The URL can be used to link to this page

Plans 571,011— Gw 1 KG-? U S w 7s"4/-c_ Rh' ' OCT #1.1411 Y�:n T Cm #q# 24, y C 201 $t$4'o 1 T E LDII P GA�D KII $s _ 01 GE SHEET OSB — 1 VIS101 , I • %t - e I °�:.a_. th 3 a OGF m`' I 1II ! I I Li-3 I 0 M N H . CD Ico CO in , I II STR GE SHEET RAKE OSB i ' -- � L_ T03 y--- ‘ u I H I : .I ; � I ; II , o • NI!ION STR GE SHEET RAKE OSB! T05y �0a 1i T06 i � OE1 z T07 I hog z p . STR GJ SHFFT RAKF OSB p 2 I 'S 12 I'. i - -`1 O m E TOR GE SHEET OSB -, __ { _ Q w cL In cp c j ,- p `°n Q� T10(QTY=5) _ e N <' W �'z • v_ 17 c:. a. 20' Egm`V ; a2o 24' a coo- ,. a FISH CONSTRUCTION 7/12 PITCH JOB NO: 1'-O O/HS 113765 LOADING 42# PLAN 2371 ELEVATION ONE PAGE NO: 1 OF 1 r ITW Building Components Group, Inc. 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1UFS561-Z1203075740 • Truss Fabricator: Trus-Ray, I nc Job Identification: 113765-FISH CONSTRUCTION PLAN 2371 ELEVATION ONE -- PORTLAND, OR Model Code: IRC Truss Criteria: I RC2009/TPI-2007(STD) Engineering software: Alpine proprietary truss analysis software. Version 10.03. Truss Design Loads: Roof - 42 PSF B 1.15 Duration Floor - N/A Rind - 110 NPH (ASCE 7-05-Closed) Notes: 1. Deternination as to the suitability of these truss conponents for the Garold W.Heal structure is thetfresponsibilityofthe building designer/engineer of Oregon 19575 PE 2. Mscositoinaon attnachddee drrawings; the drawing nunber is preceded by: CAUSR561 Details: A1103005-GBLLETIN- Subnitted by GRH 07:57:22 10-03-2011 Reviewer: TSB $ $ # Ref Description Drawl ng# Date _ 1 44382--T01 11276028 10/03/11 1 2 44383--T02 11276029 10/03/11 3 44384--T03 11276030 10/03/11 4 44385--T04 11276031 10/03/11 5 44386--T05 11276032 10/03/11 6 44387--T06 11276033 10/03/11 7 44388-407 11276034 10/03/11 8 44389--T08 11276035 10/03/11 9 44390-409 11276036 10/03/11 10 44391--T10 11276045 10/03/11 111 44392--J02 11276037 10/03/11 ' 12 44393--J02 11276038 10/03/11 113 44394--J02 11276038 10/03/11 14 44395--J04 11276040 10/03/11 15 44396--J06 11276041 10/03/11 16 44400--SJO2 11276042 10/03/11 17 44401--SJ04 11276043 10/03/11 18 44402--SJO6 11278044_-_ 10/03/11 j a 41111 1 ,1 I I I T THIS DING PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (113765-FISH CONSTRUCTION PLAN 2371 ELEVATION ONE -- PORTLAND, OR - TO1) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 21.55 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.( ) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 . Webs 2x4 DF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Truss spaced at 24.0" OC designed to support 1-4-0 top chord outlookers. See DWGS A11030050109 & GBLLETIN0109 for more requirements. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Deflection meets 1/240 live and 1/180 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=1.00, CAT II & Pf=19.25 psf. 3X5 N , 7 I— 7 11 . I I I , 7-4-2 i I . II ! 1 I11 0-4-2 61111111 0-4-2 / V / T TT 2X4(A1) = 3X5= 2X4(A1) LE1' LE1,BJ I, 12-0-0 _I— 12-0-0 _) I' 24-0-0 Over 2 Supports R=127 PLF U=25 PLF W=12-0-0 R=127 PLF U=25 PLF W=12-0-0 RL=22/-22 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04. ` p� OR/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way,Inc 360-750-1470 ...ARR TO BCSITRUSSESDINDIRE EXTREME NT SAFETY INFORMAE IN TITION,ON) PHANDLIEED BY TPII(TRUSS PLALING TN/UTE, 2 B � S TC LL 25.0 PSF 3401 NE Obtll St.,Vancouver WA NORTH LEE STREET. SUITE 312, ALEXANDRIA. VA, 22314)AND MICA(WOOD TRUSS COUNCIL OF AMERICA, 6300 �� Ca1NBF �O REF R561-- 44382 ENTERPRISE LANE, MADISON. 01 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS, UNLESS (4� TC DL 7.0 PSF DATE 10/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE (1 19575 P r A PROPERLY ATTACHES RI■IW CEILINW. "IUPORTRNT-'IFURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITA BUILDING COMPONENTS I / BC DL 10.0 PSF DRW CAUSR561 11276028 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS 1 / BC LL 0.0 PSF CA-ENG TSB/GWH ii_ ALPINE vim IN CONFORMANCE WITH PI;OR FABRICATING, HANDLING, SHIPPING. INSTALLING&BRACING OF TRUSSES. A. A ; DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE 1" CONNECTOR PLATES ARE MAGE OF 2O/19/16GA(W,H/SS/K)ASTM A663 GRADE 40/60(W, K/H,SS)GALV. STEEL.APPLY GI 41,11 , O. 101.10. 42.0 PSF SEQN- 141119 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. \L"w7 Or V ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS OV ITW Building Components Group,Inc DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT LO W. DUR.FAC. 1.15 FROM KTC Sacramento, GN CA 45828 DESIBUILG SHOWN.DES.GNEpTHHEER SUANITABILITY AHEGC.USE2OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE RanawWl 5/30/2013 SPACING 24.0" JREF- 1UFS561_Z12 f I ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED1BY TRUSS MFR. (113765-FISH CONSTRUCTION PLAN 2371 ELEVATION ONE -- PORTLAND, OR - T02) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 21.55 ft mean hgt, ASCE 7-05, CLOSED bldg. Located Bot chord 2x4 DF-L #1&Bet.( ) anywhere in roof, CAT II, EXP B, wind TC OL=4.2 psf, wind BC DL=6.0 ' Webs 2x4 DF-L Standard(g) psf. 1 Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-09 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=1.00, CAT II & Pf=19.25 psf. 4X6 iii 2X4\0 2X4 iii Ii \ .• 7-4-2 7r--- —I 7 0-4-2 V 0-4-2 __ Ea liI 18-0-0 3X5= _' 1 3X4= 3X4= 3X5(A1)= 3X5(A1) 2cy 1;0-3 6-2-15 _L 5-9-1 i_ 5-9-1 _i. 6-2-15 8-1-15 'i` 7-8-1 -T- 8-1-15 L- 12-0-0 _j_ 12-0-0 J 24-0-0 Over 2 Supports R=1101 U=198 W=5.5" R=1101 U=198 W=5.5" RL=187/-187 Design Crit: IRC2009/TPI-2007(STD) PLT TYPyy, Wave FT/RT=8%(0%)/4(1) 10.03.04.0•: , .