Y� bracing of trusses. Apply plates to each fade of truss and position as shown above and on the Joint y-I-OLD "sa,.m..1 44 et TOT.LD. 42.0 PSF SEQN- 307132 Details, unlossnoted otherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this O drawing or rover page listing this drawing. Indicates acceptance of professional engineering C D W. DUR.FAC. 1.15 FROM ROM MC111V BuildingComponents Groan,Inc. e°p°zplbnloyleoly foe tBuherd°ngDeshiwPToANuSltiI11 ndueo°fwthisCnorimgan onr s ny' Thuit JrnoIs• Sacramento,CA 95828 goo s pogo; ITW-BCG: www.itwbcg.non, TPI: www tpinst.org; WCCA, ww.vbclndnstry.comRenewal tlate8/3012019 SPACING 24.0" JREF- 1V 52561_Z04ICC' ww.itcsae.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 - 105 ) Topchord 2x4 DF-L #1&Bet.(g) :T2, T4 1.5"x5.625" DF-L SS(g): 2 COMPLETE TRUSSES REQUIRED RED I t 2 • 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 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 4X6T T4 3X4= 4X6 44. 8 I- w 3X4 o H0912 6X8 T2 8-7-15 3X10 411111. . -1 8 : 1- r /' 4X8(B3) 6X10(B9R) _ / 10 III a -� i7-9-2 / 3X10 III 4X4= 4X6= 8X10= 62 4X8= 2X4 III 11-6-d 11-6-d 2-4-8 ,,,Lc -6-12 1 2-5 111 4-8 -5 3-4-12 6 7112 3-3-0 'I` 3-9-11 6-5-5 I- 5-11-4 ,1? 11-1iI - 7-0-9 _I_ 4-3-8 _I 10-3-0 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) 6O PROF PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 13.01 .05 41. fie' *: 1 OR/-/1/-/-/R/- Scale =.25"/Ft. TRIS-Wayy Inc 360-750-1470 ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS SHEET! Gid .y t 1 440 't. TC LL 25.0 PSF REF R561-- 27225 _ 3901 NE 68th St.,Vancouver WA "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 1g5TS P r races require latest ediremetion earn in fabricating, handling, shipping, Installing and bracing. Refer to and • t' TC DL 7.0 PSF DATE 03/28/14 follow es locust edition of 8C61 (Building Component Installers s Information, em TPI and RICA) For safety 4'' " practices prior to performing these functions. Installers shall provide temporary bracing poi-BCS1. _ unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord rte► '`�/ BC DL 10.0 PSF shall have a properly attached rigid coiling. Locations shown for permanent lateral restraint of webs 1p DRW CAUSR561 14087063 shall have bracing Installed per BCS! sections 83, 67 or B10. as applicable. 0 '28/2014 mow ALPINEImmo ITW Building Components Group Inc. (ITWBCG) shell not be responsible for any deviation from this design, 0 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& J bracing of trusses. Apply plates to oath face of truss and position as shown above and on the Joint V Qf Q 307100 Details unless noted otherwise. Refer to drawings 160A-z for standard plate positions. A seal on this 96 +n,2o 1s9 t. TOT.LD. 42.0 PSF SEQN- or cover pogo listing this drawing, indicates acceptance r professional engineering -t" ITW Building Components Group,Inc, responsibility solely For the design shown. The suitability and use of this design for any structure is �&D W•° DUR.FAC, 1 .15 FROM MC ildingnent CA 95828s the respon ibi l icy of the Bull ng Designer per ANSI/TPI 1 Sec.2. For information s . This Job's general hetes Paye ITW-BCG: www.itwbcg.c TPI' w .ipinnt.org; WiCA: wvw.sbcindusiry.coe, ICC, www.locaafn.nrg RenewBldaleB(=n15 SPACING 24.0" JREF- 1V52561_Z04 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 - 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 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 0.00 to 67 plf at 13.50 IC- 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 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. d' 8 r 8 2X4\\\ 2X4/6' 9-4-4 allillill 0-4-4 0-4-4 _i_ All411111k im ,j ii -9-2 T B2 4X6(61) _— 7X6= 7X6= 4X6(B1) 11-6-0J .