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I I 1 r 1 tfl 0 C ... __ F GE , 1 2 BEARING WALL PER PLAN o JOB NO: VERIFY PLATE HEIGHT DIFFERENCE 0415107 11111\„ ON SITE FOR PLANE IN FROM BELOW PAGE NO: . / 1 OF 1 , '. / . t. / t 7 • i --,=, Alpine, an ITW Company 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1 VFP7175Z0415120325 Truss Fabricator: Truss Conponents of Oregon Job Identification: 0415107--JT ROTH CONSTRUCTION -Medallion Wen lot 18 -- VERIFY VERIFY, OR Model Code: IRC Truss Criteria: 1 RC2012/TP I-2007(STD) co PROp Engineering Software: Alpine proprietary truss ana l ys i s software. Version 15.01. 1; FS'S+ Truss Design Loads: Roof - 42 PSF 9 1.15 DurationO�5 •G l N E . �( Floor - N/A 19575 P 9 Wind - 120 MPH (ASCE 7-10-Closed) AOS �` Notes: 04 15/2015 OREGON 1. Deternination as to the suitability of these truss conponents for the structure is the responsibility of the building designer/engineer of 'VA. 4b0L`241.O'w.N4 P record, as defined in ANSI/TPI 1. 2. As shown on attached drawings; the drawing nunber is preceded by: CAUSR7175 Renew al data8tetf2015 Garold W.Heal Details: 12030EC1-GBLLETIN-GABRST10-BRCLBSUB-12015EC1- Submitted by GBH 12:02:56 04-15-2015 Reviewer: TSB $ $ # Ref Description Drawing# Date 1 64776--AGE 15105062 04/15/15 2 64777--A 15105061 04/15/15 3 64778--BSGE 15105153 04/15/15 4 64779--B 15105067 04/15/15 5 64780--B1 15105069 04/15/15 6 64781--BGE 15105064 04/15/15 7 64782--06 15105154 04/15/15 8 64783--GGE 15105060 04/15/15 9 64784--G 15105070 04/15/15 10 64785--FGE 15105072 04/15/15 11 64786--F 15105071 04/15/15 12 64787--EGE 15105068 04/15/15 13 64788--E 15105059 04/15/15 14 64789--EG 15105066 04/15/15 15 64790--CGE 15105065 04/15/15 16 64791--C 15105063 04/15/15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0415107--JT ROTH CONSTRUCTION -Medallion Mdws lot 18 -- VERIFY VERIFY, OR - AGE ) Top chord 2x4 DF-L #1&Bet.(g) :T2, T3 2x4 DF-L #2(g): (**) 2 plate(s) require special positioning. Refer to scaled plate plot Bot chord 2x4 DF-L #1&Bet.(g) details for special positioning requirements. Webs 2x4 DF-L Std/Stud(g) :M14, M1S, M16, M17, M18, M19, M20 2x4 DF-L #2(g): 120 mph wind, 22.75 ft mean hgt, ASCE 7-10, CLOSED bldg, Located :Lt Slider 2x4 DF-L Std/Stud(g): BLOCK LENGTH = 1.500' anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=4.2 :Rt Slider 2x4 DF-L Std/Stud(g): BLOCK LENGTH = 1.500' psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Truss designed to support 1-0-0 top chord outlookers and 3.00 PSF See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind cladding on one face, and 24.0" span on opposite face. Top chord may be bracing requirements. 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 (a) Continuous lateral restraint equally spaced on member. notch in overhang or heel panel. 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 factor applied per IRC-12 section 301.5. for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, See gable detail dwgs for additional wind bracing requirements. Ce=1,10, CAT II & Pf=21.17 psf. 5X7= 3X70 3X7h Lit T2 , T3 1 .5X4(**) III 5 ,- -, 5 1 .5X4(**) IU , M14 M15 M16 (a) tik209-2-15 3X5% 3X5 0-8-0 0-8-0 1 a a a i 'ii a i� a t a a tI a/ a a P n fl a a a a a 1• a 1 / 4_18-1-4_L I 3X7(E5) III 5X7= 5X7= 3X7(E5) III 1-6-0-'� 14-0-0------>l<------13-2-0 '-� 14-0-0 �-6-0 - I- 20-7-0 _I_ 20-7-0 _1 41-2-0 Over 3 Supports R=112 PLF U=6 PLF W=14-0-0 R=101 PLF U=6 PLF W=14-0-0 RL=11/-11 PLF R=113 PLF W=13-2-0 Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) 0 PROF PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.0' .1.,s,, OR/-/1/-/-/R/- Scale =.1667"/Ft. Truss Components of Oregon (503)357-2118 "WARNING'""READ AID FOLLOW All NOTES ON nits plll/IIIGI C. t%GiN FF V.y s orTC LL 25.0 PSF 825 N 4th Ave,Comehus O H 97113 •*IIPORTANT" FURNISH THIS SANDING TO AALLCONTHACfORS INCLUDING THE INSTALLERS. Lj REF R7175— 64776 Trusses require e t ere In fabricating, handling, shipping, Installing and bracing. Refer to and follow 19575 P _1 'y the latest edition ofSCSI(Building Component Safety Information, by TPI and WTCA) for safety practices prior r , TC DL 10.0 PSF DATE 04/15/15 to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise. / dillhi 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 SCSI !s BC DL 7.0 PSF DRW CAUSR7175 15105062 sections B3, 87 or B10, as applicable. Apply plates to each face of trussand position as shown above and on 0,15/2015 ' the Joint Details, unless noted otherwise. Refer to drawl 16OA-Z for standardplate positions. A �LO��N ' drawings BC LL 0.0 PSF CA-ENG TSB/GWH I Alpine, a division lur of ITN Building Components Group Inc. shall not be responsible fon any deviation from this OREGON drawing, any&b ace to build the truss In conformance With ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation&bracing of tresses. Baa 2u 19� TOT.LD. 42.0 PSF SEQN— 306396 . A seal on this drawing pep ing or cover pelisting this drawing, indicatesseasptallas of profession;engineering worm. The suitability and use of this dr responsibility solely for the designdrawing for cry structure is the "-OLD w.1j1�' DUR.FAC. 1.15 FROM BB le 8351 Rovana Circle responsibility of the Building Designer per ANSI/TPI 1 Se0.2. Saumlemo,CA 95828 For more Information see this Job's general notes page and thpse web siie=� pa„e„y,l detessDsols SPACING 24.0” JREF- 1VFP7175Z04 iiALPINE: .alpineitw.com;TPI:ww.tpinst.org;NTCA: www.abcindustry.com; ICC: .iccsafe.erg A a t . . i ♦ l 1 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0415107--JT ROTH CONSTRUCTION -Medallion Mdws lot 18 -- VERIFY VERIFY, OR - A ) Top chord 2x4 DF-L #1&Bet.(g) :T2, T3 2x4 DF-L #2(g): 120 mph wind, 22.75 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) :W3, W4, W5 2x4 DF-L #2(g): DL=4.2 psf. :Lt Slider 2x4 DF-L Std/Stud(g): BLOCK LENGTH = 1.500' :Rt Slider 2x4 DF-L Std/Stud(g): BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member Connectors ingreen lumber design. (g) designed using NDS/TPI reduction factors. (a) Continuous lateral restraint equally spaced on member. 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 IRC-12 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X7= 3x5ss T2 T3 3X5 1.5X4 3X7 3X7 1.5X4�i �' W4 •. 5 (a) (a) 9-2-15 ssss. W3 5 3X5% w 3X5-t-.-- 0-8-0 0-8-0 r m Ni T18-1 6X6(E1)= 3X5= 4X8— 3X7= 4X8— 3X5= 6X6(E1)--- I-6-0 1-6-0 1-6-0 ..,—=ii. ,tom t 7-0-2 .1 _ 6-8-9 _1, 6-10-5 s c 6-10-5 J_ 6-8-9 J,� 7-0-2 D. 10-3-8 T 10-3-8 10-3-8 —1_ 10-3-8 I— 20-7-0 J. 20-7-0 J 1 41-2-0 Over 2 Supports R=1877 U=60 W=5.5" R=1877 U=60 W=5.5" RL=141/-141 Design Crit: 1RC2012/TPI-2007(STD) , O PRp PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.'0 ,, R`At OR/-/1/-/-/R/- Scale =.1667"/Ft. Truss Components of Oregon (503)357-2118 ""WARNINGI""READ AND FOLLOW ALL NOTES ON THIS DRAWING/ `QJ G iW E. — 825 N 4th Ave,Cornelius OR 97113 ""IMPORTANT"" FURNISH THIS DRAINING TO ALL COAORACTORS INCLUDING THE INSTALLERS. C9 o � y TC LL 25.0 PSF REF R7175- 64777_ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow 19575P qL. t TC DL 10.0 PSF DATE 04/15/15 the latest edition of SCSI (Building Component Safety Information, by TPI and ATCA)for safety practices prior • to performing these functions. Installers shell provide temporary bracing per BCSI. Unless noted otherwise, Ahll top chord shall have properly attached structural sheathing and bottom chord shall have a properly attacedSI iBC DL 7.0 PSF DRW CAUSR7175 15105061 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bract Installed per ,4 ILLE=JJ0 i aettlena eT or Bio, as applicable. Apply Plates to each rata dr truss and postcon as shown above and run 0•,1 5/2015 1 the Joint Details, unless noted otherwise. Refer to drawings 180A-2 for standard plate positions. Alpine, a division of ITR Building Components Group Inc. shall not be responsible for any deviation from this 0 OREGON BC LL 0.0 PSF CA-ENG TSB/GWH drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, . AN ITW COMPANY Instal tat ton a brae l ng or trusses, 4 y A.mol en Nis tlr.wlrlp or eae.r pap.11.51.9 t/bi.drawing, Ind lets.owpe nm.af pref sslerml • 4n•20,ale TOT.LD. 42.0 PSF SEAN- 306393 r..pmm lbiIlty mel.ly Per she deslph I lots. The meltability rued lee mf Chis dreel ter .mere I.t RO • `., .t� 8351 RovanaCincle rompmmtbl l Ity of rho Bmllding gulgrmr per ANSI/TPI 1 Seed. �r �^Is shm �D r4. DUR.FAC. 1 .15 FROM BB Saaemento,CA 95828 Per more Information see thea Job's general notes page and ihpae wee sites) i SPACING 24.0" JREF- 1VFP7175Z04 ALPINE:sww,alpineitw.com;TPI:www.tpinst.org:MA, www.abcindustry.corn: ICC:ww,r.ccsafe.org Her/comic/Mee/90/2015 a s i r • b 1 , , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0415107--JT ROTH CONSTRUCTION -Medallion Mdws lot 18 -- VERIFY VERIFY, OR - BSGE) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 23.77 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) :W1, W5, W14 2x4 DF-L #2(g): psf. :W2, W6 2x4 HF #2: :W3 2x6 Dr-L #2: :W4, W7, W8, W10 2x6 HF #2: :W9, W11 2x4 DF-L #1&Bet.(g): Wind loads and reactions based on MWFRS with additional C&C member :Rt Slider 2x4 DF-L Std/Stud(g): BLOCK LENGTH = 1.500' design. Connectors in green lumber (g) designed using NDS/TPI reduction factors. