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Plans (28) 14S IMS--=00A0 I(`(c -/fc151 SGJ 6--rTed..6klygrx I 43' N (J ECEIVPP , T ;, , , I I I „�..;,�.l EC 2 2015 z•s••a H m_ IIIIhh1IuIIII �, I P� �( . � t Illi r I � i fillz, E o i ' , el •m I: ry All � n 1 m • i I I i ( � i Y I 1-1 I I I I I I 1 I 1 I 1 I I II 07 N N U1 m Ol Ol - 0. IL!" iii I I I � � I � I � 1 I I ii, i ii fi (D iiiIIiiiiIIIIIIP!$'il 1 DGE I- f "'T-4. ' I 21.11" 15'1'• �- Customer: SCANDINAVIAN GENERAL CONT o m iv ooo Desc. : Parcel 1 Duplex 71 ADDRESS: 1143f 1145 sw Greenbur9 rd m o z Designed by: BILLY BREESE ,-- z w o 0 •• Alpine, an ITW Company 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1 VM67175Z0104111430 Truss Fabricator: Truss Components of Oregon Job Identification: 1215037--SCANDINAVIAN GENERAL CONT -Parcel 1 Duplex -- 114$1 114Nrsw ere pRoplt Model Code: IRC Truss Criteria: I RC2012/TP I-2007(STD) Q 4,N Engineering Software: Alpine proprietary truss analysis software. Version 15.01. 4 14859 r, Truss Design Loads: Roof - 42 PSF 9 1.15 Duration Floor - N/A A0911,11 9 .41 Wind - 120 NPH (ASCE 7-10-Closed) 9j\\4,4.4-4: 7,19$9 44r~~Notes: sW.GHQ 1. Determination as to the suitability of these truss components for the EXP.12-31-15 structure is the responsibility of the building designer/engineer of record, as defined in ANSI/TPI 1. 2. As shown on attached drawings; the drawing nunber is preceded by: CAUSR7175 • Details: 12030EC1-GBLLETIN-GABRST10-12015EC1- Submitted by CWC 11:14:02 12-04-2015 Reviewer: CWC $ $ # Ref Description Drawing# Date 1 88368--CSGE 15338039 12/04/15 2 88369--C 15338040 12/04/15 3 88370--C1 15338041 12/04/15 4 88371--CGE 15338042 12/04/15 5 88372--C1GE 15338055 12/04/15 6 88373--E 15338043 12/04/15 7 88374--BGE 15338044 12/04/15 8 88375--DGE 15338045 12/04/15 9 88376--DG 15338046 12/04/15 10 88377--AGE 15338047 12/04/15 11 88378--FGE 15338048 12/04/15 12 88379--F 15338049 12/04/15 13 88380--F1 15338050 12/04/15 14 88381--GGE 15338051 12/04/15 15 88382--HGE 15338052 12/04/15 16 88383--H 15338053 12/04/15 17 88384--6 15338054 12/04/15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1215037--SCANDINAVIAN GENERAL CONT -Parcel 1 Duplex -- 114$1 1145 sw Greenburg - CSGE) Top chord 2x4 HF #2 :T2 2x6 HF #2: 120 mph wind, 21.54 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) :B2 2x4 HF #2: anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 :W1, W2, W3 2x4 DF-L Std/Stud(g): DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind load applied per IRC-12 section 301.5. bracing requirements. Deflection meets L/360 live and L/240 total load. Creep increase Provide lateral wind bracing per ITWBCG wind bracing details or per factor for dead load is 2.00. engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. (*) Laterally brace this member by attachment to nailer at edge of roof diaphram, or with purlins/attached spans @ 24" oc. Truss spaced at 24" OC designed to support 1-0-0 top chord 4X5.--- 3X7 X5= 3X7 outlookers in area (X). Cladding load shall not exceed 5 PSF. Top M chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. —i 8 S 1111011'',40* Z 8 p 7 7-4 7 e AI IIIIIII�� .. .ver ID 180-0 = X4 3X5= 3X7= 2X4(A1) B2 3X5(61)= L<1 Le1 ' i H 8-0-0 _i_ 4-1-12 _I_ 4-1-12 4-8-8 L 2-10-7 ,I, 11-8-737 (g) 1-2-034-15 9-3-3 ,I_ �I:I, 8-10-4 J I' 21-0-0 Over 2 Supports R=388 PLF U=19 PLF W=3-9-0 R=1129 U=34 W=5.5" RL=43/-43 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01.0 +` .. .0 QTY:2 OR/-/1/-/-/R/- Scale =.3125"/Ft. Truss Components ofOre on (503)357-2118 ...WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! 'Q, RF REF R7175- 88368 825 N 4th Ave,Cornelius OR 97113 ••IIPORTANT.* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. TC LL 25.0 PSF Trusses require extreme care in fabricating, M1andlirg, sM1ipping, installing antl bracing. Refer to arM follow tM1e latest etllt an of BC51 cBplldl„g Component safety Infarmatlan: by TPI and HTCA, for= ety Pra<tiaes Prior �� 1 48 59 'Y ' TC DL 10.0 PSF DATE 12/04/15 o performing mese fu nciions. tl anftallsrru<M1ala eravidee5ieampo`Ory bracing per SCSI. Unlessnnoaee o<a rwise, ,411164, top cMrtl sM1all M1ave proporly a t M1ed i [ural sMaiM1ing arM bottom cM1ord sM1all M1ave a properly a cM1ed . 4 BC DL 7.0 PSF DRW CAUSR7175 15338039 ,4��O`�N t� a ions B3, B]or B10, s appliciM1erwisePPlY Platcsito each faceocZefor std na P"sition ebownCa A I` J I t7p====.7.:=2==7 eToint Details, Nles=no d n Refer a drawings 160A- s and plate pp=itiana. BC LL 0.0 PSF CA-ENG CWC/CWC I Alpine, a division of ITW Builtling Comporen[s Group Inc. sball n responsible for any tl ion frwn • awing, any failure to builtl tM1e truss in conformance witM1 AN51/TPIb1, or Por barMling, sM1ipping, AN ITW COMPANY ..,c.1 lac.on A bracing of trusses. •FS T'1S$g �. TOT.LD. 42.0 PSF SEAN- 357210 A aril on this drawing or Dover page listing this drawing. indlestss&sweetens of professional engineering , responsib!I Ity of elythe for the design shown. Th,suitability and use of this drawing for.,y structure„St. 4r�gHWr GV' fp' DUR.FAC. 1.15 FROM BB 8351 Rosana Circle rs,IwnslDlllty of CM Dui kilns Designer per ANSI/TPI ]Soe.z. sa rament",Cn»szx Fnr more Infarma=Ian s ob a general no s page US.e w b 5 e SPACING 24.0" JREF- 1VM67175Z01 ALPINE: www.alpineitw.com; TPI: www cpinsi.org- WiCA: www.sbn..doniry.com; ICC;www.�ccsafe.org EXP.12-31-1 5 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1215037--SCANDINAVIAN GENERAL CONT -Parcel 1 Duplex -- 11477 11481 sw Greenburg - C) Top chord 2x4 HF #2 120 mph wind, 21.54 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) :B2 2x4 HF #2: anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) :W2, W3 2x4 DF-L #2(g): DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. 4X5= Wl , 1.5X4\\\ 1.5X40 W3 st lk /A11 -18hhi 7-4-7 8 liai 3X5= 3X5= Ba 3X5= 3X5(61)= 3X5(61) 1-c1 ' LE1 aJ f 5-5-7 _I_ 5-0-9 _I- 6-8-12 L 6-8-12 5-0-9 I 7-1-10 I' _I— 7-1-10 5-5-7 I— 10-6-0 ,I, 10-6-0 J I' 21-0-0 Over 2 Supports R=1003 U=41 W=5.5" R=1003 U=41 W=5.5" RL=142/-142 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01 .01.0 QTY:28 OR/-/1/-/-/R/- Scale =.3125"/Ft. Truss Components of Oregon (503)357-2118 ••WARNING *NEAR AM FOLLOW ALL xorEs ow rims DRAIrINGI ,�Q� •O,F TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 ...IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. REF 87175- 88369 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow M latest edit on t BCSI (Building Component Safety Information, byTPIa WTCA) for safety practices prior �� 14659 7 ' • TC DL 10.0 PSF DATE 12/04/15 o performing these functions. allsrsuc Hall provide temporaryof`bracing per BCSI- Unless noted otherwise, />. cop chord shall have properly attached tr ral sheathing and bottom Mrd shall havea properly attached ` f rigid ceiling. Locations shown`rpermanent lateral restraint webs`shall ha a braing installed BCSI BC DL 7.0 PSF DRW CAUSR7175 15338040 ,4 �O` .. .sections Bae Basoon810 as applicable. Apply plates to drawings face of for standard as shown above his J the Joint Details, unless noted otherwise. Refer t wings 160A-Z fr rd plate positions. BC LL Alpine, a of le Building Components Group Inc. shall not be responsible far any deviation from t 0.0 PSF CA-ENG CWC/CWC drawing, any failure t build t truss in conformance with ANSI/TPI 1, or for handling, shipping,o •.:i - AN ITW COMPANY Installation A bracing of tresses,` - .FA %' r�'r TOT.LD. 42.0 PSF SEQN- 357212 A vel on this dr wing or cover p.pe listing this droning, Indicates acceptance of professional engineering . V.7,'13 AV responsibility.fitly for thedin design Desig er per The suitability and use of tAls drawing for..y structure M �� AQ DUR.FAC, 1 .15 FROM BB 8.3151 Rovana Circle responsibility or the Building Designer p.r AN41/TPI 1 See.2. 4��.�� Sacramento,CA 95828 For more information tAls Jobs general notes page and these web s SPACING 24.0" ALPINE: www.alp;ne;tw.com iTPI see WTCA:www.sbcindustry,com: ICC:sites: -- J REF- 1 VM67 1 7 5Z0 1 FXP 12-31-15 i (1215037--SCANDINAVIAN GENERAL CONT -Parcel 1 Duplex -- 114w 1148'T sw Greenburg - Cl) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 HF #2 120 mph wind, 21.54 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 :B2 2x4 DF-L #2(g): anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) :W2, W3 2x4 DF-L #2(g): DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. 4X5= 1.5X4$ 1.5X4/8 8 , 0 7-4-7 All(--- iii6 IIPAIMMINMENNEMIIIMINIMEMEmmaj......m...m. .1.' ENMI " 18-0-0 3X5(61)----- 3X5= 3X5= 3X5= B2 3X5(B1) L1 'Si _ 5-5-7 5-0-9 f 7-1-10 —1_ 5-0-9 5-5-7 6-8-12 �` 7-1-10 '1 10-6-0 10-6-0 E 21-0-0 Over 2 Supports :{ R=921 U=33 RL=134/-127 R=1007 U=41 W=5.5" Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01 .01.0 - QTY:8 OR/-/1/-/-/R/- Scale =,312511/Ft. Truss Components of Oregon (503)357-2118 "'WARNING!". READ AND FOLLOW ALL NOTES ON THIS DRAWING! 