` 5-11-9 7-6-7 7-6-7 5-11-9 I 8-4-12 10-2-9 8-4-11 13-6-0 13-6-0 E27-0-0 Over 2 Supports R=1474 U=246 R=1583 U=275 W=5.5" RL=223/-211 Design Crit: 1RC2012/TPI-2007(STD) eO PRUFF PLT TYP. Wave FT/RT=8%(0%)/4(1) l3.01 .' ' : S' ��► 6 Y:3 OR/-/1/-/-/R/- Scale =.275"/Ft. Tuts-Wav,Inc 360-750-14M ""WARNING". READ AND FOLLOW ALL NOTES ON THIS SHEET! c, N 1 t� 'y TC LL 25.0 PSF 3901 NEat11 St„Vancouver WA ""IMPORTANT"" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P REF R561-- 27226 Trusses require extrema caro In fabricating, handling, shipping, installing and bracing. R .to and �r TC DL 7.0 PSF DATE 03/28/1 4 follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety If practices prior to performing those functions. Installers shall provide temporary bracing per SCSI. Unless notal oMerwise, top chord shall have properly attached structural sheathing and bottom sherd / `s BC DL 10.0 PSF DRW CAUSR561 14087293 shall have a properly attached rigid telling. Locations shown for permanent lateral restraint of webs shall have bracing instailod per SCSI sections B3. BT or B10, 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 TSB/GWH any failure to build the truss In conformance with ANSI/TPI 1, or for handling. shipping, Installation 8 J Detains of trusses. Apply placers to each face of truss and position as Shawn posit and on the joint 9-1-OLD `+,,.zo.1sea, TOT.LD. 42.0 PSF SEQN— 533501 Details, unlessnotedothorwiso. Refer to drawings ieOA_Z for standard plata positions. A seal on this n drawing or cover pogo listing this drawing, indicates accepter o of professional engineering V r D W. I1 1V Building Components Group,Inc osPonsiblllty sola;Y for the design shown. Tho suitability and use of this design for any structure Is (� DUR.FAC. 1 .15 FROM MC a Sacramento,CA 9 828 thnorosponslbi l ity of the Building Cosigner per ANSI/TPI 1 Sec.2. For information see: ThisJob's go s page. ITN-SCG: www.IcwLcg.can, TPI: www tpinsc.org; WfCA.www..,xindustry.cnm SPACING 24.U" JREF-F— 1 V5256 1 Z04 CG:rwww.�,,ezare.erg Renewal date 8130!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 - 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"x5.625" 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 -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 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. Al • 8 f —I 8 2X4%\ 2X4 9-4-4 aillhhlIlhh,.. 0-4-4 -/- 0-4-4 ill 7X6= B2 7-9-2 7X6= \ 4X6(61) = 4X6(B1) '=- 1.1-6-0.1 11-6-0.1 I` 5-11-9 _ 7-6-7 I_ 7-6-7 8-4-12 .l_ 10-2-9 5-11-9 8-4-11 1_ 13-6-0 L. 13-6-0 ,1 k27-0-0 Over 2 Supports >1 R=1579 U=274 W=5.5" R=1579 U=274 W=5.5" RL=238/-238 PLT TYP. Wave Design Crit: IRC2012/TPI-2007(STD) gO PRO1 FT/RT=8%(0%)/4(1) 13.01 .': W `r 0. Y:3 OR/-/1/-/-/R/- Scale =.275"/Ft. _ Tms-Way Inc 3G0-750-1470 a*WARNING** READ AND FOLLOW ALL NOTES ON THIS SHEET! t'rf� N C 1 �� ea TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA "IMPORTANT'• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. REF R561-- 27227 Trusses require extreme caro ,n fabricating, handling, shipping, Installing and bracing, Rorer to and 1 9675 P '9 fellow the latest edition of BCSI (Building Component Safety Information, by TPI and%RCA) for safety , TC DL 7.0 PSF DATE 03/28/14 practices prior to porforming thoso functions. Installers shell provide temporary bracing por BCSI. Unless noted otherwise, top chord shell have properly attached structural sheathing end bottom chord �� ,y a„all have a properly attcchotl rigid coilin . Locations shown or parmanont lateral restraint ofwebs BC DL 10.0 PSF DRW causRssl 14087294 shall Ile bracing installed per BCSI sections 63. B7 or 810, asapplicable. 