- OR/-/1/-/-/R/- Scale =.3125"/Ft. _ 39Trus-Way, OIt NE681ti St,VBIICOnVCf WA-750-1470 •NORrATH�LEE�STAEET�SUI T REQUIRE 2COIIRLEXAPDR PE VA,N22O314 AIX WTGA�(WOOD TRUSSTPI CIOUNCIL OFPLATE pNERNG, INSTALLING G INSTITUTE, 6300 �pINc �4>• TC LL 25.0 PSF REFER TO BCSI REF R561-- 44383 ENTERPRISE LANE. MADISON. WI 53718)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 19575A/ TC DL 7.0 PSF DATE 10/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHES MGIC CEILING. ••ImPORTAMT••FORNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ATG BUILDING COMPONENTS / BC DL 10.0 PSF DROP CAUSR561 11276029 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS 1 NNW ALPINE _ III CONFORMANCE WITH TPI;OR FABRICATING. HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. OR L,s 1 BC LL 0.0 PSF CA-ENG TSB/GRH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA(W.H/55/K)ASTM A653 GRADE 00/60(W. K/X,5S)GALA. STEEL. APPLY 44 40 TOT.LD. 42.0 PSF SEQN- 141115 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 180A-2. V ANY INSPECTION OF PLATES FOLLOWED BY (1)SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS ITR Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT �ROto W•N- OUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN SAOMN. THE SUITABILITY AND USE OF THIS COM'ONENT FDR ANY BUILDING IS THE RESPONSIBILITY OF THE AN BUILDING DESIGNER PER SI/TPI 1 SEC. 2. RWMWAI 6/30/2°13 SPACING 24. " 0JREF- 1UFS561_Z12 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTEDIBY TRUSS MFR. (113765-FISH CONSTRUCTION PLAN 2371 ELEVATION ONE -- PORTLAND, OR - T03) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 21,55 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.( ) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Truss spaced at 24.0" OC designed to support 1-4-0 top chord outlookers. See DWGS A11030050109 & GBLLETINO109 for more requirements. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 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=1.00, CAT II & Pf=19.25 psf. (*) Provide lateral bracing for inset member. Attach nailer at edge of lower roof diaphragm, or use purlins at 24" oc. 3X5. -.- II Iia 3X5 ti 7 E —1 7 S I ri I G , 7-4-2 i 1 r� '4 s i r 0-4-2 C I 0-4-2 mi. PI 7 ///////////�// 3X5 an 4X88,-- _ -,>;- 18-0-0 2X4(A1) = 3X6= 3X6(B1) 1;!1.7.;:t 2,:2;12 13-9-1 5 4-9-10 ,I_ 5-4-7 10-2-15 >1 1-. 12-0-0 _I, 12-0-0 J F 24-0-0 Over 2 Supports >1 R=408 PLF U=90 PLF W=4-0-0 R=1275 U=248 W=5.5" RL=65/-65 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: tRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0.0`` OR/-/1/-/-/R/- Scale =.3125"/Ft. bus-Wpa�yy,Inc 360-750-1470 •�IIIARNIIN.•TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING,,usINSTALLING ATND BRACING, Fe ..+4,-,, 3901 NE btfti)St.,Vancouver WA RNORTH LEE STREET. SUITE 312. ALEXANDRIA.VA, 223144)NANO MICA(MOOD TRUSS1 COUNCIL OF AMERICA. 6300 �g'�NptN �o TC LL 25.0 PSF REF R561-- 44384 ENTERPRISE LANE,MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS Z TC DL 7.0 PSF DATE 10/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 19575 •A PEOPEWLY ATTROILA AIWA CEILING. , ..IOTAMT..FURNISN A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. IA BUILDING COMPONENTS BC DL 10.0 PSF on CAUSR561 11276030 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS I _ ' f 1 BC LL 0.0 PSF CA-ENG TSB/GWH - ✓ � ALPINE IN CONFORMANCE DESIGN CONFORMS NYITHITH TAPPLICABLEPI,OR RPROVISIONSOF INS (NATIONAL DESIG TALSPEC.BYAFAPA)AND TPING Of TRUSSES. R . ALPI E o �i mow CORIECTOR PLATES ARE MADE OF 2O/19/16GA(W,H/SS/B)ASTM A653 GRADE 40/80(W, X/H.SS)GALV. STEEL.APPLY Jw..2O v TOT.LD. 42.0 PSF SEQN- 141129 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z. -"! ANY INSPECTION OF PLATES FOLLOWED BY(i) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS ITR'Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COLPONENT /POLO W.N� DUR.FAG, 1.15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AM)USE OF THIS COPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. RWnewN 8/30(2013 SPACING 24.0" JREF- 1 UFS561_Z 1 2 L { 1 I I 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (113765-FISH CONSTRUCTION PLAN 2371 ELEVATION ONE -- PORTLAND, OR - T04) Top chord 2x4 DF-L #1&Bet, g 110 mph wind, 20.97 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and 1/180 total load. Creep increase applied per IRC-09 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=1,00, CAT II & Pf=19.25 psf. 4X4= 1 C 1111111 2X44 2X44- +. 4A 6-2-2 71 1 7 440111 0-4-2 p 0-4-2 4 PA ■ 0 8-0-0 5X8 EE I i 3X4(A1) = 3X4(A1) — 1-0-0 I_ 5-2-15 10-0-0 4-9-1 afe 4-9-1 j0-0 0 5-2-15 I_ 10-0-0 _i_ 10-0-0 J E20-0-0 Over 2 Supports R=928 U=160 W=5.5" R=928 U=160 W=5.5" RL=159/-159 Design Crit: 1RC2009/TPI-2007(STD) PLT TYP..� Wave FT/RT=8%(096)/4(1) 10.03.04.0., OR/-/1/-/-/R/- Scale =.375"/Ft. T3901 NE68tl1St.,Vancouver WA s-Way,Inc 360-750-1470 *B REFER TO SCSIEET�,BSUITSES REN311RE EXTREME CARE IN FABRICATION,2C�ROE%ANOR FE VAINFORMA ION)yICA HANDLING, IS* TRUSSI C(1"SSTALLING AND P TE STITUTE BRACING, 9 `�� IN� �SO TC LL 25.0 PSF REF R561-- 44385 ENTERPRISE LANE, MADISON, ■I 53719) FOR SAFETY PRACTICES PRIOR TO PERFORBIING THESE FUNCTIONS, UNLESS c� FR Z TC DL 7.0 PSF DATE 10/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 19575 PE r A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 11276031 0.IMPORTIMIT.