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Plans (2) t c 7� `� v,. Ats DOCS-= OUc?r a f '. '1 5C c 053 S� //711' 6f MAY 21 20151 lUU I JflN1; Et ; Sril` IP F F I ; q t x t , m 1 m 1 1 STOR2G= TRUSS -S 1 1 i L L 1 2 // v ////` / ,M B _ 11h. BGE HAND FRAMED DORMER OVER TRUSSES 0\ SITE PER PLFN 1-- o L Customer= JT ROTH CONSTRUCTION a) cn o Desc. = Medallion Garage 0 0 co ADDRESS: VERIFY ill M o z Designed by: BILLY BREESE z w o 0 1-- •• Alpine, an ITW Company 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1 VG97175Z0105161633 Truss Fabricator: Truss Conponents of Oregon Job Identification: 0515031--JT ROTH CONSTRUCTION -Medallion Garage -- VERIFY VERIFY, OR p PROpF Model Code: IRC Truss Criteria: I RC2012/TP I-2007(STD) Engineering Software: Alpine proprietary truss analysis software. Version 15.01. tr - 14659 "9 f Truss Design Loads: Roof - 42 PSF 6 1.15 Duration Floor - N/A ' I P. Wind - 120 MPH (ASCE 7-10-Closed) 9w Notes: rfdNW, CK�'Q4� 1. Deternination as to the suitability of these truss conponents for the EXP.12-31-15 structure is the responsibility of the building designer/engineer of record, as defined in ANSI/TPI 1. 2. As shown on attached drawings; the drawing nunber is preceded by: CAUSR7175 Details: 12015EC1-GBLLETIN-GABRST10-BRCLBSUB-VAL16010- Submitted by CNC 16:16:20 05-05-2015 Reviewer: TSB $ $ # Ref Description Drawing# Date 1 84229--AGE 15125066 05/05/15 2 84230--A 15125067 05/05/15 3 84231--Al 15125068 05/05/15 4 84232--A1GE 15125069 05/05/15 5 84233--BGE 15125070 05/05/15 6 84234--B 15125071 05/05/15 7 84235--V1 15125072 05/05/15 8 84236--V2 15125073 05/05/15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0515031--JT ROTH CONSTRUCTION -Medallion Garage -- VERIFY VERIFY, OR - AGE) 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 :B2 2x4 DF-L #2(g): anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Truss designed to support 1-6-0 top chord outlookers and 5.00 PSF See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind cladding on one face, and 24.0" span on opposite face. Top chord may 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 4X5-=- live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase 104factor for dead load is 2.00. 1 i i i i ill 11111111111111116 7-8-7 i 8 (— S IL —1 8 i 0-4-7 0-4-7.111111911111115 ■a ■ ■ ■ ■ 2X4(A1)= 3X5= 82 2X4(A1) 7-- I-1-6-0-1 L1-6-0.1 11-0-0 I 11-0-0 l22-0-0 Over Continuous Support >{ R=165 PLF U=3 PLF W=22-0-0 RL=10/-10 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 .00. p2ARop, TY:1 OR/-/1/-/-/R/- Scale =.3125"/Ft. ••WARNINGI•• READ ANO FOLLOW ALL NOTES ow THRs DRAWING! REF R7175- 84229 Truss Components Ave, Of Oregon (503)357-2118 •FINPONTANT•• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. r` - -( TC LL 25.0 PSF 825 N 41h Av,Cornelius O 97113 Trusses require extreme re in fabricating, handling, shipping, Installing and bracing. Refer to and follow v, \ r the latest edition of SCSI (Building Component Safety Information, by TPI and RICA) for safety practices prior V AAP• 1 48 59 9 �, TC DL 10.0 PSF DATE 05/05/15 to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, Q,: 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 �- g' 1 BC DL 7.0 PSF DRW CAUSR7175 15125066 A��^� sections B3, BT or B10, as applicable. Apply plates to eacnh 7,1,?oof cru draw posption aa''ZIwn above and on 1 1 the pint Ddivisi, vof IT rated ptherwipo Ra Par to Inc. shall notZ eprespoom bd lora Ie intions. BC LL 0.0 PSF CA-ENG TSB/CWC I I rawAlping, a yif slur of Rbu Bdl he t ussp Inen s orman Inc. hANnot be responsible ham for any deviation f this ■:i N drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, - -- Oaf AN ITN,COMPANY installation&bracing of trusses. „0 'FC T, 1ge Ar TOT.LD.LD. 42.0 PSF SEQN- 311588 . A seal an this drawing or cover paps listing this drawing, Indltetsa s ceptanea of profsealawl engineering Q - responsibility solely Tar the design shown. The eulteblllty and use of this drawing for any structure Is the STigNW.�,�p4 DUR.FAC. 1.15 FROM BB 8351 Rovana Circle .asppwlblllty of the Building Designer per ANSI/MI t Dec.2, Sacramento,CA 95828 For more information see this Job's general notes page and these web vitae: EXP.12-31-15 SPACING 24.0” JREF- 1VG97175Z01 ALPINE: w m.alpineitw.com; TPI: www,tpinst.org; ATCA: www .sbcindustry.COW ICC: w ,iccsafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0515031--JT ROTH CONSTRUCTION -Medallion Garage -- VERIFY VERIFY, OR - A) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x6 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Calculated horizontal deflection is 0.0711 due to live load and 0.18" due to dead load. Special loads (a) Continuous lateral restraint equally spaced on member. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 74 plf at -1.50 to 74 plf at 11.00 Bottom chord checked for 10.00 psf non-concurrent bottom chord live TC- From 74 plf at 11.00 to 74 plf at 23.50 load applied per IRC-12 section 301.5. BC- From 5 plf at -1.50 to 5 plf at 0.00 BC- From 14 plf at 0.00 to 14 plf at 7.00 Deflection meets L/360 live and L/240 total load. Creep increase BC- From 94 plf at 7.00 to 94 plf at 15.00 03,-2.