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Plans (425) VVI S-"i3Oi7- DO 21 Alpine, an ITW Company (0 /If v\ et-,A6` MCi 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1W2G7175Z0113135238 Truss Fabricator: Truss Conponents of Oregon Job Identification: 0717071--PARR LIMBER-HILLSBORO -Rockwell F Bindweed -- VERIFY VERIFY, OR Model Code: IBC Truss Criteria: IBC2015/TPI-2014(STD) �REp PROFFS Engineering Software: Alpine proprietary truss analysis software. Version 16.01. `,4 1 , O Truss Design Loads: Roof - 42 PSF 8 1.15 Duration G Floor - N/A , 19575 41 p Bind - 120 MPH (ASCE 7-10-Closed) �' (404 Notes: 07 3/2017 OREGON 1. Determination as to the suitability of these truss conponents for the n► structure is the responsibility of the building designer/engineer of 74 x°^•20 1900 4•11, record, as defined in ANSI/TPI 1. 2. As shown on attached drawings; the drawing nunber is preceded by: CAUSR7175 URaiol"dtTl eal Details: 12030EC1-GBLLETIN-GABRST10-BRCLBSUB-CNBRGBLK-12015EC1- Submitted by GIN 13:52:14 07-13-2017 Reviewer: BFR $ $ # Ref Description Drawing# Date 1 83676--AGE 17194015 07/13/17 2 83677--A 17194005 07/13/17 3 83678--A1 17194006 07/13/17 4 83679--B 17194009 07/13/17 5 83680--A1GE 17194016 07/13/17 6 83681--EGE 17194017 07/13/17 7 83682--E 17194007 07/13/17 8 83683--CGE 17194008 07/13/17 9 83684--DOE 17194018 07/13/17 10 83685--DG 17194019 07/13/17 11 83686--FGE 17194010 07/13/17 12 83687--F 17194011 07/13/17 13 83688--F1 17194012 07/13/17 14 83689--F2 17194013 07/13/17 15 83690--F2GE 17194014 07/13/17 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - AGE) Top chord 2x4 HF #2 120 mph wind, 22.82 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=3.0 psf, wind BC Webs 2x3 HF #2 DL=0.6 psf. :M12, M13, M14, M15, M16 2x4 HF #2: Wind loads and reactions based on MWFRS with additional C&C member Truss designed to support 1-0-0 top chord outlooker span and design. cladding load not to exceed 5 PSF one face, and 24" span opposite face. Top chord may be notched 1.5" deep X 3.5" periodically Provide lateral wind bracing per ITWBCG wind bracing details or per along top edge. DO NOT OVERCUT. No knots or other lumber defects engineer of record. 2X3 studs require reinforcement at 70% of the allowed within 12" of notches. Do not notch in overhang or heel panel. length tabulated for 2X4 studs of the same grade. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind (a) #3 or better scab reinforcement. Same size & 80% length of web bracing requirements. member. Attach with 10d Box or Gun nails (0.128"x3",min.) @ 6" OC. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-15 section 1607. factor for dead load is 2.00. 5X7 0.4 6 3 X 7 3 X 7 o • / 13114, 15; d ` •. a) i (aa0 01 gl(a • 10-4-3 • 0 • •• i 6 • • • 0 • I I 1 I I I I I I I 1 'I' ' 1 I I I I I I I ' r//////////////////////////////////////////////////////////////// r//////////////////////////////////////////////////////////////// 1 18-0-0 3X5(A1) = 5X7 3X5(A1) L-1-N 1-6-0 L 20-0-0 1— 20-0-0 J 40-0-0 Over 2 Supports R=141 PLF U=17 PLF W=20-0-0 R=130 PLF U=22 PLF W=20-0-0 RL=11/-11 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IBC2015/TPI-2014(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.0, e' ‘ .FFs+ OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503)357-2118 "WARMINGI"READ AND FOLLOW ALL Mons co This ORADIIIGI Gj ^^IN Vj REF R7175- 83676 825 N 4th Ave,Comelius OR 97113 ..IMPORTANT.* FURNISH THIS DRAWING TO AL.CONTRACTORS INCLUDING THE INSTALLERS. C,/ .I. �v C�� Dy TC LL 25.0 PSF Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and follow 19575 1s TC DL 10.0 PSF DATE 07/13/17 the latest edition of SCSI (Building Component Safety Information, by TPI and ITCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, h 1 l 4116 top chord shall have properly at tached str to al sheathing and bottom chord shall have a properly attached BC DL 7.0 PSF rigid cell ing. Locations shown for permanent lateral restraint of webs shall have bracing installed per RCS / Air DRW CAUSR7175 17194015 Ail �� sections B3. BT or 910, as applicable. Apply plates to each face of trussand position as shown above and on allik II O I the Joint Details, unless opted atharwiae. Refer to drawings,60A_Z fartanda rd plate positions. 07 /20 BC LL 0.0 PSF CA-ENG BFR/GWH l Alpine, a diel sl on of lilt Building Components Group Inc. shall not be responsible for any deviation from this drawing, any sure to bund the truss in conformance with ANSI/TPI 1. or for handling, shipping, OREGON AN ITN COMPANY Installation A bracing of trusses. 0 o 1 TOT.LD. 42.0 PSF SEQN- 124612 A Nal w this drawing or waver pegs listing this droning, Indicates awaeptanee of professional engineering 9/b 0/).20 1s9 (I responsibility solely for the design sllow, The suitability end use of this drawing for any structure is the Ir `/ 8351 Rmalla Cucle r"pO1"°"'h'of u"Building Designer per ANSI/TPI i Saa.2. O/ O W.V1 DUR.FAC. 1.15 FROM BB Sacramento,CA95828 For more information s this Job's general notes page and these web Cites: ` SPACING 24.0" JREF- 1W2G7175Z01 ALPINE: www.e 1pinelcw.cam; TPI: ww.tpi nst.org; 'AICA: www.sbcintlusery.cw; ICC: www.lccsefe.org Ranwwr R/JOl'jJl1c (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - A) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 HF #2 120 mph wind, 22.82 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=3.0 psf, wind BC Webs 2x4 HF #2 :W1, W7 2x4 HF Std/Stud: DL=0.6 psf. (a) Continuous lateral restraint equally spaced on member. Wind loads and reactions based on MWFRS with additional C&C member Bottom chord checked for 10.00 psf non-concurrent bottom chord live load design. applied per IBC-15 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 5X7 3X5 3X5- 3X71, 0 3X7 1 .5X4 0� '. . 1.5X4 (a) e •441144, 1141%4441414%, _ 10-4-3 6 r (a) (a) -, 6 W1 110 3X5= 6X8 •• \44 + 18-0-0 4X8(83) = 3X5= II4X8(B3) 1.3.-1-N 1-6-0 7-0-5 10-3-4 . 6-5-13 _I_ 6-5-13 6-5-13 9-8-12 >< 9-8-12 6-5-13 7-0-5 10-3-4 LLL 20-0-0 J, 20-0-0 J f' 40-0-0 Over 2 Supports >1 R=1892 U=352 W=5.5" RL=190/-192 R=1840 U=343 W=5.5" Design Crit: IBC2015/TPI-2014(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01... 13-* e#F OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503)357- 118 WARNINGI•'READ AND FOLLOW ANL NOTES ON THIS DIwINCI 25.0 PSF 825 N 4th Ave,Comelius OR 97113 ...IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, 0�� G,N — Traasaa require extreme care In fabricating, v E.4 ID TC LL REF R7175- 83677 the latest edition of SCSI (Building C aI, shipping, installing and bracing. Refer to and follow 19575 c t oers shall Safety Information, by TPI and RTCSI for safety practices prior TC DL 10.0 PSF DATE 07/13/17 t. to performing these functions. tInstallers provide temporary bracing per SCSI. Unless noted otherwise, t- top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shell have bracing installed per SCSI Al' BC DL 7.0 PSF DRW CAUSR7175 17194005 IIrl '1 O`� i sections B3, B]or 610, as applicable. Apply plates to each face of truss and position as shown above end on / — I ) the Joint D,Glls, unless noted otherwise, Refer to drawings 160A_Z Tor standard plate positions. 07/ /� ' I Alpine, a division or ITR Building Cwise. s croup Inc. shall not be responsible far any deviation from this BC LL 0.0 PSF CA-ENG BFR/GWH drawing, any failure to Duna he truss In conformance with ANSI/TPI 1, or for handling, shipping, �a OREGON AN ITW COMPANY instal a bracing of trusses. 4) �p '/ TOT.LD. 42.0 PSF SEQN- 124608 A responsibility this drawing or cover pop listing this drawing. indicates acceptance of professional engineering lib`14n.20,194— solely for the design show. The suitability end use of this droving for any structure Is the 8351 Rovana Circle respeelbility or the Building Designer per ANSI/TPI 1 Seca. •OCD ` ./A OUR.FAC. 1 .15 FROM BB • Sacramento,CA 95828 For more information see this Job's general notes page and these web sites: •' ALPINE: www,alpineitw.comi TPI:ww .tpinst.org. RICA: www.sbeindustry.cue: ICC: www.lecsafe.org SPACING 24.0" J REF- 1 W2G7 1 75201 w Re..ea,a RM1Vleae I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - A1) Top chord 2x4 HF #2 120 mph wind, 22.97 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=3.0 psf, wind BC Webs 2x4 HF #2 :W1, W7 2x4 HF Std/Stud: DL=0.6 psf. (a) Continuous lateral restraint equally spaced on member. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-15 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 5X5 r 3X5 3X5 3X5 3X5 1.5X4o� .. �� 1.5X4 10-4-3 6 I(a) W1 3X10(83) = 3X5= 6X8= 3X5= W4` -18-0—oi 4X8(63) 1-6-0 7-0-5 6-5-13 I 6-5-13 6-5-13 _I_ 6-5-13 I 7-0-5 10-3-4 I` 9-8-12 9-8-12 10-3-4 ›o L- 20-0-0 ,I- 20-0-0 J 1 _ 40-0-0 Over 2 Supports R=1724 U=325 R=1846 U=347 W=5.5" RL=177/-171 Design Crit: IBC2015/TPI-2014(STD) 1E3PROp, PLT TYP. Wave FT/RT=2% 0% /4 0 16.01.x. `:o ( ) ( ) �G �fF iO OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503)357-2118 ••WARNINGI••REM MD rata ALL NOTES a THIS DIMING! (g TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 ••IIrORTANP• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 19575 REF R7175- 83678 _ Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and follow r the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior / TC DL 10.0 PSF DATE 07/13/17 to performing these functions. Installers shall Provide temporary bracing per BCSI. Unless noted otherwise, — top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ,I rigid tailing. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI BC DL 7.0 PSF DRW CAUSR7175 17194006- - tions 83, 87 or BIB, as applicable. Apply plates to each face of trussand position as flown above and o 07 /20 - ^fl LJ I the Joint Details, unless opted otherwise. Rater to drawings,beA_Z for standard plate positions. n OREGON BC LL 0.0 PSF CA—ENG BFR/GWH /�1 II I Alpine. a division of 11w Building Components Group Inc. shall not be responsible for any deviation from this n drawing, any failure to bulla the truss in conformance with ANSI/TPI 1, or for handling, shipping, aa- bracin AN ITN,COMPANY installation en UI.dr.anp orf cover ptrussespm listing this endp9 °n•20.19.. '9 TOT.LD. 42.0 PSF SEQN- 124614 responsibility wbl.Iy far the design Moan. The suitability''DIndicates use ofdrawing .laml mnq lnNrinp O for any structure Is L W•...,et. � DUR.FAC. 1 .15 FROM BB 8351 Rosana Circle responsibility or the Building Designer per ANSI/7P1 t Sme.2. Sacramento,CA 95828 For more information see this Jobs general notes page and these web sites: Ren.„s>sos SPACING 24.0" ALPINE: J REF— 1 W2G7 1 7 5Z0 1 www,alpineite.com; TPI: eww.tpinst.org; NTCA: www.sbelnduscry.com: ICC: www.iccsafe.org nol I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - B) Top chord 2x4 HF #2 :T4 2x4 HF #1&Bet.: (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #2 :B2, B4 2x4 HF #2: plot details for special positioning requirements. Webs 2x4 HF #2 :W1, W5, W9, W10 2x4 HF Std/Stud: 120 mph wind, 22.97 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Calculated horizontal deflection is 0.17" due to live load and 0.12" anywhere in roof, RISK CAT II, EXP B, wind TC DL=3.0 psf, wind BC due to dead load. DL=0.6 psf. (a) Continuous lateral restraint equally spaced on member. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-15 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. (1) 2x4 x 7-11-4 x HF #1&Bet. Top chord scab centered 37-11-6 from left end. Attach to one face of chord with (2) rows of 0.120"x3", min. nails 6" 0.C., staggered 3". 6X8 \1.5X.4 III 3X53X5% 3X51.5X4 .. .. 3X510-4-3 6 `(a) — 6 T4 3X5(**) W9 (aVF 6 4X12 iiiiiii ..... 0-7-8 T4 _ \�\ AM 5X5(A2) = 3X5= 3X5= B2 4X5= H0514=— " 18—o—O 1 8X8— 8X8 3.54 1 .5X4111 B4 1.5X4 III 2x4 DF—L #2'J 1-6-0 7-0-5 6-5-13 6-5-13 4-5-12 6-7-4 6-7-4 -3-1 10-3-4 9-8-12 4-7-8 6-5-8 6-5-8 2-5-: 20-0-0 ,I, _ 21-6-0 1-6-9 24-7-8 I- 12-11-0 —1-2-5—8 � ...".140-0-0 Over 2 Supports 2-5 ' R=1708 U=322 R=1861 U=347 W=5.5" RL=177/-171 Design Crit: IBC2015/TPI-2014(STD) 1•E°PROpF PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 16.01.1'. 6 `r4: OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503)357-:!118 "u�INGI••READ MD FOLLOW ALL NOTES ON ells DRAWING! e\ �G 'E-, 09 TC LL 25.0 PSF REF R7175- 83679 825 N 4th Ave,Cornelius OR 97113 A*I�ORTANr'• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 1957541 Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information. by TPI and WTCA) for safety practices prior / TC DL 10.0 PSF DATE 07/13/17 o performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached Tr rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI `/ BC DL 7.0 PSF DRW CAUSR7175 17194009 Ail ,1 �� sections B3, B7 or 810, as applicable. Apply plates to each face of trussLand position as shown above and on 07 /20 Illi L I the Joint 0atails, unless notetl o<herwisa. Refer,to drawings 160A-2.ors antlartl plata pos;ti ons. I Alpine, a tlivision of ITN Builtling Cwpw,anO Grwp Inc. shall OA he responsible for any tleviailon prom this OREGON BC LL 0.0 PSF CA—ENG BFR/GWH drawing, any failure to build the truss in conformance with ANSITTPI 1, or for handling, shipping. AN ITW COMPANY installation&bracing of trusses. 9 `4n.Y9 1944 G. TOT.LD. 42.0 PSF SEQN— 124644 A awl on this drawing or Bever pogo listing this drawing, indicates acceptance of professions,engineering O responsibility solely for the design Mom. The suitability and ase of this drawing ter any structure Is the 8351 Rocana Cin le r. enslblllty of the Building Deelgn.r per ANSI/TPI 1 Sw.2. C • DUR.FAC. 1 .15 FROM BB .p Sacramento,CA95828 For more information see this Jerboa general notes. page and these web sites: BOndTYssrsoreo�a SPACING 24.0" JREF— 1W2G7175ZO1 ALPINE: www.al pi neitw.cw; TPI:www.tpinst.org; Rwww ICA: wwsbci heuatry.cow; ICC: www.iccsafa.arg (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - A1GE) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 HF #2 120 mph wind, 22.97 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=3.0 psf, wind BC Webs 2x3 HF #2 DL=0.6 psf. :M12, M13, M14, M15, M16 2x4 HF #2: Wind loads and reactions based on MWFRS with additional C&C member Truss designed to support 1-0-0 top chord outlooker span and design. cladding load not to exceed 5 PSF one face, and 24" span opposite face. Top chord may be notched 1.5" deep X 3.5" periodically See DWGS S12030ENC100815 & GBLLETIN1014 for gable wind bracing along top edge. DO NOT OVERCUT. No knots or other lumber defects requirements. allowed within 12" of notches. Do not notch in overhang or heel panel. details or (a) #3 or better scab reinforcement. Same size & 80% length of web Provide lateral wind bracing per ITWBCG wind bracing at 70% of thelength member. Attach with 10d Box or Gun nails (0.128"x3",min.)g 6" OC. tabulated for 2X4 studs of the same grade. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase factor load applied per IBC-15 section 1607. for dead load is 2.00. 5X5 r 6 F - i ; : — 3X5 3X5 -ee M12 13-"111140 15% - e. a) a) a) %(a (a)11111k- _ 10-4-3 —76 /////iii/////iii//////////////////////////i////i///i///i////////'////////////// /i///////////////////////////7///////////i//////� ® 18-0-0 3X5(A1) = 5X5 3X5(A1) 1-6-0 20-0-0 I 20-0-0 [< 40-0-0 Over Continuous Support >� R=156 PLF U=24 PLF W=40-0-0 RL=7/-7 PLF Note: All Plates Are 1.5X4 Except As Shown. PLT TYP. Wave Design Crit: IBC2015/TPI-2014(STD) eE)PROFFS FT/RT=296(0°%)/4(0) 16.01.4. �G I .P�"-SA, OR/-/1/-/-/R/- Scale =.1875"/Ft. — Truss Components of Oregon (503)357-:.118 T.. FURNISH H BEAD AND FOLLOW ALL MOTES 9B THIS DRAWING! (I y TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 "IT PURxlsx TMIB DRAWING To ALL eaa rRAcrBRs INCLUDING THE INSTALLERS. REF R7175— 83680_ Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to end follow 19575 17 the latest edition of SCSI (Building Component Safety Information, by TPI and RICA) for safety practices prior r' TC DL 10.0 PSF DATE 07/1 3/1 7 fw to performing thee.functions. Installers provide temporary banning per SCSI, unless pecan otherwise, ;01 — tap chord shall have properly attached structural sheathing and bottom chord shall have a properly attached - rigid ceiling. Locations shown for permanentlateral restraint of webs shall have bracing installed per SCSI / ./ BC DL 7.0 PSF DRW CAUSR7175 17194016 IIfl 11 O`� 1 sections B3. B7 or Big, as applicable. Apply plates to each faceof trussand position as shown above and on 07 /t0 L J I the Joint Details, unless noted otherwise. Refer to drawings 160A_Z for standard plate positions. L Alpine, a division of 17e Building Components Group Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/GWH drawing, any failure to build he truss in conformance with ANSI/TPI 1, or for handling, shipping, AN IrwcoMPANY Installation,braying of trusses. 'v n.2o.1s N� TOT.LD. 42.0 PSF A...I en tnl.erwlnB or.�..,.,.II.ting to ie erNlnB, Inaie.tM SEQN- 1 24635 reapenalbl I Icy solely for toe r tgn anew,. 