1 - - 825 N 4th Ave,Cornelius O 971.13 "'IIPORTANr"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 't�� � TC LL 25.0 PSF REF R7175- 88370 Trusses require extreme care in fabricating, ro ing, shipping, ling and bracing. Refer to and follow `o performing these BBCS (B+ili^rgaCieprosns shall Information, byTPIane wrCZ) F r safety practices prier TC DL 10.0 PSF DATE 12/04/15 "functions.attached a era tae ng ad bottom bracing o par BCSall have a properly protea aachdotherwise. 14859��7 ` • top eros shall have properly a aehea sh acni.g aha t trona shall M1 a prory a cathed f" rigid ceiling.B7 or Locationsshown for permanent , oe restraintf wets ssshall and bracingeinstalled a and 51 ` �� 7ite BC DL 7.0 PSF DRW CAUSR7175 15338041 A L1 I N sections BDe ails, unl as noted tre. R plafer to lateral wingach face of trufor standard a plateion a shownabovea on L J h Joint Details, unless no a o M1erwise. Refer o drawings,60A-Z f plate positions. Alpine, a of ITW Building Components Group Inc. shall notresponsible f any deviationBC LL 0.0 PSF CA-ENG CWC/CWC AN ITW COMPANY installationIng, any failure o built he runs �n conformance with ANSI/TPIb1. or for handling. shipping, from this R,_, -. drawing, A racing of trusses. g ." TOT.LD. 42.0 PSF SEQN- 357217 rsaporolbl l A'eel on Ilio solelyn ''Gor for the cover page listing this Crwlrq. Ilwiwtw sanaptanes or professional engineering 4 ,4.0 7 19$ design shown. The suitability and use of this drawing for any structure Is the I 83SIRovana Circle responsibility or err Building Designer per ANSIRpI , .2. L A DUR.FAC. 1 .15 Sacramento,CA 95828 For more Information t this Jobs general notes page and t ���I w.G��` FROM BB ALPINE: ww.alpineicw.com: TPI:ww.tpinst.org; WTCA:www.sbcinausiry.com; ICC:wmw.lccsafe.org SPACING 24.0" J REF- 1 VM67 1 75201 FXP 12-a1-15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1215037--SCANDINAVIAN GENERAL CONT -Parcel 1 Duplex -- 114w 114BS'sw Greenburg - CGE) Top chord 2x4 HF #2 (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #2(g) :B2 2x4 HF #2: plot details for special positioning requirements. Webs 2x3 HF #2 120 mph wind, 21.54 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC factors. DL=4.2 psf. Truss designed to support 1-0-0 top chord outlookers and 5.00 PSF Wind loads and reactions based on MWFRS with additional C&C member cladding on one face, and 24.0" span on opposite face. Top chord may design. be notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind notch in overhang or heel panel, bracing requirements. Provide lateral wind bracing per ITWBCG wind bracing details or per Bottom chord checked for 10.00 psf non-concurrent bottom chord live engineer of record. 2X3 studs require reinforcement at 70% of the load applied per IRC-12 section 301.5. length tabulated for 2X4 studs of the same grade. 4X5 Deflection meets L/360 live and L/240 total load. Creep increase im factor for dead load is 2.00. , IZ i i 97-4-7 8iiri1 ■ ■.� ■ ■ ..p1116■ ■a r. 18-0-0 i 2X4(A1)=- / 3X5(**)= 2X4 Al B2 ( ) LE1 'SJ 1el ' I, 10-6-0 -L- 10-6-0 J 21-0-0 Over 2 Supports R=123 PLF U=5 PLF W=21-O-0 RL=8/-8 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01.0 E�. 0 QTY:1 OR/-/1/-/-/R/- Scale =.3125"/Ft. Truss Components of Oregon (503)357-2118 **WARNINGI.. READ AND FOLLOW ALL NOTES ON THIS DRAWING! io0. F,t TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 "I■roNrANr• AMISH THIS BRINING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Si REF R7175- 88371 Trusses require extreme care in fabricating, handl' shipping, installing and bracing. Refer to and follow 4410. e f RCS! (Building Component Safety Information, by TPI and WTCA) for safety practices prior ,�� 1 4659�'Y TC DL 10.0 PSF DATE 12/04/15 o performing hall est functions. t cached structural tructu a eshehall ith temporary bracing per all Unless noted attachise. top anted shall have properly attached st tdral lateral restraint e sheathing and bottom chord al sal I have a properly a perned �' BC DL 7.0 PSF DRW CAUSR7175 15338042 rigid ceiling. Locations shown for permanent I t res ra int of webs shall have bracing Installed per BC51 A L1 1I N E the Join BD Details, or unless cable. e. R f plates drat each face of for standard plate as shown abVfrom<M1 c +I L Mint eetai Is, n e ted otherwise. Refer tBC LL 0.0 PSF CA-ENG CWC/CWC Q drawings 16DA-Z for artl plate positions. Alpine, a division of ITN Building the g Components Group shall not be responsible for any deviation drawing, any failure to build the truss in conformance Inc.c. s ANSI/TB! ,,ror onsible fo g,y i . AN ITW COMPANY installation.bracing of trusses, g TOT.LD. 42.0 PSF SEQN- 357215 A...I on this drawing or.oyer page Meting this drawing. Indicates acceptance of pron..lon.l engineering \\46:-.4.......:000) • 'fg$responsibility solely for the design snow.. The suitability end use or this dewing ror any structure Is the 8351 RocanaCircle rwpowlbllity of tM 9ulldl.y Baslgner per ANsI/,PI ,s.o.z. r1gC� DUR.FAC. 1 .15 FROM BB Sacomenlo,CA9ss2s Ptr mare Informcw.coationTPI s prose.s general =page a,0 these web sites. SPACING 24.0" JREF- 1VM67175Z01 ALPINE:wvm.alpineitw.com; TPI: www cpinst.org; ATCA: www.sbcindustry.tom; ICC: ww.iresafe.org EXP.12 31 15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1215037--SCANDINAVIAN GENERAL CONT -Parcel 1 Duplex -- 114E 114w sw Greenburg - C1GE) Top chord 2x4 HF #2 (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 HF #2 :B2 2x4 DF-L #2(g): plot details for special positioning requirements. Webs 2x3 HF #2 120 mph wind, 21.54 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC factors. DL=4.2 psf. Truss designed to support 1-0-0 top chord outlookers and 5.00 PSF Wind loads and reactions based on MWFRS with additional C&C member cladding on one face, and 24.0" span on opposite face. Top chord may design. be notched 1.5" deep X 3.511 AT 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind notch in overhang or heel panel. bracing requirements. Provide lateral wind bracing per ITWBCG wind bracing details or per Bottom chord checked for 10.00 psf non-concurrent bottom chord live engineer of record. 2X3 studs require reinforcement at 70% of the load applied per IRC-12 section 301.5. length tabulated for 2X4 studs of the same grade. 4X5 Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. i 8 S 97-4-7 Ai � 8Qi �■9iti i ■ ■ ilk I ■ ■ ■ ■I ■ ■ ■ ■ ■ ire ii 18-0-0 r 2X4(A1) -- 3X5(**)=- B2 2X4(A1) Le1 '5J 10-6-0 I 10-6-0 21-0-0 Over 2 Supports R=119 PLF U=4 PLF W=21-0-0 RL=7/-7 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01 .01.0 QTY:1 OR/—/1/—/—/R/— Scale =.3125'I/Ft. Truss Components4thAve, of Cornelius ((503))357-2118 ••.ARNI RNI••NCM AND FOLLOW NOTES TON ORS 11 DRAWING! yet TC LL 25.0 PSF 825 N 4th Av,CorneLus Olt 97113 ••IMPDRTNrr•• Pu■WLsa THIS DRAWING To ALL CONTRACTORS IxcuALw THE INSTALLERS. REF R7175- 88372 Trusses require extreme care in fabricating, handling. shipping, installing and bracing. Refer to and f latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices follow CO A TC DL 10.0 PSF DATE 12/04/15 o perfe1 mirg[hese functions. tl nonsiallerfuf„alaieral provide sie3 temporary bracing per SCSI. Unless rated otherwise, �! 14659 �I top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ngid c l ing. Locations shown f permanent I restraint of web s shall have bracing installed per BCSI ' r. BC DL 7.0 PSF DRW CAUSR7175 15338055 A �O` e ions Bad Bision7 or BlD, as applicable. Apply platesto each face of re o position shown above and on IIJ I the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for sstandard plate positions. BC LL 0.0 PSF CA-ENG CWC/CWC I Alpine, a of Ibu Building truss Group shall not be responsible for any deviation drawing, any division t build t rCom in conformance Inc.c. anTPI 1, es for handling, shipping. from this AN ITWCOMPANY installaden 6 bracing o trusses.` - °'p g TOT.LD. 42.0 PSF SEQN- 357220 A.vel en this dr win■or cover p.