•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITP BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS . A. O P.t4tt✓ 'I 1 BC LL 0.0 PSF CA-ENG TSB/GWH * ALPINE ' IN CONFORMANCE WITH TPR; OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES, DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 3O/18/16GA(W,H/SS/K)ASTM A653 GRADE 00/80 OF, K/H,SS)GALV. STEEL,APPLY '�k 2p,19� v TOT.LD. 42.0 PSF SEQN- 141123 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-2. -'�L ANY INSPECTION OF PLATES FOLLOWED BY (I)SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THISq. FROM KTC RTW Building Components Group,Inc. DRaWItG INDICATES ACCEPTANCE OF PIIOFESStoMAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT ROLA W.� OUR.FAC. 1.15 Sacramento,CA 95828 BUILDDESIG ISSHOOWEfSIIGNEPo PHERSUANSAB�iTV ANO USE OF THIS COIWONENT FOR ANY BUILDING IS 711E RESPONSIBILITY OF THE RWBB11gI B/QU/3013 SPACING 24.0" JREF- 1 UFS561 Z12 L I 1 I I 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (113765-FISH CONSTRUCTION PLAN 2371 ELEVATION ONE -- PORTLAND, OR - T05) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.97 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 DL=6.0 Webs 2x4 OF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Truss spaced at 24.0" OC designed to support 1-4-0 top chord outlookers. See DWGS A11030050109 & GBLLETIN0109 for more requirements. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 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=1.00, CAT II & Pf=19.25 psf. (*) Provide lateral bracing for inset member. Attach nailer 3X5 at edge of lower roof diaphragm, or use purlins at 24" oc. %i r ig 3X4 1 4 a G I1 7 I r 17 6-2-2 a i (H) r 0-4-2 I a 0-4-2 1'� ///////,///////// /�0 0 // ti m 0 r. 18-0-0 ///////////////////// 3X5 2X4(A1) = 3X4- 3X4(A1) 1.2:0-9.1 L1_-O-9.1 k 12-9-15 7-2-1 12-9-1 'I� 7-2-15 I— 10-0-0 J_ 10-0-0 -1 l 20-0-0 Over 2 Supports R=244 PLF U=54 PLF W=6-0-0 R=955 U=172 W=5.5" RL=37/-37 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) PLT TYP.yyWave FT/RT=8%(0%)/4(1) 10.03.04.0•*.1.. OR/-/1/-/-/R/- Scale =.375"/Ft. 39Trus-Way, 011 NE 68tInct,360-750-1470 er WA •NEFFEERR O BCS)TRUSSES(BUILDING REQUIRE ENT SAFETY'N NF RMATIONFABRICATION,PUR(SHED aV SHIPPING,TP1 (TRUSINSTALLING PLATE"I,E BRACING. TC LL 25.0 PSF REF 9561-- 44386 _ NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND RCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 oolw!; .O ENTERPRISE LANE,MADISON,RI 53710)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ' 14 TC DL 7.0 PSF DATE 10/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 19578 7lir A PROPERLY ATTACHED RIAIR OEILIIIB. ••IMERTANT•'FIRNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 11W BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11276032 GROUP, INC. SHALL NOT RE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS C �/ minw ALPINE DESIGN CONFORMSIN E WITH TP1;WITH APPLICABLEPROVISIONS OFNOS(NATIONAL DESIGN SPEC.ABYYAFAPA)AND TPOF I. ALPINE OR ES, 4GON I V BC LI- 0.0 PSF CA-ENG TSB/GWH CONNECTOR PLATES ARE MADE OF 20/18/10GA(W,H/SS/N)ASTM A653 GRADE 40/60(W, N/H,SS)GALV. STEEL.APPLY ,/ �,,P, TOT.LD. 42.0 PSF SEQN- PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. qii 'W 20,19# 141149 ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS P 11W Building Components C Group,Inc. DD � CATESTHE SUITABI�ITTY AND USE1OFFATHIS COMEONENT FOR ANYG 5BUILDINGY RESPONSIBILITY IBILITTY OF THE Sacramento, 'OLDyr•N� OUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNERPERANSI/TPIISEC. 2. Ren.wal6/3onoLS SPACING 24.0" JREF- 1UFS561 212 I J I ) 1 1 (113765-FISH CONSTRUCTION PLAN 2371 ELEVATION ONE -- PORTLAND, OR - T06) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.09 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.( ) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-09 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=1.00, CAT II & Pf=19.25 psf. 6X6 7 I 1 7 4-5-2 I 4 I 0-4-2 !I I l 1 0-4-2 4[16 4 4 -o-D I 5x6= 2X4(A1) = 2X4(A1) L 1' 1W >I f" 7-0-0 al< 7-0-0 >( L. 7-0-0 ,I_ 7-0-0 J I< 14-0-0 Over 2 Supports >j R=670 U=109 W=5.5" R=670 U=109 W=5.5" RL=117/-117 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.060 P._ .oF OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way Inc 360-750-1470 •.1ARRIMO"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. f; TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA RTN LEEIIDPBSTR1EET(SU TEN312 AOLENENTxA1DSRIAE VA!NF22�31A4A)IarD IP(CA LISHED(woo BTRU551 GO(UN�CTL PpLAFTE INSHfICHTUTE, 6J00 `y�i 61N F441+ REF R561-- 44387 ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 0 a957D �'p TC DL 7.0 PSF DATE 10/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTRCIGW AIWA CEILING. - r. ••IRPORTART•.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITO BUILDING COMPONENTSGRO / BC DL 1D.O PSF DRW CAUSRS61 11276033 ALPINEmi IN CONFP. IORMANCE WITNC. SHALL HOTPT IE ORRESPONSIBLE AARICATING, AHANDLINNG, SHIPPPIN,ROM INSTHIS ALLING AAARAC1 NY FAILURE OFF TRUSSES THE TRUSS 1 ' ,• �..,�, BC LL 0.U PSF CA-ENG TSB/GWH ' Apr,' * DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AFRPA)AND TPI, ALPINE CONNECTOR PLATES ARE MADE OF 20/113/1RGA OCH/SS/K)ASTM A653 GRADE 40/60(W, R/H,SS)DALV. STEEL.APPLY �,ib. TOT.LD. 42.0 PSF SEAN- 141133 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON'THIS DESIGN. POSITION PER DRAWINGS 100A-V. 9C0 ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX Al OF TP11-2002 SEC.3, A SEAL ON THIS Q ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OlD W,N DUR.FAC. 1.15 FROM KTC Sacramento, Gr 8 BUILDIRESIG DESIGNER HERSUITABILIITI SEC. a USE OF THIS COW ONENT FOR ANY BUILDING IS THE RES HN$IBILIIY OF THE IanewaIW/30/2013 SPACING 24.0" JREF- 1UFS561_Z12 i 3 I ) R T (113765-FISH CONSTRUCTION PLAN 2371 ELEVATION ONE -- PORTLAND, OR - T07) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.09 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.( ) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Truss spaced at 24.0" OC designed to support 1-4-0 top chord outlookers. See DWGS A11030050109 & GBLLETIN0109 for more requirements. Cladding load shall not exceed 3,00 PSF. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 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=1.00, CAT II & Pf=19.25 psf. (A) Provide lateral bracing for inset member. Attach nailer 3X5-- at edge of lower roof diaphragm, or use purlins at 24" oc. 3X4-* i I 4 I I 7 1 A 7 4-5-2 ' i I I CI Q 0-4-2 it / ® 0-4-2 JAB-0-0 //////////// f 3X53 = 7 2X4(A1) = 2X4(A1) L1-o-DLJ Li-o-°>J 85 8-6 15 _ls"1L 5-5-1 5-5-15 L- 7-0-0 -I— 7-0-0 ,1 l 14-0-0 Over 2 Supports >1 R=284 PLF U=82 PLF W=3-6-0 R=716 U=187 W=5,5" RL=47/-47 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) PLT TYP, Wave FT/RT=8%(0%)/4(1) 10.03.04.0•• , -1-rv, OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way.Inc 360-750-1470 •WAR111N••TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. /�. CS 3901 NE ah St.,Vancouver WA ,REFER TO BCSI (ROILDIND CtlIPONENT SAFETY INFORMATION). PUBLISHED BY TEl (TRUSS PLATE INSTITUTE, 218ENTERPRI4 �, TC LL 25.0 PSF REF R561-- 44388 NORTH LEE STREET, SUITE 312. ALE%ANDRIA. VA, 22314)AND WCCH(WOOD TRUSS COUNCIL OF AMERICA, 5300 �g �pIN F� 0 OTHERWISE INDICATED TOPCHORDCHORD SHALLBHAVERPSAFETY p ER YPATTACHED STRUCTURALTICES PRIOR TO PANELSNG AND BOTTOM CHORDBSHALLBHA E MtS n 'Q TC DL 7.0 PSF DATE 10/03/11 A PWWPEPLY ATTAWIBW WININ CEILING. 19575 PE / BC DL 10.0 PSF DRW CAUSR561 11276034 oo INPOWTANT..FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS ALPINE IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES, -Ir 11 mowBC LL 0.0 PSF CA-ENG TSB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NNS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE 0- CONNECTOR PLATES ARE MADE OF 20/18/18GA(W,H/SS/K)ASTM A853 GRADE 90/B0(W, 0/H,SS)CALV. STEEL. APPLY ./ PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS I80A-2. -�[j0,1 �, TOT.LD. 42.0 PSF SEQN-'` 141141 Ally INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS FROM KTC 1'1W Bonding Components Group,Inc. DRAWIN S I�CATESTHACCE TANCE OF PRO USE OONATHI9 IINEERNENTRESPONSIBILITY LILDING 1ESOLELY YHFFOR RETHTHE TRUSS RESPONSIBILITY COMPONENT R�L��'N DUR.FAC. 1.15 Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. RBMWd6/30/2013 SPACING 24.0" JREF- 1 UFS56 1 Z1 2 1 1 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (113765-FISH CONSTRUCTION PLAN 2371 ELEVATION ONE -- PORTLAND, OR - T08) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.58 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet. anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf, Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Truss spaced at 24.0" OC designed to support 1-4-0 top chord outlookers. See DWGS A11030050109 & GBLLETIN0109 for more requirements. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 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=1.0O, CAT II & Pf=19.25 psf. 3X5 MI I P 7 I id' 11 I [ 7 3-4-14 0-4-2 0 �� 0 EIA 0-4-2 18-0-0 I////////////////27///////////////// 2X4(A1) = 3X5 an 2X4(A1) an tc1' >i l< 1' >i I— 5-3-0 J_ 5-3-0 ,I I10-6-0 Over Continuous Support R=125 PLF U=56 PLF W=10-6-0 RL=12/-12 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: 1RC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=B%(O%)/4(1) 10.03.04.060 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 *OARNIIIO"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING, I I 4RF 3901 NE 68Th St,Vancouver WA �REFEA TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TEl (TIOISS PLATE INSTITUTE, 216 (F% �p� TC LL 25.0 PSF REF R561-- 44389 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND MICA(WOOD TRUSS COUNCIL OF AMERICA, 6300 00 iN a `YO ENTERPRISE LANE.MADISON,W1 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 1 (4 M�I TC DL 7.0 PSF DATE 10/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 1967 A PROPERLY ATAONEW AIWA AMINO. ..t•PORTA*P•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS 4 BC DL 10.0 PSF DRW CAUSR561 11276035 — _. ALPINE NSFAILURE HA GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY TO BUILD THE TRUSS Nmil IN CONFORMANCE WITH TPI; OR FABRICATING, NDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. t Ct W ' 1 BC LL 0.0 PSF CA-ENG TSB/GWH * DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE OREGON CONNECTOR PLATES ARE MADE OF 20/19/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL.APPLY *At � v TOT.LD. 42.0 PSF SEQN- 141137 PLATES TO EACH FACE OF TRUSS ANO, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-2. "`At20,060 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3, A SEAL ON THIS n �Mr 1TW Building Components Group,Inc. DDBEASOI INDICATESTIffCSUMTABILITY AND ISEIOF THIESCIINEERIENTRFOR NIYIBBUILDING ISLFHERESfgNSIBiL1 ETRE ROtih w,f•VP DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC, 2, RMINWRI&/30/2013 SPACING 24.0" JREF- 1 UFS561_Z1 2 1. ) , • (113765-FISH CONSTRUCTION PLAN 2371 ELEVATION ONE -- PORTLAND, OR - T09) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC 01=6.0 Connectors