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind bracing requirements. Left end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. (a) Continuous lateral restraint equally spaced on member. JT PLATE LATERAL CHORD Bottom chord checked for 10.00 psf non-concurrent bottom chord live load No SIZE SHIFT BITE applied per IRC-12 section 301.5. [ 1] W4X5 S 1.25 [ 3] W4X5 S 3.00 Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, [21] W3X5 1.75 R 1.25 Ce=1.10, CAT II & Pf=21.17 psf. [45] W3X7 1.50 L 1.25 Truss spaced at 24.0" OC designed to support 1-0-0 top chord (*) Attach nailer or truss at edge of lower roof diaphragm. outlookers.Claddin9 load shall not exceed 3.00 PSF. Top chord Brace all exposed vertical surfaces for lateral wind forces, may be notched 1.5 deep x 3.5" wide 0 48" oc along top edge. including adequate connection at plane edges, and struts or DO NOT OVERCUT. No knots or other lumber defects allowed 5)(5== other web braces for tall surfaces. All diaphragms, braces, and within 12" of notches. Do not notch in overhangs, heel panels, connections shall be designed by the engineer of record. _ plates or areas marked (NNL). ill! 2X4% 3x5.., X5 22-9-2 -I 3X5' (NNL) 5 5 r i 110 INI (') 5X5 4X5[1]% 5X7= (*)W8 '• 11-3-8 T .c (a) (a) „NoW7(*). WW1 * 5X7= 3X5 4-11-3 W1 1 ,a) ( ) .�. (* 3-. W4 - W5 W6 0-8-0 _ — _ — — y 18-1-4 3X5 3X5[21]= 3X5= 3X5= H0308= 3X5= 8X8(E4) 4X5[3] III 3X7[45]= 1-6-0 — 1-4-a-4-01-10-71-10-1 7-7-9 7-7-9 J_ 8-610 L -r§-4-8 8-6-0 6-2-13 -L.. 8-6606-3 (. 15-3-2 � 25-6-0 J 40-9-2 Over 2 Supports R=2261 U=90 R=2264 U=91 W=5.5" RL=121/-170 Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) p PROF PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 15.01.F� FS OR/—/1/—/—/R/— Scale =.1875"/Ft, TrassComponents ofOre on 1503)357-2118 a*WARNINGI** READ AND FOLLOW ALL NOTES ON THIS DRAWING! {5 S(ylN(c O g 1 �•IIPBRTANT*• FURNISH THIS DRNAING TO ALL CONTRACTORS INCLUDING THE INITIALLERS. li F TC LL 25.0 PSF REF R7175— 647 78 _ 825 N 4 Ave,Cornelius OR97 13 C3 +Q 9 Trusses require extreme care in fabricating, handling, shipping, andInstalling and bracing.s. etyer to and!prior 19675 P TC DL 10.0 PSF DATE 04/15/15 the latest ngltipn of ncti (Building Component Safety Information, by TPI pe MA) for safety practices prior • `' to performing these functions. LInstallers shall provide temporary bracing per SCSI. Unless noted otherwise, r top chord shall have properly attached structural sheathing and bottom chord shall have aa properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI e : BC DL 7.0 PSF DRW CAUSR7175 15105153 L� i sections B3, B7 or B10, as applicable. Apply plates to each face 'truss and position as shown above and on All1Odilkhki the Joint Details, unless noted otherwise. Refer to drawings 180A-Z Po rstandard plate positions. 0''15/2015 BC LL 0.0 PSF CA-ENG TSB/GWH J Alpine, a division of ITN Building components Group Inc, shall not t 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. V TOT.LD. 42.0 PSF SEQN— 306458 . A seal m this drwing or Dower page listing this drawing. Indleetee accepeenao of professional engineering IR an.20.19� r apeneibility solely for the design ahem,. The suitability and use of this drawing for any structure Is the 0 D `-'.N� DUR.FAC. 1 .15 FROM BB OP 8351 Revell Circle responsibility or the Building Moamar per ANSI/TPI 1 See.2. M! Sacramento,CA 95828 For more information see this Job's general notes page and these web sites) SPACING 24.0" JREF- 1 VFP7 1 75204 1111ALPINE: www.alpineite.cwm: TPI: ww.tpinst.org:PTCA: www.sbcindustry.com; ICC: ww.iccsefe.ora Renewal ds00 8(30!2015 .e 5 s , . • i . i , , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0415107--JT ROTH CONSTRUCTION -Medallion Mdws Iot 18 -- VERIFY VERIFY, OR - B ) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 23,77 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet. anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) :W2, W3, W7 2x4 DF-L #2(g): DL=4.2 psf. :W4, W5, W6 2x4 DF-L #1&Bet.(g): :Rt Slider 2x4 DF-L Std/Stud(g): BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member design. Connectors in green lumber (g) designed using NDS/TPI reduction factors. (a) Continuous lateral restraint equally spaced on member. Left end vertical not exposed to wind pressure. 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. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [ 0] W4X5 S 1.25 [ 1] W2X4 S 2.75 [ 2] W3X5 2.00 R 1.25 5X5= [10] W3X7 S 1.25 iim T 5 r— 15 4X5[0] W5 5X5 '' 11-3-8 (a) (a) 1.5X4°441111444 /// 4-11-3 W2 Wt �� 0-8-0 _L iimmunimmummoommemis...immummonommo= ' = � 18-1-4 2X4[1] 111 3X5[2]= 3X7[10]= 4X8— 6X6(E1)= 1-6-0 t 7-7-9 7-7-9 6-4886-0 6-4-8 8-6-0 6-2-13 8-66-06-3 sl 15-3-2 _�_ 25-6-0 J Ec 40-9-2 Over 2 Supports R=1744 U=71 R=1862 U=72 W=5.5" RL=107/-151 Note: All Plates Are 3X5 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) 0 PROF PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.00 FSy, OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503)357-2118 •'WARN INGIea READ NO FOLLOW ALL NOTES ON THIS CRANING, (y1NF 825 N 4th FURNISHT Ave,Cornelius OR 97113 **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING E INSTALLERS. ��, Z TC LL 25.0 PSF REF R7175— 64779 _ Trusses require extreme re in fabricating, handling, shipping, Installing and bracing. Refer to and follow 18575 P 77 TC DL 1 0.0 PSF DATE 04/15/15 the latest edition of SCSI (Building Component Safety Information, by TPI and RICA) for safety practices prior f' to performing these functions, Installers shall provide temporary bracing per SCSI. Unless noted otherwise, 411111. . top Chord shall have properly attached structural sheathing and button chord shall Move a properly attached ,041164, rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per SCSI 0:41111. % BC DL 7.0 PSF DRW CAUSR7175 15105067 dons 83, 87 or B10, as applicable. Apply plates to es.face of truss and position as shown above and on ,4(L IrJ�N C l i the Joint Details, unless noted otherwise. Refer to drawings 180A-Z£Or standard place positions, 0'1 5/20 15 I Alpine, a division of ITN Building Components Group Inc, shall not role for OREGON BC LL 0.0 PSF CA-ENG TSB/GWH p nor for any deviation from this drawing, any failure to build the truss in conformance with ANSI/IPI T, or for candling, shipping, AN RTW COMPANY installation s bracing of trusses. ,� "en•sot 1g� ,f TOT.LD. 42.0 PSF SEQN- 306401 A mist en this drawing er ower pegs lifting this drwleg. Indicates tacepteros of professional engineering 1pi l y solely Building design .AMSI/TPi 1 ty and use of this drawing for an structure is the QLD W.1 0' DUR.FAC. 1.15 FROM BB >r 8351 Rovana Circle Sacramento,CA 95828 For more information see this Jobs general notes page and tnpse web sites) 10 ALPINE: www.slpineltw.com; TPI:www,tpinst,org; WTCA:www.sbcinaustry.com; ICC:www.iccsafe.org R.n Milld.te 8130nMS SPACING 24.0" JREF- 1 VFP7 1 7 5Z04 ' a s 1 e • , ' r n THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0415107--JT ROTH CONSTRUCTION -Medallion Mdws lot 18 -- VERIFY VERIFY, OR - B1 ) Top chord 2x4 DF-L #1&Bet.(g) :T3 2x4 HF SS: 120 mph wind, 23.77 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) :B3 2x4 HF SS: anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC :B4 2x6 DF-L 2400f-2.OE: DL=4.2 psf. Webs 2x4 DF-L #2(g) :W1, W8, W12, W13, W14 2x4 DF-L Std/Stud(g): :W4, W5 2x4 DF-L Wind loads and reactions based on MWFRS with additional C&C member #1&Bet.(g): :Rt Wedge 2x4 DF-L Std/Stud(g): design. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Calculated horizontal deflection is 0.14" due to live load and 0.19" due to dead load. Left end vertical not exposed to wind pressure. (a) Continuous lateral restraint equally spaced on member. 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 IRC-12 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, JT PLATE LATERAL CHORD Ce=1.10, CAT II & Pf=21.17 psf. No SIZE SHIFT BITE [ 0] W4X5 S 1.25 5X5= [ 1] W2X4 S 2.75 d 3X10[11] [ 2] W3X5 2.00 R 1.25 T [10] W3X7 S 1.25 5 r [11] W3X10 2.60 L 1,25 3X5s---- ,� [12] W4X5 S 1.50 1.5X4 III 3X7 4X5[0]<-- W5 •. 3X5 11-3-8 T . W4 (a) (a) a(a) – 5 pO�I w T3 W14 ssol4is 4-11-3 W1 3X5 0-8-0 1 2 = .. – B3 — 3 B4 `\ 18-1-4 2X4[1] III 3X5[2]= 3X5= 4X5(R)[12] III 8X10= 3X5= SS0514- 4X8(B8R)= 3X7[10]------ 1.5X4 III 21-6-0 7-7-9 7-7-9 '1.` 7-7-9 4-4-0 }I 4-4-0 7-4-0 7-2-4 �l` 7-2-4 -1'2-5-8,1- 15-3-2 _I— 25-6-0 23-11-2 —I` 14-4-8 "I'2-5-B ec 40-9-2 Over 2 Supports a R=1743 U=71 R=1864 U=74 W=5.5" RL=110/-153 Design Crit: IRC2012/TPI-2007(STD) g Pe• PLT TYP. 18 Gauge HS,Wave FT/RT=2%(0%)/4(0) 15.01.y c' OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503)357-2118 ...WARNING!"NEA)AND FOLIAR ALL toms ON ruts aomustG INE Q 825 N 4111 Ave,Cornelius OR 97113 **IMPORTANT.* FURNISH THIS DIMINO TO ALL CONTRACTORS INCLUDING THE INSTALLERS. a OG ry TC LL 25.0 PSF REF R7175- 64780 Trusses require extreme care in fabricating,handling, shipping, Installing and bracing. Refer to and follow 19578 P Ir 9 TC DL 1 0.0 PSF DATE 04/1 5/1 5 • the latest edition of SCSI (Building Component Safety Information, by TPI and In-CA)for safety practices prior , r to performing these functions. Installers shall provide temporary bracing par SCSI. Unless noted otherwise, 0411116%, top chord shell 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 400111' BC DL 7.0 PSF DRW CAUSR7175 15105069 AlT.J�� sections 83, 117 or B10. as applicable. Apply plates to each face of true and position as shown above and on the Joint Details, unless-peed otherwise. Refer to drawings,BOA-Z Por stenMartl pbte positions. 