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Plans (37) rrxs r-a\oto - 0 /el? • . s 42' f crt UI r• 286" 136" m co- r _ • I • -n x M ---i . co Z - C G) , 0 I-- -1 .— . fl 1: • i• f 1 i I . II • i ,1 :1 • • '. ., ... I ii CD III 1 1 i II . 0 ..-....== m m m .. c ., _..i .1 . ;. . .; . .. .. m 1 , 03 i P .. i , h i! ii , K • i 4 4 • - , BFW • T :',. _ 40' i f ....-1—f co OVERFRAMING BY OTHERS Customer: FREDTEST •,;-- 'V 0 C- DI CO 0 Desc. : MCADAMS CONST o m 1-- ca ADDRESS: 11665 SW KATHRYN ST m m o z Designed by: Fill in later — z coo _ 0 -M •• ITW Building Components Group, Inc. 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1U5M7175Z0830113855 Truss Fabricator: Truss Components of Oregon Job Identification: 0910194--FREDTEST -NCADANS CONST -- 11665 SN KATHRYN ST TICARD, OR Model Code: Truss Criteria: CUSTOM/TPI-2002(STD) Engineering software: Alpine proprietary truss analysis software. Vers i on 8.05. Truss Design Loads: Reef - 42 PSF 0 1.15 Duration Floor - N/A Rind - 86 IP11 (ASCE 7-05-Closed) Notes: Seal Date:09/30/2010 1. Determination as to the suitability of these truss components for the structure is the responsibility of the building designer/engineer of Garold W.Heal record, as defined in ANSI/TP1 1. Oregon 19575 PE 2. As shown on attached drawings; the drawing number is preceded by: CAUSR7175 Details: A0853005-68LLETIN-6AMiST05- Submitted by 6111 11:39:08 09-30.2010 Revieemr: J! $ $ 0 Ref Description Dra ing0 Date 1 21938--AFH 10273038 09/30/10 2 21939--A 10273041 09/30/10 3 21940--A6 10273044 09/30/10 4 21941--8 10273039 09/30/10 5 21942--8FN 10273040 09/30/10 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (0910194--FREOTEST —MCADAMS CONST -- 11665 SW KATHRYN ST TIGARD, OR — AFW) - Top chord 2x4 DF-L #1&Bet.(g) 85 mph wind, 20.17 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L 2400f-2.0E anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=8.0 psf, 1 Connectors in green lumber (g) designed using NDS/TPI reduction Wind reactions based on MWFRS pressures. factors. Roof overhang supports 2.00 psf soffit load. Truss spaced at 24.0" OC designed to support 1-0-0 top chord outlookers. Cladding load shall not exceed 3.00 PSF. Top chord See DWGS A08530050109, GBLLETIN0109, & GABRST050109 for more must not be cut or notched, requirements. Bottom chord checked for 10.00 psf non-concurrent live load. Deflection meets L/480 live and 1/360 total load. Truss designed for unbalanced snow load, based on Pf=Pg=25.00 Shim all supports to solid bearing. psf. 4X5(R) III 3.5 r3.5 111011111111' 0-3-14 �� 19-9-5 4-7-4 - 411111 0-3-14 1 4X5(R) III 118.0-0 1 1.s -� 3X5(A1) 3X5(A1) Les2'SIE 7-6-12--3=1=c-------14-2-8 ,1 lE2' 14-8-0 29-4-0 Over 4 Supports 14-8-0 :I R=498 U=55 W=5.5" R=89 PLF U=2 PLF W=14-2-8 R=455 U=55 W=5.5" RL=45/-45 R=99 PLF W=14-2-8 Note: All Plates Are 1.5X3 Except As Shown. Design Crit: CUSTOM/TPI-2002(STD) PLT TYP. Wave FT/RT=4%(0%)/4(0) 8.05.02.07 0%0 OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss ComponeM6ofOregon (503)357-1'1' MIMN•TRUSSES REQUIRE EXTRFJE CARE IN FABRICATIOI, MANGLING, SHNPPING. INSTALLING ANO BRACING. �S 825North 4Street,Cornelius O hNOORTH LAE STREET,1SUITE"3312, ALEXANDRIA.VA,"22314)AAM))'RICA MOOD TRUSS COUNCIL CO IL�TE�TCA, 6300 `g �a1N f� �• TC LL 25.0 PSF REF R7175- 21938_ oOTTHERW19EE INDICATED SE LANE, TTOPP CHORD SWILL HAVVEERP PROPERLY ATTACHEDPRACTICES SPRIOR TO AND BOTTTHESE OM FUNCTIONS. SHALL""LNAAVE i 19575 TC DL 7.0 PSF DATE 09/30/10 _ A rrBEBLV MANED MIS COMM. / BC DL 10.0 PSF DRW CAUSR7175 10273038 ••IMPOMTAMT••FURNISII