■.Ibeln■this drawing. Indicates.eeept+ro.of professional en■ineerl \\::::............) jt responsibility eelthe fur cM tlesignDesig eIwo. Ths sulLeblllty olid e..B?thin 9rwln■for emy.sruetur.la"tlw ��PQQDUR.FAC. 1 .15 FROM BB 8351 Rovana Circlerespwl.lbllley of the guildlnq Desl■ror per nW51/rPl 1 See.2. Sacramenlo,CA 9ss28 Pnr more information a this Tob•s general no abpage and these web sltea: SPACING 24.0" J REF— 1 VM67 1 7520 1 ALPINE:www.alpineitw.com; -MI: ww,pinst.org;■TCA: ww.s industry.com: ICC: ww.iccsafe.org EXP.12 31-1) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1215037--SCANDINAVIAN GENERAL CONT -Parcel 1 Duplex -- 1140 114c1;sw Greenburg - E) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors, design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, JT PLATE LATERAL CHORD Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. No SIZE SHIFT BITE [16] W3X5 S 1.25 4X5 ,i 57 3X5[16] V 4 3X 4 4-11-15 • 9-0-0 1.5X4/0 3X5= 3X5= 3X5(A1)= 3X5= 2X4\0 2X4(A1) L1 lel` 21-6-8 >1< 6-5-8 =11'j Fc 7-4-14 ,I_ 6-7-2 _L 6 7 2 6-1-1 5-3-5 -I' _— 5-3-5 5-3-5 7-4-14 I, 14-0-0 -I- 14-0-0 J f` 28-0-0 Over 3 Supports R=956 W=5.5" R=1447 W=5.5" R=146 U=22 W=3.5" RL=68/-68 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01.0 QTY:13 OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503)357-2118 "'WARNING!" READ ARD FOLLOW ALL NOTES ON THIS DRAWING! p -O pe N 4th Ave,Cornelius OR 97113 ^IIPoRTANr•• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. �t. F� TC LL 25.0 PSF REF R7175- 88373 Trusses red'ire a fabricating, handling, shipping, installing and bracing. Refer to and follow A! the latest edition extreme (Building component safety Information, by TPI and WrcA) for safety Practices prier ,Cf _F�,A ' TC DL 10.0 PSF DATE 12/04/15 o performing ha t ese fpropirly attache Installers rssheathing temporary bracing Per all e a ss notedproperly attachise, to Mord shall properly attached er shall M1 adete and bottom chord p snail have a properly attached 1 46 59 / rigid ceiling. Locations shown r permanent lateral res raint of webs shall have bracing installed per BCS! r- BC DL 7.0 PSF s 83, B7 or 810, as applicable. Apply ' '_� DRW CAUSR7175 15338043 ff11applica pp y plates t ,M position as shown above and 0 /.711 [Eli N I , sections DetBil%Bnless noted otherwise. Refer to drawirga 160A-Z forsstandartl plate positions. n from this �. BC LL 0.0 PSF CA-ENG CWC/CWC �.�II I Al pi e, a of I W Builtli g Componen s Group Inc. sM1all esponsible Por a ty wing, any a failure to build the truss In conformance with ANSI/TPlbl,ror for handling, shipping, .V -.. AN ITW COMPANY drawing,ration&bracing of trusses. g - TOT.LD. 42.0 PSF SEQN- 357234 A....I on this drawing or cover page listing this drawing, indicates.co.pt.nce or prores.Ion.l engineering 9 'E' 7' 6 (� responsibility solely for the designDDesigner ellen. The TPIsuitabilityS .2 and I1..of this drawing for any structure Is CM �i�r`A�W. 9�Q� DUR.FAC. 1 .15 FROM BB 8351 Rovana Circle respwwml I Ity or the Building Dwlgner per ANSI/TPI 1 See.z. C SacrameeI CA 95828 For more Information s pi Job's general notes page a inose web sites: SPACING 24.0" J REF- 1 VM67 1 7 5 Z0 1 ALPINE: www.alpineitw.com; TPI:ww.tpi nst.org;WrCA:www.secinausncdry.com; ICC:www.accsare.org EXP.12 31-15 Duplex -- 114 11 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1215037--SCANDINAVIAN GENERAL CONT -Parcel 1 Du P 4�$sw Greenburg - BGE) Top chord 2x4 HF #2 :12 2x6 HF #2: Bot chord 2x4 HF #2 120 mph wind, 20.99 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Webs 2x3 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6,0 psf, wind BC DL=4.2 psf. Provide lateral wind bracing per ITWBCG wind bracing details or per Wind loads and reactions based on MWFRS with additional C&C member engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. design. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. bracing requirements. (S) 2x4x4-0-0 HF #2 scab. Attach one to each face using using 10d Bottom chord checked for 10.00 psf non-concurrent bottom chord live common nails (0.128"X3.0")@ 6.0" 0.C, load applied per IRC-12 section 301.5. (*) Laterally brace this member by attachment to nailer at edge of roof diaphram, or with purlins/attached spans @ 24" oc. Truss spaced at 24" OC designed to support 1-0-0 top chord outlookers in area (X). Cladding load shall not exceed 5 PSF. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO 4X5 NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. lihIIIIS:. 1 • (S) 1 4041. g , •41 6-3-5 i , 8 T2 I 0 R • ////////////////////////////// -{ ,B_D_0 , 2X4(A1) 2X4(A1) (X) JJ 13-8-1t1 ' I 0-9-13 L1 J I, 8-10-4 -I-1- 8-0-7 J I17-8-8 Over 2 Supports R=637 U=19 W=5.5" R=171 PLF U=7 PLF W=8-11-0 RL=138/-138 Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01 .01.0 ... - OR QTY:2 OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Components of Oregon 5031(357-2118 "WARNINGI••REM p1O FGLLGNALL NOTES ON THIS DRAWING! F 825 N 4th Ave,Cornelius OR 97113 "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. TC LL 25.0 PSF REF R7175- 883 74 Trusses require a fabricating, handling, shipping, installing and bracing.safety to and follow the latest edition extreme Component Safety Information, by TPI and NTCA) r f y practices , 1 D.D PSF DATE o performing these functions. Installersshelfprovide temporary braci y�' 14859 �. TC DL 12/04/15 t Y ng per all have a properly pored otherwise, cc. otiglihk top chord shall have properly attached structural lateral rete and bottom chord shall M1 a pinstaly a tar MedM"w rigid ceiling. Locations shown for permanent l teal res - t webs shall have tion installed above a RCS! r� '. BC DL 7.0 PSF ,4��O`� Ii T sections Daa RT tonA^o, as applicable. Apply Plat=o afar each of truss d position Spoon above to DRW CAUSR7175 15338044 J I he Joint Details, u less no d o M1erwise. Refer wings 16DA-Z f anda rd plate positions. drawing, a tf ITW Gilding ctmpanerma erntp Inc. Shall r,at a wapnnsible for any deviation f BC LL 0.0 PSF CA-ENG CWC/CWC AN ITW COMPANY rawi ig, any failure of build the truss in conformance with ANSI/TPI b1,ror for handling, shipping, nom this A seal en this drawing or cover page listing this drawing. Indicates acceptance of professional engineering /,i 'fG,7q' ��~~ TOT.LD. 42.0 PSF SEAN- 357207 responsibility solely for the design shown. The suitability end use of this drawing for any structure Is the �n 8351 Rovana Circle responsibility or the Building Designer per ANSI/TPI 1 s.e.2. v��Ow./1 �4 DUN.FAC. 1.15 Sacramento,CA 95821 For more Information s this baa �+f .V� FROM BB Jo general notes page and these web sites; ALPINE: ww.Cipineitw.een, TPI:tww.tpinst.org; ATCA: ww.sbcindustry.com; ICC: ww.iccsafe.org SPACING 24.0" J RE F- 1 VM67 1 75201 EXP.12-91-1S THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1215037--SCANDINAVIAN GENERAL CONT -Parcel 1 Duplex -- 114 '1 114$ sw Greenburg - DGE) Top chord 2x4 HF #2 120 mph wind, 20.55 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. Truss designed to support 1-0-0 top chord outlookers and 5.00 PSF Wind loads and reactions based on MWFRS with additional C&C member cladding on one face, and 24.0" span on opposite face. Top chord may design. be notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind notch in overhang or heel panel. bracing requirements. Provide lateral wind bracing per ITWBCG wind bracing details or per Bottom chord checked for 10.00 psf non-concurrent bottom chord live engineer of record. 2X3 studs require reinforcement at 70% of the load applied per IRC-12 section 301.5. length tabulated for 2X4 studs of the same grade. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5= /\ i i 8 1 i • 8 5-4-13 r • • • PM 0 0 EIL 0 EIL 0 El //// ///////////////////////////////////////////// X180.0 2X4(A1) 2X4(A1) L 1 L-1 '- J L 7-6-8 J, 7-6-8 J H15-1-0 Over Continuous Support R=122 PLF U=7 PLF W=15-1-0 RL=8/-8 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01.0"(CA"— � QTY:1 OR/—/1/—/—/R/— Scale =.375"/Ft. Truss Components of Oregon (503)357-2118 "WARNINGI•• READ AND FOLLOW ALL NOTES ON THIS DRAWING! 0 .°�E TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 "„�„T •• FURNISH THIS DRAWING To ALL coxrnACTORs INCLUDING THE INSTALLERS. REF R7175— 88375 Trusses require extreme care in fabricating, handling, shipping, installing and bracing, Refer tNI41 the latest edition of BCS! (Building Component Safety Information, by TPI and WTCA) for safety practices pro' w� 14659�'� �~• TC DL 10.0 PSF DATE 12/04/15 o performing shalt est functions attached structural sheathrovide temporary be bracing per BC5all have pnotedroperly attachise. Adgkhk top "Lata properly a t eked at nla lateral sheathing and betteb chord shall h a Properly a per BC r BC DL 7.0 PSF regia ceiling. Locations shown for permanent I ral restr int of webs shall have bracing installed per SCSI ,4��Ol� sections B3, B7 or B10, as applicable. Apply plates to each face of for stand position as shown above rand ions _ate W DRW CAUSR7175 15338045 J IN E the Joint Details, unless ted otherwise. Refer to drawl 160A- standard�A d Plate positions. BC LL 0.0 PSF CA—ENG CWC/CWC Alpine, a division of ITW Building Components Group Inc. shall not a responsible for any deviation f wing, any failure to build the conformance with ANSI/TP161, or for handling, shipping, .a- AN ITW COMPANY drawing, a bracing of trusses.