0-'15/2015 BC LL 0.0 PSF CA-ENG TSB/GBH I Alpine, a division of ITB Bulltlirg Components Grwp 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. TOT.LD. 42.0 PSF SEQN- 306411 AN ITB COMPANY Installation A bracing of trusses. . A seat en thl•rimming or cedar page listing this drawing, -w ing, Indicates aeaapt.noa of prefalalel anglrleg r Van.20,19G responsibility solely for the design sheen. T.meltability and u.s of this drawing for any structure la the O V X8351 Rovana Circle rabas pa blIity of the Building Designper ANSI/TPI 1 See.2. ()Lower W, DOR.FAC. 1.15 FROM BB Sacramento,CA 95828 For more Information see this,job's general notes page and theme web sites" * ALPINE, wa.elpieeitw.com,TPI: wwa.tpinst.org: NiCA:wew.sbcindustry.com, ICC: ewe.iccsafe.org Renewal date BIBOI2015 SPACING 24.On' ]REF- 1 VFP7 1 7 5204 y, f_" w THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0415107--JT ROTH CONSTRUCTION -Medallion Mdws lot 18 -- VERIFY VERIFY, OR - BGE ) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 23.77 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. :M7, M8, M9, M10, M11, M15, M16, M17, M18, M19 2x4 DF-L #2(g): :M12, M13, M14 2x4 DF-L #1&Bet.(g): Wind loads and reactions based on MWFRS with additional C&C member :Rt Slider 2x4 DF-L Std/Stud(g): BLOCK LENGTH = 1.500' design. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Truss designed to support 1-0-0 top chord outlookers and 3.00 PSF cladding on one face, and 24.0" span on opposite face. Top chord may be notched 1.5" deep X 3.5" AT 48' o/c along top edge. DO NOT OVERCUT. Left end vertical not exposed to wind pressure. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind bracing requirements. (a) Continuous lateral restraint equally spaced on member. 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 IRC-12 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on 5X5= Pg=25.00 psf, Ct=1,10, Ce=1.10, CAT II & Pf=21.17 psf. 60 , 5 5 r 3X7 M12iM13 M14 T M8 M9 M10 M1a I a 1(a)1(a),1(a)M�a)M17 8 ��, 11-3-8 M7 1(a)1(a) O ( (a410119 7- 4-11-3 3X5s 0-8-0 0 8 0 0 0 8 it 0 0 010 0 &4 8 8 0 8 0 0 o- S 0 0 0 $ 0 -& 0 0 7////////////////////////////////////////7//////////////////////////////////////////////////////////////////////////////////////// T 18-1-4 5X5= 3X7= 3X7(E5) III << 12-9-2 >I< 14-0-0 >I< 14-0-0 >-6-0 I` 40-9-2 I— 15-3-2 __ 25-6-0 J E40-9-2 Over 3 Supports >I R=128 PLF U=9 PLF W=12-9-2 R=108 PLF U=6 PLF W=14-O-0 RL=9/-13 PLF R=117 PLF W=14-0-0 Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) l PRilp PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.►d,® FSS, OR/-/1/-/-/R/- Scale =.1875"/Ft. ( ) e'WARRINGI ee LEAD AND FOLLOW ALL NOTES ON THIS DRAWING' , TC LL 25.0 PSF Truss Co������ppooA��ye,of Oregon 503 357--118 a*IMPORTANTer FURNISH THIS DRAWING TO ALL CONIWACTORS INCLWIIM TME INSTALL ERg 825N4thAve,CorneliusOR97113 Com ac,1NFF� ay REF R7175- 64781 — Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and fallow 19575 P TC DL 1 0.0 PSF the latest editions of BCSiling Component Safety Information, by TPI and WTCA) for safety practices prior DATE 04/15/15 to Performing these functions.properlyInstallers shell provide ng and bracing per SCSI. Unless noted otherwise, • %R __ top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid calling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI �-. BC DL 7.0 PSF DRW CAUSR7175 15105064 �i�./�N I1(71I Ta sections B3, 87 or B10, as applicable. Apply plates to each face of truss and position as shown above and on •I IF)iii N H the Joint Details, unless notetl ottarwlee. Refer to drawings 160A-Z foresta,dardl plate positions. O-'1 5/2015 BC LL 0.0 PSF CA-ENG TSB/GWH I Alpine, a❑Ivlaion oP ITW Building Componen s Group Inc. shall not ba responsible for any deviation from[M1ls QREGON drawing. any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY inatall.tIon&bracing of trusses. v TOT.LD. 42.0 PSF SEAN- 306404 . A.esl on Chi.drwlne or mover palm lifting this drawing, Indicates eeesptenes of prehssional Saglneariep 9,Q w.0.20,10 ,e,_ _ _ responsibility solely for the design shown. The suitability and use of this drawing for any structure Is the p/ D s�� DUR.FAC. 1 15 FROM BB r 8351 Rovana Circle respoesibl llty of the Building Designer per ANSI/TPI 1 Saa.2. Int Sacramento,CA 95828 For more information see this Job's general notes page and thpee web sites, SPACING 24.0" JREF- 1VFP7175Z04 ALPINE: www.elpineltw.coa: TPI:www.tpinst.org;WTCA: www.sbclndustry.com; ICC:www,iccsafe.org Renewal date SISDIZ016 i a TN IS DWG PREPARED FROM COMPUTER INPUT (LOADS &DIMENSIONS) SUBMITTED BY TRUSS MFR. (0415107--JT ROTH CONSTRUCTION -Medallion Mdws lot 18 -- VERIFY VERIFY, OR - DG) Top chord 2x4 DF-L 2400f-2,OE 3 COMPLETE TRUSSES REQUIRED 1 RED Bot chord 2x6 DF-L 2400f-2.OE 2 t 2 Webs 2x4 DF-L Std/Stud(g) :W1, W2, W13 2x4 DF-L #1&Bet.(g): Nail Schedule:0.120"x3", min, nails :W3, W4, W11, W12, W14 2x4 DF-L #2(g): Top Chord: 1 Row *12.00" o.c. Bot Chord: 2 Rows @ 2.50" o.c. (Each Row) Connectors in green lumber (g) designed using NDS/TPI reduction factors. Webs : 1 Row ! 4" o.c. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special loads 4" o.c. spacing of nails perpendicular and parallel to (Lumber Dur.Fac.=1,15 / Plate Dur.Fac.=1,15) grain required in area over bearings greater than 4" TC- From 35 plf at 0.00 to 35 plf at 20.65 TC- From 70 plf at 20.65 to 70 plf at 30.50 120 mph wind, 22.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- From 7 plf at 0.00 to 7 plf at 30.50 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=4.2 BC- 416.02 lb Conc. Load at 2.06, 4.06, 6.06, 8.06 psf. 10.06,12.06,14.06,16.06,18.06,20.06 BC- 1743.81 lb Conc. Load at 2.44, 4.44, 6.44, 8.44 Wind loads and reactions based on MWFRS. 10.44,12.44,14.44,16.44,18.44,20.44,22.44,24.44,26.44 28.44 BC- 1301.22 lb Conc. Load at 20.65 End verticals not exposed to wind pressure. Calculated horizontal deflection is 0,12" due to live load and 0.16" due Max JT VERT DEFL: LL: 0.36" DL: 0.49", See detail DEFLCAMB1014 for to dead load. camber recommendations. Roofs incorporating this truss require consideration for ponding design by Building Designer. JT PLATE LATERAL CHORD No SIZE SHIFT BITE Deflection meets L/36O live and L/240 total load. Creep increase factor [ 0] H0612 2.53 L 2.00 for dead load is 2.00. [ 2] SS0612 3.53 L 2.75 [ 8] W5X5 S 1.25 Truss must be installed as shown with top chord up. [ 9] W4X8 S 4.25 [14] W5X5 S 1.25 The TC of this truss shall be braced with attached spans at 24" OC in [18] W8X8 S 3.00 lieu of structural sheathing. [20] SS0612 S 2.25 [21] W8X8 S 1.25 3X5= 3X5= H0612(R)[0] III 110612(R) III 5X5[8]= 3X5= 5X5[14]= H0612(R) III 8X8(R)[21] III A 4-8-8 W1 W2 W3 W4 /1\ W1 W1 W14 4-8-8 _ W12 1 as 18_1_4 WW H0510111 8X8(R) III 4X8(R)[9] III H1014= 8X8[18]= SS0612(R)[20] III H0510 III SS0612(R)[2] III •i 1"12 5-1-9 I_ 4-11-13 J_ 4-11-13 _ ,. 4-11-13 j_ 4-11-13 _j_ 5-3-5 -7-1'n` 4-11-13 4-8-13 -I - 5-5-13 '1--- 4-8-13 -1' 4-11-13 -13-7-111'12 FC 30-6-0 Over 2 Supports R=15823 0=819 W=5.5" R=15672 U=799 W=5.5" PLT TYP. 20 Gauge HS,18 Gauge HS, Design Crit: IRC2012/TPI-2007(STD) - - Wave FT/RT=2%(0%)/4(0) 15.01.0e:: ' .1P' , OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss ComponentsofOregon (503)357-2118 "WARNINGI••READ AND FOLLOW ALL NOTES aft THIS ImANINSI �K 825 N th Ave,Cornelius 01297113 ••IgP01lTANr•• FURNISH THIS DRAWING TO ALL CONIN1lerOR6 INeWDINO TME INSTALLERS. O� t1C' e.,e. O,L TC LL 25.0 PSF REF R7175- 64782 trusses require extraes re In fabricating, handling, shipping, Installing ane bracing. Refer to and tot Iow 19575 P the latest edition of .care Component Safety Information, by TPI and WTCA) for safety practices pr for 7 TC DL 10.0 PSF DATE 04/15/15 to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, Ir ,, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached BC DL 7.0 PSF rigid caning. Locations shorn for permanent lateral restraint of webs shall have bracing Installed par SCSI /� DRW CAUSR7175 15105154 T.,4 fL1J]N sections 83, Ellof or 810, as applicable. Apply plates to each face of truss and position as shown above and on l the Joint Details, unless noted otherwise. Refer to drawings 160A-Z fors standard plate positions. 15201 S BC LL 0.0 PSF CA-ENG TSB/GWH l Alpine. a division of ITN Building Components Group Inc. shall not be responsible for any deviationatfrom this OREGON _ drawing, any tel to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation A bracing of trusses. TOT.LD. 42.0 PSF SEQN- 306461 A el en this drawing er cover pegs listing this drawingIndicates aaeaptYgm or prefMslenel engineering 9 ` Mofl.20,080 r _ sheen.responsibility solely for the design sha , The suitability and use of this drawing f any structure is the -rO�D w N� DUR.FAC.1 .15 FROM BB 8351 RGvaaaCacle reepenslblllty of the Building Designer per ANSI/IPI 1 sec.E. Saeramento,CA95828 For more information see this Jobs general notes page and thpse web sites, SPACING 24.0" JREF- 1VFP7175Z04 ALPINE: www.elpineltw.com: TPI:www.tpinst.org:RICA: wnMd .sbcinustry.com: ICC:www.lccsafe.org lil Renewal dale 613012015 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0415107--JT ROTH CONSTRUCTION -Medallion Mdws lot 18 -- VERIFY VERIFY, OR - GGE ) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=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 factors. Wind loads and reactions based on MWFRS with additional C&C member design. Truss designed to support 1-0-0 top chord outlookers and 3.00 PSF See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind cladding on one face, and 24.0" span on opposite face. Top chord may be bracing requirements. 