- factor for dead load is 2.00. BC- From 14 plf at 15.00 to 14 plf at 22.00 BC- From 5 plf at 22.00 to 5 plf at 23.50 / 2X4= a Wind loads and reactions based on MWFRS with Allall2X4= additional C&C member design. 3X5 III 3X5 III 1 .5X4'\ 1 .5X4 III I (a) 1 1 ,5X40 1 7-8-7 8411 � 5-0-0 1411111,/:://///4-1-1-1;Alillikti. 0-4-7 Ail 8-0-0 Si 11 -1-2 - c \ T 3X5= 4X5= 4X5(A1)= 4X5(A1)_ 3X5-- Li_6_0...1 X5=L1-6-0...1 L1-6-0.1 Fc 4-10-2 12-0-2 4-1-12 8 3-8 4-1-12 2-0-2 _I_ 6-10-4-10-2 I-- 11-0-0 -I_ 11-0-0 J 22-0-0 Over 2 Supports R=1407 W=5.5" R=1407 W=5.5" RL=148/-148 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01 .00. TgliROFF TY:9 OR/-/1/-/-/R/- Scale =.3125"/Ft. Truss Components4thAve,of CornsOregon (503)357-2118 e�NARNI RNI H• READ AND FOU-0111 ALL NOTES RA a THIS DRAWING! 4.'4 - TC LL 25.0 PSF REF 825 N4th Av,CorneLus OR 97113 *.IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. � R7175- 84230 Tresses require extreme re in fabricating, handling, shipping, installing and bracing. Refer to and follow ' 1 46 5 9�Q y TC DL 1 0.0 PSF DATE 05/05/1 5 the latest edition of BCSI (Building Component Safety Information, by TPI and WI-CA) for safety practices prior rf. o performing these fuxtlons tlnstallersuChall provide temporary bracing per BCSI Unless oared otherwise, `.- m top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ,40411164, gid ceiling. Location.shown for permanent lateral restraint of webs shall nage bracing Installed per BM ■ 0 /2' BC DL 7.0 PSF DRW CAUSR7175 15125067 sections 83, 67 or 810, as applicable. Apply plates to each face of trussand position as shown above and o ' n I the Joint Details, unless noted otherwise. Refer to drawings 160A-Z forstandard plate positions. A I�L��O N e a n BC LL 0.0 PSF CA-ENG TSB/CWC I Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this �,. ■N drawing, anyfailure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, V W AN ITCOMPANY installation&bracing of trusses. /� 'F0. T 1009 Q V+ TOT.LD. 42.0 PSF SEQN- 311581 . A eee1 on this drwing or bower paps listing this drawing, Indicates s0bptsnw of professions!engineering IA Q reepvulbl I ley solely for the dean,shown. The eslteb!I it,end gee of this drawing for any atrgptnre is the V4114NNP` W.CDUR.FAC. 1 .15 FROM BB 8351 Rovana Circle responsibi I ity of the Building Designer per ANSI/TPI 1 Set.2. Sacramento,CA 95828 For more information see this job's general nates page end these web sites, SPACING 24.0" JREF- 1VG97175Z01 w ALPINE: www.alpineitw.com; TPI:www.tpinst.org; WTCA: w .sbcindustry.com; ICC: w.iccsafe.org EXP,12-31-15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0515031--JT ROTH CONSTRUCTION -Medallion Garage -- VERIFY VERIFY, OR - Al) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x6 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Calculated horizontal deflection is 0.13" due to live load and 0.20" due to dead load. Special loads Bottom chord checked for 10.00 psf non-concurrent bottom chord live (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) load applied per IRC-12 section 301.5. TC- From 74 plf at -1.50 to 74 plf at 11.00 TC- From 74 plf at 11.00 to 74 plf at 22.00 Deflection meets L/360 live and L/240 total load. Creep increase BC- From 5 plf at -1.50 to 5 plf at 0.00 factor for dead load is 2.00. BC- From 14 plf at 0.00 to 14 plf at 7.00 BC- From 94 plf at 7.00 to 94 plf at 15.00 4X5= BC- From 14 plf at 15.00 to 14 plf at 22.00 Wind loads and reactions based on MWFRS with 1 .5X4= 0111 .5X4= T additional C&C member design. 2X4 ill 1 .5X4 III 1 .5X4 k' 1.5X4 III 1 .5X4 lir —I 8 7-8-7 8 (— 5-0-0 8-0-0 0-4-7 I ._ 0-4-7 �� .. --1- 8-1-2 Vl 3X5= H0508= 3X5(A1) 4X5(A1) 3X5= L1-6-0-1< 13-6-8 >l< 8-5-8 >I 4-10 6-10-4 2 �` 2-0-2 4-1-12 8 3-8 4-1-12 >1..c2-0-2 J_ 6-10-44-10-2 I- 11-0-0 ,I, 11-0-0 - l 22-0-0 Over 3 Supports • R=1211 W=5.5" R=554 U=37 W=5.5" R=930 W=3.5" • RL=128/-137 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01 .00.0 .". QTY:5 OR/-/1/-/-/R/- Scale =.3125"/Ft. Truss Components of Oregon (503)357-2118 •.WARNINGISH READ NO FOLLOW ALL NOTES ON THIS DRAWING! t G 04 TC LL 25.0 PSF R 825 N 4Th Ave,Cornelius OR 97113 *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. .��e�yD REF 7175- 84231 Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and follow 7 • the latest edition of BCSI (Building Component Safety Information, by TPI and W A) for safety practices prior lCti F TC DL 10.0 PSF DATE 05/05/15 to performing these functions. Installers shall provide temporary bracing per BCSI Unless noted otherwise, 44 14659 'Q cop 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 �. - CAUSR7175 15125068 ,4��� T! sections 8D ai or BIG, as oted oth r Apply pietas to each face of truss and position as shown above and on `- _j - ' I the Joint Gdivils, unless motive otherwise. Rater to Inc. aha,bno_Z Ter standard plate Positions. BC LL D 0 PSF CA ENG TSB/CWC • i Alpine, o tli vision oP ITW Bul ltling Components Group Inc, shall net be responsible for any tleviatlon from chis drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping. e' -e, AN ITW COMR4NY installation a bracing of trusses. " TOT.LD. 42.0 PSF SEQN- 311584 A seal on this drawing or paver paps lifting this drawing, Indicate.acceptance