0''28/2014 mow ALPINEmom ITW Building Components Group Inc. (lTCG)shall not be responsible for any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG TSB/GWH any failure to build tho truss in conformonco with ANSI/TPI 1, or for handling, shipping, installation& GI Si bracing of trusses. Apply plates to each T and position as shown above and on Cho Joint PSF Dotal unless^orad ntharwlea. Refer m❑rawingsri60A-Z for standard plate positions. A seal on this 4� °n•20,19s��' TOT.LD. 42.0SEQN- 5 33492 drawing or cover page listing this drawing, indicates a ceptancotof professional engineering Q I D 11W Building Components Group,Inc. osponsibillty solely:Zr „e design shown. The suitability endue er thio design far any atrettpre la v{ DUR.FAC. 1 .15 FROM INC Sacramento,CA 95828 1 M1e raapona,bu,ty or t„e au,le,ng Designer par nxsl/TPI t set.z. a arm a Infermau en a Th ie Joba general notes page; ITW-BCG:www.Itwbeg.com; TPI: www.tpinst.org; WICA: www.sbeintlustry.com; ICC, www.i=taafe.arg Renewal date 61352015 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 - T08) Bop chord 2x4 DF-Lx5.6 5" DF-.(gg) 2 COMPLETE TRUSSES REQUIRED I : Bot chord 1.5"x5.625" DF-L SS(g) Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3", min. nails Connectors ingreen lumber Top Chord: 1 Row @12.00" o.c. (g) designed using NDS/TPI reduction Bot Chord: 1 Row @ 1.25" o.c. `actors. Webs : 1 Row @ 4" o.c. Special loads Use equal spacing between rows and stagger nails (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) in each row to avoid splitting. 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 Deflection meets L/240 live and L/180 total load. Creep increase factor Wind loads and reactions based on MFRS. for dead load is 2.00. Unbalanced snow loads have not been considered. 3X5'' 3X4= 4X6= 8 -.-v-7. ?° 3X5(A1) = 1-10-8 1-5-14 tIf f 0-4-4 / 3X5= 4X6= r 3X6 III (` 1-10-5 I_ _ 1-11-9 I I 2-3-5 �I 1-6-9 'f` 2-1-6 'I L 2-3-5 ,I_ 3-7-15 Ec 5-11-4 Over 2 Supports J 60 R=2731 U=458 W=5.5" R=2147 U=360 Design Crit: IRC2012/TPI-2007(STD) p PRO? PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .• 'tiE fiFS'�"c :1 OR/-/1/-/-/R/- Scale =1"/Ft. Trus-Way Inc 360-750-1470 "'WARNING'* READ AND FOLLOW ALL NOTES ON 1NIS SHEET! Mj �� 3901 NE 68tH St.,Vancouver WA "'IMPORTANT"' FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 9 L� ' TC LL 25.0 PSF REF R561-- 27228 _ Trusses require extreme c fabricating, handling, shipping, installing and bracing. Refer to and 19575 P -J' `�V follow he latest edition ofr6CS1 (Building Component Safety Information, by TPI and WTCA) for safety TC DL 7.0 PSF DATE 03/28/14 o practices prior to pert Ing those functions. Installers shall provide tamporary bracing per BCSI. �' — Unless noted otherwise. top chord shall have properly attached structural sheathing and bottom chord - BC DL 10.0 PSF DRW CAUSR551 14087295 shall have a properly attached rigid tolling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI sections 83, 87 or 810, as applicable. 0 '28/2014 IMMO - ALPINE ITw Building Components Group Inc. (ITWBCG) shall not he rasponsible far any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG TSB/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, - g, pins, Installation& b ells of e a Aothe wise. to each tach of t and oral as slate paboveosit and on the dint m �P TOT.LD. 42.0 PSF SEQN— 533504 Detains, unless star otherwise. Rofea o aceof truss ..�J trusses. drawingsZ for standard plate positions, A coal on this 7 VBfI.Q0"199 p drawing or coverpagelisting this drawing, indicates acceptanceofprofessional engineering OLD v4. ITW Building Components Group,Inc. C„seponslbll:b":,77,'%'9,far the design shown. Tba sultTPIlltS and use of this dasign for any s ructure is DUR.FAC. 1 .15 FROM MC r Sacramento,CA 95828 al notes ot silge Cho Building Oeslgnor per ANSI/TPI 1 t.org: Form c information see.: tThis job's ICC: w.wniccsaro.org 1118-BCG.www.itwbcg.com: TPI: www.tpinst.arg: 'MCA: www.sbc industry.tam; Renewal date R/30:20-15 SPACING 24.0” JREF- 1\52561_204 , 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) TO FLAT) SETBACK SETBACK ■�■■1711\1111■■■11■�I■ •■ I •_ 1111■■I■■■■■■■_I■ ■ I I 1U COMMON ■_r. '.".'." _I■ 11 HIP RAFTERS 1 I■ TRUSSES ■ ■■■■■■■■�P ■� ■0111■� ■■■ ■■■■ i►:-: U. I� / ■� ■■■■■11■■r ■____ OG; 11■_ ■■■■■■■111 , � - ,i „ CALIFORNIA HIP #1 HIP ■_ 11111111111111111% ■�wouili ��1■ SYSTEM TRUSSES CE,MIn■I-�\111111\I■■1111■1 \\I BRACED BAY :��ai■_ o■e0a�d i _BSET ACK ■1 ,'11111 \\\\"""\\1 it iiM' 1BACK 111' a ��IS #IHIP I._ _ ___ i I, rr��rrrrrrrrr��.