A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITB BUILDING COMPONENTS ////'"' ALPINE i CONF'OgMW s ATHIE ORS FANSABRICATPFTING.11000 IL NOIATSHIIPPING,nINSTALLLLINNGG`A BRACIING OP TTAUSSSES 7NE muss , 'II- / I BC LL 0.0 PSF CA-ENG JMB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF YDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/18GA(11,0/55/K)ASTM A869 GRADE 40/60(W, K/H,SS)GALV.STEEL.APPLY Wk 20, gds TOT.LD. 42.0 PSF SEQN- 95206 PLATES TO EACH FACE OF TRUSS ANG, UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-2. ANY INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.9. A SEAL ON THIS 4°L0 WN DUR.FAC. 1.15 FROM BB ITW Building Components Group,Inc. ORAI=G CATEST ACCEPT/CE OF PROFESSTA1i.%IGINEERINGTRESPONSIRELITYYI NSOLELY FOR RESTHE HENT1O9`ICCri01,ONE Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC.2. Reno BOD"G" SPACING 24.0" JREF- 1 U5M7 1 75208 THIS DWG PREPARED FROM COIBUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS IFR. (0910194--FREDTEST -MCADAMS CONST -- 11665 SW KATHRYN ST TIGARD, OR - A) Top chord 2x4 DF-L #1&Bet.(g) 85 mph wind, 20.17 ft mean hut, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L 2400f-2.0E anywhere In roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) :W4 2x4 DF-L #2(g): DL=6.0 psf. - Connectors in green lumber (g) designed using NDS/TPI reduction Wind reactions based on MFRS pressures. . factors. Roof overhang supports 2.00 psf soffit load. Calculated horizontal deflection Is 0.36" due to live load and 0.16" due to dead load. Bottom chord checked for 10.00 psf non-concurrent live load. Calculated bottom chord deflection meets L/391 live and L/275 total load Truss designed for unbalanced snow load, based on Pf=Pg=25.00 (1.28") at X=14-8-0. Lumber variablity and creep may cause higher long-term psf. deflection to occur. 6X6= 3X5 3X5=e 1.5X3 1.5X3 0 3.5 — ,.,,g II 1 I I 0", ..M.U...t"I"i 3.5 4-7-4 0-3-14 ` 0-3-14 3X5 J 1.5 H0710� 1.5 3X5 4_18-0-0 j T 3X12(A1) m 3X12(A1) = LE2' Le2' 5-9-0 4-5-8 4-5-8 4-5-8 4-5-8 5-9-0 7-11-12 6-8-4 6-8-4 7-11-12 p 11=8=8 =8=8 29-4-0 Over 2 Supports R=1828 U=21 W=5.5" R=1796 U=21 W=5.5" RL=40/-40 Design Crit: CUSTOM/TPI-2002(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=496(0%)/4(0) 8.05.02.07 '0 OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (5031357-1Er UILDING CE S A CARE NFABRI oN)).I LID6"E .� ',PD(DT I a S. TE,NAT BRAC 218 aINF TC LL 25.0 PSF REF R7175- 21939 825 North 4 Street,Cornelius OK • .— ENTERPRISE LANE.MADISON.WI 63719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS C9 F� TC DL 7.0 PSF DATE 09/30/10 OTHERWISE INDICATED TOP Comm SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 19575 R PWIPELLW*1TR011®MIA sawn. BC DL 10.0 PSF DRW CAUSR7175 10273041 .91.1)". A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITT BUILDING CORwERENTS / / AL,1N! GROW INC. IVILL NOT BE OR FABRICATING.FOR ANr REv1AT HI FROM THIS DESIGN:ARR FAILINF TO SSSS.711E TRLas Ae- 1 BC LL 0.0 PSF CA-ENG JMB/GWH _ IN CONFOm.SH WITH TPI;OR FABRICATING.HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. O.N DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFAPA)ANO TPI. ALPINE TOT.LD. 42.0 PSF SEQN- 95203 CONNECTOR PLATES ARE MADE OF 20/1B/16GA(W.H/SS/K)ASTM A653 GRADE 40/60(W. II/MSS)GALV.STEEL.APPLY y...