of professional enginaerina rt, 'FC 7 1gbe ty n•eapenalhllity solely for The Theassign shown. The suitability and use of this drawing for am structure Is the �►p W*CHP1, DUR.FAC. 1 .15 FROM BB • 8351 RGvaGa Circle respislllty of the Building Dsalgner per ANSI/TPI I Sao.P. 44 N Sacramento,CA 95828 For more information s this Job's general notes page and these web sites: SPACING 24.0" J REF- 1 VG97 1 7 5201 ALPINE: www.alpinelcw.com; TPI: www,tpinst.org; I1TCA: www.sbcindustry.com; ICC:www.iccsafe.org EXP. 31-15 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0515031--JT ROTH CONSTRUCTION -Medallion Garage -- VERIFY VERIFY, OR - A1GE) 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) :B2 2x4 DF-L #2(g): anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Truss designed to support 1-6-0 top chord outlookers and 5.00 PSF See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind cladding on one face, and 24.0" span on opposite face. Top chord may 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 4X5= live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase i14• factor for dead load is 2.00. / II fl I8 i i i i i 7-8-7 8 �i i i i i 1 0-4-7 ..11 . . ■ ■ 111116...II 0-4-7 2X4(A1)= 3X5= B2 2X4(A1) L1-6-0.1.< 14-0-0 7-10-8 11-0-0 .I_ 11-0-0 Fc 22-0-0 Over 3 Supports >1 R=168 PLF U=0 PLF W=14-0-0 R=122 PLF U=10 PLF W=7-10-8 RL=14/-15 PLF R=134 U=25 W=1.5"(++) 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 .00.e. r i'?RO Y:1 OR/-/1/-/-/R/- Scale =,3125"/Ft. Truss Components of Oregon (503)357-2118 •*WARN INGI••READ uoFOLLOW AU_xorEsOWMIS DRAWING! 825 N 4th Ave,Cornelius OR 97113 ••IIrORrANT• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TME INSTALLERS' TC LL 25.0 PSF REF R7175- 84232 Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and follow TC DL 10.0 PSF DATE 05/05/1 5 the latest edition of BCS! (Building Component Safety Information, by TPI and WTCA) for safety practices prior � 14659 'p o performing Chase 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 rigid caning. Locations shown for permanent lateral restraint of webs shall have bracing installed tpar SCSI `fag +,a BC DL 7.0 PSF DRW CAUSR7175 15125069 ,4 1' [FIN sections B3, B7 or B10, as applicable. Apply plates to each faceof truss end position as sham above and on I 1 the Joint Details, unless noted otherwise. Refer to drawings 160A_Z for standard plate positions. BC LL 0.0 PSF CA-ENG TSB/CWC I Alpine, a division of ITN Building Components Group Inc. shall not be responsible for any deviation from this • ` drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, /w AN ITW COMPANY installation A bracing of trusses. 9 'eC.7m 00 Ai'l' TOT.LD. 42.0 PSF SEQN- 311591 A AAAI w this drawing or cover page listing this Crewing, Indicates ameptanw of profea.lon.1 engineering Q responsibility solely for the design shown. The suitability anti use or Nile drawing far wy structure Is N» /V,Z4NYC O �' DUR.FAC. 1.15 FROM BB • 6351 ROva08 CvCle nwwwnsibility of the Building Designer per ANSI/TPI 1 sees. fI �I Sacramento,CA 95828 For more information see this Jobs general notes page and these web sites: EXP.12-31-15 SPACING 24.0" JREF- 1VG97175Z01 ALPINE: www.alpineltw.com: TPI:www.tpinst.org: . xd TCA: www.sinustry.com: ICC:www,iccsafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0515031--JT ROTH CONSTRUCTION -Medallion Garage -- VERIFY VERIFY, OR - BGE) Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction 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 See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind applied per IRC-12 section 301.5. bracing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor Provide lateral wind bracing per ITWBCG wind bracing details or per for dead load is 2.00. engineer of record, 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. Truss spaced at 24.0" OC designed to support 1-6-0 top chord outlookers.Cladding load shall not exceed 5.00 PSF. Top chord may be notched 1.5' deep x 3.5" wide @ 24" oc along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 4X5. . i 12" of notches. Do not notch in plates, overhang or heel panel. /M1 P 4-0-13 8 I 8 ill lii I AlljdIIIIIIIIIIIhIIIII6i. J= 0-4-7 �I ■ ■ ■ ■ ■ �� 0-4-7 5-1-2 ' Pr 1 2X4(A1)= 2X4(A1) L1-6-0-->.1 L-1-6-0-->-I I_ 5-6-8 _I, 5-6-8 J 1 11-1-0 Over Continuous Support R=173 PLF U=34 PLF W=11-1-0 RL=12/-12 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 .00. GQYR5Ff Y:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-2118 ••WARNINGI'•READ Mo FOLLOW ALL NOTES ON THIS CRANING! 