� r■■■II■■11 �0/\\"\""\"`\````\\ SHHEEATHING. r■■■■■■■■■■■■■■a11� Permanent Diagonal bracing B-B PITCHED AND SHEATHED Permanent diagonals form braced bays. Repeat at all hip ends, CHORD AREA. Maximum interval equals 20 ft. Note: The first braced bay at the Wind: Maximum wind speed 120 mph, Exp, C, Cat, II, 30 ft, mean roof height and #1 hip can be excluded when the following conditions are met: 5 psf min. dead toad. Connect cripples to rafter extensions with (6)10d nails 1) Continuous purlins are attached to the flat top chord of the #1 hip. (0.128x3"), and to top chord of hip truss and purlin with (3) 10d nails. -OR- 2) The end jacks are sheathed with properly attached structural panels. Butt cripples to jack rafter and hip truss top chord, and provide connection for 360# uplift each end (ITWBCG HT2.5 clip with 8d nails (0.131"x1.5°) Note: Conventional framing, including cripples and their connections, is or equivalent.) not the responsibility of the truss designer, plate manufacturer, or (A) Hip truss top chord, (B) 2X4 continuous purlin, 24° o/c typ. (C) CRIPPLES: o truss fabricator. Persons erecting trusses are cautioned to seek Cripple Location, (4' o.c, cripple spacing shown) advice of a local professional engineer regarding conventional framing. Cripples support extended top chords of end jacks, hip jacks, and hips. Material: 2X4 SPF, HF, DF L, or So,Pine Standard/Stud/#3 min, grade, Trusses shall be designed for the appropriate tributary area. Max, cripple length = 6'3". Max. 40 psf Snow Load + 14 psf Dead Load, (D) Cripples and horizontal false top chords may be built into truss, FIELD APPLIED DR BUILT-IN CRIPPLES CRIPPLE IN PLANE OF TRUSSES /' CRIPPLE Fnd Jerk Crlooles: PACING /Cl1MMGN Field cripple end jock extensions 1� CHORD EXTENSION to flat top chord of a alternating / �lOd nail, typ, (TYPICAL) hip trusses. �) �(C) � <n) I�I (B) _--,,Cripple (C) -.-SETBACK-+- ...,...--"---,/(c) w e �-L ,_.-:.(B) ^CB) CB) (B)^(n) 0)),, (D) (B) California Hip truss ' Purlln (B) � I 1 .2,.3,.4,.51.6 SETBACK ____ Top chord <A) Section A-A �,w�•..'-°p�°� s '-B Cripple Connections ■xVARNINGea READ AND FOLLOW ALL NOTES ON THIS SHEET! 0`, "G I N Cc7,4„ • Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and 19575 Y REF CALIF, BRACE '9 See truss drawings - follow BCSI(Building Component Safety Information,by TPI and WTCA)for safety practices prior to / �/ performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted �,, for specific design DATE 2/04/2011 otherwise,mitop chard tion,have properly attachedi structural panels aci and roSCSn chord shall have a S' properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have +A / bracing Installed per BCSI sections 03 4 B7. See this Job's general nates page For more Information, / ' .� informntion, DRWG BRCALHIP0211 wwIMPORTANTaw FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. 028/2014 — ITW Building Components Group Inc.(ITWBCG)shall not be responsible for any deviation from this ^^ Q /20 Building Components Group Inc. design,any failure to build the truss in conformance with TPI,or fabricaing,handling,shipping, V, 0.1/L6/T Installing 6 bracing of trusses. ITWBCG connector plates are made of 20/18/16GA (W,H/S/K)ASTM A653 VAN 4@g ,2O 190' ade 37/40/60 CK/W/H,S)gala. steel. Apply plates to each face of truss, positioned as shown above n and on Joint Details. R®l D W,‘"'�", A seal on this drawing or cover page indicates acceptance and professional engineering responsibility C� -- solely for the truss component design shown. The suitability and use of this component for any Design Crit.: NDS-2005 building is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Earth City,MO 63045 ITW-BCG: www.itwbcg.com; TPI:www.tpinst.conl WTCA:www.sbcindustry,cool ICC.www.lccsafe.org Renewal dale 8130/2015 Spacing: 24" oc, typ.