7M.min el Ii wed uee of thin dr..I roffe.w y of entlneerlrq responsibility or the Building "° """"^ " O DUR.FAC. 1.15 FROM BB 8351 Rooana Circle nB De.lpwr per AMSI/tPI t See.z. Sacramento,CA 95828 For more Information see this Jobs general notes page and these web sites: ALPINE: www.alpineite.com; TPI:www.tpinst.org; eTCA: www,sbeindustry.com: ICC: ww.iccsafe.org Renews sraa2O19 SPACING 24.0" J REF- 1 W2G7 1 75Z01 (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - EGE) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 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=3.0 psf, wind BC Webs 2x3 HF #2 DL=0.6 psf. Truss designed to support 1-6-0 top chord outlooker span and Wind loads and reactions based on MWFRS with additional C&C member cladding load not to exceed 5 PSF one face, and 24" span design. opposite face. Top chord may be notched 1.5" deep X 3.5" periodically along top edge. DO NOT OVERCUT. No knots or other lumber defects Provide lateral wind bracing per ITWBCG wind bracing details or per allowed within 12" of notches. Do not notch in overhang or heel panel. engineer of record. 2X3 studs require reinforcement at 70% of the See DWGS S12015ENC100815 & GBLLETIN1014 for gable wind bracing length tabulated for 2X4 studs of the same grade. requirements. Deflection meets L/360 live and L/240 total load. Creep increase Bottom chord checked for 10.00 psf non-concurrent bottom chord live load factor for dead load is 2.00. applied per IBC-15 section 1607. (S) Add 2x4 x 6-0-0 HF #2 scab to be attached to one face of top chord with 10d (0.128"X3.0") nails at 6" o.c. Top edge of scab should be 1.5" below the existing top edge of the top chord. 4X5 • I. P. ♦800111 ' \\\\\ g 3-4-3h. 4 3 _AilQ 8 ® 9-O-0 2X4 III 3X5(A1) = 3X5(A1) 1.‹--1-6-0ff L1-6-0,J 6-0-0 I 6-0-0 12-0-0 Over 2 Supports >I R=987 U=282 W=5.5" R=987 U=282 W=5.5" RL=101/-101 Note: All Plates Are 1 .5X4 Except As Shown. PLT TYP. Wave Design Crit: IBC2015/TPI-2014(STD) EO PROP � FT/RT=2%(0%)/4(0) 16.01.x0 e SAO OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-1118 aaWARNINGI as READ AIAT FOLL.N ALL NOTES ON TNIs DRAWING! �d I FtC TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 ...IMPORTANT.. FURNISN THIS DRAWING TO ALL CONTRACTORS INCLuDINO THE INSTALLERS. Uf 9 REF R7175- 83681 Trusses require extreme ore in fabricating, handling, shipping, installing and bracing. Refer to and follow '19676 the latest edition of aCsl (Building Camponent Safety Information, by TPI and•TCA) for safety practices prior c TC DL 10.0 PSF DATE 07/13/17 to performing these functions. itallers shall provide temporary bracing per BCS1. Unless noted otherwise, — top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI I/ BC DL 7.0 PSF DRW CAUSR7175 17194017 .4 PUN . sections aa, B7 or B10, as applicable. Apply plates to each faceoftrussrand position as shown above and an I the Joint Details, unless noted otherein.. Refer to tlrwings 160p_2 fors andard plata positions. 07 C 7 I Alpine, a tllviaian of ITN Building Campanenta Croup Inc. shall n t be reaponalble far any da.iation from This OREGON BC LL 0.0 PSF CA-ENG BFR/GWH drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping. AN ITW COMPANY installation A bracing of tresses. e j TOT.LD. 42.0 PSF A Real dm NIR dr.wing er moor p.R.listing owl.Yr miny, In01NEmR.w.ept ndm w prof...lowml.mglne.rinR 980 zo �e N� SEQN- 1 24659 r.aponalbl l Ity molly for trim dw lgn.homrl. T.wlt.bll Ity and la of U1.tlrwlnp for art la the 835IRovana Circle rmaponamnry or the Building DmmlRnmr par ANSI/IPI I s.da. L� W. DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For w. information see this Job's general notes page and these web sites: ALPINE: ww,alpineitw.com: TPI:wwn,tpinst.org% NrCA: ww.sbcindustry,com: ICC: www.iccsafe.org RenowaGISO/201s SPACING 24.0" J REF- 1 W2G7 1 75 Z01 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - 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=3.0 psf, wind BC Webs 2x4 HF Std/Stud DL=0.6 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IBC-15 section 1607. design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 4X5 6 6 3-4-3 9-0-0 1 .5X4 III 2X4(A1) = 2X4(A1) t<-1-6-0—>) I<--1-6-0—>J '< 6-0-0 >I< 6-0-0 >1 I, 6-0-0 ,I, 6-0-0 J I' 12-0-0 Over 2 Supports >� R=633 U=88 W=5.5" R=633 U=88 W=5.5" RL=-66 PLT TYP. Wave Design Crit: IBC2015/TPI-2014(STD) EO PROpE, FT/RT=2%(0%)/4(0) 16.01..• �'� �. � SAO OR/—/1/—/—/R/— Scale =.5"/Ft. _ Truss Components of Oregon (503)357-2118 w�WARNINGI as READ AND Foca ALL NOTES ON THIS awlNGI n? 0 I 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 eeINPORTANTee FURNISH THIS DRAWING To ALL CONTRACTORS INCLUDING The INSTALLERS. U' TC LL REF R7175— 83682 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow 19575 the latest edition of SCSI (Building Component Safety Information, by TPI and RICA) for safety practices prior r TC DL 10.0 PSF DATE 07/13/17 . to to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise,0011k6l — top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shownfor permanent lateral restraint of webs shall have bracing installed per BCSI i� % BC DL 7.0 PSF DRW CAusR7175 17194007 ,4 r O�� ' sections 63. B7 or B10, as applicable. Apply plates to each faceof trussandposition as shown above and on 07 / II L I the Jain<Details, u:7;;.-::77:::-----. nless nroted otherwise. Refer to drawings 160:-Z for s.nand Placa::-,tions. G BC LL I :IPirne, a dieiaion of ITN Ba,Iding CamPane a Croup Int. shall n t be reaPonaible far any daelat,en from this OREGON 0.0 PSF CA—ENG BFR/GWH drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY instal lotion a bracing of trusses. 14/t0 9A`an 20.01f!.41..• TOT.LD. 42.0 PSF SEQN- 124637 A Nal w this drawing et cover pegs listing this drawing, Indicates ssowytMw of professionalengineeringIfO responsibility solely for the design.nese. The suitability and use of this dr«Ing for any struure Is the la0 W m OUR,FAC. 1 .15 FROM BB 8351 Rosana Circleresponsibility of the Building Designer per ANSI/TPI 1 Sec.2. Sacramento,CA95828 Far.ore information see this a general notes page and these web sites: SPACING 24.0" JREF— 1W2G7175Z01 ALPINE: wrw.alp,neitw.com; TPI:www.tpinst.P,nat.org; IITCA: www.sbclyduscry.eom; ICC: www.,ccsafe.org Rd(IDwels�sor�GrO I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - CGE) Top chord 2x4 HF #2 120 mph wind, 20.87 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=3.0 psf, wind BC Webs 2x3 HF #2 DL=0.6 psf. See DWGS S12030ENC100815 & GBLLETIN1014 for gable wind bracing Wind loads and reactions based on MWFRS with additional C&C member requirements. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Provide lateral wind bracing per ITWBCG wind bracing details or per load applied per IBC-15 section 1607. engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. Truss designed to support 1-6-0 top chord outlooker span and cladding load not to exceed 5 PSF one face, and 24" span Deflection meets L/360 live and L/240 total load. Creep increase opposite face. Top chord may be notched 1.5" deep X 3.5" periodically factor for dead load is 2.00. 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. 4X5= 5' 1 ill : 6-5-5 10 Fill 1117 10 7 1, 111116L .411111 . 1111.11 2X4(B1) = 2X4(B1) R=172 PLF U=33 PLF W=14-6-0 L1-4-0i RL=16/-16 PLF 11-4-0J I, 7-3-0 ,I, 7-3-0 J 14-6-0 Over Continuous Support >1 Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: IBC2015/TPI-2014(STD) 0 PRO PLT TYP. Wave FT/RT=2% 0% /4 0 16.01 ... ,1 FFS ( ) ( ) - S+ OR/-/1/-/-/R/- Scale =.3125"/Ft. Truss Components of Oregon (503)357-2118 ''WARNING I ew READ AND FOLLOW ALL NOTES ON THIS DRAWING! G`N 825 N 40h Ave,Cornelius OR 97113 ..IPORTANre FINNISH THIS DRAWING To ALL CONTRACTORS INCLUDING TME INSTALLERS. C� 1, �F'� OD TC LL 25.0 PSF REF R7175- 83683 Tresses require extreme re in fabricating, handling, shipping, Installing and bracing. Refer to and fellow 19575 DATE 07/13/17 the latest edition s of BCSI (Building Component safety Information. by TPI and WTCSI for safety practices prior >- TC DL 10.0 PSF to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, / Air 1 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 webs shall have bracing Installed per SCSI , DRW CAUSR7175 17194008 actions B3, 87 or 870, as eppll<able. Apply plates co each race of truss and position as spawn above end o Q /^O �=1 II �� I she�alnt Betall=, pnless ested othary Ise. Refer to drawings 1/0A_Z for standard plate positions. L 0.0 PSF CA-ENG BFR/GWH II I Alpine, a division of 11111 Building Components Group Inc. shall not be responsible for any deviation from this BC LL drawing, any failure to build the truss In conformance with ANSI/TPI 1. or for handling, shipping, /\ OREGON AN ITW COMPANY installation&bracing of trusses. {'e m TOT.LD. 42.0 PSF SEQN- 124646 A meal on this drwing or ewer peg.listing this drawing, Indlwte.acceptance of professional engineering 9 an.20,19e responsibility solely for the d..lgn ahem. The suitability ed use of this drawing for any structure Is the 8351 Rowena Circle responsibility ity of a-Building Designer per ANSI/TPI I Sec.2• -O,L D W W.N� DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more information see this Job's general noes page and these web sites: SPACING 24.0" ALPINE:wew.alpineltw.caTPI: wwSan w.tpinst.org; WTCA:www.sbclndustry.com; ICC: w .lecsafe.org wa eraono.e J REF- 1 W2G7 1 7 5Z0 1 n; THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - DGE) Top chord 2x4 HF #2 :T2 2x6 HF #2: 120 mph wind, 22.64 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=3.0 psf, wind BC Webs 2x3 HF #2 DL=0.6 psf. Truss designed to support 1-0-0 top chord outlookers and 5 PSF Wind loads and reactions based on MWFRS with additional C&C member cladding on one face in area (0) only, and 24" span on opposite design. face. Top chord may be notched 1.5" deep X 3.5" periodically along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed Provide lateral wind bracing per ITWBCG wind bracing details or per within 12" of notches. Do not 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. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind bracing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-15 section 1607. 4X5 + Provide lateral bracing for inset chord. Attach nailer T at edge of lower roof diaphragm, or use purlins at 24" oc. �� i I 3X7 A:411111111 10 9-11-13 10 1 1 /=,I m 4, 18-0-0 ' 3X5= `J 2X4(61) -=— 3X5(B1) 11-4-0II (0) —h 14-0-12 L 4 al 15-9-0 + 7-3-0 I, 8-1-5 ,I, 3-4-11 ,I. 3-10-11 l4l 5 7-3-0 ,J 1- 23-0-0 Over 2 Supports R=220 PLF U=42 PLF W=8-11-8 RL=27/-27 PLF R=1131 U=123 W=5.5" Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: IBC2015/TPI-2014(STD) O PRp PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.0• ' FSS , OR/—/1/—/—/R/— Scale =.25"/Ft. Truss Components of Oregon (503)357-2118 ''WARNING!"READ tun FOLLOW ALL moms on nils DRAWING! g G t N 'O 825 N 4th Ave,Cornelius OR 97113 ••IM ORTANr e FURNISH THIS DRAWING*D ALL CONTRACTORS INCLUDING THE INSTALLERS. 0 <J FF,Q oy TC LL 25.0 PSF REF 87175- 83684 Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and fellow 19575 the latest edition of SCSI (Building Component Safety Information, by TPR and WTCA) for safety practices prior r , TC DL 10.0 PSF DATE 07/13/17 o performing these functions. Installers shall provide temporary bracing per BCSl. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ,0411164 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCS, 4- %, BC DL 7.0 PSF DRW CAUSR7175 17194018 i rl PAIN sections 83. or B,B, as applicable. Apply plates to each faces and position as shown above and on II L J 1 the Feint Details, unless noted otherwise. Refer to drawings,RgA_Z far standard plata positions. 07 /20 BC LL 0.0 PSF CA—ENG BFR/GWH I Alpine. a division of ITw Building components group Inc. shall not be responsible for any deviation from this OREGON drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, GI AN ITW COMPANY installation 8 bracing of trusses, GI `� TOT.LD. 42.0 PSF SEQN- 124649 A..•I on this Mewing er rioter peg•listing this arming, Indlo.t...bd.psene.of professional engineering 9A U'en.20,19 G'I responsibility solely for the,sign show,, The suitability end use of this drawing for any structure Is the 8351 Rosana Circle r..pel,.Ibll lty of the Building D..Iglwr per ANSI/TPI ,see.:. OL0 W,14‘. DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more Informatw.com: i see this piost o general „oras page and thea,.gib sites: SPACING 24.0" JREF- 1W2G7175Z01 ALPINE: www.alpineitw.con; TPI: wrw.tpinst.org; NTCA: www.abciolustry.cam; ICC: www.iccsafe.org Renews 8/30/2019 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - DG) Top chord 2x4 HF #2 Bot chord 2x6 DF-L SS 2 COMPLETE TRUSSES REQUIRED I RED I t t Webs 2x4 HF Std/Stud :W3, W4, W6, W7 2x4 HF #2: Nail Schedule:0.120"x3", min. nails :W5 2x4 HF #1&Bet. : Top Chord: 1 Row @12.00" o.c. :Rt Wedge 2x8 DF-L SS: Bot Chord: 2 Rows @ 2.50" o.c. (Each Row) 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 76 plf at 0.00 to 76 plf at 11.50 4" o.c. spacing of nails perpendicular and parallel to TC- From 76 plf at 11.50 to 76 plf at 23.00 grain required in area over bearings greater than 4" BC- From 7 plf at 0.00 to 7 plf at 23.00 BC- 1723.71 lb Conc. Load at 1.06, 3.06, 5.06, 7.06 Brg blocks:0.120"x3", min. nails 9.06,21.06 brg x-loc #blocks length/blk #nails/blk wall plate BC- 1708.22 lb Conc. Load at 11.06,13.06,15.06,17.06 1 0.000' 1 12" 5 Rigid Surface 19.06 Brg block to be same size and species as chord. 120 mph wind, 23.19 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Refer to drawing CNNAILSP1014 for more information. anywhere in roof, RISK CAT II, EXP B, wind TC DL=3.0 psf, wind BC DL=0.6 Wind loads and reactions based on MWFRS. psf. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 5X7(R) NI 6X8�i 6X8�� 0000/ 4X8�i � �� 4X8o� 10 1 0 9-11-13 ,411111111 fl 1■1 H thh 1�` _s:�o ■ INS MMmiummommmomm11- 18-0-0 6X12(B9R) 3X10 III 4X8(R) III 8X8(R) III 4X8(R) III H0508 t 3X10 III 6X12(69R) --4-2-3 >1c 3-7-14-4E-3-7-14 3-7-14-4E--3-7-14 + 4-2-3--H L 11-6-0 _I_ 11-6-0 J 23-0-0 Over 2 Supports R=10774 U=2095 W=5.5" R=10019 U=1952 W=5.5" Design Crit: IBC2015/TPI-2014(STD) . O PROFF PLT TYP. 20 Gauge HS,Wave FT/RT=296(0°%)/4(0) 16.01..• a+ ' S OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503)357-2118 •'WARN INCI'• READ AND FOLLOW ALL NOTES ON THIS DRAWING! G{0 0G iNE� %G TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 "INPOrtrANrr• FURNISH THIS ORNING To ALL CONTRACTORS INCLUDING THE INSTALLERS. .L REF R7175- 83685 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer.to and follow 19575 �i the latest edition of BCSI (Building Component Safety Information, by TPI and PTCA)for safety practices prior r TC DL 10.0 PSF DATE 07/13/17 Ts to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, ' /1 top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCS/ - -% BC DL 7.0 PSF DRW CAUSR7175 17194019 ,4 r O`� II I soctlons B3, B]or H1o, as applicable. Apply plates to each raceaof true and position as shown above and on II L J L the�olnt I�talls, unless nosed otM1erwise. Refer to drawings 160A-2 Por standard plata posltlons. 0'7' /LO Alpine, a dlvialan of ITR Building Capa„anta creep Inc. Chan not be reaponalble far any tle„iatien from this OREGON BC LL 0.0 PSF CA-ENG BFR/GWH drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITCOMPANY installation 8 bracing of trusses. 0 „e� 19 sm TOT.LD. 42.0 PSF SEQN- 1 24657 W Ameal ethis drawing or cover pege listing this drawing. Indicates acceptance of preMsieel engineering 20, ty solely for the design shown. The suitability end use or this drawing Tor any structure Is the �9' 8351 Rolan.Circle r.perelbl l icy or wperBuilding Designer pANSI/TPI 1 s.e.2. OLD W.N- A ehenl l DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more information see this Job's general notes page and these web sites: _ ALPINE: www,alpine,tw.com; TPI: www,tpinst.org;RA: www.sbcinaustry.00m; ICC: ww..iccsafe,org SPACING 24.0" J REF- 1 W2G7 1 7520 1 IC Renews 8/90/2019 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - FGE) 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=3.0 psf, wind BC Webs 2x3 HF #2 :W1 2x4 HF Std/Stud: DL=0.6 psf. Truss designed to support 1-0-0 top chord outlooker span and Wind loads and reactions based on MWFRS with additional C&C member cladding load not to exceed 5 PSF one face, and 24" span design. opposite face. Top chord may be notched 1.5" deep X 3.5" periodically along top edge. DO NOT OVERCUT. No knots or other lumber defects Provide lateral wind bracing per ITWBCG wind bracing details or per allowed within 12" of notches. Do not 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. See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind bracing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-15 section 1607. (S) Add 2x4 x 6-0-0 HF #2 scab to be attached to one face of top chord with 10d (0.128"X3.0") nails at 6" o.c. Top edge of scab should be 1.5" below the existing top edge R=134 U=69 of the top chord. ♦��A ® 12-5-8 i 5r_ ♦♦♦♦��♦� 1.5X4 III ♦♦i10. \ 1 .5X4111 ♦.i�:�1� (S) 3-9-5 dIIi 1 .5X4111 iM ►'iI CO 9-0-0 1 .5X4 III 1 .5X4 111 / 2X4(A1) 3X5 III �1-6-0� L 4-0-0 { 4-1-4 .71 1"12 f� 8-3-0 Over 3 Supports R=340 U=96 W=5.5" R=414 U=201 RL=173 Design Crit: IBC2015/TPI-2014(STD) . O PRop PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.+ .+ ' FSS, OR/—/1/—/—/R/— Scale =.5"/Ft. Truss Components of Oregon (503 357-2118 eeUARNINGI•• READ AIM FOLLOW ALL MOTES ON THIS BRAMINGI 5 1h/ — 825 N 4th Ave,Cornelius OR 97113 ••IIPORTAWT•• FUEIISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, C, !�G FE`� �.y TC LL 25.0 PSF REF R7175— 83686 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow 19575 the latest edition of BCSI (Building Component Safety Information, by TPI and RTCA) for safety practices prior TC DL 10.0 PSF DATE 07/13/17 to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, , top chord shall have properly attached structuralsheathing and bottom chord stall have a properly attached BC DL 7.0 PSF rigid<en trq. Locations mown for permanent lateral restraint of webs Shan have bracing installed per BCSI DRW CAUSR7175 17194010 Te sections B3. 