�.,�A PLATES TO EACH FACE OF TRUSS AND, VEERS OTHERWISE LOCATED ON THIS RESIGN, POSITION PER DRAWINGS 180A-2. "'K er y dW ANY INSPECTION NNTOF PACCCEES PTAON FOLLOWED PROFESSI GMNL EN INNPER EEER INiEX AS OF RII.ITYY SOLLELY FOB TIDE TRUSS L ONCpTHIS RoLO W.N� OUR.FAC. 1.15 FROM BB TI'W BMBdiagconto,CAl6 Group,Dae .111111:0.111G ESIGN SHODM. THE SUITABILITY AID USE DF THIS COMONENT FOR ANY 9UILUTNO IS THE RESPOaIRILITY OF THE Sacramento, 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC.2. Renewal 016 012011 SPACING 24.0" JREF- 1 U5M7175Z08 ASCE 7-05: EXPOSURE C COMMON RESIDENTIAL GABLE END WIND BRACING REQUIREMENTS - STIFFENERS . 100 MPH, 30FT. MEAN HGT, ASCE 7-05, CLOSED H LESS THAN 4'6" — NO STUD BRACING REQUIRED BLDG, LOCATED ANYWHERE IN ROOF, CAT II, EXP C, Kzt = 1.00, WIND TC DL=5.0 PSF, WIND BC DL=5.0 PSF. H GREATER THAN 4'6" TO 7'6" IN LENGTH PROVIDE A 2X6 STIFFBACK AT MID—HEIGHT AND BRACE STIFFBACK LATERAL CHORD BRACING REQUIREMENTS TO ROOF DIAPHRAGM EVERY 6'0" (SEE DETAIL BELOW OR TOP: CONTINUOUS ROOF SHEATHING REFER TO DRAWING A1003005). BOT: CONTINUOUS CEILING DIAPHRAGM H GREATER THAN 7'6" TO 12'0" MAX: SEE ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL PROVIDE A 2X6 STIFFBACK AT MID—HEIGHT AND BRACE FOR LUMBER, PLATES, AND OTHER INFORMATION NOT SHOWN TO ROOF DIAPHRAGM EVERY 4'0" (SEE DETAIL BELOW OR ON THIS DETAIL. REFER TO DRWG A1003005). NAILS: 10d COMMON (0.148"x3") OR BOX (0.128"x3",MIN) NAILS * OPTIONAL 2X L—REINFORCEMENT ATTACHED OR GUN (0.125"X 3.",min) NAILS. TO STIFFBACK WITH 10D BOX OR GUN (0.128" X 3", MIN,) NAILS @ 6" O.C. 1 2X4 BLOCKING � NAILED TO 45° SHEATHING AND ril1 EACH TRUSS —...1H -------- ----,-- 2X4 STUD, #3 H/2 OR BETTER RACE * CH END ■ ■ ■ ■ ■ iiIIi . kr 1 i x 1pm■ m ■ ommi ■ri ■ ■ iim ■ ■ ■ CONTINUOUS BEARING — 2X6 #2 STIFFBACK ATTACHED TO EACH STUD W/ (4) 10 D BOX OR GUN (0.123" X 3", MIN.) NAILS. *•WARNING"READ AND FOLLOW ALL NOTES ON THIS SHEET! • LD PR TC LL PSF REF GE WHALER Trusses require extreme care In fabricating,handling,shipping,installing and bracing. Refer to and follow _ SCSI(Building Component Safety Information,by TPI and WTCA)for safety practices prior to performing ,4" e4a1N_F. ,I TC DL PSF DATE 1/1/09 I T-/ these functions. y attached shell provide temporary bracing per HCBI. Unless noted otherwise,lop chord '�„� shall have properly attached structural panels and bottom chord shall have a properly attached rigid 19' " / ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI sections B3&B7. See this job's general notes page for more information. '-/ BC DL PSF DRWG GABRST050109 "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. j(� �Ol, BC LL PSF ITW Sed?Building Components Group Inc.(ITWBCC)shall not be responsible for any deviation from this design, Se o Building Components Group Inc. any failure to build the truss in conformance with TPI,or fabricating,handling,shipping,installing& qi �•� bracing of trusses. ITWBCG connector plates are made of 20/18/1604(W,H "'s4/S/K)ASTM A053 grade 37/40/60 20.1 TOT. LD. PSF (K/0/11,5)gals.steel. Apply plates to each face of truss,positioned as shown above and on Joint Details, A seal on this drawing or cover page indicates acceptance and professional engineering responsibility solely ROLD 1a. NW s for the truss component design shown. The suitability and use of this component for any building is the DUR. FAC. responsibility of the Building Designer per ANST/TPI I Sec.2. RenewM Hl3Ol2011 Earth C&y,<u1083045 ITW-BCG:www.ltwbeg.com;TPI:www.tpinst.com,Www. TCA:www.sbcindustry.eom,ICC:wiccsafe.org MAX SPACING 24" GABLE DETAIL GABLE TRUSS PLATE SIZES 1 "1" REINFORCEMENT ATTACHMENT DETAIL REFER TO APPROPRIATE ITW GABLE DETAIL FOR • • MINIMUM PLATE SIZES FOR VERTICAL STUDS. 