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 toad is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5= I Z i i 5 i•. W2 .•a 5 3-8-1 W1 \i 0-4-1 0-4-1 / ■�� ■ ■ —L _� 0 ■ ■ ■ i7._ 9-0-0 / I 3X7'--- _ 4 3X5(A1)= 3X5(A1)EE Le1-6-0aJ Ll-6-0sJ 4-3-14 _i_ 3-8-2 ).-c3-8-2 4-3-14 8-0-0 8-0-0 8-0-0 _I, 8-0-0 J I 16-0-0 Over 2 Supports R=914 U=50 W=5.5" R=914 U=50 W=5.5" RL=68/-68 Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.0o : ' ■FF, OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Components of Oregon (503)357-2118 e' FURNISH• READ MDNGTFOLLOW ALL NOTES°NTHIS LUDING' X45 a(;,1hfE4� l) TC LL 25.0 PSF REF R7175- 64783 825 N 4th Ave,Cornelius OR 97113 "I " FURNISH THIS DRAWING TO all coiisw icTD0.S INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating, handling, shipping, Inetalling end bracing.Refer to and follow 19575 P '9 TC DL 10.0 PSF DATE 04/15/15 the latest edition of BCS1 Building Component Safety Information, by TPI and MICA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise. 0- cal 41416 top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint of webs shall have bracing installed per BCSI e` .-,'y BC DL 7.0 PSF DRW CAUSR7175 15105060 ,4 �� sections 63, 87 or 810, as applicable. Apply plates to each faceoftruss and position as shown above and on I the Joint Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. �� 15�2�1 5 Alpine. a division of 11W Building Components Group Inc. shall not be responsible for any deviation from this BC LL 0.0 PSF CA-ENG TSB/GWH 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. r TOT.LD. 42.0 PSF SEQN- 306441 A.NI en ala drawing or cover page listing this drawlnp Indioetes accepter.of profralaul engineering 9 �dn.20,10" y responsibility solely for ae design shawl. 1.suitability and uM of this drawing for any structure is the -E(4.0100". O N� DUR.FAC. 1 .15 FROM BB F 8351 Rovana Circle ibiilq of the Building Designer per ANSI/TPI 1 Sep.z. CD W, Saceanlelw,CA 95828 For more information see this Jobs general notes page and these web sites t SPACING 24.0" JREF- 1VFP7175Z04 Illv ALPINE: ww.alpineltw.cam: TP1:ww.tpinst.org: NTCA:ww.sbcindustry•com: IC,: wwe.iccsafe.org Renewal dale 6190/2015 , ' , ' w ' m II THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0415107--JT ROTH CONSTRUCTION -Medallion Mdws lot 18 -- VERIFY VERIFY, OR - G ) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Studg ) DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. 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 Deflection meets L/360 live and L/240 total load. Creep increase 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, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5= e 1.5X4%- -- 1 .5X4''' .5X41 .5X4=; 5 i- O 0, 1 5 3-8-1 0-4-1 0-4-1 / li 3X7= 3X5(A1)= 3X5(A1)- Li_6_co." X5(A1)L1-6-0o." L1-6-0 ..1 4-3-14 8-0-0 3-8-2 ,+c 3-8-2 8-0-0 4-3-14 L- 8-0-0 _1_ 8-0-0 J 16-0-0 Over 2 Supports R=799 W=5.5" R=799 W=5.5" RL=60/-60 Design Crit: 1RC2012/TPI-2007(STD) EO PROF�s PLT TYP. Wave FT/RT=296(096)/4(0) 15.01 ..'_'$ . ! dl,_ OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Components ofOre on (503)357-2118 •'WARN INGRee READ AID FOLLOW ALL NOTES ON THIS OIWINOI C, Q+ TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 . PORNrw• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS' `19575 P $.t•- REF R7175- 64784 TA Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer t0 end follow the latest edition of BCS1 (Building Component Safety Information, by TPI and TRCA) for safety practices prior „070,, TC DL 10.0 PSF DATE 04/15/15 TA to performing these functions. Installers shell provide temporary bracing per SCSI. Unless noted otherwise. _ top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Location shown for permanent lateral restraint of webs shall have bracing Installed per SCSI ' BC DL 7.0 PSF DRW CAUSR7175 15105070 ,4 JO sections 63. 67 or 610, as applicable. Apply plates to 0801 face of truss and position as shown above and on 0, 15/201015'' 5/20 1 5 I the Join[Details, unless noted otherwise. Refer to drawl 160A-Z for standard late (tion. drawings p any G� OREGON BC LL 0.0 PSF CA-ENG TSB/GWH Alpine, a division Of RTW Building Components Group inc, shall not be responsible for any tlevletion from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN RTW COMPANY Installation&bracing of trusses. 1,6447.20,10° TOT.LD, 42.0 PSF SEQN- 306438 . A Nei on this drsolog or cover page listing this drawing, Indicates Weowptbwm of prOfessloneI engineering "-OL D v•N� responsibility solely for the deeltpl shoal. The NitNll Ity and use of this drawing for soy structure Is the DAR.FAC. 1 .15 FROM BB X 8351 Rovana Circle responsibility of the Building Designer per ANSI/TPI 1 Sec.d. Sacramento,CA 95828 For more information see this Jobs general notes page and these web sites, Renewal date8l6O@818 SPACING 24.0" JREF- 1VFP7175Z04 ALPINE: www.alpineltw.can; TPI: www.tpinst.org; NTCA: www.sbcindustry.com; ICC:www.iccsafe.org af THIS DWG PREPARED FROM COMPUTER INPUT (LOADS &DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0415107--JT ROTH CONSTRUCTION -Medallion Mdws lot 18 -- VERIFY VERIFY, OR - FGE ) Top chord 2x4 DF-L #1&Bet.(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. :Lt Slider 2x4 DF-L Std/Stud(g): BLOCK LENGTH = 1.500' :Rt Slider 2x4 DF-L Std/Stud(g): BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member design. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Truss designed to support 1-0-0 top chord outlookers and 3.00 PSF cladding on one face, and 24.0" span on opposite face. Top chord may See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind be notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. bracing requirements. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. Provide lateral wind bracing per 1TWBCG wind bracing details or per engineer of record. 2X3 studs require reinforcement at 70% of the length Bottom chord checked for 10.00 psf non-concurrent bottom chord live tabulated for 2X4 studs of the same grade. load applied per IRC-12 section 301.5. A\ 4X5= i Deflection meets L/360 live and L/240 total load. Creep IN Shim all supports to solid bearing. increase factor for dead load is 2.00. i '� 6-8-0 11J 11-9-4 3X5 1 p 12 s 3X5 4. ig. Q 4X8(R) III 1 Q 1 0-8-0 %* \ 0-8-0 9-0-0 3X5(E3) 3X5(E3),•.---- 3X7 3X7(E3) III 3X7(E3) III L1-6-0 < 5-6-8 ><< 5-6-8 >5--8 1-6-0J 6-0-0 >c 6-0-0 12-0-0 Over 4 Supports R=304 U=78 W=5.5" R=65 PLF U=27 PLF W=5-6-8 RL=179/-179 R=98 PLF U=13 PLF W=5-6-8 R=304 U=78 W=5.5" Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) .0 PRo1 . PLT TYP. Wave FT/RT=2%(0%)/4 0 15.01.'! i S® OR/-/1/-/-/R/- Scale =.34"/Ft. Truss Components 503 357-2118 •.WARN INGIew BEAD AM)FOLIAR ALL NOUS ON THIS OWNING! Ca N CI p TC LL 25.0 PSF REF R7175— 64785 mp ) e9i °NfANr'• FURNISH THly AWING TO ALL CORINACIBPS INCLUDING THE INSTALLERS.825 N 4th Ave,Cornelius O 97113 19575 P Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to end fellow TC DL 10.0 PSF DATE 04/15/15 the latest edition of SCSI (Building Component Safety Information, by TPI and' CA) for safety practices prior . tS o performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise. //�� top chord shall have properly attached structural sheathing and bottom chard shall have a properly attached /- % BC DL 7.0 PSF rigid caning. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI DRW CAUSR7175 15105072 A_�� ' sections Ba, al or unless as applicable. Apply. R plates o dowing face of truss and position asc shown ion amus and on 15/20 15 ' I Sc.Joint Details,diviunless rwteduil otherwise. Refer to drawInc. ha lent a forstandard plate pdeviation OREGON BC LL 0.0 PSF CA-ENG TSB/GWH s. I Alpine, a division of ITO Building Components Group Inc. shall not be responsible for any tleviatlwn from this drawing, any failure to build the truss In conformance with ANSI/TPI 1,or for handling, shipping, AN ITW COMPANY installation&bracing oftrusses. a "en.20,16 TOT.LD. 42.0 PSF SEAN- 306436 . A pal ed this drawing er glover page listing this drawing, Indicates amaptanes of professional engineering rpFvuIbl l ily solely for vas design sheen. The suitabi l Ity aro use of this drawing for.,n,structure is theO`D W. X 8351 Roma Circle ^ � ty -Plb'liof she Building Designer per NI/TPI 1 See.2. DUR.FAC. 1.15 FROM BB Sacramento,CA 95828 For more information sea this Job's general notes page and these web sites:' Renewal data 85012018 ALPINE: sww.elpineitw.com:TPI:s ,tpinst.org;11TCA:wwr.sbcindustry.com; ICC: see.iccsafe.arg SPAC 1 NG 24.0" JREF- 1 VFP7 1 75204 w 11- i THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0415107--JT ROTH CONSTRUCTION -Medallion Mdws lot 18 -- VERIFY VERIFY, OR - F ) Top chord 2x4 DF-L #1&Bet.