`r"== '^` ,e, i $g Av TOT.LD. 42.0 PSF SEQN— 357222 A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engin Bring /'411. C T,lg eel, responsibility solely for the design,haw,. The suitability and use of this drawing for any structure Is the 4_A1 Q DUR.FAC. 1 .15 FROM BB R351 Rosana Circle responsibility of the Building Designer per ANSI/TPI 1 see.2. vT'lL n•CNS' sacramenro,CA9SR2R For more Information se this tpi Job's general notes page and these web sites: P. n `! SPACING 24.0" JREF— 1VM67175ZO1 ALPINE:waw.alpineitw.com; TPI: www.ipinst.org;ATCA: www.sbcindustry.tom; ICC: www.iccsafe.^rg EXP.12 31 15 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1215037--SCANDINAVIAN GENERAL CONT -Parcel 1 Duplex -- 114.5 11455sw Greenburg - DG) Top chord 2x4 DF-L #1&Bet. Special loads Bot chord 2x6 DF-L SS (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs 2x4 DF-L Std/Stud(g) :W3 2x4 DF-L #2(g): TC- From 74 plf at 0.00 to 74 plf at 7.54 :Lt Wedge 2x4 DF-L Std/Stud(g): :Rt Wedge 2x4 DF-L Std/Stud(g): TC- From 74 plf at 7.54 to 74 plf at 15.08 BC- From 14 plf at 0.00 to 14 plf at 2.15 Connectors in green lumber (g) designed using NDS/TPI reduction BC- From 7 plf at 2.15 to 7 plf at 15.08 BC- 921.00 lb Conc. Load at 2.15, 4.15, 6.15, 8.15 10.15,12.15,14.15 120 mph wind, 20.89 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Wind loads and reactions based on MWFRS. DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live JT PLATE LATERAL CHORD load applied per IRC-12 section 301.5. No SIZE SHIFT BITE [ 5] W3X7 S 4.25 4X8(R) III Deflection meets L/360 live and L/240 total load. Creep increase [ 6] W4X5 3.25 L 1.50ik factor for dead load is 2.00. - / [11] W4X5 3.25 R 1.25 [12] W3X7 S 4.50 4X5[6]4i 4X5[11] 8 k A` \ 8 5-4-13 thih . Id iffil N 1404444, III Mil I 4111111114,..4 3X7[5] III 8X8= 3X7[12] III �� 4X12(B8R)% 4X12(B8R): H 4-1-3 H` 3-5-5 + 3-5-5 >I< 4-1-3 - H L 7-6-8 ,I, 7-6-8 J 15-1-0 Over 2 Supports R=3585 U=168 W=5.5" R=4099 U=194 W=5.5" Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01.0 QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503))357 2118 •*WARN INGI•• READ AID FOLLOW ALL NDTES ON THIS DRAWING! �t,1 . 'OA 825 N 4th Ave,Cornelius OR 97113 ^INpORTANr•• FURNISH THIS DRAWING To ALL CONTRACTORS INCLUDING THE INSTALLERS. �� TC LL 25.0 PSF REF R7175- 88376 Trusses require e - cat- Ig, shipping, installing and bracing. Refer to and follow the atest edition ofrBCSlc(BuildingbComponent Safety Information, by TPI and WTCA) for safety practicesrir ,Ci E`�1 ' TC DL 10.0 PSF DATE 12/04/15 to performing these functions. Installers shall provide temporary bracing per BCSI. unless noted otherwise, 1 4659 -7 r top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached '� BC DL 7.0 PSF rigid ceiling. Locations shown for permanent lateral restraint of web shall have bracing installedtper BCSI DRW CAUSR7175 15338046 r� 11 `� l sections B3, B7 or 610, as applicable. Apply platen drawings face of for standard position shown above an on II L J he Joint Details unless ted otherwise. Refer t 160A- o a wigs Z fr plate positions. bBC LL 0.0 PSF CA-ENG CWC/CWC L raping, a y division of ITN ed the g Components Group Inc. shall not be responsible for any deviation from t drawing, any failure to build the truss in conformance with ANSI/TPI t, or for handling, shipping. 1_I /. AN ITW COMPANY instal Iat;on A bracing of trusses=. v TOT.LD. 42.0 PSF SEQN- 357232 Asseal on this drawing or cover page listing this drawing. indicates acceptance of professional engineering \\:....... 'f0 Z A9�°� (goypwnibility solely nor tar design elope. Taw eult.DllIty em De.or Chis drawing for any strecWra IS taw ►�f'4�/MYf C�PQQDUR.FAC. 1 15 FROM BB 8351 Rovana Circler.apomaammy or en.epnmwg noelslot per ANSI/TPl i s.c.z, eSacramento,CA9ss2s For llrore Inform; Ion is fob s gergral ro zea^;; these web sites: SPACING 24.0" JREF- 1VM67175Z01 ALPINE: www.alpineitw.com c TPI 5 www tpinst.org;MICA: www.s I usnt y.com; ICC: www.iccsafe.org EXP.12 31 15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1215037--SCANDINAVIAN GENERAL CONT -Parcel 1 Duplex -- 114$/ 1140W sw Greenburg - AGE) Top chord 2x4 DF-L #2(g) 120 mph wind, 19.58 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Truss designed to support 1-0-0 top chord outlookers and 5.00 PSF See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind • cladding on one face, and 24.0" span on opposite face. Top chord may bracing requirements. be notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not Provide lateral wind bracing per ITWBCG wind bracing details or per notch in overhang or heel panel. engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 4X5= Fes' 1 II 8 8 3-5-7 mi LJ _ _ __ _ __ __ -_._ ■ _.. _._. 11 EMI © 18-0-0 / , • 2X4(A1)= 2X4(A1) ---- L, 1 ' Lz 1 , I, 4-7-8 ,I, 4-7-8 J I'- 9-3-0 Over Continuous Support R=124 PLF U=28 PLF W=9-3-0 RL=9/-9 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01. u QTY:2 OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-2118e•WARNINCI^ READ AND FOLLOW ALL NOTES ONTHIS DRAWING! REF R7175— 88377 825 N 4t1,Ave,Cornelius OR 97113 ^IIPoRTANr• FURNISH THIS DRAWING TO ALL CON,RA4TOR5 INCLUDING THE INSTALLERS. 4� TC LL 25.0 PSF Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to a.follow \ the est a on f BCSI (Bpi Idlng Component Safety Information, by TPI an NTCA) for safety practices prior wow 14659 4%..,(N. TC DL 10.0 PSF DATE 12/04/15 o performing cho d shall these functions.attached structurl sheathing heers shall th ng temporary bratom chord per BCSall have pored otherwise. rd s �.` top II have properly a tat hod si urs sM1eatM1irg and bottom chord shall la a properly attached r gd ceiling, Locations show:for permanent lateraleso each int of wes truss all have b cineinstalled abOd ter BCSI4iegigilBC DL 7.0 PSF DRW CAUSR7175 15338047 A�1 1 , sections op:B]or ionBnOesss�pplithe Apply Places to each face of r st.nd position stow:a v.., L /I I the Joint Details, u I tee otherwise. Refer to drawl ' l Al pure, a f ITW Builtll Co ngs 160A-Z f eartl Place positions. mppnen< 6ropp I =„al, no eaponsib,e for a�deviation f BC LL 0.0 PSF CA-ENG CWC/CWC drawing, any failure to build the truss In conformance wit„ANSI/TS! 1, or for handling, shipping, is AN ITW COMPANY installation a bracing of trusses. '4.0.7.100 V A...1 M thls drawing or cover p0ge listing this drawing.,ndld e.s.tt.pc.noe professional engineering 9 'FC,7,19 9 le TOT.LD. 42.0 PSF SEQN- 3 57205 responsibility solely for the design Mown. The suitability end Yee of tills drawing for airy structure Is the 6351 RovanaOrcle r..psm lbl I Ity of the Building Designer per ANSI/TPI ,s.c.:. `fir/qMW_GHAT DDR.FAC. 1 .15 FROM BB saf,amenlo,CA95U2s For more Information= la Job's general notes page an,these web SPACING 24.0” JREF- 1 VM67175ZO1 ALPINE:www.alpineitw.com; TPI:www tpinst.org;WrCA:www.sbcineustry.tom; ICC: www.iccsafe.org EXP.12-31-15 (1215037--SCANDINAVIAN GENERAL CONT -Parcel 1 Duplex -- 1144/ 114%c sw Greenburg - FGE) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Truss designed to support 1-0-0 top chord outlookers and 5.00 PSF See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind cladding on one face, and 24.0" span on opposite face. Top chord may bracing requirements. be notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not Provide lateral wind bracing per ITWBCG wind bracing details or per notch in overhang or heel panel, engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 4X5= 7 . 8r 7_— I - - 8 3-4-7 11 111 9-0-0 2X4(A1)= 2X4(A1) I. 4-6-0 ,I, 4-6-0 J 9-0-0 Over Continuous Support /I R=125 PLF U=27 PLF W=9-0-0 RL=9/-9 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01.1. n1,2'.04 10, QTY:2 OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-2118 ••WARNINGI•• READ AID FOLLOW ALL NOTES ON THIS DRAOING! REF R7175— 88378 825 N 4th Ave,Comelms OR 97113 ••IMeORfANr• FURNISH THIS DRAWING To ALL CONTRACTORS INCLUDING THE INSTALLERS. '��' TC LL 25.0 PSF Trusses require extreme care in fabricating, handling, snipping, installing and bracing. Refer to and follow ` latest edition of BCSI (Building Component Safety Information, bysTPl a NTCA) f safety practicespriorw4 1 4659�$ ' TC DL 10.0 PSF DATE 12/04/15 o performing iha c sae(properly tInstallers srushalltual sheathing temporary err b me ha per DCSall have noted attached , top mord shall theses properly attached a rheice to por bottom snarl M1a a Properly attached cc r- T. rigid ceiling. Locations shown for permanent I ral reser int f wes`=a have b ping installed per BCSI � FXV" BC DL 7.0 PSF DRW causR717S 15338048 All II 11 N E to ions BD BT or unlB10ess s applicable. Apply plates to each face of for standard position shown above L 11 Al Feint Details, not I noted ung Components Refer to tlrawi,ha 160A- truss lord plate any deviation BC LL 0,0 PSF CA—ENG CWC/CWC Alpine, a division of ITV Building the g truss iGroup Inc. shall no or for Than for any tlppiation f awing, any failure to Build the truss in conformance with ANSI/TPIbl,responsible for handling, shipping, AN ITV/COMPANY installation&bracing of trusses. r 9A , TOT.LD. 42.0 PSF SEAN— 357236 A seer on this drawing or Cover page listing this drawing, Indicates aeeeptanee of prof ssionel engineering �•• 1 r.eponsibiIley solely for CM design shown. The suitability..