'T" REINFORCING "T"REINFORCING FOR LET-IN VERTICALS MEMBER MEMBER ABOUT`Y, 0 e REFER TO ENGINEERED TRUSS DESIGN FOR PEAK, SPLICE, WEB AND HEEL PLATES. TOENAIL — OR — ENDNAIL Q* IF GABLE VERTICAL PLATES OVERLAP, USE A \SINGLE PLATE THAT COVERS THE TOTAL AREA OF /X\THE OVERLAPPED PLATES TO SPAN THE WEB. TO CONVERT FROM "L" TO "T" REINFORCING MEMBERS, EXAMPLE: 2X4 di / MULTIPLY "T" INCREASE BY LENGTH (BASED ON �` ' APPROPRIATE ITW GABLE DETAIL). 0PP41 111111.8111111111 ,11,.: GABLE / 2X4 2X8VERTICAL © MAXIMUM ALLOWABLE 'T" REINFORCED GABLE VERTICAL P. , kii,. 0 © ' LENGH LENGTH IS 14' FROM TOP TO BOTTOM CHORD. TYP. WEB LENGTH INCREASE W/ "T" BRACE WIND SPEED "T" REINF.gAND MRH MBR. SIZE INCREASE © 140 MPH2x41015 FT2x650 % 140 MPH30 FT 2x42x6 10 % A116„„„,,,..... �1 130 MPH 2x4 10 15 FT 2x6 50 % 130 MPH 2x4 10 % 0 0 30 FT 2x6 50 % PROVIDE CONNECTIONS FOR UPLIFT SPECIFIED ON THE ENGINEERED TRUSS DESIGN. 120 MPH 2x4 10 % ATTACH EACH "T" REINFORCING MEMBER WITH 15 FT 2x6 50 END DRIVEN NAILS: 120 MPH 2x4 10 10d COMMON (0.148"X 3.",MIN) NAILS AT 4" O.C. PLUS 30 FT 2x6 40 (4) NAILS IN TOP AND BOTTOM CHORD. 110 MPH 2x4 10 15 FT 2x8 40 % RIGID SHEATHING TOENAILED NAILS: 110 MPH 2x4 10 % I 4 NAILS 10d COMMON (0.148"x3",MIN) TOENAILS AT 4" O.C. PLUS 30 FT 2x6 50 11 (4) TOENAILS IN TOP AND BOTTOM CHORD. 100 MPH 2x4 20 % T., THIS DETAIL TO BE USED WITH THE APPROPRIATE ITW GABLE DETAIL FOR ASCE 15 FT 2x6 30 Z REINFORCING WIND LOAD. 100 MPH 22:46 x4 10 MEMBER ASCE 7-98 GABLE DETAIL DRAWINGS 30 FT 2x6 40 % A13015980109, A12015980109, A11015980109, A10015980109, 90 MPH 2x4 20 7. A13030980109, A12030980109, A11030980109, A10030980109 15 FT 2x6 20 % GABLE NAILS ASCE 7-02 GABLE DETAIL DRAWINGS 90 MPH 2x4 20 TRUSS SPACED AT A13015020109, A12015020109, A11015020109, A10015020109, AI4015020109, 30 FT 2x6 3=2001.5500 0 4"O.C. A13030020109, A12030020109, A11030020109, A10030020109, A14030020109 ASCE 7-05 GABLE DETAIL DRAWINGS EXAMPLE: A13015050109, A12015050109, 411015050109, A10015050109, A14015050109, ASCE WIND SPEED = 100 MPH A13030050109, A12030050109, A11030050109, A10030050109, A14030050109 MEAN ROOF HEIGHT = 30 FT, Kot = 1.00 SEE APPROPRIATE ITW GABLE DETAIL FOR MAXIMUM GABLE VERTICAL = 24" O.C. SP #3 UNREINFORCED GABLE VERTICAL LENGTH. "T" REINFORCING MEMBER SIZE = 2X4 • 4 NAILS "T" BRACE INCREASE (FROM ABOVE) = 10% = 1.10 • �� i I (1) 2X4 "L" BRACE LENGTH = 6' 7" ►: CEILING MAXIMUM 'T" REINFORCED GABLE VERTICAL LENGTH 1.10 x 6' 7" = 7' 3" ••WARNING••READ AND FOLLOW ALL NOTES ON THIS SHEET! CLW MrtoF Trusses require extreme care In fabricating,handling,shipping.installing end bracing. Refer to and follow F•`. REF LET—IN VERT SCSI(Building Component Safety Information,by TPI and WTCA)for safety practices prior to performing doKF IIIITW these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord s, �� F, DATE 1/1/09 shall have properly attached structural panels and bottom chord shell have a properly attached rigid 19578.. f caning. Locations shown far permanent lateral restraint of webs shall have bracing installed per CSi DRWG GBLLETIN0109 sections 83&87. See this job's general notes page for more information. ••IMPORTANT•• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ITW Building Components Group Inc.