ingreen lumber psf. (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Deflection meets L/24Q live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 11-4-10 R=110 U=34 7 001111111( 2-8-2 6 0-4-2 � K R=71 9-0-0 I 2X4(A1) -• L--1-0-0__›..1 -- q 0-5-14� 3-6-2 'c 4-0-0 Over 3 Supports R=256 U=12 W=5.5" RL=67/-27 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.06 OR/-/1/-/-/R/- Scale =.75"/Ft. Trus-Way,Inc 360-750.1470 •'S*RRINO"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING, ep op- 47. R_4 TC LL 25.0 PSF 3901 68th St„Vancouver WA RNORTH TLEEBSTREET(BSUITEIN312.ALNALEST S AE VAIN22231144)IAND MBCA(WOOD IXI C(O0DICIL TEE EEAM(EERICA TE, 6J� � Sv/ REF R561-- 44390 ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FCTIONS, UNLESS C9� a4 IN@F. UNTC DL 7, DATE 1 0/03/1 1 D PSF OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 196T5 P A PROPERLY ATTAGIER MAIO GEMEL r _ ..I�PONTAKrosFI1RNISB A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITU BUILDING COMPONENTS 1 BC DL 10.0 PSF DROP CAUSR561 11276036 !• ALPINE GROUP,'COoNF1NC.ORMANCEEALL WITHHOT TPIE OR FABRICATING,SFAHANDLING,ANY SHHIIPPINNGG,TINSTALLINNGG' ANY N FAILUREBRACING TRUSSES. DESIGN THE TRUSS Oct 03 1 BC LL 0.0 PSF CA-ENG TSB/GWH DESIGN CONFORMS RUTH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AF&PA)MO TPI. ALPINE OREGON CONNECTOR PLATES ARE MADE OP 20/1B/16GA(W,H/SS/R)ASTR A653 GRADE 40/80(W, G/H,SS)GALV. STEEL.APPLY y�' ��W. TOT.LD. 42.0 PSF SEQN- 141151 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 180A-2, -+,K �ya� ANYINSPECTION INDICATES PLATES ACCEPTANCENOF PROFESSIONALSHALL ENGINEERINGANNEX RESPONSINULIN SOLELY3FOR THE TRU55 SEAL CONWOIENT ��Q .,L ITU Building acr mento, A GI'OM�Inc. DESI NSI THE SOITABILITY AND USE OF THIS CONrONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE CD W,N OUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPt 1 SEC. 2. RRBNnVal6/30/2013 SPACING 24.0" JREF- 1UFS561_Z12 I 4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR, (113765-FISH CONSTRUCTION PLAN 2371 ELEVATION ONE -- PORTLAND, OR - T10) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet,(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Connectors ingreen lumber psf. (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Deflection meets 1/240 live and 1/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. I 7r I A9-7-1 R=-14 Rw=13 U=17 0-11-2 1 0-4-2 inor i MAIM PRIEM 2X4(A1) —_ Lr-1-0-0—J 1-0`0 Over3 Supports R=167 U=24 W=5.5" RL=26 R=13 U=3 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(Q%)/4(1) 10.03.03.0 A� OR/-/1/-/-/R/- Scale =1"/Ft. Trus-Way,68th St., 360-750-1470 IMO."TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING, A �tf TC LL 25.0 PSF 3901 NE LLi St.,Vancouver WA 'REFER TO DCSI (BUILOIN6 COMPONENT SAFETY INFDRWTIDN). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 276 r �sW. ' REF R561-- 44391 11 _ NORTH LEE STREET. SUITE 312. ALEXADRIA,VA, 22374)PND WTCA(MOOD TRUSS COUNCIL OF AMERICA, 6300 �� {3 i W ENTERPRISE LANE.MADISON.W1 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING.THESE FUNCTIONS. UNLESS C., 4i ��`+ I( DL 7.0 PSF DATE 10/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS MID BOTTOM CHORD SHALL HAVE k. '19575- / A PROPERLY ATTAOIED RIME OEILIH A ••IMPORTNT•"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11276045 I_ �R GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:AMI FAILURE TO BUILD THE TRUSS moor ALPINE liM IN CONFOMMNCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES, Oct 03 ' 1 BC LL 0.0 PSF CA-ENG TSB/GAN * DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF ABS(NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE OREGON CONNECTOR PLATES ARE MADE Of 20/IN/16CJA(W,H/SS/K)ASTM A653 GRADE 40/60(W, R/H,SS)GALV,STEEL.APPLY A/�_ ,_„p, y TOT.LD. 42.0 PSF SEQN- 13129 REV PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-2. "`NS 57a- FROM n ANY INSPECTION OF PLATES FOLLOWED BY (I)SHALLNBE PER ANNEX S3 OF BI ITYWS SEC.). A SEAL ON THIS �441�p W Nf�p' OUR.FAC. 1.15 KTC ITNBMIIdin ComponentsGrout,Illc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY ABS USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. R.B.w.le/30n013 SPACING 24.0" JREF- 1 UFS561_Z1 2 S 7 , M 1 f (113765-FISH CONSTRUCTION PLAN 2371 ELEVATION ONE -- PORTLAND, OR - J02) THIS DRG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) Special loads _ Bot chord 2x4 DF-L #1&Bet.(g) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 66 plf at -1.00 to 66 plf at 1.91 Connectors in green lumber (g) designed using NDS/TPI reduction factors. BC- From 20 plf at 0.00 to 20 plf at 4.00 BC- 31.51 lb Conc. Load at 2.00 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bottom chord checked for 10.00 psf non-concurrent bottom chord live anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Wind reactions based on MWFRS pressures. factor for dead load is 2.00. Unbalanced snow loads have not been considered. IF i A 10-2-0 R=54 U=3 7 { 1-5-8 'r ¢ 0-4-2 ,41M111111111111111111111111111111111111111111111111111111111111111111[ 90 0-3-8 4 !� R=66-0- I 2X4(A1)F--- 1-<---1-0-0 L-1-0-0 >‹ 1-10-15 1 0-5-14 3-6-2 4-0-0 Over 3 Supports R=206 U=26 W=5.5" Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.O4.0.:^. ` •o OR/-/1/-/-/R/- Scale =1"/Ft. Trus-Way,Inc 360-750-1470 ""WARRIRR""TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING, ,‹ S - 3901 NE 68t "SS h St.,Vancouver WA NORTH LEEBSTREET, SUIITE1312.AALENENX IAEVAIN222314)IAAND RICCAA(ROBY S OD TRUSc(ITNICIL PATE INRIFI�TUTE, 818 S. aGINFF tTC LL 25.0 PSF REF R561-- 44392 ENTERPRISE LANE. MADISON.MI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SIAL(.HAVE 1967• ETC DL 7.0 PSF DATE 10/03/11 A PROPERLY ATTACRAW RIWIW DEIur. 