„,,.e of this drawing for any structure;e BB. /�rjdAlW.�N�QQ OUR.FAC. 1 15 FROM BB 8351 Roxana Circle responsibility of tn.Building Designer per ANSI/TPI 1 See.2. sacamenm,CA9s828 For more information is Job's general notes page and PM1eae web SPACING 24.0" JREF- 1VM67175Z01 ALPINE: www.alpineitw.com; TPI:www.ipinst.org:WTCA:www.sbcintlusery.cum; ICC:www.lccsafe.org EXP.12-31-15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1215037--SCANDINAVIAN GENERAL CONT -Parcel 1 Duplex -- 114g1 114St sw Greenburg - F) Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. 4X5 /A\ 8 s ION Mil 3-4-7 ■ ■ I I10 9-0-0 _ 1 .5X4 III L 2X4(A1) 2X4(A1)= Lc 1 ' 1 4-6-0 -- 4-6-0 4-6-0 I 4-6-0 9-0-0 Over 2 Supports R=390 W=3.5" R=481 W=3.5" RL=61/-55 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01 .01. PRO/ Y:2 OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon 1503)357-7118 "WARM RN!"READ AIA)FOLLOW ALL INUTES ON THIS DRAWING! � �! lc�' TC LL 25.0 PSF REF R7175- 88379 825 N 4th Ave,Cornelius OR 97113 ••IIPORTANf•• FURNISH THIS DRAWING To ALL CONTRACTORS INCLUDING THE!MALLERS. �_ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow /.- I ^C M latest edition of BCSI (Building Component Safety Information, byTPI and.TCA) for safety practices prior t i b J TC DL 1 0.0 PSF o pchord sha these functions.attached Installers al sheathing tempora bo bracing per allRCS!.have eUnlessproperly otherwise,, Q r DATE 12/04/15 Addhlk Cop Mrd II have proper) n t Md t ula sheathing aM bort Chard shall F ngpinstaly attached eSI i' � BC DL 7.0 PSF oidia ceiling. Locations shown for permanent I restraint of webs Shall have bracing anew DRW CAUSR7175 15338049 A LLJI 1`I]N he Join 63, ai or unless Other Apply places to each face of for stand positron a shown above from this L J [Al Joint Retails, u f ted otherwise. Refer to drawings ha 160A-Z f sibsdard plate any deviation BC LL 0.0 PSF CA-ENG CWC/CWC Alpine, a division of ITN Building Components Group Inc. shall ,w responsible for any tleviatron f 07i -� awing, any failure to bulla the truss in conformance with ANSI/TPIb1, or for handling, shipping, w\/ AN TN/COMPANY drawing, &bracing of trusses, /� fFG 7• ,VO Q45 TOT.LD. 42.0 PSF SEQN- 357238 A seal on this drawing or.over paps listing this drawing. Indicates acceptance of professional engineering, A _ r.epoes lblllty solely for w design oilcan. Tne eulteDl l Ity am use of dila drawing for any atrvure » ��/4�W./�H�` DUR.FAC. 1 .15 FROM BB 8$$J Rovana Circle responsibility of the Building Designer per ANSI/TPI 1 Sec.2, �I Sacramento,CA»828 For more Information,ee this Jobs general notes page and these web sites: EXP.12-31-15 SPACING 24.0" JREF- 1 VM67175Z01 ALPINE:wvm.alpineltw.com; TPI: waw Gpinst.org;MTCA: www.sbcintlustry.com; ICC: www.iccsafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1215037--SCANDINAVIAN GENERAL CONT -Parcel 1 Duplex -- 114$7 114$�'sw Greenburg - Fl) Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. :Lt Stub Wedge 2x4 DF-L Std/Stud(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber (g) designed using NDS/TPI reduction design. factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. 4X5= /�1 8 3-4-7 b 0-8-13 ��� Kim 9-0-0 EM 3X7(G1) III 1.5X4 IIINM Iv 2X4(A1) I` 3-11-8 'I< 4-6-0 I, 3-11-8 ,I` 4-6-0 J F8-5-8 Over 2 Supports R=360 R=464 W=3.5" RL=57/-53 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01 .01.0 QTY:2 OR/-/1/-/-/R/- Scale =.5"/Ft. Truss ComponentsofOregon (503)357-2118 ••AARNINGI••READ Ivo FOLLOW ALL MD7E5 ON THIs DRAWING! , TC LL 825 N 4h Ave,Comelms OR 97113 '•IMPORTANT•• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 1'.Q` ". 25.0 PSF REF 87175— 88380 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCS! (Building Component Safety Information, by TPI and WTCA) for safety practices prior 14859 TC DL 10.0 PSF DATE 12/04/15 Tm o performing these functions.tl nostallerrvctalateravitle temporary bracing per SCSI. Unless noted otherwise, }1,, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ` r rigid ceiling. Locations shown for permanent I restraint of webs shall have bracing installed per BCS! BC DL 7.0 PSF ,4f�L ��A I II i sections Batl B]soonB 015s�pplioablewlsePP1Y platestoeach face of truss position as shown above and on 4,, Eli DRW CAUSR7175 15338050 O I he Joint Details, u e tetl the Refer to d17' gs 16oA-Z f dartl plate positions. BC LL 0.0 PSF pine, a .I W Builtli g Compo w a Group Ino. =hall not be reapansible f any tlCA-ENG CWC/CWC drawing, any failure t build t truss in conformance with ANSI/TPI 1, or for handling, shipping, from this .- -, AN ITW COMPANY installation A bracing f truss .` q v TOT.LD. 42.0 PSF SEQN- 357240 ..I this drawing or cover R.W.listing this drawing. Indicate acceptance of profeealon.I engineering ' , 'FG,]' 't', .. responsibility solely for the design shown. The suitability end uee of chla areal ng for any structure Is cin Q 8351 Ro anaCircle responsibility of the Building Designer per Aral/,PI ,Seo.:. �lj $Wr p� DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 Far more Information s is Job's general notes page and these web sites: A SPACING 24.Qnl ALPINE: www.alpineitw.cem: TPI: www tpinst.org: WTCA: www.sbcindustry.com: ICC: www.iccsafe.org J REF- 1 VM67 1 75201 FXP 12_x1_15 (1215037--SCANDINAVIAN GENERAL CONT -Parcel 1 Duplex -- 114AD 114Scsw Greenburg - GGE) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Right end vertical not exposed to wind pressure. bracing requirements. Provide lateral wind bracing per ITWBCG wind bracing details or per Bottom chord checked for 10.00 psf non-concurrent bottom chord live engineer of record. 2X3 studs require reinforcement at 70% of the load applied per IRC-12 section 301.5. length tabulated for 2X4 studs of the same grade. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 1 .5X4 III 1 .5X4 III p 1 .5X4111 8 p 3-0-7 ‘7.,,7= 71111 .5 4 111 1.5X4 11 2X4(A1) 1 .5X4 III L'-0-0j L4-0-0 Over Continuous Support R=108 PLF W=4-0-0 RL=14/-7 PLF Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01 .01.0 QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-2118 T.. FURNISH H READ Aro FOLLOW ALL NOTES IW!THIS DRAWING! AFF TC LL 25.0 PSF REF R7175— 88381 825 N 4th Ave,Cornelius OR 97113 ^IIPORTAIIr^ rvgxlsN rxls DRAWING m ALL oornnAcreRs INCLUDING T�INSTALLERS. Trusses require extreme are in fabricating, ng, shipping, installing and bracing. Refer to and follow latest edition ofrBCSI`(BuildingbCompo�ent Safety Information, byTPI and WTCA)t r safety practices prior �� 1,1859 9" TC DL 10.0 PSF DATE 12/04/15 w o performingdsll esehave rproperly t cached structural sheath ng temporary bracing Per BCSI have noted otherwise,to chord shall have properly attached at tura sheathing and bort shall h a properly attached r BC DL 7.0 PSF rigid ceiling. Locations shown for permanent lateral restraint of wes shall have bracing installed per BCSI DRW CAUSR7175 15338051 A�1 d N sections e9 BT or unlessnoted other. Apply fir to to each race of for standard to town above anti L J =ge Join=Retails, u otherwise. Refer n drawings 160A- truss Plates positions. BC LL 0.0 PSF CA-ENG CWC/CWC Alpine, a division of ITW Building Components Group Inc. shall no responsible for any deviation f wing, any failure to build the truss in conformance with ANSI/TPibl, or for handling, shipping, from �s ... _. AN ITW COMPANY drawing, bracing of trusses. ‘,6.;:, F ag (. ' TOT.LD. 42.0 PSF SEQN- 357244 A seal on thls drawing or cover peg.listing this droving. Indicates acceptance of professional engineering �/ C.7,19 0y responsibility solely for the resign shown. The eultabllit rel y and m..of this drawing far...y structure . n. 'rl/ Q. DUR.FAC. 1 .15 FROM BB 8351 Rovana Circle respoeslbl l icy or the Building Designer per ANSI/TPI ,See.z, A��.C'� Sacramento,CA 95828 For more information s this Jobs general notes page and these web sites: SPACING 24.0" J RE F- 1 VM67 1 7 5Z01 ALPINE: www.aep;ne;cw.com; TPI:www.tp;nst.org; WTCA:ww.sbcindustry.com: ICC: www.iccsafe.org FXP 12-q1-15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1215037--SCANDINAVIAN GENERAL CONT -Parcel 1 Duplex -- 114Q, 11481—sw Greenburg - HGE) Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Right end vertical not exposed to wind pressure. bracing requirements. Provide lateral wind bracing per ITWBCG wind bracing details or per Bottom chord checked for 10.00 psf non-concurrent bottom chord live engineer of record. 2X3 studs require reinforcement at 70% of the load applied per IRC-12 section 301.5. length tabulated for 2X4 studs of the same grade. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 1 .5X4 III 1 .5X4 111 i 1.5X4 III di 8 9 2-8-7 • 9-0-0 U 2X4(A1) 1.5 4111 . X, III 1 .5X4 III 1,2-0-0>j 3-6-0 Over Continuous Support R=111 PLF W=3-6-0 RL=14/-7 PLF Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01.0 QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-2118 "WARN INGI•• READ AND FOLLOW ALL NOTES ON THIS DRAWING! ogrt '04. 825 N 4th Ave,Cornelius OR 97113 ••IInoRTANr•• FURNISH THIS DRAWING,n ALL cONlnAeroRs INCLUDING THE INSTALLERS. �C. TC LL 25.0 PSF REF R7175- 88382 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Cum .....4:,°1111445:41114p10TC DL 10.0 PSF DATE 12/04/15 forma these functions. st rs shall Prov Information, by and(SCSI. U safety noted prior V 1 o performing tM1 l Installers shall providetemporarytemporary bracing per all Unless not a otherwise. �y.� 1 4659 f top chord shall have properly attached stn ural sheathing and bot shall havea properly attached �lw rigid ceiling. Locations shown for permanent lateral re aint of webs shall have ting installed per DCSI r BC DL 7.0 PSF DRW CAUSR7175 15338052 L s 83. 87 or B10, as applicable. Apply plates to each face of t and position as shown above and on A� Q the Joint Detils, unless noted otherwise. Refer to drawings 160A-3 for standard plate positions. h BC LL 0.0 PSF CA-ENG CWC/CWC I Alpine, a division of ITN Building Components Group Inc, shall not be responsible for any deviation from c wing, anyfailure to build the truss in conformance with ANSI/TPI 1, or for handling. _ pping. • TOT.LD.LD. 42.0 PSF AN ITW COMPANY di natal lau on A bracing of trusses. "� Arml on this dr..Ing or power page Meting this drawing. Indicates acceptance of pfofe..lon.l engineering 9 ffC 7 VgTb°' iw,,fr SEQN- 357248 responsibility solely for the design shown. The suitability and use of this dreeing for.n.y structure Is the 8351 Rucanacircle r.apon.lbn Icy of in.Building Designer per ANSI/TPI ,5.L.2. `�r4gHw.��PQ DUR.FAC. 1 .15 FROM BB Sacramento,CA9ss2s For more information- t=pinst.is Job's general notes page and these web site=: SPACING 24.0" JREF- 1 VM67175Z01 ALPINE:www.alpineitw.comCTPlswww, pinsc.org;NTCA: www.sbcintlustry.com; ICC: wmv.iusafe.org EXP.12 31 15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1215037--SCANDINAVIAN GENERAL CONT -Parcel 1 Duplex -- 114*J 114$$sw Greenburg - H) Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. 1 .5X4111 8II 1 Ali 4. 9-0-0 1-4-7 1.5X4 III 2X4(A1) -,---- I-‹ 1 2 H-4-4� 1 1-6-0I Over 2 Sup.9orts R=190 W=3.5" RL=27 R=25 U=2 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01 .01.0QTY:5 OR/—/1/—/—/R/— Scale =.5"/Ft. Ph Truss Com onents of Oregon (503)357-2118 .eWARNINGIAM)ss READ AFOLLOW ALL NOTES ON THIS DRAWING! ��f . .OF 825 N 4tAve,Cm-minis OR 97113 "INPORTANr• FORNIsx THIS DRArING Tg ALL taNlRAeroRs INc'uolxO THE IxsrAL,ERs. ��t. F TC LL 25.0 PSF REF R7175— 88383 Trusses require extreme care in fabricating, handling, shipping, installing and bracingRefer t TC DL 1 0.0 PSF the latest edition of BCSI (Building Component Safety Information, by TPI a MTCA) for safety practicesprior1 4659 F�w�� DATE 12/04/15 o Performing these functionyN tached Installers structurlsheith ng anraery bracing per all eUnlesspro ely otherwise. Dnp tiers shallhh e properly a taches=Lr structural sheathing and bottom chord=hall have a properly attached �. BC DL 7.0 PSF rigid ceiling. Locations shown for permanent lateral restr c f we shall have bracing installed and DRW CAUSR7175 15338053 ,4�� I sections 63, B7 or B1O, as applicable. Apply plates co each face of or s position s shown above on I the Joint Details. unless noted otherwise. Refer to drawings 160A-Z: standard plate position=.° e BC LL 0.0 PSF CA—ENG CWC/CWC Alpine, a division f III/Building Components Group Inc, shall not a responsible for any deviation from t wing, any failure to build the truss in conformance with ANSI/TPIb1. orforhandling, shipping, • . �� TOT.LD.LD. 42.0 PSF OWN ITwCOMPANY installation A bracimg of trusses. ,F �� v SEQN— 357246 seal on this drawing or ower page listing this drawing. Indicates acceptance of professional engineering a e1 C 7 1g Q4 responsibility solely far the design.heel.. The suitability and see of this drawing for any structure is the - f yt Q DUR.FAC. 1 .15 FROM BB 8351 Rosana Circle responsibility of the Building Designer per ANSI/TAI 1 Sac.z. V`j��na^�k sacmmenlp,CA9ss2l For more information= p Sep ,general notes page a these web=lies V S� SPACING 24.0" JREF— 1VM67175Z01 ALPINE:www.alpineicw.cdn; TPI: ,rww cpinst.org;MTCA: www.seclndustry.tem; ICC: www.iccsafe.erg EXP.12 31 15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1215037--SCANDINAVIAN GENERAL CONT -Parcel 1 Duplex -- 11457 114$'sw Greenburg - G) Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. 1 .5X4 III / 8 A 1-8-7 0 9-0-0 ' J 1.5X4 III 2X4(A1) 1 ' H--1-10-4 1"12---1,112 2-0-0Over 2 Supports 1 R=201 W=3.5" R=54 U=4 RL=32 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01 .01. 1"ROpt Y:5 OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components Ave, Of Oregon (503)357-2.118 9713 T.. FUNG RNISH •H REAHIS AND NG TO ALL NOTES ON THIS IMAGININCLUDING �>1" ".*' � �".*'� y TC LL 25.0 PSF REF R7175— 88384_ 825 N 4t11 Ae,Cornelius OR 97113 "IIFDRTANr'• FIRNISN Tx15 DRAWING TO ALL CONTRACTORS IXCI-IlD lxc TIE IxsrnLLl¢Ns, — Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow Ire edition of BCSI (Building Component Safety nformai , byTPIand WTCA) for safety practices priow 14659 '� t perfoormi' these functions. Installers"fhal l pre ide teporary b acing per RCS!.aUnlessnnoted otherwise, �'. TC DL 10.0 PSF DATE 12/04/15 cop chord shall have properly attached st urs sheathing and bottomchordFavel^gp;operly installed BCSI ` BC DL 7.0 PSF rigid ceiling. Locations shown for permanent I restraint of I b t it DRW CAUSR7175 15338054 A L PI1I ons B3 ai or BIOunless as applicable.erisCe..ply platestop drawing face of for standard russ and position as shown aboverand om the I section, Joint Details, unless no ed o Refer wings acedof f plate positions. r Alpine, a division of ITII Building Components Group Inc, shall no responsible for any deviation f •.:I _. BC LL 0.0 PSF CA-ENG CWC/CWC wing, any failure to b iltl the t - conformance with ANSI/TPIb1, or for handling, shipping, 's AN ITW COMPANY tlinstaIIation A bracing of trusses. rues '"c �i 'F�T.VI Q�'v TOT.LD. 42.0 PSF SEQN- 357242 A seed on this drawing or cover paps listing this drawing, Indicates acceptance of professions)engineeringA responsibility widely for the design shown. The suitability am use of this drawing for any structure Ishe `�Ti4N W.GV' DUR.FAC. 1.15 FROM BB 8351 Rovana Circle responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Sacramento,CA9s82R For more Information see this Job's general notes pages and these wogsites: EXP.12-31-15 SPACING 24.0" JREF- 1 VM67175Z01 ALPINE: www.alpineitw.com: TPI: www.tpinsi.org; wiCA: www.sbclndustry.com; ICC:www.lccsafe.org Gable Stud Reinforcement Detail ASCE 7-10i 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 ❑r: 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 500 Or, 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 "L" Brace w (1) 2x4 "L" Brace w (2) 2x4 "L" Brace HA (1) 2x6 "L" Brace w (2) 2x6 "L" Brace AA Gable Vertical No Bracing Group Species and Grades' Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group A: SP P #1 / #2 4' 7" 7' 10" 8' 1" 9' 3" 9' 7" 11' 0" 11' 5" 14' 0" 14' 0" 14' 0" 14' 0" Spruce-Pine-Fir Hem-Fir #3 4' q" 7' 2" 7' 8" 9' 1" 9' 5" 10' 10" 11' 4" 14' 0" 14' 0" 14' 0" 14' 0" #1 / #2 Standard 42 Stud U #3 Stud #3 Standard - — Stud 4' 4' 7' 2" 7' 7" 9' 1" 9' 5" 10' 10" 11' 4" 14' 0" 14' 0" 14' 0" 14' 0" 0 Standard 4' 4° 6' 2" 6' 7" 8' 2" 8' 9" 10' 10` 11' 4" 12' 10" 13' 9" 14' 0" 14' 0" Douglas Fir-Larch Southern Plnewww #1 4' 10' 7' 11" 8' 2" 9' 4' 9' 8° 11' 1" 11' 6" 14' 0" 14' 0" 14' 0" 14' 0' #3 #3 J S P #2 4' 7" 7' 10" 8' 1" 9' 3" 9' 7" 11' 0" 11' 5" 14' 0" 14' 0" 14' 0" 14' 0" Stud Stud Standard Standard #3 4' 6" 6' 6" 6' 11" 8' 7" 9' 2" 10' 11" 11' 4" 13' 6" 14' 0" 14' 0" 14' 0" (LJ D _ Stud 4' 6" 6' 6" 6' 11" 8' 7" 9' 2" 10' 11" 11' 4" 13' 6" 14' 0" 14' 0" 14' 0" U Standard 4' 4' 5' 9" 6' 1" 7' 7" 8' 8" 10' 4" 11' 1" 11' 11" 12' 10" 14' 0" 14' 0" Group B': _ n r #1 / #2 5' 3" 8' 11" 9' 3" 10' 7" 11' 0" 12' 7" 13' 1" 14' 0" 14' 0" 14' 0" 14' 0" Hen-Fir 4s> _ S I� r #3 5' 0" 8' 10" 9' 3" 10' 5" 10' 10" 12' 5" 12' 11' 14' 0" 14' 0" 14' 0" 14' 0" #1 & Btr c_ U _p Stud 5' 0" B' 9" 9' 2" 10' 5" 10' 10' 12' 5" 12' 11" 14' 0" 14' 0" 14' 0" 14' 0" #1 a) 0 Standard 5' 0" 7' 6" 8' 0" 10' 1" 10' 9" 12' 5" 12' 11" 14' 0' 14' 0" 14' 0" 14' 0" #1 5' 6" 9' 1' 9' 5" 10' 8' 11' 1" 12' 8" 13' 2" 14' 0" 14' 0" 14' 0" 14' 0" Douglas Fir-Larch Southern Pinewww 41 41 a S P #2 5' 3" 8' 11" 9' 3" 10' 7" 11' 0" 12' 7" 13' 1" 14' 0" 14' 0" 14' 0" 14' 0" #2 #2 61) #3 5' 1" 7' 11" 8' 5" 10' 6" 10' 11" 12' 6" 13' 0" 14' 0" 14' 0" 14' 0" 14' 0" a) D P L Stud 5' 0" 7' 11" 8' 5" 10' 6" 10' 11" 12' 6" 13' 0" 14' 0" 14' 0" 14' 0" 14' 0" 1x4 Braces shalt be SRB (Stress-Rated Board), xwwFor Ix4 So. Pine use only Industrial 55 or Aq2Standard 5' 0" 7' 0' 7' 5" 9' 4" 10' 0" 12' 5" 12' 11' 14' 0" 14' 0" 14' 0" 14' 0" Industrial 45 Stress-Rated Boards. Group B SPF #1 / #2 5' 9" 9' 10" 10' 2" 11' 7" 12' 1" 12' 7" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" values may be used with these grades. C5 r #3 5' 6" 9' 8" 10' 1" 11' 6" 11' 11" 13' 8" 14' 0^ 14' 0" 14' 0" 14' 0" 14' 0" Gable Truss Detail Notes: L U Stud 5' 6" 9' 8" 10' 1" 11' 6" 11' 11" 13' 8" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" Wind Load deflection criterion is L/240. 