87 or B10. as applicable. Apply places to each face of trussand position as shown above and o ,� I�)lir I I the paint Details, unless noted otherwise. Refer to drawings,reA_Z for standard plate positions. 07 /20 BC LL 0.0 PSF CA—ENG BFR/GWH .-A11 LI I V I Alpine, a division of 11W Building Components Group Inc. shall not be responsible for any deviation from this OREGON drawing, any failure to build the truss In conformance with ANSI/TPI 1. or for handling, shipping, /� AN ITW COMPANY installation A bracing of trusses. {�1� TOT.LD. 42.0 PSF SEQN— 124675 A weal en cols drawing or Down gaga listing this dewing, indicates aoawpwloe of pr•fexlan•1 engineering 1 `en.20.18 responsibility eelely for w design sheen. The suitability and use of this drawing for any structure lathe 8351 Rovana Circle responsibility er the Building Designer per ANSI/TPI 1 s.d.2. Roto W W.N� DUR.FAC. 1.15 FROM BB SAcrg el ,CA9ss28 For more Information sae .tpinshis h'e general notes peg.and these web= SPACING 24.0" JREF- 1W2G7175Z01 ALPINE: www.alpieeite,coe; TPI: www.tpinsc.org; AICA:waw.abeleduatry.tom; ICC: ww.leesafa.org IIBR0IN•O/M/2O1S I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER—HILLSBORO —Rockwell F Windwood -- VERIFY VERIFY, OR — F) 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=3.0 psf, wind BC Webs 2x4 HF Std/Stud DL=0.6 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IBC-15 section 1607. design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. R=120 U=21 11 4„_; 12-5-8 , 1 .5X4 III 5 I p I 3-9-5 i =� J 9-0-0 i 3X5 III 2X4(A1) 1.<--1-6-0-->i 4-1-42 I _ 8-3-0 Over 3 Supports R=311 U=25 W=5.5” R=354 U=66 RL=67 Design Crit: IBC2015/TPI-2014(STD) EO PROFF PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.10 13 t• `SS OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-L118 e /AR eNINGI est READ AND FOLLOW ALL NOTES ON THIS DRAWING! tP 4a 1 EF I 825 N 4th Ave,Cornelius OR 97113 •.IPORTAWTe• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. C mfrs TC LL 25.0 PSF REF 87175- 83687 Trusses require extrema care in fabricating, handling, shipping, installing and bracing. Refer to and folio. 19575the latest edition of SCSI (Building Component Safety Information. by TPI and NTCA) for safety practices prior Su TC DL 10.0 PSF DATE 07/13/17 T• to performing these functions. Installers shall provide temporary bracing per BCS . Unless noted otherwise, — top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached I �/ !, BC DL 7.0 PSF ,011164 rigid ceiling. Locations shown for permanent lateral restraint of Webs shall have bracing Installed per BCS! DRW CAUSR7 1 75 1 71 9401 1 PUN 1 �� action B3. B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on07 /20 -- /.1 Lp � the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. BC LL 0.0 PSF CA—ENG BFR/GWH �1 I Alpine, a division of ITR Building Components croup Inc. shall not be responsible for any deviation from this OREGON drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling. shipping. GI AN ITW COMPANY installation A bracing of trusses. a9A�-4 zD 19� �� TOT.LD. 42.0 PSF SEQN- 124662 A sssl en this drawing or sever page listing this drawing, inalestsof thisance of professionalengineering -PO responsibility solely for the design shown. The suitability Ona use of strewing for any structure I M 8351 Rovana Circle responsibility of the Building Designer Per ANSI/TPI I Sep.:. O W•N DUR.FAC. 1.15 FROM BB Sacramento,CA 95828 For more information see this jobs genera, notes page and these web sites, JREF- 1W2G7175Z01 ALPINE: www,alpine,tw.com; TPI: www.tpinst.org; eTCA: www,sbc,ndustry.com; ICC: wws.,ccsafe.org &MOWa 019012D1W SPACING 24.0" 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER—HILLSBORO —Rockwell F Windwood -- VERIFY VERIFY, OR — Fl) 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=3.0 psf, wind BC Webs 2x4 HF Std/Stud DL=0.6 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IBC-15 section 1607. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Right end vertical not exposed to wind pressure. for dead load is 2.00. 1 .5X4 III ,1 5 1 F--- Ill 2-11-5 2-1-5 3X7 III 2X4(A1) 1<-1-6-0- 1 1<-2-0-0-->"I 4-1-4 :77 H- 4-3-0 Over 2 Supports R=290 U=27 W=5.5" RL=53 R=340 U=61 Design Crit: IBC2015/TPI-2014(STD) EO PROP PLT TpYP. Wave FT/RT=2%(0%)/4(0) 16.01.0A �� FS' Ft. Truss 825 N 4th Ave,Co Oregon (9713 7 2118 '•WAIn+INcl" Melo AND FOLLOW ALL NOTES WI THIS DOMING! C� %AG, t-- .. t�iO2 TCRLL-/1/- 25 0 PSF REF Scale R7175/83688 ••Hromum• FURNISH TN1s DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 19575 Trusses require extreme re In fabricating, handling, shipping, installing and bracing. Refer to and fellow9 TC DL 1 0.0 PSF DATE 07/13/17 the latest edition of SCSI (Building Component Safety Information, by TPI and NrtA) for safety practices prior r forms to performing these functions. Installers shall provide temporary bracing per BC51. Unless noted otherwise, Ogilillikk tap Shard hall have properly attached structural sheathing and bottom sherd shall have apraperly attached �- !, / BC DL 7.0 PSF rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracinginstalled DRW CAUSR7175 17194012 A O`� ' sections 83. B7 or 810, as applicable. Apply plates to each face of trussand position as shown above and on 11 L J I the Joint Details, unless hated otherwise. Refer to drawings 160A-z for standard plate positions. 07 /20 BC LL 0.0 PSF CA-ENG BFR/GWH I Alpine, a division of ITN Building Components croup Inc. shall not be responsible for any deviation from this OREGON drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling. shipping, CD AN ITW COMR4NY installation&bracing of traaaea. •/ "an, C 21s4b �' TOT.LD. 42.0 PSF SEQN- 124667 A sisal en this droning or sever .listing this dronea ing, Indicates s .ptanse of professional engineering RO VG* responsibility sally for the design abs.n. Th.suitability and as.of this drawing for any retractors is this ...ILO D W• DUR,FAC. 1 .15 FROM BB 8351 Rovana Circle responsibility of the Building Designer per ANSI/TPI 1 See.2. Sacramento,CA 95828 For more information see this Job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI:www.tpinst.org; wTCA: www.sbcindustry.com; ICC: www.icesafe.org Renews =2019 SPACING 24.0" J RE F- 1 W2G7 1 75Z01 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - F2) 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=3.0 psf, wind BC Webs 2x4 HF Std/Stud DL=0.6 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IBC-15 section 1607. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Right end vertical not exposed to wind pressure. for dead load is 2.00. 1.5X4 III 1 5 F— 2-1-5 .fti JI 9-0-0 i DEZED 1.5X4 III 2X4(A1) LE-1-6-0— J I` 4-1-42 H— 4-3-0 Over 2 Supports-h R=327 U=39 W=5.5" RL=39 R=151 U=29 Design Crit: 1BC2015/TPI-2014(STD) 1„0 PROF PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.x. *8w �S' 1t EF S� OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-2118 WARNIMNI H McIID AMo sous ALL Mares ON THIS LUDING I © TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 **IMPORTANT*. FURNISH THIS DRAWING To ALL CONTRACTORS INCLUDING THE IMsrALLERS. U' 9 REF R7175- 83689 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow 19576 the latest edition of BCSI (Building Component Safety Information, by TPI and RICA) for safety practices prior r TC DL 10.0 PSF DATE 07/13/17 Co performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSIthing and boal"' BC DL 7.0 PSF DRW CAUSR7175 17194013 sections B3. 87 or B10, asapplicable. Apply places to each face of trussand position as shown above and o 07 3/20 7 .11 1I=1 N 1 I the Joint Details, unlessnotedotherwise. Refer to drawings 160A-Z.forstandard plata positions. n J L BC LL ��/L777� ILI, I Alpine, a division of ITe Building Components Group Inc. shall not be responsible for any deviation from this OREGON 0.0 PSF CA-ENG BFR/GWH drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handlin shl i AN ITW COMR4NY installation 8 bracing of trusses" g" PP ng' A meal en ehle drawing er mover maga listing this drawing, indicates h tee.boopt.ne.of pre ..lonel engineering '9 Vin•20 JobTOT.LD. 42.0 PSF SEQN- 124669 responsibility solely for the design shown. The suitability and use of this drawing for any structure Is the '0 N6:4" - 8351 RovamaCircle responsibility eT t1e Building g agn.r par ANSI/TPI 1 see.2. L� W. DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more information see this Job's general notes page and these web sites: ALPINE: www.alpineitw.com, TPI:www,tpinst.org; WTCA: www,sbSPACING 24.0" www.lecsafe.org ICC: w.leesafe.org Renews 8/90/2019JREF- 1 W2G7 1 75Z01 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0717071--PARR LUMBER-HILLSBORO -Rockwell F Windwood -- VERIFY VERIFY, OR - F2GE) 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=3.0 psf, wind BC Webs 2x3 HF #2 DL=0.6 psf. Truss designed to support 1-6-0 top chord outlooker span and Wind loads and reactions based on MWFRS with additional C&C member cladding load not to exceed 5 PSF one face, and 24" span design. opposite face. Top chord may be notched 1.5" deep X 3.5" periodically along top edge. DO NOT OVERCUT. No knots or other lumber defects Right end vertical not exposed to wind pressure. allowed within 12" of notches. Do not notch in overhang or heel panel. See DWGS S12015ENC100815 & GBLLETIN1014 for gable wind bracing Provide lateral wind bracing per ITWBCG wind bracing details or per requirements. engineer of record. 