1111 J ""IMPORTANT""FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS / BC DL 10.0 PSF DRW CAUSR561 11276037 ALPINE _ IN CONFORMANCE WITGROUP, INC. SHALL HOT TPIE ORSFAABRICATING, HANDLIIBLE FOR ANY NG, SHIPPING,FROM TINSTIS AALSIGN,ANY LLING A RACING OFF TO TRUSSES. 0.':1* 0 ' 1 BC LL 0.0 PSF CA-ENG TSB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE SEQN- PLATES ARE MADE OF 20/18/16GA 01.H/SS/K)ASTM A853 GRADE 40/80(W, K/H.SS)GALV. STEEL,APPLY m,1 TOT.LD, 42.0 PSF PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. R/ 1 41 1 55 ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS 4°L.001.° r ,/ OUR.FAC. 1.15 FROM KTC DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT TOLd W'N�P ITW Building ComoCA 95828Group,Inc. DES(6N SHOEN. THE SUITABILITY AND USE OF TNIS COMPONENT FOR ANV BUILDING f5 THE RESPONSIBILITY OF Tiff Sacramento,CA 95828 BUILDING DESIGNER PEN ANSI TPI 1 SEC. 2. RanWwWiB(3olzoi3 SPACING 24.0" JREF- 1 UFS561_21 2 L j 1 , 1 N THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (113765-FISH CONSTRUCTION PLAN 2371 ELEVATION ONE -- PORTLAND, OR - J02) Top chord 2x4 DF-L #1&Bet.(g) Special loads . Bot chord 2x4 DF-L #1&Bet.(g) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 66 plf at -1.00 to 66 plf at 1.91 Connectors in green lumber (g) designed using NDS/TPI reduction factors. BC- From 20 plf at 0.00 to 20 plf at 3.00 BC- 31.51 lb Conc. Load at 2.00 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bottom chord checked for 10.00 psf non-concurrent bottom chord live anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Wind reactions based on MWFRS pressures. factor for dead load is 2.00. Unbalanced snow loads have not been considered. Iv , A 10-2-0 R=44 0=7 7 1 1-5-8 1 d I, 0-4-2 1 0-3-8 9-0-0 , 4 -.Nowa R=50 r 11116121111 2X4(A1) an Lc--1-0-0 1-10-15 >I 0-5-14 2-6-2 3-0-0 Over 3 Supports R=197 U=30 W=5.5" Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(O%)/4(1) 10.03.04.0-: .pap, OR/-/1/-/-/R/- Scale =1"/Ft. s�i*iEs thst.,v°anoou wA yFpFRMETHRLEE�S7REET`SUlTE831REQUIRE 2 EEXANIR p�VA,8220R31,A,)XU G HANDLING, TRUSSPPIAUNCIL PIDAFTE INSRiAND ITUTE �`,�� (3IIVf 'to° TC LL 25.0 PSF REF R561-- 44393 ENTERPRISE LANE.MADISON,WI 03718)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ` _ OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 19678 P7 TC DL 7.0 PSF DATE 10/03/11 A PROPERLY AMMO RIM6RIUMr, , BC DL 10.0 PSF DRW CAUSR561 11276038 ••IMPORTART•'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITR BUILDING COMPONENTS _ GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS A �n '' 1 BC LL 0.0 PSF CA-ENG TSB/GWH ALPINE IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING. SHIPPING, INSTALLING A BRACING OF TRUSSES. Lt•. •V N'3 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF INS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE �q — CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W, 0/0,55)GALV,STEEL.APPLY A946 TOT,LD. 42.0 PSF SEQN- 141160 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A.Z, ANY INSPECTION OF PLATES FOLLOWED BY (I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS kOLO OL°7- DUR.FAC. 1.15 FROM KTC ITABRNdingComponents Group,Inc. NT: INDICATES THE SI TTANCE OF AND PROFESS IONATHISGINEERIENTBFO NSIIBILITYINSO ELTHE RETHENTRIUILICO�OFNENE Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. RWNIWYYRI6/30/2019 SPACING 24.0" JREF- 1 UFS561_Z1 2 , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (113765-FISH CONSTRUCTION PLAN 2371 ELEVATION ONE -- PORTLAND, OR - J02) Top chord 2x4 DF-L #1&Bet.(g) Special loads • Bot chord 2x4 DF-L #1&Bet.1g) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 66 plf at -1.00 to 66 plf at 1.91 Connectors in green lumber (g) designed using NDS/TPI reduction factors. BC- From 20 plf at 0.00 to 20 plf at 2.00 BC- From 10 plf at 2.00 to 10 plf at 6.00 BC- 31.51 lb Conc. Load at 2.00 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located 8C- 44.04 lb Conc, Load at 4.00 anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Wind reactions based on MWFRS pressures. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. R=81 410-2-0 7 1-5-8 4 4 0-4-2 IXI 0-3-8 I vV VVV 4-R=98098 4 2X4(A1) ----- LE---1-0-0 '.I.- 1-10-15 51 -91 p-5-1i1T- 5-6-2 6-0-0 Over 3 Supports R=210 U=28 W=5.5" Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0.0 OR/-/1/-/-/R/- Scale =1"/Ft. Trus-Way�Inc 360-750-1470 .1MUUli 6.•TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. ,t.' O S TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA REFER TO DCSI (BUILDING COIRONENT SAFETY INFORMATION), PUBLISHED BV TPI (TRUSS PLATE INSTITUTE, 218 {Std REF R561-- 44394 NORTH LEE STREET. SUITE 312, ALEXANDRIA. VA, 22314)AND MICA(WOOD TRUSS COUNCIL OF AMERICA, 6300 .y 0iNFF _ ENTERPRISE LANE.MADISON. 01 53718)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS /' C DL 7.0 PSF DATE 10/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 19675 PE A PWBPERC/MACHO MOM WEILIM. R C+r /BC DL 10.0 PSF DRW CAUSR561 11276039 _ ••IRAORTAN puRN,SH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS 17 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS Now ALPINE _ DESIGNIN ORMANCE MANCESWIH TPI, OR FABCATIFABRICATING, H OFL1ING (NATIONAL DESIGN INSTALLING BRACING OF SES, ALPINEMINS t 1 BC LL 0.0 PSF CA-ENG TSB/GWH CONNECTOR PLATES ARE WADE OF 20/1B/18GA(W.H/SS/K)ASTM 5853 GRADE 40/60(W, K/H,SS)GALV. STEEL.APPLY ,/e..