(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) :W2 2x4 DF-L #2(g): DL=4.2 psf. :W3 2x4 DF-L #1&Bet.(g): :Lt Slider 2x4 DF-L Std/Stud(g): BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member design. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. (a) Continuous lateral restraint equally spaced on member. 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. 1.5X4 III 3X511 , i 12-0-8 12 3X5i 0011 0-8-0 , L `�J s 64X8(R) III / _ " 9-1-8 9-0-0 3X7(E3) III 3X5s 3X5(E3) 1-6-0 L 6-0-0 5-6-0 J 6-0-0 —I' 5-6-0 E-11-6-0 Over 2 Supports-- R=674 W=5.5" RL=214/-118 R=532 U=68 Design Crit: I RC2012/TPI–2007(STD) eVo PROFIT PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.0!_'(f1, `r@,, OR/–/1/–/–/R/– Scale =.1875"/Ft. Truss Components of Oregon (503)357-2118 " IING1"READ AND FOLLOW w-moms ow THIS DRAINING! c �1 I rCl` 0 825 N 4th Ave,Cornelius OR 97113 ••IN/gNfANr•• SHISH SH THIS NNBY.INe m ALL caNIRACTaRs INCWDIK.THE lNsrAL1E71s, 0Q 9 TC LL 25.0 PSF REF R7175— 64786 _ 19575 P Trusses reditio eofrBCS re in ngbCen, Safety I, oriation, Iystalling a,�braoing. Refer to axe fallow TC DL 10.0 PSF DATE 04/15/15 the latest ng these of SCSI (Building Coesre ant Safety Information, by TPI and NBCSI Por safety practices prior r`r to performing functions. Installers shall provide temporary bracing per BCS!. Unless noted otherwise,041111164 /1 BC top chord shell have properly attached structural sheathing and bottom chord shall have a properly attached /- DL 7.0 PSF rigid cei I Ing• Locations sham for permanent lateral restraint of webs shall have bracing Installed per BCS! DRW CAUSR7175 15105071 ctions 63, 67 or B10, as applicable. Apply plates to each face of truss and position as shown above and on ��'15/2015 A n IF I] I 'WA sections Joint Retails. unless,ScU otherwlae. Wafer tc drawirga 16°A-Z Par standard plats Positions. OREGON BC LL 0.0 PSF CA–ENG TSB/GWH II ( Alpine, a tlivislon oP ITW Bulitling Components Group Inc, shell not ba resporoible for any deviation Prom this J drawing, any failure to build the truss in conformance with ANSI/TP1 1, or for handling, shipping, AN 11•W COMPANY installation&bracing of trusses. 9 Van,20,10 '+ TOT.LD. 42.0 PSF SEQN– 306433 A.awl en this drawing or cover pegs listing this drawing, Indicates aoesptamae of professional engineering ROCD W•�� reepanalbillry solely far the deelgn .AN 1�ltebiili y.�u'of this drawing for any structure Is the DUR.FAC. 1.15 FROM BB f 8351Rovana Circle ^waenalblll se the BuildingDesigner Saeramenlo,CA 95828 For more information sae this Job's general notes page and these web sites:' Renewal date 6/30/201S SPACING 24.0" JREF– 1 VFP7 1 7 5Z04 ALPINE: wew.alpineltw.dom; TPI:ww.tpinst.org;MICA: ww.sbclndustry.com: ICC:www.iccsafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS &DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0415107--JT ROTH CONSTRUCTION -Medallion Mdws lot 18 -- VERIFY VERIFY, OR - EGE ) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 20.51 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 :W1 2x4 DF-L Std/Stud(g) DL=4.2 psf. :Lt Slider 2x4 DF-L Std/Stud(g): BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber (g) designed using NDS/TPI reduction factors. design. Right end vertical not exposed to wind pressure. Truss designed to support 1-0-0 top chord outlookers and 3.00 PSF cladding on one face, and 24.0" span on opposite face. Top chord may be See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. No bracing requirements. knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. Provide lateral wind bracing per ITWBCG wind bracing details or per engineer of record. 2X3 studs require reinforcement at 70% of the Bottom chord checked for 10.00 psf non-concurrent bottom chord live load length tabulated for 2X4 studs of the same grade. 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. I I I 5 1 4-9-3 P 3X5 Al I 0-8-0 I i il I I = i Pr ® 18-1-4 3X7(E5) III 9-7-4 y'_12 E9-10-0 Over Continuous Support R=109 PLF U=25 PLF W=9-10-0 RL=18 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) EO PROF PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01 .pe :w FSS OR/-/1/-/-/R/- Scale =.4375"/Ft. Truss ComponentsofOregon ((503))357-2118 " NINGI°'RAD Ino FDLLap ALL Nuts an THIS DIMING! ' 1 FF • - 825 N4 Ave,Cornelius OR 97113 ••Im'SRTAAi•• FURNISH IRIS CORNING TO ALL CDNINIICIOIm IIICUJDIISS THE INSTALLERS. O y TC LL 25.0 PSF REF R7175- 64787 Trusses require extreme care in fabricating, 19575 P handling, shipping,reetioninstalling and brfor s. Refer to and follow 9 TC DL 10.0 PSF DATE 04/15/15 the latest edition of SCSI ns.I st Component Safety Ieftempo{arh, by TPIiand NSCSI for essty practices prior �I to performing these functions. Installers shall provide temporary bracing per Unlessanoted otherwise, top chary shall nava properly attached structural sheathing and bottom chord shall have a properly attached ' BC DL 7.0 PSF rigid Gelling. Locations shown for permanent lateral restraint of webs shall have bracing installed par SCSI DRW CAUSR7175 15105068 - l]N I sections 03, 87 or 8 e 1a, as applicable. Apply plates to each face of truss are position as shown above and a O 15/2015 A Tilthe Joint Details, unless noted otherwise. Rarer to drawings 160A_Z forsstl plate positions. OREGON BC LL 0.0 PSF CA-ENG TSB/GWH Alpine. a division of ITN Building Components Group Inc. anal1 not be responsible for any deviation from this draeing, any failure to build the truss in conformance with ANSI/WI 1, or for handling, shipping, � AN ITW COMPANY installation&bracing of trusses. wJ '1,#.2(0910 TOT.LD. 42.0 PSF SEQN- 306423 A anal on this arawwing Cl'saver papa listing this drawing, lndleates aaaaptanele of prnhglenel engineering 4'0L D W ON' _ responsibility wholly for the design Nowt. The suitability and use of this dreams for any structure I.w `, DUR.FAC. 1.15 FROM BB F 8351 Rovana Circle responsibility of the Building brlgnar per ANSI/IPI I Sw.2, SaemMento,CA95828 For more information see this Job's general rotes page and these web sites,' Renewal dateBiS012016 SPACING 24.0" JREF- 1VFP7175Z04 ALPINE: www.elpina ltw.ewe; TPI:wrw.tpi nst.org;NiCA: ww.nntl naustry.con; ICC:www.{ccsafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS &DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0415107--JT ROTH CONSTRUCTION -Medallion Mdws lot 18 -- VERIFY VERIFY, OR - E ) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 20.51 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 Slider 2x4 DF-L Std/Stud(g): BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber (g) designed using NDS/TPI reduction factors. design. Right end vertical not exposed to wind pressure. 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. 1.5X4111 I 3X5 144,1111 1111111111111111111 i5,5"-- 5 4-9-3 3X5 b 0-8-0 1111 i 18-1-4 1.5X4 III 4X5(R) Ill 3X7(E5) ID L_1-6-0-' 2 4-11-0 ...c 4-8-4 - 4-11-0 4-11-0 1< 9-10-0 Over 2 Supports >+ R=540 U=11 W=5.5" R=416 U=38 RL=99 Design Crit: IRC2012/TPI-2007(STD) rEQ PROF!. PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.y : `pS OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-1118 ewNARMINGI we READ ANra D FoALL NOTES ON THIS DRAIIINGI 4` 825 N 4th Ave,Cornelius OR 97113 ''IMPORTANT*" FURNISH THIS MARINO T°ALL CONTRACTORS INCLUDING THE INSTALLERS. 19575 P '4' Z TC LL 25.0 PSF REF R7175- 64788 Trusses rewire extreme care in fabricating, handling, shipping, installing and bracing.Refer to and follow y the latest edition of SCSI (Building Component Safety Information, by TPI and MICA)for safety practices prior i - �/ TC DL 10.0 PSF DATE 04/15/15 these performing Cae functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise. Top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached /- ....7„, 111111h6 . BC DL 7.0 PSF rigid calling. Locations shown for permanent lateral restraint of webs shall have bracing installed per Bcsl DRW CAUSR7175 15105059 ,4 11--,1F1I 7 sections 03, 07 or B,g, as applicable. Apply plates to each face of true and position as shown above and on 0''15/2015 1 the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. OREGON BC LL 0.0 PSF CA—ENG TSB/GWH 1 Alpine, a tll vision of ITR Build lrg Cmeponents Group Inc, shell rot ba responsible for any tlavieTlon from this drew ing, any failure to build the truss In conformerwe with ANSI/TPI 1, or far handling, shipping, -- AN ITwCOMPANY Installation.bracing of trusses. 'Q /40,2( 91P TOT.LD, 42.0 PSF SEQN- 306420 A anal an this drawing or cover paps listing this tlI'Mlnp, indicates acceptance of professions)engineering responsibility solely for the Smits shawl. The suitability aro use of this droving for any structure Is ohs OCD W*�� 8351 Rovana Cgcle responsibility of oh.Bending Designer p.r ANSI/TPI,Sec.2. OUR,FAC. 1 .15 FROM BB Sacramento,CA 95828 Far more Information see Job's general notes page and these web al Renewal dateBlBOf2015 SPACING 24.0" JREF- 1 VFP7 1 7 5204 N. ALPINE, www.al pineitw.com;TPI: w.tpTpinst.org;MI-CA:www.sbcintlustry.cop; ICC:wmx.lccaefe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0415107--JT ROTH CONSTRUCTION -Medallion Mdws lot 18 -- VERIFY VERIFY, OR - EG ) Top chord 2x4 DF-L #1&Bet.