2X3 studs require reinforcement at 70% of the 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. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-15 section 1607. 1.5X4 III 1 .5X4 III 1.5X4 III 5 r--- 2-1-5 � '1iIi, m=. JI 9-0-0 1 .5X4111 1 .5X4111 2X4(A1) = . 1.5X4 111 -1-6-0—e H 4-3-0 Over 2 Supports R=503 U=280 W=5.5" RL=194/-21 R=229 U=155 Design Crit: IBC2015/TPI-2014(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.0. ®' Ill �fiFS+s OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-2118 ••WDiINGt•• REAM ANG FOLLOW All NOTES ON THIS BRNINBI ^ 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 '•IMmGRTA(T" FURNISH THIS DRAWING m ALL CONTRACTORS INCLUDING INC INSTALLERS. 0�� V 1NF�� ,01 TC LL REF R7175- 83690 _ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow 19575 ` 'y' the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) far safety practices prior r TC DL 10.0 PSF DATE 07/13/17 to performing these functions. Installers shall providetemporary bracing per SCSI. Unless noted otherwise, n — top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCS / BC DL 7.0 PSF DRW CAUSR7175 17194014 ATM,r O � TM sections B3, B7 or Bid. as applicable. Apply plates to each face of truss and position as shown above and on ,- II L J the Joint Details, unless noted otherwise. Refer to drawings 160A_Z for standard andard plate positions. 07 /20 BC LL 0.0 PSF CA-ENG BFR/GWH 1 Alpine• a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this L____,, drawing, any failure to build the truss in conformance with ANSI/TPI 1. or for handling, shipping. OREGON AN ITW COMPANY installation A bracing of trusses. �sm -/ TOT.LD. 42.0 PSF SEQN- 124672 AA...I on In l thl.Growing or cover peg.listing tills drawing, iodinates acceptance of professional engineering VOA• y- a mildly for the design.hoes. The.ult.bl I Icy end use of this drawing for any structure Is v» //y�O •YO 1S -• r DUR.FAC. 1.15 FROM BB 8351 RD�ana Curie respon.lblllty of Sb.Nil Id lop Designer per ANSI/TPI 1 See.2. • O ,-..��• Sacrunento,CA95828 For.are information see this Job's general no peg.and these web sites: W SPACING 24.0" JREF- 1W2G7175Z01 ALPINE: wrw.alpineitw.com; TPI:www.tpl nst.org;WTCA: www.sbclntlustry.can; ICC: ww.iccsefe.org Rnn.u.a TUMUM110 ASCE 7-10: 120 mph, 30' Mean Height, Closed, Exposure C Common Residential Gable End Wind Bracing Requirements - Stiffeners 120 mph, 30ft. 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: 10d box or gun (0.128"x3",min) nails. to stiffback with 10d box or gun (0,128" x 3", min.) nails @ 6" o.c. I X I N /a1 2X4 Blocking nailed to P. 45° sheathing and 2a Max 111111ik� each truss iTVP� -- �, H ,• ®_®_®_®_®viii — — — —9— — l. 2X4 DF-L #2 H/2 or better diagonal brace. bill Attach each end for 560#. iiiiiIlkfr ■•1 ` _II ontinuous Bearing — 2x6 #2 Stiffback attached to each Stud w/ (4) 10d box or gun (0.123" X 3", min.) nails. ��Op RP Op .c), wwWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING! ••IMPORTANT.FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. �` ��A OA REF GE WHALER Trusses require extreme care in fabricating, handling, shipping,instating and bracing. Refer to and 19575 •5 {". follow the latest edition of BCSI (Building Component Safety Information,by TPI and SBCA> for safety P 9r- DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. /l Unless noted otherwise, top chord shall hove properly attached structural sheathing and bottom chord DRWG GABRST101014 '�, ,.. shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs • 7—(i I O��I\ fl I i shall have bracing installed per BCSI sections B3, 97 or BIO, as applicable. Apply plates to each face 0,7/ /20 /u I Il IU ILIII��\V�III� i of truss and position as shown above and on the Joint Details, unless noted otherwise. L I i Refer to drawings 160A-Z for standard plate positions. (] g99/4 AN ITW COMPANY Alpine,a division of ITV Building Components Group Inc. shall not be responsible for any deviation from J this drawing,any failure to build the truss in conformance with ANSI/Tel 1, or For hantlling, shlppk'g, sr b installation a bracing of tru=ss '9� en.20,19- 4'r MAX. TOT. LD. 60 PSF A seal on this drawing or cover page listing this drawing.Indicates acceptance of professional O engineering responsibility solely for the design shown. The suitability and use of this drawing C O W 13389 Lakefront Drive for any structure Is the responsibility of the BuRdng Designer per ANSI/TPI I Sec.2. Earth City,MO 63045 For more information see this Job's general notes page and these web sites: MAX. SPACING t. ALPINE: www.alpineitw.comi Tel: www.tpinsorgi SBCA: www.sbcindustry.orgi ICG www.iccsafe.org Renews 013012019 2LR Rein -Forcing ve "noir Suostitution T-Reinforcement This detail is to be used when a Continuous Lateral Restraint (CLR) Or T-Reinf, is specified on a truss design but an alternative web L-Reinforcement: or reinforcement method is desired. L-Reinf. 1 �` Apply to either side of web narrow face. Attach with 10d (0.128"x3.0",min) nails at 6" o.c. Reinforcing member is Notes: a minimum 80% of web member length. This detail is only applicable for changing the specified CLR shown on single ply sealed designs to T-reinforcement or L-reinforecement or scab reinforcement. Alternative reinforcement specified in chart below may be conservative, \< Al For minimum alternative reinforcement, re-run design with appropriateIMMI X reinforcement type. T-Reinf. L-Reinf. Web Member Specified CLR Alternative Reinforecement Size Restraint T- or L- Reinf. Scab Reinf. Scab Reinforcement. 2x3 or 2x4 1 row 2x4 1-2x4 Apply scab(s) to wide face of web. 2x3 or 2x4 2 rows 2x6 2-2x4 No more than (1) scab per face. - Attach with 10d (0.128"x3.0",min) nails 2x6 1 row 2x4 1-2x6 at 6" o.c. Reinforcing member is a 2x6 2 rows 2x6 2-2x401E) minimum 80% of web member length. 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6(3 ) Scab Reinf, T-reinforcement, L-reinforcement, or scab reinforcement to be same species and grade or better than web member unless specified otherwise on Engineer's sealed design. OIE) Center scab on wide face of web. Apply (1) scab to each IL face of web, ME �# PROpk. wWARNINGIww READ AND FOLLOW ALL NOTES DN THIS DRAWING! 4 —INC 0n '40 wwIHPEPTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 19575 'r 9 TC LL PSF REF CLR SUb St, Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and ' r n TC DL PSF DATE 10/01/14 follow the latest edition of BCSI (Building Component Safety Information,by TPI and SBCA) for safety / practices prior to performing these functions. Installers shalt provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord /- - BC DL PSF DRWG BRCLBSUB1014 �� "V .,., shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs �7 L I7 I I shall have bracing Installed per BCSI sections B3,B7 or B10,as applicable. Apply plates to each face 07 3/20 7 �, I I IN I�� i of truss and position as shown above on the Joint Details,unless noted otherwise. /) ^pC��N BC LL PSF i u V 1 I Refer to drawings I60A-Z for standard plate positions. et i'Uyl/7515 AN RW COMPANY Alpine, a division of ITV Building Components Group Inc. shall not be esponsible for any eviction from this drawing,any failure to build the truss in conformance with ANSI/TPI I.or for handling,shipping, A *n 20 1944r TOT. LD. PSF installation & bracing of trusseO A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional L D `V.