5� TC LL 25.0 PSF 825 N 4 Ave,Cornelius OR 97113 "IMPORTANT" FURNISH THIS CRANING to ALL CONTRACTORS INCLUDING THE INSTALLERS. CS k ,. REF R7175— 84233 Tresses require extreme re in fabricating, handling, shipping, installing and bracing. Refer to and follow 14659 'Q TC DL 10.0 PSF DATE 05/05/15 the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions Installers shall provide temporary bracing per BCSI Unless noted otherwise, _ 1 op chord shall have properly attached structural sheathing and bottom chord shall have a properly attached R .s BC DL 7.0 PSF DRW CAUSR7175 15125070 rigid telling. Locations shown for permanentlateral restraint of webs shall have bracing Installed per BCSI actions 63, B]or 610, as applicable. Apply plates to each face of trussand position as shown above and on ' I 1 the Joint Details, unless noted otherwise, Refer to drawings 160A-Z for standard plate positions. A(1-L�J�N d BC LL 0.0 PSF CA—ENG TSB/CWC Alpine a y failure of ITN Building lrg Components Group Inc. shall not be responsible for any ripping.on from this �yv drawing, any failure fbuildtru the trues conformance with ANSI/TPI ,, or for handling, shipping. TFC 7, 1.4 `V TOT.LD. 42.0 PSF SEAN- 311595 AN ITR COMPANY installation a bracing of trusses. . A s.sl on thIs drawing or cover pego listing this droving, Indicates scesptsnes of professional engineering responsibility solely for the design.lawn. The suitability and use or this drawing for oily.tn„dt„re Is the sr/4Mw.CY"Q DUR.FAC. 1 .15 FROM BB 8351 Rovana Circle responsibility or the Building Designer per ANSI/TPI ,See.2. Sacramento,CA 95828 For more Information see this Job's general notes page and these web sites: ALPINE', www.alpine{tw.cwm;TPI:www.tpinsc.org;WTCA:www.sbclndustry.com; ICC: www.iccsafe.org EXP.12-31-15 SPACING 24.0" J REF- 1 VG97 1 7 5Z01 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0515031--JT ROTH CONSTRUCTION -Medallion Garage -- VERIFY VERIFY, OR - B) Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #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. 4X5= i B1 8 4-0-13 2X4(A1)= 2X4(A1)_ b 0-4-7 ii i 0-4-7 10 8-1-2 NMI 1.331 16711 *MI 116=41 1 1 .5X4 III 1<9"8oL 9-6-0 .-----I-9"8>1 H5-6-8 al.` 5-6-8 L 5-6-8 _I, 5-6-8 :J F 11-1-0 Over 4 Supports R=287 W=3.5" R=201 U=6 W=3.5" RL=58/-58 R=287 W=3.5" R=201 U=6 W=3.5" Design Crit: IRC2012/TPI-2007(STD) • PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.00.e- `mCRRROp TY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregonf503)357-2118 weWARMINGIaa READ AND FOLLOW ALL NOTES ON THIS DRAWING! '��'•` TC LL 25.D PSF REF R7 75- 825 N 4th Ave,Cornelius OR 97113 a•I f FURNISH THIS DRAWING TO ALL CONTRaCIWRS INCLUDING TXE INSTALLERS.a � 1 84234 Trusses require extreme re In fabricating, handling, shipping, installing and bracing. Refer t and follow 14659��' ' r, TC DL 1 0.0 PSF DATE 05/05/15 the latest edition ofBC51o(Building Component Safety Information, by TPI and'AICA) for safety practices prior to performing these functions. Installers shall provide temporary bracing par SCSI. Unless noted otherwise.op chord shall have properly attached structural sheathing and bottom chord shall have a properly attached R,-� / BC DL 7.0 PSF DRW CAUSR7 1 75 15125071 rigid calling. Locations shown for permanent latest restraint of webs shall have bracing installed per SCSI ` /- a sections B3, BT or B10, as applicable. Apply plates to each face of truss and position as shown above and c Ail I �� I W tl the Joint Details, Renese noted otherwise. Refer to drawings 160A-Z far standard plata positions. n BC LL 0.0 PSF CA-ENG TSB/CWC II lu ' \tel' I Alpine, a division of ITR Building Components Group Inc. shell not be responsible for any deviation from this .,:' oN drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, fC 7n 1g4+°� �w TOT.LD. 4 2.0 PSF SEQN- 311597 AN ITW COMPANY Instal Usti &bracing of trusses. Q Small en this drawing or cover page listing this drawing, Indicate*sbwpt.na of prefesslmel engineering S Nwr wQ DUR.FAC. 1.15 FROM BB responsibility aol.ly for the design sheen. The suitability and use of Chia drawing for any structure la the r/ O11%C` 8351 Romana Circle ra.paelblllty of the Building Designer per ANSI/TPI 1 S.e.Y. �I •� Sacramento,CA 95828 Far more information see this Jobs general notes page and these web sites:tsafe. EXP.12-31-15 SPACING 24.0" JREF- 1VG97175Z01 ALPINE: www.alpineltw.com; TPI:www.tpinst.arg;WTCA: www.shcindustry.com; ICC: Awe. org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0515031--JT ROTH CONSTRUCTION -Medallion Garage -- VERIFY VERIFY, OR - V1) Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction 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. See DWG VAL160101014 for valley details. 4X5= • A700111618 2-4-9 0-0-4 -.4114 0-0-4 4 2X4(D8R) 1.5X4 III 2X4(D8R) 9-9-5 i r I 3-6-8 ›fc 3-6-8 I— 3-6-8 3-6-8 J 7-1-0 Over Continuous Support ={ R=86 PLF W=7-1-0 RL=5/-5 PLF Design Crit: IRC2012/TPI-2007(STD) PLT TYP, Wave FT/RT=2%(0%)/4(0) 15,01.00.'.. RR0pE.,TY:1 OR/-/1/-/-/R/- Scale =1"/Ft. Truss Components of Oregon (503)357-2118 "WARNING!**•a READ AND FOLLOW ALL NOTES ON THIS DRAWING! 825 N 4 it "' FURNISH THIS DRAWING TO ALL caNmAcroRs INCIJDIM6 THE INSTALLERS. \� TC LL 25.0 PSF REF R7175— 84235 Ave,AVeCornelius OR 97 13 Tresses require extreme re in fabricating, handling, shipping, Installing and bracing. Refer w and follow kJ 4",„114. the latest edition of SCSI(Building Component Safety Information, by TPI and RICA)for safety practices prior 14659 ' TC DL 10.0 PSF DATE 05/05/15 f. to performing chase functions. Installers shell provide temporary bracing Par SCSI. unless noted otherwise, Q, _ top chord shell have properly attached structural sheathing and bottom chord hell have a properly attached rigid tailing. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI #`r l —�1 BC DL 7.0 PSF DRW CAUSR7175 15125072 ,4 �� sect Ions 83, 87 or Btl, as applicable. Apply plates to each face of truss and position as shown above and as LAl Joint Ddivils, unless nBteduil otherwise. Refer Gr to drawshall tont a forstandardplate positions. BC LL 0.0 PSF CA—ENG TSB/CWC I Alpine, a division of ITN Building Carywnen s Group Inc,Ins, shall not be responsible for any deviation frau this a;: - drawing, any failure to build the truss in conformance with ANSI/TPI 1, or far handling, shipping, V/ AN ITW COMPANY installation A bracing of tresses. 4 'FC 7 VO 47 TOT.LD, 42.0 PSF SEQN— 311599 • A owl on this drawing or waver wer page listing this drawing, Indicates.aa.ptwww of professional engineering �n responsibility i Ity.elety for the*Wonshwa. The aelnabi I ley and moa of MI.drawing far any structure Is tee /Vf fl • NW.C*V'° DUR.FAC. 1.15 FROM BB 8351 Rovana Circleresponalbliley of the Betiding Designer per ANSI/TPI 1 S.w.2. _ Job's Sacramento,CA 95828 Far more information see this Jos general notes Page and these web sites, ALPINE:wvw,alpineltw.com; TPI:www.tpinat,org;eTCA:www.sbcindustr1.com; ICC: www.iccsafe.org EXP.12-31-15 SPACING 24.0" JREF— 1VG97175Z01 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0515031--JT ROTH CONSTRUCTION -Medallion Garage -- VERIFY VERIFY, OR - V2) Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC 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 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. See DWG VAL160101014 for valley details. 8 3X5= 8 I\ 2X4(D8R); .. 2X4(D8R)� 1-0-9 Alli A - 0-0-4 ' 0-0-4 1/ Aiiiiiiiiiimiwit6 d, 11-1-5 PV I W., L 1-6-8 ,I— 1-6-8 J [c 3-1-0 Over Continuous Support R=84 PLF W=3-1-0 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.00. ID$1R�t. TY:1 OR/-/1/-/-/R/- Scale =1"/Ft. Truss Components of Oregon (503)357-2118 e'WANNIMCIas READ AND Fa'-aAu'aTESONTHIS DRAWING! �'t�' TC LL 25.0 PSF REF R7175- 84236 825 N 4th Ave,Cornelius OR 97113 **IMPORTANT.* ISN THIS DRAWING To ALL CONTRACTORS INCLUDING THE INSTALLERS. I� Trusses require extreme re in fabricating, handling, shipping, Installing and bracing. Refer to and follow ti r the latest edition functi (Building Component Safety Information, by TPI end MTCA) for safety practices prior 41 14659 '>' ' TC DL 10.0 PSF DATE 05/05/1 5 to performing these functions. tInstallers shall provide temporary bracing per SCSI Unless noted otherwise, �• V ,0411114 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 13Cs1 !. Ij/ BC DL 7.0 PSF DRW CAUSR7175 15125073 sections B3, 67 or 1310, as applicable. Apply plates to each face of truss and position as shown above and on ' I i e Joint Details, unless noted otherwise Refer to drawings 160A-z for standard plate positions, A I�L�)�N to BC LL 0.0 PSF CA-ENG TSB/CWC Alpine, a y vision of 1TIV Building Components group Inc. shall not be responsible for any deviation from this 0:: drawing, any failure to build the truss In conformance with ANSI/TPI 1, or far handling, shipping. V AN ITW COMPANY Installation&bracing of trusses. ,9 'FC T 006 tV TOT.LD. 42.0 PSF SEQN- 311601 . A seal an this drawing or meter pay listing this drawing, Indicates acceptance of professional engineering >n `R responsibility eolely Ter the design show. The suitability and use of this drawing for any structure is the '7.41,, GV DUR.FAC. 1 .15 FROM BB 8351 Roe=Circle responsibility of the Building Designer per ANSI/TPI 1 Sem.z. Sacremento,CA95828 For more information see this Jobs general notes page and these web sites: SPACING 24.0" JREF- 1VG97175Z01 ALPINE: www.alpineite.com; TPI: www.tpinst.org;NTCA: www.shcindustry.coo; ICC:www.iccsafe,org EXP.12-31-15 Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1:00 ❑r: 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 ❑r; 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 'L" Brace w (1) 2x4 'L' Brace w (2) 2x4 'L" Brace ww Cll 2x6 "L' Brace w (2) 2x6 "L' Brace x* 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 Hem-Fir #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 #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 O _FStud 4' 7" 7' 8" 8' 2' 9' 7' 9' 11" 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7" 6' 7' 7' 0' 8' 10" 9' S" 11' 5° 11' 10' 13' 10' 14' 0' 14' 0" 14' 0" Douglas Fir-Larch Southern Pineww■ #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 S #2 4' 10' 8' 2' 8' 6' 9' 8" 10' 1' 11' 6" 12' 0" 14' 0" 14' 0' 14' 0" 14' 0" ands 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' C5 (U 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' S' 9' 9" 11' 1' 11' 6' 13' 2" 13' 9' 14' 0' 14' 0' 14' 0' 14' 0" Hem-Fir #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 —_— Stud 5' 3" 9' 3" 9' 7" 10' 11" 11' 4' 13' 0" 13' 7' 14' 0' 14' 0' 14' 0" 14' 0" CD O Standard 5' 3" 8' 1" 8' 7" 10' 10" 11' 4' 13' 0' 13' 7" 14' 0' 14' 0' 14' 0' 14' 0" Douglas Fir-Larch Southern 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 DFL #3 5' 5" 8' 6' 9' 1" 11' 0' 11' 5" 13' 1' 13' 8' 14' 0' 14' 0" 14' 0' 14' 0'QD 1x4 Braces shall be SRB (Stress-Rated Board). Cu r D r L Stud 5' 5" 8' 6" 9' 1" 11' 0' 11' S" 13' 1° 13' 8' 14' 0' 14' 0" 14' 0" 14' 0" yrwwFor 1x4 So. Pine use only Industrial 55 or