(ITWBCG)shell not be responsible for any deviation from this design, IC 1 ' ' BAAnp Components Group Inc. any failure to build the truss in conformance with TPI,or fabricating,handling,shipping,installing& •REGO' bracing of trusses. ITWBCG connector plates are made of 20/18/18GA(W,H/S/K)ASTM A853 grade 37/40/80 MAX TOT. LD. 60 PSF (K/W/H,S)gal,steel. Apply plates to each face of truss,positioned as shown above end on Joint Details. q41 *Pt 2o• F� A seal on this drawing or cover page indicates acceptance and professional engineering responsibility solely for the truss component design shown. The suitability end use of this component for any building is the Rota W.N DUR. FAC. ANY responsibility of the Building Designer per ANST/TPI 1 Sec.2. Earth r 83045 ITW-HCC:www.itvebcg.com.TPI:www.tpinst.com;WTCA:wwee.ebeindustry.com;ICC:www.iccsafe.org Renewal a/30/2011 MAX SPACING 24.0" • GABLE STUD REINFORCEMENT DETAIL ASCE 7-05: 85 MPH WIND SPEED, 30' MEAN HEIGHT, ENCLOSED, I = 1.00, EXPOSURE C, Kzt = 1.00 2X4 BRACE (1) 1X4 "L" BRACE * (1) 2X4 "L" BRACE ' (2) 2X4 "L" BRACE ** (1) 2X6 "L" BRACE * (2) 2X6 "L" BRACE *a 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 • E" #1 / #2 4' 4" 7' 6" 7' 8" 8' 10" 9' 1" 10' 7" 10' 10" 13' 11" 14' 0" 14' 0" 14' O" BRACING GROUP SPECIES AND GRADES: SP #3 4' 3" 7' 0" 7' 0" 8' 10" 8' 10" 10' 7" 10' 7" 13' 11" 13' 11" 14' 0" 14' 0" GROUP A: H F STUD 4' 3" 6' 11" 6' 11" 8' 10" 8' 10" 10' 7" 10' 7" 13' 11" 13' 11" 14' 0" 14' 0" SPRUCE-PINE-FIR HEM-FIR 0 1 1 STANDARD 4' 3" 6' 0" 8' 0" 7' 11" 7' 11" 10' 7" 10' 7" 12' 3" 12' 3" 14' 0" 14' 0" p1 / y2 STANDARD y2 STUD #1 4' 9" 7' 6" 8' 1" 8' 10" 9' 6" 10' 7" 11' 4" 13' 11" 14' 0" 14' 0" 14' 0" #3 STUD #3 STANDARD SP #2 4' 8" 7' 6" 8' 1" 8' 10" 9' 6" 10' 7" 11' 4" 13' 11" 14' 0" 14' 0" 14' 0" #3 4' 5" 7' 2" 7' 2" 8' 10" 9' 4" 10' 7" 11' 1" 13' 11" 14' 0" 14' 0" 14' 0" DOUGLAS FIR-LARCH SOUTHERN PINE Qc DFL STUD 4' 5" 7' 1" 7' 1" 8' 10" 9' 4" 10' 7" 11' 1" 13' 11" 14' 0" 14' 0" 14' 0" #3 TU r ` STUD STUD (J STANDARD 4' 4" 6' 1" 6' 1" 8' I" 8' 1" 10' 7" 10' 10" 12' 7" 12' 7" 14' 0" 14' 0" STANDARD STANDARD PF #1 / #2 5' 0" 8' 7" 8' 9" 10' 2" 10' 5" 12' 1" 12' 5" 14' 0" 14' 0" 14' 0" 14' 0" #3 4' 10" 8' 7" 8' 7" 10' 2" 10' 2" 12' 1" 12' 1" 14' 0" 14' 0" 14' 0" 14' 0" STUD 4' 10" 8' 6" 8' 6" 10' 2" 10' 2" 12' 1" 12' 1" 14' 0" 14' 0" 14' 0" 14' 0" GROUP B: W HF 0 1 1 STANDARD 4' 10" 7' 4" 7' 4" 9' 8" 9' 8" 12' 1" 12' 1" 14' 0" 14' 0" 14' 0" 14' 0" #1 5' 5" 8' 7" 9' 3" 10' 2" 10' 11" 12' 1" 13' 0" 14' 0" 14' 0" 14' 0" 14' 0" HEM-FIR & BTR SP #2 5' 4" 8' 7" 9' 3" 10' 2" 10' 11" 12' 1" 13' 0" 14' 0" 14' 0" 14' 0" 14' 0" #1 & W CD #3 5' 1" 8' 7" 8' 9" 10' 2" 10' 8" 12' 1" 12' 9" 14' 0" 14' 0" 14' 0" 14' 0" r-I DFL STUD 5' 1" 8' 7" 8' 8" 10' 2" 10' 8" 12' 1" 12' 9" 14' 0" 14' 0" 14' 0" 14' 0" SOUTHERN PINE DOUGLAS FIR-LARCH 121 STANDARD 5' 0" 7' 6" 7' 6" 9' 11" 9' 11" 12' 1" 12' 5" 14' 0" 14' 0" 14' 0" 14' 0" #1 q1 #1 / #2 5' 6" 9' 5" 9' 8" 11' 2" 11' 5" 13' 4" 13' 8" 14' 0" 14' 0" 14' 0" 14' 0" #2 N2 S P F #3 5' 4" 9' 5" 9' 5" 11' 2" 11' 2" 13' 4" 13' 4" 14' 0" 14' 0" 14' 0" 14' 0" C.,-/ g� STUD 5' 4" 9' 5" 9' 5" 11' 2" 11' 2" 13' 4" 13' 4" 14' 0" 14' 0" 14' 0" 14' 0" Q 11F STANDARD 5' 4" 8' 8" 8' 6" 11' 2" 11' 2" 13' 4" 13' 4" 14' 0" 14' 0" 14' 0" 14' 0" GABLE TRUSS DETAIL NOTES: X #1 6' 0" 9' 5" 10' 2" 11' 2" 12' 0" 13' 4" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" LIVE LOAD DEFLECTION CRITERIA IS L/240. Q SP #2 5' 10" 9' 5" 10' 2" 11' 2" 12' 0" 13' 4" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" PROVIDE v--{ DFL STUD 5' 7" 9' 5" 9' 11" 11' 2" 11' 9" 13' 4" 14' 0" 14' 0" 14' 0" 14' 0" 14' 0" CONTINUOUSUOUCONNECTIONS PSF TC DEAD OVER (5 NS FOR 50 D LOAD). STANDARD 5' 6" 8' 8" 8' 8" 11' 2" 11' 5" 13' 4" 13' 8" 14' 0" 14' 0" 14' 0" 14' 0' BLLENDESS WITH 2' 0" OVERHANG, FROM 4' 0" GABLEEEND SUPPORTS LOA OVERHANG, OR 12" SYMM I(, PLYWOOD OVERHANG. ABOUT!'Y, ' , ' I 0 ATTACH EACH "L" BRACE WITH 10d NAILS. II GABLE TRUSS 1 I) (0.128"x3' min) ���!