(g) Special loads Bot chord 2x6 HF #2 (Lumber Dur.Fac.=1,15 / Plate Dur.Fac.=1.15) Webs 2x4 DF-L Std/Stud(g) TC- From 72 plf at -1.50 to 72 plf at 9.83 BC- From 4 plf at -1.50 to 4 plf at 0.00 Connectors in green lumber (g) designed using NDS/TPI reduction factors. BC- From 7 plf at 0.00 to 7 plf at 9.83 BC- 451.81 lb Conc. Load at 2.06, 4.06, 6.06, 8.06 120 mph wind, 20.51 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Wind loads and reactions based on MWFRS. anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Right end vertical not exposed to wind pressure. 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 IRC-12 section 301.5. factor for dead load is 2.00. JT PLATE LATERAL CHORD No SIZE SHIFT BITE 1.5X4111 [ 6] W4X5 S 3.75 [ 9] W4X5 S 2.25 IP 4X5 5 1 11.111140 4-9-3 li 111111111111111%-lral 0-8-0 J 18-1-4 mr.2 4X5[6] III 4X5[9]= 4X5(61)=--- I<--1-6-0--->1 X5(61)L-1-6-0--->1 L. 4-11-0 4-8-4 z Iz 4-11-0 4-11-0 k 9-10-0 Over 2 Supports R=1394 U=87 W=5.5" R=1301 U=65 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.00:I:I � ��4 . OR/-/1/-/-/R/- Scale =,511/Ft. Truss Components of Oregon (503)357-2118 ""WARN 1141"e READ AND FBI_°n ALL NOTES ON THIS DIMING! 5 G MF �O TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 ""INPORTANr• FURNISH THIS=AIRING TO ALL CONFP/IC ORS INgJOINS THE INSTALLERS. �,� a F+ Z REF R7175- 64 789 Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and follow 19575 P 9 TC DL 1 0.0 PSF DATE 04/15/15 the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, I- rid, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached TM, rigid ceiling. Locations shorn for permanent lateral restraint of webs shall have bracing Installed per SCSI, �i , Ar BC DL 7.0 PSF DRW CAUSR7175 15105066 T1 \1 l sections 83, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on 1 A II iir ' , e Joint Details, unless noted otherwise. Refer to drawings 160A_2 for standard plate positions. 0,15/2015 BC LL 0.0 PSF CA-ENG TSB/GWH ' \v' ! Alpine, a division of ITN Bul win Components Group Inc. shall no be responsible for any deviation from this drawing, any failure to bund the truss In conformance with ANSI/TPI 1, or for handling, shipping. OREGON AN ITW COMPANY installation 6 bracing of trusses. -+ TOT.LD. 42.0 PSF SEQN- 306431 . A seal an this drawing or cover pegs listing Ch1.drawing, indicate.aooapt.nee of professional engineering Y Von.20.1901 4 reapanalbility solely for the design.hewn. Th.suitability and use of this drawing for any structure is teeOC D W.�` DUR.FAC. 1 .15 FROM BB 8351 Rovana Circle responsibility of the Building Designer per ANSI/TPI 1 See.s. Saaamento,CA95828 For more information see this Job's general notes page and these web sites.. SPACING 24.0" - JREF- 1VFP7175Z04 ALPINE: www.aipineltw.com: TPI:aew.tpinst.org:RICA: www.sbcindustry.coe; ICC: ene.iccsefe.org Renewal dale 313012015 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0415107--JT ROTH CONSTRUCTION —Medallion Mdws lot 18 -- VERIFY VERIFY, OR — CGE ) Top chord 2x4 DF-L #2(g) 120 mph wind, 23.61 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 :M1, M7 2x4 DF-L Std/Stud(g): DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Calculated horizontal deflection is 0.11" due to live load and 0.25" due to dead load. Truss designed to support 1-0-0 top chord outlookers and 3.00 PSF cladding on one face, and 24.0" span on opposite face. Top chord may be See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. No bracing requirements. knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. 4X5= Provide lateral wind bracing per ITWBCG wind bracing details or per engineer of record. 2X3 studs require reinforcement at 70% of the Bottom chord checked for 10.00 psf I . length tabulated for 2X4 studs of the same grade. / non-concurrent bottom chord live load applied IX 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. Fasten rated sheathing to one face of this frame. 12AF 1 i 12 7-11-8 1, 3-0-12 M11111 M7 3-0-12 I u I I ■ ■ / UI ' • • ■ • +18-1-4 r PV 2X4 III 2X4 III I, 4-10-12 _I. 4-10-12 J -9-9-8 Over Continuous Support R=112 PLF U=15 PLF W=9-9-8 RL=11/-11 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 ..e °: ' OFFS. OR/-/1/-/-/R/- Scale =.34"/Ft. Truss Components of Oreon ((503))357-2118 eeEARNINDIaa READ AND FOLIA ALL NOTES ON THIS DRAWING! (j1NE� /O,y TC LL 25.0 PSF 825 N 4111 Ave,Cornelius 0 97113 "IIPONTAN" FURNISH THIS DRAWING TO ALL CONTRACTORS IYCLWI s THE INSTALLERS. 0 _` + REF R7175— 64790 Trusses require extreme care in fabricating, handling, shipping, installing and bracing.Refer to and follow 195M P 7 TC DL 10.0 PSF DATE 04/15/15 the latest edition of SCSI (Building Component Safety Information, by TPI and RICA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, lr �/ 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 par SCSI pi -.7." BC DL 7.0 PSF DRW CAUSR7175 15105065 A�L0�� sections 83, 87 or ung, as applicable.other. Apply plates dowing face or truss and position as stows above and on ' i the Al Joint Details, unless notedBuil otherwise. Refer to drawings l nod eOr standardpplate deviation 0,'15/201 5 BC LL 0.0 PSF CA—ENG TSB/GWH 1 Alpine, a division of ITR Building Components group Inc. shall not be responsible for any daniation from this OREGON drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMR4NY installation a bracing of trusses. pead TOT.LD. 42.0 PSF SEQN— 306429 A midi en this draring or carer page listing this drawing, Indicates acceptance of prof awlen.l engineering v0 90 11 responsibility solely for the design When. The suitability mold use of this drawing for any structure Is the 9R��D.W a NfG' DUR.FAC. 1 15 FROM BB ) 8311 Rovolia Circle nwpee.lbl illy of the Buliming Designer per ANSI/TPI 1 See.2. SIcTEMMlto,CA95828 for more information e� b this Jos general notes page and these web s ' " SPACING 24.0" JREF- 1VFP7175Z04 ALPINE: ae..alpineitw.com; TPI: .tpinst.org; RICA: wea.sbcindustry.com: ICC:www.iccsafe.org Renewal date 8/9072015 • ' . ` THIS DWG PREPARED FROM COMPUTER INPUT (LOADS &DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0415107--JT ROTH CONSTRUCTION -Medallion Mdws lot 18 -- VERIFY VERIFY, OR - C ) Top chord 2x4 DF-L #2(g) 120 mph wind, 23.61 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) :W3 2x4 DF-L #2(g): DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. 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(R) III %1 12 P 112 3X5/ 3X5 7-11-8 ,# 4 3-0-12 3-0-12 1All r � x18-1-4 r 3X7= 1.5X4111 1.5X4 III FE 4-10-12 4-10-12 4-10-12 I- 4-10-12 _1. 4-10-12 J 1 9-9-8 Over 2 Supports R=452 U=11 W=5.5" R=452 U=11 RL=94/-94 Design Crit: IRC2012/TPI-2007(STD) — PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.*e::'1 AIRF OR/-/1/-/-/R/- Scale =.34"/Ft. Truss Components of Oregon (503)357-2118 "WARNING!"READ Aro FOLLw ALL'Koss an THIS DIMING! GINE. 1Q TC LL 25.0 PSF 825 N 4 Ave,Cornelius O 97113 •.119NROANr'• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Uig l� c,Q y REF R7175- 64791 Trusses require extreme re in fabricating, handling, snipping, installing and bracing. Refer to and follow 1 9676 P the latest edition of nCS1(Building Component Safety Informetlan, by TPI and wrCA) for safety practices prior ir TC DL 10.0 PSF DATE 04/15/15 to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, /� ;l — 41111 top chord snail nava properly attachedpermanent structural sheathing and bottom clrord shall nave a properly attached SC BC DL 7.0 PSF rigid ceiling. Locations ahoy,for permanent lateral restraint of webs shall have bracing installed per SCSI 4" DRW CAUSR71 75 15105063 A L, O i sections 83, 87 or Gla, as applicable. apply plates to each face of truss and position as shown above a.on l the Joint Details, unless noted otherwise. Refer to Inc. ngsaha,ago-z for standard plate any deviation 0'15/2015 BC LL 0.0 PSF CA-ENG TSB/GWH I Alpine, a division of ITR Buildingdthe truss i con group conformance shall not be responsible for any tlppiation from this drawing, any failure to bulla the truss in canrormm�ce With ANSI/TPI 1, or far handling. shipping, OREGON AN ITW COMPANY instal Nation A bracing of trusses, r TOT.LD. 42.0 PSF SEQN- 306426 A..eI an this drawing or cover pogo listing this drawing. Indicates.ee.pf.see of professional engineering9 4...n.20,00' G respenslbi l lty solely for tlw design show,. Wok solubility and use of this drawing Ter any structure I.tlw responsibility of Ue Building Designer par ANSI/TPI I See.2. OC •�v OUR.FAC. 1.1 5 F 8351RgvanaCscle vi. FROM BB Sacnnnento,CA9s82s For more information see this Job's general notes page and these web alias:' SPACING 24.0" JREF- 1VFP7175Z04 T • ALPINE,www.alpinaltw.can; TPI:sw.tpl nst.org; N7CA: eww.sbci,Wustry.com; ICC: www.iccsefe.org date 8130/2013 Gabe 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 "L' Brace A (1) 2x4 "L' Brace w (2) 2x4 "L' Brace ww <1) 2x6 "L" Brace w (2) 2x6 "L" Brace ww 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: C Spruce-Pine-Fir Hem-Fir _f_) #1 / #2 4' 7' 7' 10" 8' 1" 9' 3" 9' 7' 11' 0' 11' 5' 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° #3 Stud #3 Standard CD O H r Stud 4' 4' 7' 2' 7' 7' , 9' 1" 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0" fStandard 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 Pine*** 0.) - #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 SP #2 4' 7' 7' 10' 8' 1' 9' 3" • 9' 7" 11' 0" 11' S" 14' 0" 14' 0" 14' 0" 14' 0' Stud Stud Standard Standard DFL #3 4' 6" 6' 6" 6' 11' 8' 7" 9' 2" 10' 11" 11' 4' 13' 6° 14' 0' 14' 0' 14' 0" (U D I I� Stud 4' 6" 6' 6' 6' 11" 8' 7" 9' 2' • 10' 11' 11' 4' 13' 6" 14' 0" 14' 0" 14' 0' d Standard 4' 4" 5' 9' 6' 1' 7' 7' 8' 2" 10' 4' 11' 1" 11' 11" 12' 10' 14' 0' 14' 0' Group B: U #1 / #2 5' 3" 8' 11" 9' 3" 10' 7' 11' 0" 12' 7' 13' 1° 14' 0' 14' 0" 14' 0" 14' 0" Hem-Fir _ #3 5' 0' 8' 10' 9' 3" 10' 5" 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0" i 14' 0' #1 E Btr U HF Stud 5' 0' 8' 9' 9' 2" 10' 5" 10' 10" 121 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0" Cu O r #1 Standard 5' 0' 7' 6" 8' 0" 10' 1' 10' 9" 12' 5" 12' 11" 14' 0" 14' 0" 14' 0" 14' 0" 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 #2 rit- #3 5' 1' 7' 11' 8' S° 10' 6" 10' 11" 12' 6" 13' 0" • 14' 0' 14' 0" 14' 0" 14' 0' 1x4 Braces shall be SRB (Stress-Rated Board). a) .