Standard 5' 3' 7' 6" 8' 0" 10' 0' 10' 9" 13' 0" 13' 7" 14' 0" 14' 0' 14' 0" 14' 0" Industrial 45 Stress-Rated Boards. Group B n #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. C� S P rr #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: LJ U _ Stud 5' 9" 10' 2' 10' 7" 12' 0" 12' 6" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0' 14' 0" Wind Load deflection criterion is L/240. O r Standard 5' 9' 9' 4' 9' 11" 12' 0' 12' 6" 14' 0" 14' 0' 14' 0' 14' 0' 14' 0' 14' 0" Provide uplift connections for 35 plf over x #1 6' 4' 10' 6' 10' 10' 12' 4' 12' 10' 14' 0' 14' 0° 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psf TC Dead Load). O SP #2 6' 1" 10' 4' 10' 8" 12' 2' 12' 8' 14' 0" 14' 0' 14' 0" 14' 0" 14' 0' 14' 0' Gable end 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 overhang. r--, DFL 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 y^ Attach 'L' braces with l0d (0.128'x3.D' min) nails. About! 1 1 O HE For (1) 'L' brace: space nails at 2" o.c. 1 Gable Truss I �� in 18' end zones and 4' o.c. between zones. Illiiir Pk31E 31EFor C2) 'L' braces: space nails at 3' o.c. Diagonal brace option: � In 18' end zones and 6' o.c. between zones. vertical length may beOdoubled when diagonal 'L° bracingmustbenminimumof80% ofwebbrace is used. Connectr� Omember length.diagonal brace For 335# " �at each end. Max webBr ;� GableVertical PlateSizestotal length is 14'. ' Vertical LengthNo Splice 2x4 DF-L #2 orLess than 4' 0" 1X4 or 2X3 better diagonalGreater than 4' 0', but 2X4 Vertical len th shownbrace; single ` Ofessthan11' 6"g Greater than11' 6" 3Xin table above. or double cut O' 45° (as shown) nt + Refertocommontrussdesignforu er end. ■ ■ 11111111ilivi . peak, splice, and heel fates. ontinua s BearingMil Refer to the Building Designer for conditions Uri Connect diagonal at not addressed by this detail. midpoint of vertical web Refer to chart above for max gable rtical length. ...WARNING!...READ AND FOLLOW ALL NOTES ON THIS DRAWING! PRO'. REF ASCE7-10-GAB12015 ...IMPORTANT..FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care In fabricating,handling, shipping,installing a d bracing. Refer to and DATE 10/01/14 follow the latest edton of SCSI (Building Component Safety Information,by TPI and SBCA)for safety (0-.C) 'N practices pror to performing these functons Installers shall provide temporary bracng per DCSI. 14659 'QUnless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord .';'-`.'.. .1:- follow A12015ENC101014 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs _., Al�� �('� (I rE shall have bracing installed per BCSI sections B3,H7 or DID,as applicable. Apply plates to each face �v,�L�j`� I 1 r", Vii of truss and position as shown above and on the Joint Details,unless noted otherwise •�/ Refer to drawings 160A-Z For standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation From 05 ,,„ _4 � AN ITW COMPANY 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&bracing of trusses. �j L\/ A seal on this drawing or cover page listing this drawing.Indicates acceptance of professional 9 ,fC ASC Ay engineering responsibility solely for the design shown. The suitability and use of this drawing O�1 Q` for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sec.2.. 13389 ��/u�.ewt1A` M 14For more information see this job's general notes page and these web sites: Mel Yip Earth City, 63045M0ALPINE: ww nl Ineltw.con; TPI: t Inst,or SBCA: wwwsboindustr ICC: www.lccsafe.or MAX, SPACING 24.0" p w.p g; y.arg; g TAP.12-J1-15 Gable ie , ail For Let-in Verticals Gable Truss Plate Sizes About4 0 Refer to appropriate Alpine gable detail for minimum plate sizes for vertical studs. 0 poo r 11\11141114%01%:000 ORefer -to Engineered truss design for peak, splice, web, and heel plates. © ®If gable vertical plates overlap, use a single plate that covers the total area of the overtopped plates to span the web. L Gnb(e r verticot le Example: 2X4 EI © © , LtYPthIIIP 2X4 ' 2X8 ii \ii. Alio itiii— 4111 "T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member )1111111.or Toe-nail - ❑r - End-nail © © To convert from 'V 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 Maximum allowable "T" reinforced gable vertical End Driven Nails: length is 14' from -top to bottom chord. 10d Common (0.148"x 3.",min) Nails at 4' o.c. plus (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 rj 4 Nails 6 6 (4) toenails in the top and bottom chords. "T" Reinf. I This detail to be used with the appropriate Alpine gable detail for ASCE Mbr. Size Increase Reinforcing wind load. 2x4 30 Member 2x6 20 % ASCE 7-05 Gable Detail Drawings Example,A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 Wind Speed = 120 mph A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 Mean Roof Height = 30 ft, Kzt = 1.00 Gable Nails Gable Vertical = 24"o.c. SP #3 Truss Spaced At ASCE 7-10 Gable Detail Drawings 4' O.C. AIISI5ENC101014, A12015ENC101014, AI4015ENC101014, A16015ENC101014, "T" Reinforcing Member Size = 2x4 A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014, T" Brace Increase (From Above) = 30% = 1.30 ff, i A]153OEENC1011014, A12030ENC 101014, A1403OENC101014, A16030ENC101014, (1) 2x4 "L" Brace Length = 8' 7' A1803OENC101014, A20030ENC101014, A2003OEND101014, A20030PED101014 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 ►wi 24 Ceiling No es .