`, engineering responsibility solely for the design shown. The suitability and use of this drawing •• 13389 Lakefront Drive for any structure is the responsibility of the Building Designer per ANSI/TPI I Sec.2, DUR. FAC. Earth City,MO 63045 For more information see this Job's general notes page and these web sites Renews 6/30/2016 ALPINE www.alpineitw.comi TPI' www.tpinst.orgi SBCA, www.sbcindustry.orgi ICO www.lccsafe.org SPACING BEARING BLOCK NAIL SPACING DETAIL MAXIMUM NUMBER OF NAIL LINES PARALLEL TO GRAIN CHORD SIZE MINIMUM SPACING FOR SINGLE BEARING BLOCK IS SHOWN. DOUBLE NAIL SPACINGS AND STAGGER NAIL TYPE 2X4 2X6 2X8 2X10 2X12 NAILING FOR TWO BLOCKS. GREATER SPACING MAY BE REQUIRED TO AVOID SPLITTING. 8d BOX (0.113"X 2.5",MIN) 3 6 9 12 15 A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS OF NAILS (6 NAIL DIAMETERS) 10d BOX (0.128"X 3.",MIN) 3 5 7 10 12 B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS) 12d BOX 0.128"X 3.25",MIN C - END DISTANCE (15 NAIL DIAMETERS) ( ) 3 5 7 10 12 16d BOX (0.135"X 3.5",MIN) 3 5 7 10 12 IF NAIL HOLES ARE PREBORED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BELOW: 0.148 BOX 20d "X 4.",MIN) • SPACING MAY BE REDUCED BY 50% ( 2 4 5 6 8 ••SPACING MAY BE REDUCED BY 33% 8d COMMON (0.131"X 2.5",MIN) 3 5 7 10 12 BEARING BLOCK TO BE SAME SIZE AND SPECIES AS BOTTOM 10d COMMON (0.148"X 3.",MIN) 2 4 6 8 10 CHORD. BLOCKS MAY BE ANY GRADE WITHIN THE SPECIES, 12d COMMON (0.148"X 3.25",MIN) 2 4 6 8 10 PROVIDED THE COMPRESSION PERPENDICULAR TO GRAIN 16d COMMON0.162" " 2 4 6 8 10 VALUE (Fc-perp) IS AT LEAST THAT OF THE CHORD. COMMON (0.162"X 3.5 ,MIN) GUN (0.120"X 2.5",MIN) 3 6 8 11 14 GUN (0.131"X 2.5",MIN) 3 5 7 10 12 GUN (0.120"X 3.",MIN) 3 6 8 11 14 C:* I NAIL GUN (0.131"X 3.",MIN) 3 5 7 10 12 LINE } A MINIMUM NAIL SPACING DISTANCES DISTANCES 1 1 , -- i f f if 1 B* NAIL TYPE A B* C** 1 11 111 1 i 1 1 8d BOX (0.113"X 2.5",MIN) 3/4" 1 3/8" 1 3/4" T T 1 1 1 B/2* 10d BOX (0.128"X 3.",MIN) 7/8" 1 5/8" 2" } } } } } } } } } } 12d BOX (0.128"X 3.25",MIN) 7/8" 1 5/8" 2" A 16d BOX (0.135"X 3.5",MIN) 7/8" 1 5/8" 2 1/8" AAA ** 20d BOX (0.148"X 4.",MIN) 1" 1 7/8" 2 1/4" A�' I I I C I DIRECTION 8d COMMON (0.131 X 2.5",MIN) 7/8" 1 5/8" 2" "� OF LOAD AND 10d COMMON NAIL ROWS (0.148 X 3. ,MIN) 1" 1 7/8" 2 1/4" 12d COMMON (0.148"X 3.25",MIN) 1" 1 7/8" 2 1/4" 16d COMMON (0.162"X 3.5",MIN) 1' 2" 2 1/2" GUN (0.120"X 2.5",MIN) 3/4" 1 1/2" 1 7/8" GUN (0.131"X 2.5",MIN) 7/8" 1 5/8" 2" 3/4" 1 1/2" 1 7/8" LENGTH OF BLOCK SPECIFIED ON SEALED DESIGN GUN (0.120"X 3.",MIN) 0.131"X 3.",MIN) 7/8" 1 5/8" 2" (12" MINIMUM - 24" MAXIMUM) • I _ 'FSS, 05 GINE ',''AWING REPLACES DRAWING B139 AND CNBRGBLK0699 BRACING. REFERRTOSBCSIE(BUILDINGTCOMPONENT SAFETY INFORMATION)),,LP BL SHHEDIBY TPI(RUSS PLATE v NG, INSTALLIAND �Q575 9' REF BEARING BLOCK INSTITUTE,218 NORTH LEE STR.,SUITE 312 ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF , DATE 2/23/07 AMERICA,6300 ENTERPRISE LN,MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL � _ - PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 07 /20 7 DRWG CNBRGBLK0207 ALPINE •IMPORTANT.IN FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ITW BCG, INC.,SHALL C NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN)ANY FAILURE TO BUILD THE TRUSS INCFORMANCE WITH 'eV?" v -ENG SJP/KAR DESIGN CONFORMS WITH)APPLICABLE OR A PROVISIONSTING, OF NOS NG, P(NATIONAL ING, ADES GN S ECC BY AF&PA)LLING 4, BRAING OF UAND S 9 TPI. •A ITW,BCG CONNECTOR PLATES ARE MADE OF 20/18/l6GA(W,H/SS/K)ASTM A653 GRADE 40/60(W,K/H,SS) Rpt.n W•0'GALV.STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS /TWBUILDING COMPONENTS GROUP,INC.DESIGN,POSITION ER DRAWINGS 160A-2. ANY INSPECTION OF PLATES FOLLOWED BY (I)SHALL BE PER POMPANO BEACH,FLORIDA ANNEX A3 OF TPI 1-2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND Renews 0/9012078 USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER,PER ANSI/TPI I SEC.2. Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or: 100 nph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 100 nph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 'L' Brace w (1) 2x4 'L' Brace * (2) 2x4 'L' Brace w* (1) 2x6 'L' Brace w (2) 2x6 'L' Brace ** BracingGroup p Gable Vertical No Species and Grades: S 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: #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 CD #3 4' 7' 7' 9' 8' 3' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' #I / #2 Standard #2 Stud U #3 Stud #3 Standard HF Stud 4' 7" 7' 8' 8' 2' 9' 7' 9' 11' 11' S° 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' Q Standard 4' 7' 6' 7' 7' 0' 8' 10' 9' 5' 11' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' Douglas Fir-Larch Southern Pineww* CU #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 _J 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 Stud #3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' Standard Standnrd d cu DFL 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' Group B: _U #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 H--) _ S P FF #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 U H F Stud 5' 3' 9' 3' 9' 7' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' #1 w o f l Standard 5' 3' 8' l' 8' 7' 10' 10' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Douglas Fir-Larch Southern Pineww* #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 SP #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 qD #3 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' Q� D F L1x4 Braces shall be SRB (Stress-Rated Board). Stud 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' *wwFor lx4 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 SPF #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 nay be used with these grades. #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: LD U H F 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 I� 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). CS 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 supports load from 4' 0' outlookers #3 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 i D F Lp overhang. � 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' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0'x^ Synn Attach 'L' braces with 10d (0.128'x3.0' min) nails. About:"t able Truss � � O )IE For (I) 'L' brace: space nails at 2' o.c. in 18' end zones and 4' o.c. between zones. Diagonal brace option: �� space nails at 3' o.c. 931E 31Ein (2) 'L' braces: vertical length nay be j T in 18' end zones and 6' o.c. between zones. doubled when diagonal a brace is used. Connect 18' * 11 'L' bracing nust be a nininun of 80% of web L I , a member length. diagonal brace for 335# 1-E1-_--_2_-__ L. tl at each end. Max web Gable Vertical Plate Sizes total length is 14'. Braces , * �,a , Vertical Length No Splice 2x4 #2 or w Less than 4' 0' 1X4 or 2X3 betterdingonal ' Greater than 4' 0', butVertical length shown /1L bracer single 18, 1e55 than Il' 6' 2X4 in tnble nbove. or double cutQ Greater than 11' 6' 3X (as shown) nt _L_�1 n n 0 + Referto cannon truss designforupper end, 1 f'7 LI LIy, genic, splice, and heel plates. / / / / ,ontinuous Bearing Connect diagonal at Refer to the Building Designer for conditions iri midpoint of vertical web. Refer to chart above for ria EP/? -', , length. not addressed by this detail, **WURNISH:*•READ AND FELLOW ALL NOTES ON THIS DRAWING! �`° aG/NEr cl'� REF ASCE7-10-GAB12015 ••IIPORTANTw•FURNISH THIS DRAWING L ALL CONTRACTORSNOON SUDING THE INSTALLERS. O Trusses require extreme care In fabricating,handling, shipping,installing and bracing. Refer to and ///�� follow the latest edition of BCSI(Building Component Safety Information,by TPI and SBCA)for safety 19575 DATE 10/01/14 / ', ..I practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. 7z7/'NN Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord I iI DRWG A12015ENC101014 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs F1 'I Ol�11 D I : shall hove bracing Installed per BCSI sections B3, B7 or BIB,as applicable. Apply plates to each face �- L J IILIII��\\vVVv�Jlll of truss and position as shown above and on the Joint Details,unless noted otherwise. 