�'i_�,E4 TOT.LD. 42.0 PSF SEAN- 141170 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1605-2. A- "`k Wimpy ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC,3. A SEAL ON THIS �9R I i7�. TJ FROM KTC 11WBDUdingComponents Group,Inc. oGaSDESHI INDICATESTIE CEPTANCE UPI'nim ESSIONAL E cNEEPO/1E/DirrRESPOIIAIVIBILiLTY SO ELY F RRETHE TRBUSSS COIRIONEEN 0& RUR.FAC. 1.15 Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. RMn.waJN/N01201a SPACING 24.0" JREF- 1 UFS561_Z1 2 I5 lk I • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (113765-FISH CONSTRUCTION PLAN 2371 ELEVATION ONE -- PORTLAND, OR - J04) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Connectors ingreen lumber psf. (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 4_11-4-0 t iir R=116 U=31 7I2-7-8 0 -4-2 ,� i *9-0-0 0-3-8 e 2X4(A1) = R=103 LE-1-0-0 ,Lc 3-10-15 0-5-14r- 5-6-2 r 6-0-0 Over 3 Supports a R=272 U=8 W=5.5" RL=66/-27 Design Crit: IRC2009/TPI-2007(STD) PLTTru M. IWa nc 6e-7sata7D FT/RT=896(096)/4(1) 10.03.04.0-= , ••�yF� OR/-/1/-/-/R/- Scale =.75"/Ft. WARMIMRY•TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 3901 NE 68tH Si,. Vancouver WA •RORER TO UCSREET` DIN312 A°LEEN%ANDRIAE Y INFOORRMATION)YfICA IiISMED NaussI runt it LATEAINSTIT E 218 �G C3 1 N f Sim TC LL 25.0 PSF REF R5Ij1_- 44395 ENTERPRISE LANE,MADISON,■I 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS - `1967. ,E IC DL 7.0 0 PSF DATE 10/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHES MIOIM CEILING, •*IIPORTAMT•oFURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS /// BC DL 10.0 PSF DRW CAUSR561 11276040 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS , H /5 ..."' 'I BC LL 0.0 PSF CA-ENG TSB/GWR Now ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING 0 BRACING OF TRUSSES, DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AWA)AND TPI. ALPINE —__ CONNECTOR PLATES ARE MADE OF 20/1B/16GA(M,H/SS/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL. APPLY TOT.LD. 42.0 PSF SEQN-TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-2. Q 141172 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX Al OF TPI1-2002 SEC.3. A SEAL ON THIS �RQCnvJ 00' OUR.FAC. 1.15 FROM KTC ITW Building Components Group,Inc. :::!:LIGS INDICATES CEPEPROFESSIONALNENGINEERING TAN EIOF AND USEOLHCRESPONSIBILITY I SOLELY FOR DIE TRUSS NRNGTESR NSBLITY INS EYHFREENTIUSI COMPONENT ENE Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. nBp°Ms1O/2013 SPACING 24.0" JREF- 1 UFS56 1_Z1 2 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (113765-FISH CONSTRUCTION PLAN 2371 ELEVATION ONE -- PORTLAND, OR - J06) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Connectors ingreen lumber psf. (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 0 4_12-8-0 I R=170 U=51 7 3-9-8 d 0-3-8 N 0-4-2 i X19-0-0 r R=109 2X4(A1) I, 11 5-10-15 =j ....- Op--114- 5-6-2 6-0-0 Over 3 Supports a R=336 U=10 W=5.5" RL=93/-33 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0.: , :rp, OR/-/1/-/-/R/- Scale =.5"/Ft. �(1ESaca ' R TRUSSES C �1BRACING. 461 TC LL 25.0 PSF REF R561-- 443963N68taty,ht.,VnoAwa RREFETOHCEET(BRI,2ALINNTDAVNZ23,4 NT EO BR 1 (TRUATE INSTTTUTE, 20 y ,G N4, 1 0n ENTERPRISE UNE,MADISON, NI 53718)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS {(r 19576 P• v TC DL 7.0 PSF DATE 10/03/11 ..OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED Blau CEUGERM. rBC DL 10.0 PSF DRW CAUSR561 11276041 •..IMPOMTAMWFURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS Imo GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS O fj,.t-09 ' BC LL 0.0 PSF CA-ENG TSB/GWH Now ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES, {�rjDPE DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI, ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA(M,H/SS/K)ASTIR A653 GRADE 40/60(W, K/H,SS)GALV.STEEL.APPLY ,0',(� TOT.LD. 42.0 PSF SEQN— 141174 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z.ANY n ORAWINGPECTION OF INDI INDICATESTHELATES FOLLOWED PROFESSIO ALLBE PER ANNEX A3 OF ENG INEER1101 HESPONSIB/LITY SOLELY3. A SEAL ON THIS FOR THE TRUSS COPONENT TO�d,N`0� ITW Building Components Group,Inc. DUR.FAG. 1.15 FROM KTC Sacramento,CA 95828 DESIGN SHO N, THE SUITABILITY ANO USE OF 7HIS COMPONENT FOR ANY BUILDING IS THE RESPUN.SIBI LITY OF THE BUILDING DESIGNER PER ANSI/TF1 ,SEG. 2. AWRawai 6/30/2033 SPACING 24.0" JREF- 1UFS561_Z12 i I I I 4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (113765-FISH CONSTRUCTION PLAN 2371 ELEVATION ONE -- PORTLAND, OR - SJ02) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg. Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Connectors ingreen lumber psf. (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1 7j A ••••0400/44 410-2-0 R=37 U=12 1-5-8 V F 0-4-2 A1 0-3-8 9-0-0 714.1°-- R=32 EM 2X4(A1) Ea 1.‹---1-0-0 ›-= 1-10-15 1J F1-11-4 Over 3 Supports R=180 U=16 W=5.5" RL=39/-21 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0/.'' yam. OR/-/1/-/-/R/- Scale =1"/Ft. Trus-Way,Inc 360-750-1470 *.IA*NINBV.TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING ANO BRACING. Ike• r °F. REF R561-- 44400 3901 NE 60th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY IN/OIWTION). PUBLISNEO BY TPI (TRUSS PLATE INSTITUTE, 21$ TC LL 25.0 PSF NORTH LEE STREET, SUITE 312. ALEXANDRIA. VA, 22311)AND PTCA(WOOD TRUSS COUNCIL OF AMERICA. 