•WARNING!•• READ AND FOLLOW ALL NOTES ON THIS DRAWING! ��No f4 REP LET-IN VERT w.IMPORTANTw. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 'y Trusses require extreme care in Fabricating,handing, shipping, installing and bracing. Refer to and C7 �,�Q�' DATE 10�01�14 follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety (4 .- 14659 • practices prior to performing these functions Instaners shall provide temporary bracing per BCSI aC, r DRWG GBLLETIN1014 // Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord .„,rte ./,:-----------, rw shah have a properly attached rigid ceiling. Locations shown for permanent laterai restraint of webs !. yam ---.-. -.---- -- ------- �LJ .)_(� fl shall have bracing installed s own above and sections th, ,l or Det as appliunless Applyorwtes to each ince " 1 I '�I�\\\\lp of ll trussv and ingposition as duper BCSI and on the, 7 or Details,ls,unless noted pplaise. Refer to drawings 160A-Z for standard plate positions. w'.' -(r Alpine, a division of ITN Building Components Group Inc. shall not be responsible for any deviation from Q AN ITW COMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1,or for handling, shipping, '4.0 ' �g'b9 4 V MAX. TGT. LD. 60 PSP installation& bracing of trusse A seal on this drawing or cover page listing this drawing,indicates acceptance of professional Oh �ws] Qq DIJR. PAC. engineering responsibility solely for the design shown. The suitability and use of this drawing ANY NWw A for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sec.2. 13389 Lakefront Drive For more Information see this job's general notes page and these web sites: MAX. SPACING 24.0" Earth City,MO 63045 ALPINE. www.atpineitw.coml TPL www.tpinst.orgl SBCA. wwwsbcindustry.orgl ICC,www.iccsafe.org EXP.12-31-15 ASCE 7-10: 120 mph, 30' Mean -eight, Closeo, Exposure C Common Residential Gable 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" maxi 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, N 2X4 Blocking - - nailed to `* 45° sheathing and owl 24" Max ..� 4 each truss (Typ) �I H1/ . . 2X4 DF-L #2 / - - - H/2 or better diagonal brace. , Attach each end for 560#. / / / / /ontinuous Bearing/ / / / / / / - 2x6 #2 Stif fback attached to each Stud w/ (4) 10d box or gun (0.123" X 3", win.) nails. ...WARNING.. READ AND FOLLOW ALL NOTES ON THIS DRAWING! rip PR�RREF GE WHALER ...IMPORTANT..FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.Trusses a Ire extreme care in fabricatin handlin shlr qu g, g, pp ng, matiotrng aha banding. Refer to aha DATE 10/01/14 follow the latest ealtlan of Bcsl cBuuding component safety Informatbn,dy TPI nna sacA> ear safety 14659�7' ',�\ practces prior to performing these functions Installers shall provide temporary bracing per SCSI r / Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord DRWG GABRST101014 ,-"'---"�`y .w sCa Il have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs 1p „4„0-1 //�' \I—fes FI I shalt hove brocng nstolled per BCSI sections 83, B7 or BIO, os applicable. Apply plates to each Face .." ( j/ litJl^\\��I11 of truss and pas ton as hown above and an the Join{ Detn ls,unless noted otherwise, , L � I Refer to drawings 160A-Z for standard plate positions. AN ITW COMPANY Alpine, a division of ITW Building Components Group Inc. e not be responsible for any deviation shipping, from 9 V this drawing, any Faure to build the truss In conformance withANSI/TPI 1,or For handling, shipping, !f 'F�� 11�� (�;' MAX. TOT. LD, 60 PSF Installation & bracing of trusse < Q A seat 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 r'AMVV.G' 13389 Lakefront Drive for any structure Is the responsibility of the Building 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. EXP.12-31-15 MAX, SPACING ALPINE, www.atpineitw.coml TPIt www.tpinst.orgl SHCA. www.sbcindustry.orgl ICC. www.iccsafe.org SLR Rei � � orci � g vembe /- S �, bsLiL �, tion 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 l0d (0.128"x3.0",min) nails , at 6" o,c. Reinforcing member is , Notes: a minimum BO%t of web , member length. ,, This detail is only applicable for changing the specified CLR , shown on single ply sealed designs to T-reinforcement or API L-reinforecement or scab reinforcement. .111Alternative reinforcement specified in chart below may be conservative. IIIMI For minimum alternative reinforcement, re-run design with appropriate MiX reinforcement type. T-Reinf. L-Reinf, Web Member Specified CLR Alternative Reinforecement Scab Reinforcement: Size Restraint T- or L- Reinf. Scab Reinf. 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 2-2x4(31) minimum 80% of web member length. 