� * FOR " D ES: SPACE NAILS AT 2" O.C. iii 2X4 #2N OR BETTER DIAGONAL BRACE OPTION: IN IB" END ZONES AND 4" O.C. BETWEEN ZONES. VERTICAL LENGTH MAY BE 111 ■ **FOR (2) "L" BRACES: SPACE NAILS AT 3"O.C. IN 18" END ZONES AND 8" O.C. BETWEEN ZONES. DOUBLED WHEN DIAGONAL lit BRACE IS USED. CONNECT L" © "L"BRACING MUST BE A MINIMUM OF 80% OF WEB DIAGONAL BRACE FOR 430// BRCEMEMBER LENGTH. AT EACH END. MAX WEB rTOTAL LENGTH IS 14'. � � 2X4 STUD, #3 OR , GABLEVERTICAL PLATESIZESBETTER DIACONALVERTICALLENGTHNOSPLICEVERTICAL LENGTH SHOWN BRACE; SINGLEOO Y,�,1'` LESS THAN 4' 0" 1X4 OR 2X3 IN TABLE ABOVE. OR DOUBLE CUT Il 1',I O GREATER THAN 4' 0 BUT2X4' (ASSHOWN) AT ■ ■ ■ ■ ■�■ EAT THAN 11'11' UPPER END,0 ■ ■ ■ ■ �r�■�■��� ■ ■ r1 GREATER THAN 8" 2.5X4 ONTINUOUS BEARIN + REFER TO COMMON TRUSS DESIGN FOR PEAR, SPLICE, AND HEEL PLATES. CONNECT DIACONAL AT REFER TO CHART ABOVE FOR MAX GABLE VERTICAL LENGTH. MIDPOINT OF VERTICAL WEB. ••WARNING••READ AND FOLLOW ALL NOTES ON THIS SHEET! 6W runt Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow �(� �' REF ASCE7-05—GAB8530 SCSI(Building Component Safety Information,by TPI and WTCA)for safety practices prior to performing g (3%Ne 'G IIIITW these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise,top chord �� DATE 1/1/09 shall have properly attached structural panels and bottom chord shall have a properly attached rigid 1967, . wp ceiling. Locations sown for permanent lateral restraint of webs shall have bracing installed per SCSI /� DRWG A08530050109 sections B3&87. See this Job's general notes page for more Information. *•IMPORTANT•• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ITOO Building Components Group Inc.(ITWBCG)shall not be responsible for any deviation from this design, i 4 S:e491 ' . '. Building Components Group Inc. any failure to build the truss in conformance with TPI,or fabricating,handling,shipping,installing& GON bracing of trusses. ITWBCG connector plates are made of 20/I111/16GA(W.H/S/K)ASTM A653 grade 37/90/00 _,,6Q� (K/W/H,S)gely.steel. Apply plates toe h face of trues,positioned es shown above and on Joint Details. 20 W9 '• MAX. TOT. LD. 60 PSF A seal on this drawing or cover page indicates acceptance and professional engineering responsibility solely c$fr for the truss component design shown. The suitability and use of this component for any building is the 4°190 yr-N responsibility of the Building Designer per ANST/TPI 1 Sec.2. Earth City,MO 63045 1119—BCG:w,ew.itwbcg.com:TPI:www.tpinst.com:WTCA:www.ebcindustry.com:ICC:www.iensafe.org + t+ MAX. SPACING 24.0" • (0910194--FREDTEST -MCADAMS CONST -- 11665 SW KATHRYN ST TIGARD, OR - BFW) THIS OrG PREPARED FROM COMPUTER INPUT (LOADS i DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 85 mph wind, 19.97 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 OF-L #1&Bet. anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 OF-L Std/Stud(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind reactions based on MWFRS pressures. factors. Roof overhang supports 2.00 psf soffit load. Truss spaced at 24.0" OC designed to support 1-0-0 top chord outlookers. Cladding load shall not exceed 3.00 PSF. Top chord See DWGS A08530050109, GBLLETIN0109, & GABRST050109 for more must not be cut or notched. requirements. Bottom chord checked for 10.00 psf non-concurrent live load. Deflection meets L/480 live and L/360 total load. Truss designed for unbalanced snow load, based on Pf=Pg=25.00 psf. 4X5m 3.5 r— 3.5 4-2-4 0-3-14 'N, � 0-3-14 • NNii� ,B-D-D 2X4(A1) a 3X5 2X4(A1) Lc 2' 13-3-0 13-3-0 Ec 26-6-0 Over 2 Supports R=130 PLF U=4 PLF W=10-0-0 RL=3/-4 PLF