--I 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" wwwFor 1x4 So. Pine use only Industrial 55 or Standard 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 O F #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. CS _ S P #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,J U H • 13' 8" 14' 0' 14' 0" 14' 0" 14' 0" 14' 0" Wind Load deflection criterion is L1240. Of 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). d \ 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 toad from 4' 0' outiookers #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, r-i DPL Stud 5' 8° 9' 2" 9' 9" 11' 6" 12' 0' ' 13' 9" 14' 0" 14' 0' 14' 0" i 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" Sy'"'" r Attach 'L' braces with 102 (0,128"x3,0' min) nails. About l `� i 1 I O l For (1) "L' brace, space nails at 2' ac. /'� able Truss " " in 18' end zones and 4' o.c. between zones. Diagonal brace option: �� 31E 31EFor (2) "L' braces: space nails at 3' o.c. vertical length may be j T i in 18' end zones and 6' o.c between zones. doubled when diagonal 18' 0 'L' br¢cing must be a minimum of BO% of web brace is used. Connect r� © member length. diagonal brace for 385# 'L" L at each end. Max web Brace ;P Gable Vertical Plate Sizes total length is 14'. -_____ )IE)IE Vertical Length No Splice 2x4 DF-L #2 or I Less than 4' 0' 1X4 or 203 better diagonal T "' 1 Greater than 4' 0', but 2X4 Vertical length shown brncei single 18' 11. less than il' 6' or double cut +Q + Greater than 11' 6' 3X • in table above. I 45° <as shown) at L_ � fT� 1n O + Refer to common truss design for 111 upper end. 11 11 i I Ll r �- l•i peak, splice, and heel plates. / / / / continuous Bearing / / / / Refer to the Building Designer for conditions Connect diagonal at not addressed by this detail, midpoint of vertical web. Refer to chart above for m. 1PFte .-.l length. ww `hARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING! -`� `rS� REF ASCE7-10-GAB12030 ...IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, ,`� `G.`INF'F 0 Trusses require extreme care In fabricating,handling, shipping,Installing and bracing. Refer to and l� follow the latest edition of SCSI (Building Component Safety Information,by TPI and SBCA)for safety - 19575 P 9 DATE 10/01/14 Z '' practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. . — Unless noted otherwise, top chord shall hove properly attached structural sheathing and bottom chord ,w DRWG A12030ENC101014 G'-- -___- shall hove a property attached rigid ceiling. Locations shown for permanent lateral restraint of webs /'�j I'� (I I�a shnil have bracing installed per SCSI sections 53, B7 or BIO,as applicable. Apply plates to each face dill - - I l)- Imo\ i l :-� of truss and position as shown above and on the Joint Details,unless noted otherwise. L1,---,J ILII \�`I11 II Refer to drawings l60A-Z For standard plate positions. 0' 15/2015 Alpine,a division of ITW Building Components Group Inc. shall not be responsible for any deviation from (yl�ff��pp����//��pp�y AN ITW COMPANY this drawing,any £allure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, 'PIT '.7/"1'J installation a bracing f trusses. n+ „ +l MAX, TOT, LD. 60 PSF A seal on this drawing o cover page listing this drawing,Indicates acceptance of professional 4 an.20,199 I engineering responsibility solely for the design shown. The suitobkity and use of this drawing F. 13389 Lakefront Drive for any structure Is the responsib:Tity of the Building Designer per ANSI/TPI 1 Sec.2. ROL D W.NA"' Earth City,MO 83045 For more information see this job's general notes page and these web sites' MAX. SPACING 24.0" ALPINE www.alpineitw.com; TPI: www.tpinst.orgi SBCA:www.sbcindustry.org;ICC: www.lccsafe.org 41IN., R.........M.....Bi,,.,K946 Gable De , ail ((""II For- Let—in Verticals Gable Truss Plate Sizes About`li. © Refer to appropriate Alpine gable detail for minimum plate sizes for vertical studs. i; ()Refer to Engineered truss design for peak, splice, web, and heel plates. iper 411 ®If gable vertical plates overlap, use a single plate that covers the total area of . the overtopped plates to span the web. Gable 4 :114111/N IIIIii1!4I1IiI1Iiitr ! vertical Exam le: 2X4 p % 2X8 Toe-nail � - Gr - End-nail O CO To convert from "L" to "T" reinforcing members, multiply 'T' increase by length (based on Provide connections for uplift specified on the engineered truss design. appropriate Alpine gable detail). Attach each 'T' reinforcing member with End Driven Nails: Maximum allowable 'T" reinforced gable vertical 10d Common (0148'x 3.',min) Nails at 4' oc. plus length is 14' from top to bottom chord. (4) nails in the top and bottom chords 'T' reinforcing member material must match size, specie, and grade of the 'L" reinforcing member, Rigid Sheathing Toenalled Nails: 10d Common (0.148"x3",min) Toenails at 4' o.c. plus Web Length Increase w/ "T° Brace i4 Nails �� `� (4) toenails in the top and bottom chords. "T" inf. This detail to be used with the appropriate Alpine gable detail for ASCE Mbr, Size Increase Reinforcing wind toad. 2x4 30 Member ASCE 7-05 Gable Detail Drawings Example: 2x6 20 ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 Gable Nails Truss Spaced At ASCE 7-10 Gable Detail Drawings Gable Vertical = 24"o.c. SP #3 4' ac. A11515ENC101014, A12015ENC101014, A14015ENC101014, A16015ENC101014, 'T" Reinforcing Member Size = 2x4 A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014, 'T` Brace Increase (From Above) = 30% = 1.30 A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014, CD 2x4 'L' Brace Length = B' 7° A18030ENC101014, A20030ENC1O1O14, A20030END101014, A20030PED101O14 Maximum 'T" Reinforced Gable Vertical Length 1.30 x 8' 7" = 11' 2" See appropriate Alpine gable detail for maximum unrelnforced gable vertical length. A 4 Nails ii ceiling .4'op PROpr, ...WARNING..READ AND FOLLOW ALL NOTES ON THIS DRAWING! C9/ N(;�NCF,Q ,O9 REE LET-IN VERT ..IMPORTANT.: FURNISH THIS PRAISING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. • 19875 P TrussesRefer require extreme care in fabng ating,nentliSa, shipping, Instoni, and brading. Re for so r ,N. followathe Latest editionerfmi BCtI (Building Component Safety Information,provide, a TPS rad r cin far safety , �� DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. -- - -------- -- [1/ \ FIFA Un truss oted otherwise, topchord shall have properly attached structural sheathing and bottom chord / DRWG GBLLETIN1014 II�\\�iI III'—, Unlessing Ins B and on 3Bshown for permanentllateral restraint of webs „15�2�15 -- ------- — -----'--- /� \ill V ILJ�y shall hove a properly attached rigid ceiling. Locations G shot( hove bracin Installed per BCSI sections 13, J or B10, as applicable. Apply plates to each face /a 1) and as Mown above Joint Details, unless noted otherwise. OREGON L J _ Refer to drawings 160A-Z For standard plate positions. �; 15/15 Alpine, a division of ITW Building Components Group Inc. shalt not be responsible for any deviation from 4.20.19'yb .� AN ITW COMPANY this drawing, any failure to build the truss in conformance with ANSI/TPI 1,or for handling, shipping, MAX. TUT. LD. 60 PSE installation 4 bracing of trusse -.OLD `V• k� A seal on this drawing or cover page listing this drawing,indicates acceptance of professionol •• 7 engineering responsibility solely for the design shown. The suitability and use of this drawing DUR, FAC, ANY • for ony structure Is the responsibility of the Building Designer per ANSI/TP;I Sec.2. 13389 Lakefront DriveFor more Information see this Job's general notes page and these web sites. Renewal dale B130/2015w.I. EarthCity,MO63045 ALPINE. www.alpineitw.coml Mr www.tpinst.orgi SBCA. wwwsbcindustry.orgi ICC: www.iccsafe.org MAX. SPACING P4,0" 4 " ASCE 7-10: 120 rno'l, 30' Mean Height, Closed, Exposure C Common Resicential Gaole Eno Wino Bracing Requirements - StiF-Feners 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. ,* 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, 1 I I so./111%44% II 2X4 Blocking nailed to 11111t1LpH1 ; 45° sheathing and 24° Max each truss (TyP)T H 2X4 DF-L #2 H/2 or better III W :n : 0d oal brae. ah ach enX 11116 ., 1101 I I I U I ■�■ 1111 ontinuous Bearing — 2x6 #2 Stiffback attached to each Stud w/ (4) 10d box or gun (0.123" X 3", min.) nails, ��OPPROF... aaWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING! . 