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Plans (41) From:BC Custom Homes 503 722 1013 10/01/2010 08:56 #008 P.002/002 ///15r)-0/o lc I 76,0 sCv mer e-/ " sass$® .IT ° POWER ra PE'APQRhb'" MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Carus Heights,CA,95610 Telephone 916/676-1900 Re: DD-04134 Fax 916/676-1909 BC Custom Homes Edwards v i The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Precision Roof Trusses, Inc. My license renewal date for the state of Oregon is June 30,2012. Important Notice:If visually graded lumber is used for the trusses covered by these designs, see"SPIB Important Notice,Dated July 28,2010"(reprinted at www.mii.com)before use. MiTek does not warrant third party lumber design values. i ( ti5� c�GtN .g`S>p 16890PE OR Cji5eYEX`RATION0F'.� f September 30,2010 Tingly,Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI-1995 Sec.2. . eD RecEly .. 688 SEp 51'3" ." c . 2491 is/ (R,tiF AA BU/�DI�YG®/�$0 ► - 18'0"8 15'5" - 10'11"- -4'7"-+� SYS K SYS D �� 11,� • }} j zie 401°- -37(/FY=i) 3'_�'. J 18(Q• =2) .A '(Q =5) I S - - o 0 o_ I. ��_��� HAND SJK6 1 1 pr.. . Di, CUT - r.> J8cm A A A A A A A 4 A A A „4 -Ai I. J8 J cn J10 P{c, J10 1 1 r p�= CO J12 0 co WI M v T25 Q ^ r n co 34(O 2)M es. J12 ry �I �� r I- I- rAllrir J14 ro 1 a J16 N J12 1 J18 JSYS I j J8 SYSJ J6 " T39 J4 <0.... t ,c" I ll r 40 J S1 JB 5 I. J �av= IN M y N I r A !` • A A B c° , I ' J78 . A A T -- - - -- -- m I A A A A Al AD J18 co ---_. _ yy ___-_-_---------'Is J16 J16 A J14 1 J14 d A JI2 ■I J12 r A J10 J10, �SYS HJ10 T T04 J8 9, 1111 J8 b T03 A J6 co Tr m n co M w co m CO I_I,. m �. J6 T02IlW r r r 1.: r r r 1.: I- r pa, T01 _. iltj2 — c S 1 SJ41 -1 = 8 id::Vz" I "rilr ‘11 1n a ' ' -2) y7 >- � � � � 01, JE4 q � � \ ' I IIIIIIIIIIII IDEMIIU r JE4 Q I�': 2 zo m r �7 ill ~ ^Wi - -- 13 SYS E i i 5�F 1 I�,.. mm1 M z 1 t SYSC Z I— SYSB �_ 12'6" 1- 9'��4'9••4+..-7'9"8 15'10"4 +. Omy`L N 57,3„ i >WQ0 1 dJg g VOSS FRAMING E a E E N 6 f/1 SIMPSON/ITW HANGERS NAILS O 42#COMP ROOF =°a o A=HUS26/HDPT26 N1621/2" Trus-Way INC. ( - l B=HUS28/HDTP28 N1621/2" 4/12 2-0 OH Quality-Service-Integrity CO=HHUS2-2/H N161 1/2"/2 LIEBREICH RES. The Builders Choice D=HHUS28-2/HHDTP28-2 N162 " E=HGUS28-2/HDTP28-2 N1621/2" 1 (877)TRUSWAY(878-7929) F=HGUS28-3/HHDPT28-3 N1621/2" PROJ. NO. 102943 (360)750-1470(503)285-2615 JOB NO: G=THJA-26/MHJT N1621/2" H=MTHM/MMTH N16 2 1/2" 102943 ALL HANGERS LUS24 U.N.O. PAGE NO: 1 OF 1 ITW Building Components Group, Inc. 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1U4S561-Z1831150420 Truss Fabricator: Trus-Bay, Inc Job Identification: 102943-VOSS FRAMING, INC. LIEBREICH -- NEST LINN, OR Model Code: IRC Truss Criteria: I RC2006/TP I-2002(STD) Engineering Software: Alpine proprietary truss analysis software. Versions 10.01, 10.02. Truss Design Loads: Roof - 42 PSF A 1.15 Duration Floor - N/A Bind - 110 MPH (ASCE 7-05-Closed) Notes: Seal Date:08/31/2010 1. Determination as to the suitability of these truss conponents for the structure is the responsibility of the building designer/engineer of Garold W.Heal record, as defined in ANSI/TPI 1. Washington PE#34183 2. As shown on attached drawings; the drawing nunber