R=110 PLF U=1 PLF W=16-6-0 Note: All Plates Are 1.5X3 Except As Shown. Design Crit: CUSTOM/TPI-2002(STD) PLT TYP. Wave FT/RT=4%(096)/4(0) 8.05.02.07 ' OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503)357-'itl I 1 :LDIT:7N BENE CARE I ATION) PUBLiSHEDNYW I(TRiS"SZ-;,:"?..ATT ruMAC zs TC LL 25.0 PSF 825 North 4 Street,Cornelius 0RREF R7175- 21942 ENTER LEE STREET. SUITE 3,WI ALEXANDRIA, VA, 2231 4)CTI ETM(WOOD TRUSS IG COUNCILE of AMERICA, 6300S op1NFo4 • TC DL 7.0 PSF DATE 09/30/1 0 ENTERPRISE LANE,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FRICTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL RAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 19675 A PR HRR.T ATTACHED nou slur. ••IMPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITS BUILDING CUNPONn r BC DL 10.0 PSF DRW CAUSR7175 10273040 EN mown °w011POa, INC. sriiTNnr ROR F lu ICH ARTNMA LINGATSHIPPINO,nINWRINO R BI %L OF TTORUSSES.THE MUSE ; BC LL 0.0 PSF CA-ENG JMB/GWN DESIGN CONFORMS 0ITH APPLICABLE PROVISIONS OF IAS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE CONNECTOR PLATES ARE WADE OF 30/18/I6M(71,0/5S/K)ASTM A653 GRADE 40/80(W, K/H,SS)GAIN.STEEL.APPLY �R. �y TOT.LD. 42.0 PSF PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-3. 20.E SEQN- 95200 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-3003 SEC.3. A SEAL ON THIS TPWBuilding Camponeetst 130 Ine O SCION SINA1MT7MEACE TA NOF PROFEION TMIWICNEERIG RESRI IBIL L"DI ELYYFFUNRE�STRUSSICOWONERT DLDW.N DUR.FAC. 1.15 FROM BB Sacramento,CA 95828 BUILDING DESIGNERPERANSITOP11SEC.2. RNMWRII/0n011 SPACING 24.0" JREF- 1U5M7175ZO8 • IBIS DOG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (0910194--FREDTEST -MCADAMS CONST -- 11665 SW KATHRYN ST TIGARD, OR - B) Top chord 2x4 DF-L #1&Bet.(g) 85 mph wind, 19.97 ft mean hgt, ASCE 7-05, CLOSED bldg, Located • Bot chord 2x4 DF-L #1&Bet.( ) anywhere in roof, CAT II, EXP 8, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=6,0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind reactions based on MWFRS pressures. • factors. Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non-concurrent live load. Deflection meets L/480 live and L/360 total load. Truss designed for unbalanced snow load, based on Pf=Pg=25.00 psf. 4X8 OaT —, 3.5 1.5X3 1.5X3 4 3.5 r- 411111111\ 4-2-4 0 _L 4 if. 0-3-14_ i �— mar i t " _4111_18-0-0 L TG/ T 3X5BM 3X5 3X10(A1) m 3X10(A1) = 3X5 Lc 2' al I" 7-1-1 _l_ 6-1-15 J_ 6-1-15 _i_ 7-1-1 9-1-11 -I� 8-2-9 T 9-1-11 { 13-3-0 J_ 13-3-0 _{ fc 26-6-0 Over 2 Supports R=1680 U=17 W=5.5" R=1441 RL=31/-32 Design Crit: CUSTOM/TPI-2002(STD) PLT TYP. Wave FT/RT=4%(0%)/4(0) 8.05.02.07 'I •-QC OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503)357-1IEeT USS RUILDI IRE EX EBEBT Ri A NFO00" IOPI)'.rcPU L1. ITS .ABY TPI TRU ;A it •211 o g ';R TC LL 25.0 PSF REF R7175- 21941 825 North 4 Street,Cornelius OR IN — ENTERPRISE LANE. MADISON,WI 33719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS a F� TC DL 7.0 PSF DATE 09/30/1 0 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 19575-" A PREPEWL.ATTAINED Rwu mum. if BC DL 10.0 PSF DRW CAUSR7175 10273039 ••IMPORTANT•*FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS - I BC LL 0.0 PSF CA-ENG JMB/GWH — IN CONFORMANCE WITH TPI:OR FABRICATING,HANDLING,SHIPPING, INSTALLING A BRACING OF TRUSSES. 