0 r Standard 5' 6" 8' 8" 9' 3" 11' 6" 11' 11" 13' 8" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" Provide uplift connections for 70 plf over X #1 6' 0' 10' 0" 10' 4" 11' 9" 12' 2" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" continuous bearing (5 psf TC Dead Load). c5 SP #2 5' 9" 9' 10" 10' 2" 11' 7" 12' 1" 13' 10" 14' 0" 14' 0' 14' 0" 14' 0" 14' 0" Gable end supports load from 4' 0' outloo s 5' 8" 9' 2" 9' 9" 11' 6" 12' 0" 13' 9" 14' 0" 14' 0" 14' 0' 14' 0" 14' 0" with 2' 0" overhang, or 12" plywood overhang . r—! D P L Stud 5' 8" 9' 2" 9' 9" 11' 6" 12' 0" 13' 9" 14' 0" 14' 0" 14' 0' 14' 0" 14' 0" Standard 5' 6" 8' 1" 8' 7" 10' 9" 11' 6" 13' 8" 14' 0" 14' 0' 14' 0" 14' 0" 14' 0" Syr, y,- About Attach 'L' braces with 10d (0128"x3.0' nim) nails, 11 Gable Truss 11 " i 0 �( For (1) 'L' brace: space nails at 2' o r 11•114,41,0iIn 18' end zones and 4' ac. between zones. Diagonal brace option, yOEFor (2) "L' braces: space nails at 3" oo, vertical length may bein 18' end zones and 6' ac, between zones. doubled when diagonalbrace is used. Connect 'L' bracing must be a minimum of 80% of web diagonal brace for 385# " 0member length. of each end. Max webBrGable Vertical Plate Sizes total length Is 14'. 41 4; Vertical Length No Splice 2x4 DF-L 42 or Less than 4' 0' 1X4 or 2X3 better diagonal Greater than 4' 0", but Vertical length shown brace; single _ less than 11' ' 2X4 in table above, (7 double cut 0 Greater than 11' 6" 3X '� 45° (as shown) at 0 + Refer to common truss design for upper end. • ■ ■ ■ ■ 1.11.11,1,...............mii��■�•�•�•��Y�• wring ■ ■ • r1 peak, splice, and heel plates. Connect diagonal at ontinuous Bearing Refer to the Building Designer for conditions midpoint of vertical web. Refer -to chart above for riax ga• - e-' al length. not addressed by this detail, wwWARNING!ww READ AND FOLLOW ALL NOTES ON THIS DRAWING! (� PR OPE FURNISH THIS DRAWING TO ALL. CONTRACTORS INCLUDING THE INSTALLERS. 4.t ��C REF ASCE7-10-GAB12030 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and praot the latest edition pfmif BCSIt (Building Cion. nt Safety Information, e TPI and r cin) for safetyffr w DATE 10/01/14 practices priorato performing these functions, InstallerstSafeInf rmation temporary SBCAg) per oft 14659 "7' ' - Unless noted otherwise, tap chord shall hove properly attached structural sheathing and bottom chord f DRWG A12030ENC101014 7. shall hove a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs L� A - shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. +. -' '\ ' ' V Refer to drawing160/-Z for standard plate positions. AN ITWCOMPANY Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from ..:.";,.1Nthis drawing,any inllure to sued the truss in conformance with ANSI/TPI 1,or for handling, shipping, , T,,g$(3 ��v MAX. TOT, LE. 60 PSE installation , bracing of trusses, V A seal on this drawing or cover page listing this drawing,indicates acceptance of professional w4A engineering responsibility solely for the design shown. The suitability and use of this drawing ST�dHw•I�1 'N 13389 Lakefront Drive for any structure is the responsibility of the Building Designer per ANSI/TPI I Sect. t� Earth City,MO 63045 For more Information see this job's general notes page and these web sites; EXP. www.alpineitw.coml TPlewww,tpinst.org, SBCA www,sbcindustry.orgl ICC: www.iccsofe.org 12 31 15 MAX. SPACING 24.0° Gabe De , aiL For Let—In Verticals Gable Truss Plate Sizes About © Refer to appropriate Alpine gable detail for minimum plate sizes for vertical studs. it 114111,11111 +Refer to Engineered truss design for peak, splice, web, and heel plates 1501K. © (DIf gable vertical plates overlap, use a single plate that covers the total area of �` the overlapped plates to span the web. I Gable 11 1111111111° i11thiIi1ExrTPW 1 verti a2X4 di aPI P PI 2X4 i 2X8 "T" Reinforcement Attachment Detail '7' Reinforcing 'T' Reinforcing CO 5 Member Member ommimismismomi I .,s • © Toe-nail - Or - End-nail mili O © 1 To convert from "L" to "T" reinforcing1members, Provide connections for uplift specified on the engineered truss design, multiply "T" increase by length (based on appropriate Alpine gable detail), Attach each "T' reinforcing member with End Driven NetsMaximum allowable "T" reinforced gable vertical lOd Common (0.148"x 3.°,min) Nets at 4" o,c. plus length is 14' from top to bottom chord. (4) nails in the top and bottom chords. 'T" reinforcing member material must match size, Rigid Sheathing Toenailed Nailsspecie, and grade of the "L" reinforcing member, 10d Common (0.148"x3",min) Toenails at 4" c.c. plus Web Length Increase w/ °T" Brace 1 4 Nails " " (4) toenails in the top and bottom chords. "T" Reinf. "T" This detail to be used with the appropriate Alpine gable detail for ASCE Mbr. Size Increase Reinforcing wind load. i 1 Member 2x4 30 ASCE 7-05 Gable Detail Drawings Exanple� 2x6 20 7. A13015051014, A12015051014, A11015051014, 410015051014, 014015051014, ASCE 7-10 Wind Speed = 120 mph Gable Nails A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 Mean Roof Height = 30 ft, Kzt = 1.00 Truss Spaced At ASCE 7-10 Gable Detail Drawings 4' o.c Gable Vertical = 24"o.c. SP tJ3 A11515ENC181014, A12015ENC101014, A14015ENC101014, A16015ENC101014, "T" Reinforcing Menber Size = 2x4 A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014, "T" Brace Increase (From Above) = 300 = 1.30 A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENCIO1O14, (1) 2x4 "L" Brace Length = 8' 7" A18030ENC101014, A20030ENC101014, A20030END101014, A20030PEDI01014 Maximum "T° Reinforced Gable Vertical Length 1.30 x 8' 7" = 11' 2" See appropriate Alpine gable detail for maximum unreinforced gable vertical length. 4 Nails . Ceiling ..WARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING! 4.00 PRO-"):Nss REF LET—IN VERT wwIMPORTANTw. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and C* L'e f L V follow the latest edition of HCth(Building Component Safety all provide, by TPI and Sada for safety '�i DATE I��DI�I4 practices prior to performing these functions. Installers shall provide temporary bracing per HCSI. ke 1 46.59 r q Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord ERWE EELLETIN1014 shall have a properly attached rigid telling. Locations shown for permanent lateral restraint of webs ���—A , fre shall have bracing Installed per aba sections Bh, J or Det, as applicable. Apply plates to each face _�.c Q LI�JJJ '\V' of truss and position as shown above and on the Joint Details, unless noted otherwise. / L LI Refer to drawings 1604-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from 12 'w' AN ITW COMPANY this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, V installation a bracing of truss] I� 'FC, 9�9 MAX. TNT. LD. 60 PSF A seal on this drawing o cover page listing this drawing, indicates acceptance of professional "�Op �� Q engineering responsibility solely for the design shown. The suitability and use of this drawing Op Kt CtQQ DUR. FAC, ANY 13389 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ��''!! f� Y Earth City,M063045 For more information see this Jobs general notes page and these web sites. MAX. SPACING 24.0" ALPINE, www.alpineitw.conl TPI,www.tpinst.orgi SBCA, wwwsbcindustry,orgi ICC, www.iccsafe,org EXP.12-31-15 ASCE 710 120 mpn, 30' Mean Height, Closed, Exposure C Common Residential Cable End Wind Bracing Requirements Stif Feners 120 mph, 30f t. Mean Hgt, ASCE 7-10, Enclosed, Exp C, or H Less than 4'6" - no stud bracing required 100 mph, 30ft. Mean Hgt, ASCE 7-10, Enclosed, Exp D, or 100 mph, 30ft Mean Hgt, ASCE 7-10, Part, Enclosed, Exp C, H Greater than 4'6" to 7'6" in length Kzt = 1 00, Wind TC DL=5 0 psf, Wind BC DL=5,0 psf. provide a 2x6 stiffback at mid-height and brace stiffback to roof diaphragm every 6'0" (see detail below or Lateral chord bracing requirements refer to DRWG A12030ENC101014) Top: Continuous roof sheathing Bot: Continuous ceiling diaphragm H Greater than 7'6" to 12'0" max: provide a 2x6 stiffback at mid-height and brace See Engineer's sealed design referencing this detail to roof diaphragm every 4'0" (see detail below or for lumber, plates, and other information not shown refer to DRWG A12030ENC101014) on this detail X Optional 2x L-reinforcement attached Nails: 106 box or gun (0128"x3",min) nails, to stiffback with 1061 box or gun (0.128" x 3", min.) nails @ 6" o.c. I ' 1 / 2X4 Blocking001111111111111114%p IIII nailed to Ilhivb- ia,..