0 E- .. `v/� 0 REF GE WHALER ...IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 18576 P / Z 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 < , DATE 10/01/14 �_ practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. -- ----- -- ------ Unless noted otherwse, top chord shall have property attached structural sheathing and bottom chord e- ''j DRWG GABRST101014 — —_'-�.,\ .0 shall have a property attached rigid ceiling. Locations shown for permanent lateral restraint of webs il__i �1=[-NIE shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face 0,f 15 2015 L J I11ll1Jlil\\\\\�V\II..111II of truss and position asshown above and on the Joint Details,unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. O�R {7 AN ITW COMPANY Alpine, a dvision of ITW Building Components Group Inc. shall not be responsible for any deviation 9from /'�•7/ this drawing,an failure to build the truss In conformance with ANSI/TPI L or for handling, shipping, 9�-40,20 90 �r MAX. TOT, LD. 60 PSF installation 6 bracing of trusse 0 7 A seal on this drawing or cover page listing this drawing,indicates acceptance of professional L D VI •N i- engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is-the responsibility of the Building Designer per ANSI/TPI.I Sec.2. 133th Lakefront 3045 For more information see this Job's general notes pa and these web sites, Renewal date 6130/2015 Earth City,M063045 ALPINE, www.alpineitw.coml TPl ewww.tpint.ori SBCA: wwwsbcindustry,org,ICC, www.iccsafe.ory MAX. SPACING - • R Rein - ocing ve 'Ylkpe - SL, bs Li W Lion . 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. ,� ` Apply to either side of web narrow face, ,, Attach with lad (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. 1 ,,' Alternative reinforcement specified in chart below may be conservative, •• For minimum alternative reinforcement, re-run design with appropriate MI / \ FA reinforcement type. T-Reinf. L-Reinf. Web Member Specified CLR Alternative Reinforecement Scab Reinforcement: Size Restraint T- or L- Reinf Scab Rein-f, 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, iiii 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 80Z of web member length. 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6(IE) 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, I OK) Center scab on wide face of web, Apply (1) scab to eachNM face of web. `��,eo PROFS wwWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING! ,,5 aGINE 7p2 TC LL PSF REF CLR Subst. weINPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating,handling, shipping, installing and bracing. Refer to and 1967uP follow the latest edition of BCSI (Building Component Safety Information, by IPI and SBCA) for safety TC DL PSF DATE 10/01/14 / practices prior to performing these functions. Installers shot provide temporary bracing per BCSI. /l — — - -- ------ ----- Gf / Unless noted otherwise, top chord shall hove properly attached structural sheathing and bottom chord - i BC DL PSF DRWG BRCLBSUB1014 � ��l�'� n!�♦w shall have a restraint of webs / / III� I'' properly attached rigid[sing Locations shown for permanent lateral I ALJ 0—LI V shall hove brocing instolied per BCSI sections 83, B7 or B10, as applicable. Apply plates to each Face i of truss and position as shown above and on the Joint Details,unless noted otherwise. C'' 15/2015 BC LL PSF Refer to drawings 160A-Z for standard plate positions. 1p`g�yp Alpine,o division of ITW Building Components Group Inc. shop not be responsible for any deviation from lJfl 20'/"1'.7 J TOT. LD, PSF AN ITW COMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1,or for handling, shipping, six., 26y 19� installation S bracing of trusse A seal on this drawing or cover page listing this drawing,Indicates acceptance of professionalII 1 engineering responsibility solely for the design shown. The suitability and use of this drawing Oaw0 W. CUR, FAC, for any structure Is the responsibility of the Building Designer per ANSI/TPI,I Sec.2. t 1338Earth City,M 0t Orion For more information see this job's general notes page and these web sites. Earth M063046 ALPINE. www.alpineitw.com; TPI. www.tpinst.orgi SBCA. www.sbcindustry.orgl ICC. www.iccsafe.orQ Renewal date 813012015 SPACING 1 Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or; 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 "L" Brace x (1J 2x4 'L" Brace x (2) 2x4 "L" Brace CC (1) 2x6 "L" Brace w (2) 2x6 'L" Brace xx 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: Spruce-Pine-Fir Hen-Fir _p 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" #1 / #2 Standard #2 Stud U #3 4' 7' 7' 9' 8' 3" 9' 7' 9' 11" 11' S" 11' 10' 14' 0" 14' 0" 14' 0' 14' 0" #3 Stud #3 Standard 0 —r- Stud 4' 7' 7' 8' 8' 2' 9' 7" 9' 11" 11' 5' 11' 10" 14' 0' 14' 0" 14' 0' 14' 0" r 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 Pinexxx 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 SID #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 Standard Standard #3 4' 8' 7' 0" 7' 5" 9' 3" 9' 11' 11' 5" 11' 11' 14' 0' 14' 0' 14' 0" 14' 0" (U DLL Stud 4' B" 7' 0" 7' S" 9' 3" 9' 11" 11' S" 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" Hem-Fir _ S rr #3 5' 3" 9' 3" 9' 9" 10' 11" 11' 4" 13' 0" 13' 7' 14' 0" 14' 0' 14' 0" 14' 0' #1 8 Btr U Hf Stud 5' 3" 9' 3' 9' 7" 10' 11" 11' 4" 13' 0' 13' 7" 14' 0' 14' 0' 14' 0' 14' 0' #1 O r 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 Pine... #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 #3 5' 5' 8' 6' 9' 1' 11' 0' 11' 5" 13' 1" 13' 8" 14' 0" 14' 0' 14' 0' 14' 0" 1x4 Braces shall be ORB (Stress Rated Board). CU .-.19 - D F L Stud 5' S" 8' 6" 9' 1" 11' 0" 11' 5" 13' 1" 13' 8" 14' 0" 14' 0" 14' 0" 14' O" xwwFor 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 o�-( 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 may be used with these grades. V #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,J U I P 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). 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 r--! #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 overhang. D rr 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" 14' 0" 14' 0' 14' 0" 14' 0" 14' 0" 14' 0" Symm r AboutAttach L" braces with l0d (0,128'x3.0' min) nails. i i 1 I 0 31( For (1) 'L' brace, space nails at 2' o.c. Gable Truss t) �) in 18' end zones and 4' o.c. between zones. Diagonal brace option _� 31E 31EFor (2) 'L" braces: space nails nt 3' o.c. vertical length may be j r O in 18' end zones and 6' o.c. between zones. doubled when diagonal 18' �( 'L' bracing must be n minimum of BO% of web brace is used. Connect _ r� 0 member length. diagonal brace For 335# 'L" L at each end. Max web Brace1--------.--____ �;� Gable Vertical Plate Sizes total length is 14'. — BE lI( , Vertical Length No Splice 2x4 DF-L #2 or Less than 4' 0' 1X4 or 2X3 better diagonal "r Greater than 4' 0', but 224 Vertical length shownl. brace; single 16" ' less than 11' 6' in table above. or double cut 0 u Greater than il' 6' 3X ' 45• (as shown) nt I__ n� n■ i + Refer to common truss design for upper end. 0 0 u CI E1 0 I I 0 , peak, splice, and heel plates. ontinuous Bearing Allir Refer to the Building Designer for conditions Connect diagonal at10 P v•"r not addressed by this detail. midpoint of vertical web. Refer to chart above for rn. , - . e - length, , ..WARNING!..READ AND FOLLOW ALL NOTES ON THIS DRAWING! t ',/ •IMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 0\^" oG�NFF 0 REF ASCE7-10-GAB12015 1. Trusses require extreme care in Fabricating,handling, shipping,installing and bracing Refer to and 19675P r 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 SCSI. / Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord ,� /01. DRWG A12015ENC101014 a shall have a properly attached rigid ceiling. Locations shown For permanent lateral restraint GF webs / /-�Ut ')-N[- shall have bracing installed per BCSI sections 133,B7 or B10,as applicable. Apply plates to each face of truss and position os shown above and on the Joint Details,unless noted otherwise. �'!15��15 Refer to drawingsinion 1f0 II' for Building Components pints Group In. ,^ Alpine, o division of ITW Building Components Group Inc. shall not be responsible for any deviation from Y AN ITW COMPANY this drawing, any failure to build the truss in conformance with ANSI/TPI 1,or for handling, shipping, to MAX. TOT, LD. 60 PSF Installation 6 bracing of trusses. T Oq"2U 19'a A seal this drawing or cover page listing this drawing,Indicates acceptance of professional TA li engineering responsibility solely for the design shown. The suitability and use of this drawing "OLD W w It"' ;' 13389 Lakefront Drive for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sect. Earth City,M063046 For more information see this job's general notes page and these web sites, MAX. SPACING 24,0" ALPINE: www.olpineitw.com; TPI www.tp!nst.org; SBCA: www.sbcindustry.org;ICC: www.iccsafe.org Renewal date 6/30/2015 igilt w