0- ''.7 / se DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF MDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE CONNECTOR PLATES ARE WOE OF 20/18/78611(W.N/53/K)AST11 A853 GRADE 40/00(W, N/N,ss)GALV.STEEL.APPLYgig YyM��gpP TOT,LD. 42.0 PSF SEAN- 95196 PLATES 10 EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN.POSITION PER DRAWINGS 18OA-Z. • ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS 40Lo W.00' INS 11W Building Co DUR.FAC. 1.15 FROM BB mponestsGroup,Inc. DEsl INDICATESTH SUITABILITY pAMI USEOF lONAL OF THINGINE COMPONENT RFOR AN BUILDING ISILITY LY FOR THE THE RESPONSSIBILITYCOM OF TIE COMPONENT Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC.2. RPIIPWNIf80Yt011 SPACING 24.0" JREF- 1U5M7175Z08 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (0910194--FREDTEST -MADAMS CONST -- 11665 SW KATHRYN ST TIGARD, OR - AG) Top chord 2x4 DF-L #1&Bet.(g) 3 COMPLETE TRUSSES REQUIRED I ` >; t Bot chord 2x6 DF-L 2400f-2.0E Webs 2x4 DF-L Std/Stud(g) :W5 2x4 DF-L #2(g): Nail Schedule:0.128"x3.25", min. nails Top Chord: 1 Row 012.00" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction Bot Chord: 1 Row s 3.25" o.c. factors. Webs : 1 Row s 4" o.c. Repeat nailing as each layer is applied. Use equal spacing Special loads between rows and stagger nails in each row to avoid splitting. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 65 plf at 0.00 to 65 plf at 14.67 85 mph wind, 20.46 ft mean hot, ASCE 7-05, CLOSED bldg, Located TC- From 65 plf at 14.67 to 65 plf at 29.33 anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC BC- From 20 pif at 0.00 to 20 plf at 0.23 DL=6.0 psf. BC- From 577 plf at 0.23 to 577 pif at 29.10 BC- From 20 plf at 29.10 to 20 plf at 29.33 Wind reactions based on MWFRS pressures. Deflection meets L/480 live and L/360 total load. 6X6(R1) # Ak 5X50- 5X5a a 4X50 • ;, 44X5$ 3.5 - 3.5 4-7-4 0-3-14 _ 0-3-14 MI - I.1_) ii �18-0-0 -L T4X1 (A7R) = 3X7 111 5X5ft 8X8= 5X5'=' 3X701 4X16(A7R H0508= I.E--5-10-11 'fc 4-4-11 >.I< 4-4-11 -4-4-11 + 4-4-11 + 5-10-11 --.I 1_ 14-8-0 L. 14-8-0 J 1 29-4-0 Over 2 Supports R=9282 U=1 W=5.5" R=9282 Vol W=5.5" Design Crit: CUSTOM/TPI-2002(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=4%(096)/4(0) 8.05.02.07 c OR/-/1/-/-/R/- Scale =.25"/Ft. Truss components o£OreBon (503 357-�,M SCSI TRIIS(&EI AIENNG RB p A I NFOWMT OR)), PUS GRED AT 1 1T(TRUSS PL"`I E IiNSTITUTRE.SIB q e� O� �Q��j TC LL 25.0 PSF REF R7175- 21940 825 North 4 Street,Cornelius 0 NORTH LEE STREET,SUITE 312,ALEXANDRIA,VA, 22914)ANDRCA(BOOS TRUSS COUNCIL OF AMERICA, 0300 0 GIM F ENTERPRISE LANE, MADISON,n 59718)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS O Fip TC DL 7.0 PSF DATE 09/30/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 19675 A 3B&P[BLY R7T&BIOD Buu MEMO. BC DL 10.0 PSF DRW CAUSR7175 10273044 ••IMPORTANT"•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITB BUILDING COMPONENTSAf GROUP. INC. SHELL NOT SE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:ANY FAILURE TO BG ILD 7X10 TRUSS L , BC LL 0.0 PSF CA-ENG JMB/GWH ALPIN[ IN CONFOIBNNCE WITH TPI;OR FABRICATING,NARDLIIBI, SHIPPING, INSTALLING&BRACING OF TRUSSES. �'f� DESIGN CONFORMS WITH APMADE PROVISIONS/TOA( Of H/RDs(NATIONAL DESIGNASPEC0 BY AF&PA)AND TPI. ALPINEL (> V TOT.LD. 42.0 PSF SEON- 95211 CONNECTOR PLATES ARE MADE SF 2O/1B/ R/N)ASTM AS&S THIS b/SO(T, GARY. STEEL.APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 100H-2. ORATING INDICATES PLATES ACCEPTANCEFOLLOWED PROFESSIONALSHALL ENGINEERING ANNEX A3 OF RESPONSIBILITY�SOLELY2 ). A SEAL ON THIS FOR THE TRUSS COMPONENT O lb N DUR.FAC. 1.15 FROM BB 0. ITW Building ComponentsGI Oily Inc. LO�• Sacramento,CA 95828 DESIGN 411001. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF 1110 BUILDING DESIGNER PER ANSI/TPI 1 SEC.2. R&nw1I6130/2011 SPACING 24.0" JREF- 1U5M7175Z08