07 /20 , L 1 i Refer to drawings 160A-Z for standard plate positions. AN ITW COMPANY Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from ^ OOr this drawing,any failure to build the truss in conformance with ANSI/TPI I.or for handling, shipping, V, MAX. TOT. LD. 60 PSF installation 6 bracing of trusses. A seal on this drawing or cover page listing this drawing,indicates acceptance of professional 9 '2"1.20,We*.4: engineering responsibility solely for the design shown. The suitability and use of this drawing RO �� 13389 Lakefront Drive for any structure Is the responsibility ility of the Buildig Designer per ANSI/TPI Sec.2. t 0 W Earth City,MO 63045 For more information see this job's general notes page and these web sites: MAX. SPACING 24.0" ALPINE: www.alpineitw.com; Tel:www.tpinst.org; SBCA: www.sbcindustry.org; ICC: www.iccsafe.org IWIIOKS 01 WILY IS 4 Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or: 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 'V Brace a (1) 2x4 'L' Brace s (2) 2x4 'L' Brace ■x (1) 2x6 'L' Brace it (2) 2x6 'V Brace oto 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: S #1 / #2Spruce-Pine-Fir Her:-Fir 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' S' 14' 0' 14' 0' 14' 0' 14' 0' #1 / #2 Standard #2 Stud #3 4' 4' 7' 2' 7' 8' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' HP CD #3 Stud #3 Standard O u F� Stud 4' 4' 7' 2' 7' 7' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' I 1 r 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 Pinewww CU #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 —I a 5 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 Stan r L I #3 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' Standard Standard d cu D I� Stud 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' Standard 4' 4' 5' 9' 6' 1' 7' 7' 8' 2' 10' 4' 11' I' 11' 11' 12' 10' 14' 0' 14' 0' Group B: UP 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 SPF #3 5' 0' 8' 10' 9' 3' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' #1 & Bit-. L U i I F Stud 5' 0' 8' 9' 9' 2' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' #1 I�I r Standard 5' 0' 7' 6' 8' 0' 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' a1 O Douglas Fir-Larch Southern Pine*** #1 5' 6' 9' 1' 9' 5' 10' 8' 11' 1' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' #1 #1 SP #2 5' 3' 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' #2 k2 #3 5' 1' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' O---1 D F-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 shall be SRB (Stress-Rated Board). eewFor Ix4 So. Pine use only Industrial 55 or OStandard 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 d - 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 nay be used with these grades. P 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: C U l_.I F 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. O f� 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 ptf over X 5 P #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>.Gable end supports 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' d � fond from 4' 0' outlookers #3 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. rI D F-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' Synm r Attach 'L' braces with 10d (0.128'x3.0' min) nails. About Gable Truss I " I 311 For (I) 'L' brace: space nails at 2' o.c. �� in 18' end zones and p e betweenat zones. Diagonal brace option: �� **For '2) onesea space nails ee 3' o.c.e vertical length may be T e � in 18' end zones and 6' o.c. between zones. doubled when diagonal 18" 3� R 'L' bracing must be a minimum of 80X of web brace is used. Connect ♦� . member length. diagonal brace for 385# �L• at each end. Max web Brace �4'� Gable Vertical Plate Sizes total length is 14'. `' 31131E Vertical Length No Splice /F-L #2or Less than 4' 0' 1X4 or 2X3 r diagonal Greater than 4' 0', but2X4 Vertical len th showne/ singleless than 11' 6' in table above. uble cut 18" Greater than 11' 6' 3X hown) at _ ■ upper end. .R fT �1 n 1'T, ' 0 + Refer to common truss design for Of lJ U �1 p LJ IJ peak, splice, and heel plates. / / / / /ontinuos Bearing �-+ / Refer to the Building Designer for conditions Connect diagonal at u _Gil P-9 'v not addressed by this detail. midpoint of vertical web. Refer to chart above for m. 4411ve?9f - ength. wwWARNINGiew READ AND FOLLOW ALL NOTES ON THIS DRAWING! REF ASCE7-10-GAB12030 •ellPU27ANTee FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING 711 INSTALLERS. a\.0 aG i14 'O2 Trusses require extreme care in fabricating,handling, shipping,installing and bracing. Refer to and 41 19575 follow -the latest edition of BCSI (Building Component Safety Information,by TPI and SBCA)for safety DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. • /�� %l Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord DRWG A12030ENC101014 /// a, shall have a.properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs L�I O��I'� fl I : shall hove bracing osi installedsper BCSI sections B3, or BM,iass unless Apply plates to each Face a IILIr IIUII��\\VIJII 1 of truss and position -Z orwn above ar and on the Joint Details,unless noted otherwise. 07 /20 1 Refer to drawings I60A-Z for standard plate positions. AN ITW COMPANY Alpine, a dvision of ITW Building Components Group Inc. shall not be responsible for any deviation from 'IQ'=s N this drawing,any failure to build the truss In conformance with ANSI/TPI L or for handling,shipping, O�"� MAX, TOT, LD, 60 PSF Installation A.bracing of trusses. 9��of1,Y0 19i •G'f A seal on this drawing or cover page listing this drawing,indicates acceptance of professional V engineering responsibility solely Co.- the design shown. The suitability and use of this drawing M 13389 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sect. Earth City,MO 83045 For more information see this job's general notes page and these web sites. OCO W' MAX. SPACING 24.0" ALPINE, www.alpeieitw.comi TPI www.tpinst.orgi SBCA' www.sbcindustry.orgi ICG www.lccsafe.org Rwnwwal4lMYJmA G (21. oe I) etail I For Let-in Verticals Gable Truss Plate Sizes Ab Sym.outf'; O Refer to appropriate Alpine gable detail for minimum plate sizes for vertical studs. 11 Illir ()Refer -to Engineered truss design for peak, splice, web, and heel plates. O ®If gable vertical plates overlap, use a single plate that covers the total area of . the overlapped plates to span the web. 2 Gable ` 22 vertical O Example: 2X4 © © Length 2X8 155 tY°' 2X4Il 1pr, "T" Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member © , © lkiii co Toe-Hall - Or - XEnd-nail : 66:k OCO To convert from 'L' to 'T' reinforcing members, Provide connections for uplift specified on the engineered truss design. multiply at Increaseeby lengtheta (based on appropriate Alpine gable detail). Attach each 'T' reinforcing member with End Driven Nails: Maximum allowable 'T' reinforced gable vertical 10d Common (0.148'x 3,',min) Nails 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 Toenniled Nails: specie, and grade of the 'L' reinforcing member. 10d Common (0.148'x3',min) Toenails at 4' o.c. plus Web Length Increase w/ "T" Brace 4 Nails (4) toenails in the top and bottom chords. 'T' Reinf. 'T" ,T, This detail to be used with the appropriate Alpine gable detail For ASCE Mbr. Size Increase Reinforcing wind load. 2x4 30 Member ASCE 7-05 Gable Detail Drawings Example: 2x6 20 A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 Wind Speed = 120 mph Nails A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 Mean Roof Height = 30 ft, Kzt = 1.00 GableSpaced At ASCE 7-10 Gable Detail Drawings Gable Vertical = 24°o.c. SP #3 Truss 4' o.c. AI1515ENC101014, A12015ENC101014, A14015ENC101014, A16015ENC101014, 'T' Reinforcing Member Size = 2x4 A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014, 'T" Brace Increase (From Above) = 30% = 1.30 Aopria a Alpi14, A1203gable ENC101014, A14030ENC101014, A1603OENC101014, (1) 2x4 'V Brace Length = 8' 7' A1803OENC101014, A2003OENC101014, A2003OEND101014, A2003OPED101014 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 � A, Ceiling4065'PROpSSS , G,N� ww VARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING, 0 F4. 'O9 REF LET-IN VERT wwIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 19575 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and ' i, DATE 10/01/14 follow the latest edition of BCSI <Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. / --- — Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord 1/ DRWG GBLLETIN1014 wA}s�. ,,,, shall have a properly attached rigid ceiling. Locations shown For permanent lateral restraint of webs 07 /20 7 / �u 1I IN : shall have bracing installed per BM sections B3,B7 or B10, as applicable. Apply plates to each face O IILII^\\V\IJII I , of truss and position as shown above and on the Joint Details, unless noted otherwise. OREGON L I i Refer to drawings 160A-Z for standard plate positions. T'113/1 O v Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation from • AN ITW COMPANY this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, 9/Q �'20 19 , MAX. TOT. LD. 60 PSF Y installation 6 bracing of trusse OL o W.v A seal on this drawing or cover page listing this drawing,indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing DUR. FAC. ANY for any structure is the responsibility of the Bull ng Designer per ANSI/TPI 1 Sec.2. 13389 Lakefront Drive For more information see thisJob'sgeneral notesRenews Earth City,MO 63045page and these web sites: MAX. SPACING 24,0" ALPINE, wwwolpineitw.comi TPI, www.tpinst.orgl MBCA, www.sbcindustry.orgi ICC w.iccsafe.org