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6(31() 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. IIN(*) Center scab on wide face of web. Apply (1) scab to each face of web. NM 49,N.D PR 07 •%. ••WARNINGI••READ AND FOLLOW ALL NOTES ON THIS DRAWINGI �r TC LL PSF REF CLR Subst. ...IMPORTANT..FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Czt Trusses require extreme care in fabricating,handing, shipping, installing and bracing. Refer to and 44 ; 14659TC DL PSF DATE 10/01/14 fallow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety �'•• r. /rte practices prior to performing these functions Installers shall provide temporary bracing per BCSI "' — --' -----'- -" ----- i/ Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord ,e i ] BC DL PSF DRWG BRCLBSUB1014 '--� ii 0._ ¶„ shalt nave o properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs nU \=gg shall have bracing instaued per BCSI sections B3, H7 or BID, ns applicable. Apply prates to eoch face BC LL PSF � ) F truss and position a hown above and on the Joint D¢tnils, unless noted otherwise. �;:. .�. L ReFer to drawings 160A-Z for standard plate posl{ions. • .A1 wy - Alpine,n division of ITW Building Components Group Inc. shall not be responsible for any deviation from 1Jy�j�9 t�;' TOT, LD, PS F AN ITW COMPANY this drawing,any failure to build the truss in conformance with ANSI/TPI I,or for handling, shipping, 4$ •T Q� installation & bracing of trusse V P A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional e4Nw. engineering responsibility solely for the design shown. The suitability and use of this drawing G OUR, FAC. • 13369 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Earth City,M063045 For more Information s e this job's general notes page and these web sites: EXP.1.2-3Z-ZS SPACING ALPINE, www.alpineitw.comi TPI. www.tpinst.argi SBCAi www.sbcindustry.orgi ICC. www.iccsofe.org Valley Detail - ASCE 7-10: 160 mph, 30' Mean Height, Enclosed, Exp, C, Kzt=1.00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Unless specified otherwise on engineer's sealed design, for vertical Bot Chord 2x4 SP #2N or SPF #1/#2 or better, valley webs taller than 7-9" apply 2x4 "T" reinforcement, 80% length of Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, web, same species and grade or better, attached with 10d box (0.128" x 3.0") nails at 6" o.c. In lieu of "T" reinforcement, 2x4 Continuous Lateral Restraint applied at mid-length of web is permitted with diagonal Attach each valley to every supporting truss with (2) 16d box (0.135" x 3.5") nails toe-nailed for bracing as shown in DRWG BRCLBANC1014, ASCE 7-10 160 mph. 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Top chord of truss beneath valley set must be braced with: Or properly attached, rated sheathing applied prior to valley truss ASCE 7-10 140 mph. 30' Mean Height, Enclosed installation. Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00 Or Purlins at 24" o.c. or as otherwise specified on engineer's sealed design Bottom chord may be square or pitched cut Or as shown. By valley trusses used in lieu of purlin spacing as specified on Valleys short enough to be cut as solid triangular Engineer's sealed design. members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from www Note that the purlin spacing for bracing the -top chord of the -truss separate 2x4 members. beneath the valley is measured along -the slope of' the -top chord. All plates shown are ITW BCG Wave Plates. ++ Larger spans may be built as long as the vertical height does not exceed 14'-0". 4X4 1 2X4 /I 12 3�4 Valley �� 12 Max, I Spacing 1 2X4 X4 Pitched Cut Square Cut Stubbed Valley Optional Hip h 8-0-0 max I Bottom Chord Bottom Chord End Detail Joint Detail Valley Valley 4X4 oe—*ailed alle 0 I/ Common Trusses 12 at 2z" o.c, 12 Max. X3 �y /alley Set 1X36-0-0 �\I\'(\ 4. at 24" o.c. 5X1X3 4 (Max Spacing) H 1X3 2X4 C) L`�g — 01X3 SPL I _ c�Q� N N N N N N N N N Common Trusses 20-0-0 (++) iat 24" oc. Partial Framing Plan Supporting -trusses at 24" o.c, maximum spacing. OwWARNING!ww READ AND FOLLOW ALL NOTES ON THIS DRAWING! 4eQ�Q pROFf TC LL 30 30 40PSF REF VALLEY DETAIL ...IMPORTANT,.FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating,handling, shipping,installing and bracing. Refer to and ..... TC DL 20 15 7 PSF DATE 10/01/2014 ae n follow the latest edition of SCSI(Building Component Safety Information, by TPI and SHCA)for safety y �' �� .'�\ 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 W 14659_ 9 BC DL 10 10 10 PSF DRWG VAL160101014 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs r Ari-i )=i� I'I shall have bracing installed per SCSI a doH3, J or BIO,ils unless bn Apply plates to each face . C I'll-1 f i��\__ of truss and position as shown above and on the Joint Details,unless noted otherwise + /...l. _.� Bl. LL 0 0 PSF NU 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 . .)TOT. LD. 60 55 57PSF this drawing, any failure to build the truss in conformance with ANSI/TPI 1,or for handling, shipping, , ::' .•1' % installation S. bracing of trusse ,' w A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional g�A ti engineering responsibility solely for the design shown. The suitability and use of this drawing 41, C.7," Q� DUR,FAC.1.25/1.33 1.15 1.15 for any structure is the responsibility of the Building Designer per ANSI/TPI I Sect. 4).• / CO389 Lakefront Drive For more information see this Job's general notes page and these web sites /^1N W.1Ns`� SPACING 24.0" ,, Earth Cily,MO 63045 ALPINE: www.aipineitw.com, TPI'www.tpinst.orgi SBCA: www.sbcindustry.orgi ICC. www.,ccsafe.org EXP.12-31-15