6300 ,_`0 IN a „'D ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS l� _ TC DL 7.0 PSF DATE 10/03/11 OTHERWISE INDICATES TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE it 19575 A PRNPEILY MAGMA AMID CEILING. - / ••INNRTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS A' BC DL 10.0 PSF DRW CAUSR561 11276042 GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN,ANY FAILURE TO BUILD THE TRUSS nowALPINE IN CONFORMANCE WITH TPI;OR FABRICATING. HANOLING, SHIPPING. INSTALLING L BRACING OF TRUSSES, I t I BC LL 0.0 PSF CA-ENG TSB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NGS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE O- GON CONNECTOR PLATES ARE MADE OF 20/18/15GA(N,H/5S/K)ASTM A553 GRADE 40/60(W, K/H,SS)GALV. STEEL.APPLY 20,106�� TOT-LD. 42.0 PSF SEQN- 141153 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16DA-Z. ql *AL ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX Na OF TP11-2002 SEC.3. A SEAL ON THIS ITW Building Components Group,Inc, OEAIII SHOWN. ACCEPTANCE SUITABILITY PROOF PROFESSIONAL E SSIOf LNIEN CWEEOIPoING RESPONSIBILITY LITYING SOLELY RESPONSIBILCOMPONENT ITY THE to W N DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. N.D«N.A/ao/zo13 SPACING 24.0" JREF- 1UFS561_Z12 4 4 , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (113765-FISH CONSTRUCTION PLAN 2371 ELEVATION ONE -- PORTLAND. OR - SJ04) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Connectors ingreen lumber psf. (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. I/ *11-4-0 0-4-1 7 i R=101 U=33 1 { 2-7-8 i 0-4-2 9-0-0 , 4 R=44 U=6 1 2X4(A1) 1-1-0-0 >i< 1-11-4 >I 3-10-15 Over 3 Supports >I R=219 U=13 W=5.5" RL=66/-27 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=B%(096)/4(1) 10.03.04.0.',/,,,.1%;16' OR/-/1/-/-/R/- Scale =.75"/Ft. 39011 N 668ihSi.,Vancouver WA "RE R TO!CSIRUSSUILDINES UIRE EXTREME CARE IN COMPONENT SAFETY INFORFNTION)N PUBLIISHED BY ING, SHIPPING,WI (TRUSS PLATENINSTDBRACING. `e .cep �`1d� TC LL 25.0 PSF REF R561-- 44401 NORTH LEE STREET, SUITE 312, ALEKAIflMIA,VA, 22314)AN0 OTCA 0000 TRUSS COUNCIL OF AMERICA, 6300 4 Gl N E`_ ENTERPRISE LANE.MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS CO / TC DL 7.0 PSF DATE 10/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAYS 19575-, 1 A PROPERLY ATTACHE*Rlor CEILING. BC DL 10.0 PSF DRW CAUSRS61 11276043 "IMPORTANT''FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITA BUILDING COMPONENTS / �► ALPINE _ GNCONFINC. ORMANCESHALL WITH RIE ORRESPONSIBLE FABRICATING. HANDLING,DEVIATIONIPPING.FROM INSTADESIGN; LLING M BRACING OF TRUSSES THE MISS r, 1 11 BC LL 0.0 PSF CA-ENG TSB/GWH * DESIGN CONFORMSWITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY ANIMA)AND TPI. ALPINE OR' 0,1 - CONNECTOR PLATES ARE MADE OF 20/18/16GA(M,H/SS/K)ASTM AB53 GRADE 40/60(W, K/H,SS)GALS.STEEL.APPLYJw..�',�$ TOT.LD. 42.0 PSF _ SEQN- 141162 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z, 'WW.. b, ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX 43 OF TPI1-2002 SEC.). A SEAL ON THIS lQ,� �� ITA Building Components Group Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT ')(13 V4.N DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN$NOMI. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING 15 THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. IMenewaIS/30j2013 SPACING 24.0" JREF- 1 UFS56 1 Z1 2 3 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (113765-FISH CONSTRUCTION PLAN 2371 ELEVATION ONE -- PORTLAND, OR - SJO6) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 - psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 4 _40hl 12-5-7 0-q-1 7 R=155 U=50 4 0-4-2 P.1—.11111111111111111111111 :2 +9-0-0 4 WRZ ' R=109 U=28 2X4(A1) L1-o-DL-1-11-4---›.1 5-10-15 Over 3 Supports R=233 W=5.5" RL=93/-33 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=13%(0%)/4(1) 10.03.04.0.0 . . OR/-/1/-/-/R/- Scale =.5"/Ft. 39011NEOM Inct.,Vancouver WA 'RErEERR•TO R SITR(`(SSES REQUIRE EXTREME BUILDING CCOMPONENT CARESAFEINFORIAIN TIOM)). PUB�LISIED NYSHIPPING, (TRUSS PIATENIMSTITUAND BRACING. E 218 ��#4E S'S+ TC LL 25.0 PSF REF 8561-- 44402 NORTH LEE SWEET, SUITE 312, AL:SAMIRIA. VA, 223,4)ANO BEER(IMOD TEL"COUNCIL OF AMERICA. 8300 • G IN FAAQ i0 ENTERPRISE LANE. MADISON.■I 53719) FOR SAFETY PRACTICES PRIOR O PERFORMING THESE FUNCTIONS. UNLESS C OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 19575 PE/r TC DL 7.0 PSF DATE 10/03/11 A PROPERLY AmmoAIBIR OE/LIM. , "IOf"FUISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. Ill BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11276044 NRTARRN GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS my ALPINE yogi IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING B BRACING OF TRUSSES. O1„�Ee J� BC LL 0.0 PSF CA-ENG TSB/GRH * DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE ORE e• . CONNECTOR PLATES ARE MADE OF 20/18/16GA(1.6/55/K)ASTM A853 GRADE 90/86(W. K/41,5S)GALA. STEEL. APPLY �• �',_,.Ay TOT,LD, 42.0 PSF SEQN- 141168 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS bESION, POSITION PER DRAWINGS 190A-2, '0E 900 KTC INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS FROM KTC ITR BuildingComponents Group, DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERI G RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT Sacramento,CA 95828 P DESIGN S 011X. THE SUITABILITY AND USE OF THIS ca61ONENr FOR ANY BUILDING IS THE RESPONSIBILITY OF THE l� �p DUR.FAC. 1.15 BUILDING bESIORER PER ANSI/TPI 1 SEC. 2. RRnewd e/sn/2013 SPACING 24.0" JREF- 1 UFS561_Z1 2