__ 45° eachtting and z4 waeach truss vP- , H ,.._ ____ . III II 111 il 111 2X4 DE-L #2 H/2 or better diagonal brace Attach each end for 560# ■ ■ ■ ■ 0011111111iii X X T pummimpimin ■■1 ■ ■ �� ■ ■ ■ ontinuous Bearing - 2x6 #2 Stiffback attached to each Stud w/ (4) 106 box or gun (0.123" X 3", min.) nails. (03) PRO'"""\\ wwWARNINGIwe READ AND FOLLOW ALL NOTES ON THIS DRAWING! REF GE WHALER wwIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ' � y Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to andAO 14$59 .t1follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety v Y7 DATE 10/01�14 practices prior to performing these functions. Installers shall provide temporary bracing per BOSI. �y;��► I Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord ,'/2ww^ DRWG GABRST101014 hall have a properly attached rigid ceiling. Locations shown for permanent Interni restraint of webs ��� I�� shall have bracing installed per BCSI sections B3, B7 or BID, as applicable. Apply plates to each face UJ I \\ of truss and position as shown above and an the Joint Details, unless noted otherwise. •,:, • _a / L[1u Refer -to drawings 160A-Z for standard rotate positions, AN ITW COMPANY Alpine, a division of ITV Building Components Group Inc. shall not be responsible for- any deviation from 'WO ION this drawing, any failure to build the truss in conformance with ANSI/TPI I, or for handling, shipping, Ayinstallation a bracing of trusse "Ip-y} •T• QMAX. TCT. LD. 60 PSr�A seal on this drawing o cover page listing this drawing,indicates acceptance of professional \\\:_..........................0) /`//1�•`engineering responsibility solely for the design shown. The suitability and use of this drawingM GO 13389 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Earth City,MO 63045 For m re information se e this Jobs general notes page and these web sites'' EXP.12-31-15 ALPINE: www.alpineitw.coml TPI': www.tpinst,orgl SBCA. www.sbdndustry.org, ICC': www.iccsafe,org MAX. SPACING Gable Stud Reinf-orcement Detail ASCE 7-10! 120 mph Wind Speed, 15' Mean Height Enclosed, Exposure C, Kzt = 100 Or, 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 ❑r: 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = LOO 2x4 Brace (1) 1x4 "L" Brace w (1) 2x4 "L" Brace w (2) 2x4 "L" Brace we (1) 2x6 'L" Brace w (2) 2x6 "L" Brace we Bracing Group Species and Grades, Gable Vertical No Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group A: SPF #1 / #2 4' 10" 8' 2" 8' 6" 9' 8" 10' 1" 11' 6" 12' 0" 14' 0' 14' 0" 14' 0" 14' 0" Spruce-Pine-Fir Hen-Fir S #3 4' 7" 7' g" g 3" 7" 5" 10` 14' 0" 14' 0" 14' 0" 14' 0" #1 / #2 Standard 42 Stud U #3 stud #3 Standard _ — Stud 4' 7" 7' 8" 8' 2" 9' 7" 9' 11" 11' 5" 11' 10" 14' 0" 14' 0" 14' 0" 14' 0" 0 Standard 4' 7" 6' 7' 7' 0" 8' 10" 9' 5" 11' 5" II' 10" 13' 10' 14' 0" 14' 0' 14' 0" Douglas Fir-Larch Southern Pinewww #1 5' 0" 8' 4" 8' 7" 9' 10" 10' 2" 11' 8" 12' 1" 14' 0" 14' 0" 14' 0" 14' 0" #3 #3 a SP #2 4' 10" 8' 2" 8' 6" 9' 8" 10' 1" 11' 6' 12' 0" 14' 0" 14' 0" 14' 0" 14' 0" stud standard stananStud #3 4' 8" 7' 0" 7' 5' 9' 3' 9' 11" 11' 5" 11' 11" 14' 0" 14' 0" 14' 0" 14' 0" dard a1 D F L Stud 4' 8" 7' 0" 7' 5" 9' 3" 9' 11" 11' 5" 11' 11" 14' 0" 14' 0" 14' 0" 14' 0" Standard 4' 7" 6' 2" 6' 7" 8' 2" 8' 9" 11' 1" 11' 10" 12' 10" 13' 9" 14' 0" 14' 0" U Group B _ S D 17 #1 / #2 5' 6" 9' 5" 9' 9" 11' 1' 11' 6" 13' 2" 13' 9" 14' 0" 14' 0" 14' 0' 14' 0" Hen-Fir -P - #3 5' 3" 9' 3" 9' 9" 10' 11" 11' 4" 13' 0" 13' 7" 14' 0" 14' 0" 14' 0" 14' 0" #1 & Btr c_ U r Stud 5' 3" 9' 3" 9' 7" 10' 11' 11' 4" 13' 0" 13' 7" 14' 0" 14' 0" 14' 0" 14' 0" #1 Co O Standard 5' 3" 8' 1" 8' 7" 10' 10" 11' 4" 13' 0" 13' 7" 14' 0" 14' 0" 14' 0" 14' 0" Douglas Fir-Larch Southern Pinewee #1 5' 9" 9' 6' 9' 10" 11' 3" 11' 8" 13' 4" 13' 10" 14' 0" 14' 0" 14' 0" 14' 0" #1 #1 a S P #2 5' 6' 9' 5" 9' 9" 11' 1" 11' 6" 13' 2" 13' 9" 14' 0" 14' 0" 14' 0" 14' 0" #2 #2 #3 5' 5" 8' 6" 9' 1" 11' 0" 11' 5" 13' 1" 13' 8" 14' 0" 14' 0" 14' 0" 14' 0" CD D F L 14 0 14 1x4 Braces shall Stud 5' 5" 8' 6' 9' 1" 11' 0" 11' 5" 13' I" 13' 8" 14' 0" 14' 0" ' " ' 0" be ORB (Stress-Rated Board). ,--1 DFL 1x4 So. Pine use only Industrial 55 or Standard 5' 3" 7' 6" 8' 0" 10' 0' 10' 9" 13' 0" 13' 7" 14' 0" 14' 0" 14' 0" 14' 0" Industrial 45 Stress-Rated Boards. Group B - P #1 / #2 6' 1° 10' 4" 10' 8" 12' 2" 12' 8" 13' 2" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" values may be used with these grades. o #3 5' 9" 10' 2" 10' 7" 12' 0" 12' 6" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" Gable Truss Detail Notes, L. U _ Stud 5' 9" 10' 2" 10' 7" 12' 0" 12' 6" 14' 0" 14' 0' 14' 0" 14' 0" 14' 0" 14' 0" Wind Load deflection criterion is L/240. O Standard 5' 9" 9' 4" 9' 11" 12' 0" 12' 6" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" Provide uplift connections for 35 plf over X #1 6' 4" 10' 6" 10' 10" 12' 4" 12' 10" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" continuous bearing (5 psf TC Dead Load). o SP #2 6' 1" 10' 4' 10' 8" 12' 2" 12' 8' 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" Gable end suprs ports pverha load from ly4' o0overhang.ang 5' 11" 9' 10' 10' 6" 12' 1" 12' 7" 14' 0" 14' 0" 14' 0' 14' 0" 14' 0" 14' 0' with 2' 0" overhang, or 12" plywood overhang. r--i D L L Stud 5' 11' 9' 10" 10' 6" 12' 1" 12' 7" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" Standard 5' 9" 8' 8" 9' 3" 11' 7" 12' 5" x^14' 0" 14' 0' 14' 0" 14' 0" 14' 0' 14' 0" A out jl' Attach "L" braces with 102 (0.128"x3.0' min) nails. I' Gable Truss 1 " 0 HE For (1) "L" brace: space nails at 2' o.c, in 18' end zones and 4' o,c. between zones. Diagonal brace option: �ri� )IE 3IEin 1 (2) d Losses space nails at 3" ne vertical length may be j in 18' end zones and 6" ac, between zones. doubled when diagonal \ 0 'L' bracin must be a minimum of BOX of web brace Is used. Connect , �`r O member to ggth, diagonal brace for 335# "L" at each end Max web Gable Vertical Plate Sizes total length is 14T Brace VerticalLengthNo Splice 2x4DF-L #2orLess than 4' 0' 1X4 or 2X3 better dingonnl Greater than 4' 0", but Vertical length shownbrace; single _ ' less than 11' 6' 2X4 In table above. 45" ordouble cut0iii L■�' Greater than 11' 6° 3X ' Cas shown) at0 + Refer to common truss design for upper end, • • ■ ■ m. pm• • i•�•i!Y • • �� ■ ■ ■ r1 peak, splice, and heel plates. Connect diagonal at on tinuous Bearing Refer to the Building Designer for conditions midpoint of vertical web. Refer to chart above for sax gable_u.ertical length. not addressed by this detail. ...WARNING!ww READ AND FOLLOW ALL NOTES ON THIS DRAWING! 4.SO PROFF REF ASCE7-10—GAB1LE015 ...IMPORTANT.FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 44VV I' Trusses require extreme care In fabricating, handling, shipping,installing and bracing. Refer to andfoll ��.I' � w practices the latest edition mi BCSI (Building Component Safety Information, by TPI and acro for safety /4�� /j- p � Y DATE 10/01/14' practices prior to performing these functions. Installers shall provide temporary bracing per BCSI, V ./ 14P59 11 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord V _T shall have a properly attached rigid ceiling Locations shown For permanent lateral restraint of webs �' DRWG A12015ENC101014 r1 Som 1I shall have bracing installed per BCSI sections 23, B7 or B10, as applicable. Apply plates to each face '� //� �i I-JJ- \\ of truss to and i position as for above and on the Joint Details, unless noted otherwise. u u Refer to drawings ion160A-Zas for standard plate positions, AN ITW COMPANY Alpine, division of ITW Building Components Group Inc. shall not be responsible for any deviation from + w,, "f" this drwing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping. 1 CI v MAX. JET LD, 60 PSE installation & bracing of trusses, A seal on this drawing or cover page listing this drawing,indicates acceptance of professional 4 '''C 7,10 4% engineering responsibility solely for the design shown. The suitability and use of this drawing I_A 13389 Lakefront Drive for any structure is-the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. V 114N W.GO Earth City,MO 63045 For more information s e this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPlewww,tpinst.org; SBCA: www,sbcindustry.org, ICC, www,ccsafe.org MAX, SPACING 24.0' EXP.12-31-i.5