is preceded by: CAUSR561 Details: - Subnitted by GBH 15:03:24 08-31-2010 Reviewer: JOB $ $ # Ref Description Drawing# Date # Ref Description Drawing# Date # Ref Description Drawing# Date 1 90776--T01 10243146 08/31/10 39 90814--T32 10243175 08/31/10 77 90862--SJD6 10243199 08/31/10 2 90777--T02 10243147 08/31/10 40 90815--T33 10243176 08/31/10 78 90863--SJK4 10243200 08/31/10 3 90778--T03 10243148 08/31/10 41 90816--T34 10243177 08/31/10 79 90864--SJK6 10243201 08/31/10 4 90779--T04 10243149 08/31/10 42 90817--T35 10243220 08/31/10 5 90780--T05 10243202 08/31/10 43 90818--T36 10243223 08/31/10 6 90781--T06 10243150 08/31/10 44 90819--T37 10243179 08/31/10 7 90782--T07 10243203 08/31/10 45 90820--T38 10243169 08/31/10 8 90783--T08 10243204 08/31/10 46 90821--T39 10243168 08/31/10 9 90784--T09 10243205 08/31/10 47 90822--T40 10243170 08/31/10 10 90785--T10 10243215 08/31/10 48 90823--J10 10243221 08/31/10 11 90786--711 10243216 08/31/10 49 90824--J12 10243211 08/31/10 12 90787--712 10243218 08/31/10 50 90825--J14 10243180 08/31/10 13 90788--T13 10243151 08/31/10 51 90826--J16 10243181 08/31/10 14 90789--T13B 10243217 08/31/10 52 90827--J18 10243182 08/31/10 .. 15 90790--T14 10243152 08/31/10 53 90828--J2 10243183 08/31/10 16 90791--T14B 10243161 08/31/10 54 90829--J4 10243184 08/31/10 17 90792--T15 10243153 08/31/10 55 90830--J6 10243185 08/31/10 18 90793--T15B 10243154 08/31/10 56 90831--J8 10243186 08/31/10 Id 19 90794--T16 10243155 08/31/10 57 90832--JB2 10243187 08/31/10 20 90795--T16B 10243160 08/31/10 58 90833--JBCJ 10243188 08/31/10 21 90796--717 10243156 08/31/10 59 90834--JC2 10243189 08/31/10 22 90797--117B 10243159 08/31/10 60 90835--JD2 10243190 08/31/10 23 90798--T18 10243157 08/31/10 61 90836--JD4 10243191 08/31/10 24 90799--T19 10243158 08/31/10 62 90837--JD6 10243192 08/31/10 25 90800--T20 10243250 08/31/10 63 90838--JD8 10243193 08/31/10 26 90801--T21 10243222 08/31/10 64 90839--JE2 10243212 08/31/10 27 90802--T22 10243162 08/31/10 65 90840--JE4 10243210 08/31/10 28 90803--T23 10243163 08/31/10 66 90841--JK4 10243213 08/31/10 29 90804--T24 10243164 08/31/10 67 90842--JK6 10243206 08/31/10 30 90805--T25 10243165 08/31/10 68 90843--JK8 10243207 08/31/10 31 90806--T26 10243166 08/31/10 69 90844--JXT 10243208 08/31/10 32 90807--T27 10243178 08/31/10 70 90845--LCJ 10243194 08/31/10 33 90808--T278 10243167 08/31/10 71 90856--SJ2 10243195 08/31/10 34 90809--T27C 10243171 08/31/10 72 90857--SJ4 10243209 08/31/10 35 90810--T28 10243219 08/31/10 73 90858--SJ4 10243196 08/31/10 36 90811--729 10243172 08/31/10 74 90859--SJ4S 10243214 08/31/10 37 90812--730 10243173 08/31/10 75 90860--SJD2 10243197 08/31/10 38 90813--T31 10243174 08/31/10 76 90861--SJD4 10243198 08/31/10 1 ♦ t 5 I ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T01) 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 Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Member design based on both MWFRS and C&C, wind reactions based factors. on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord Deflection meets L/240 live and L/180 total load. Creep increase live load applied per IRC-06 section 301.5. factor for dead load is 1.50. Truss designed for unbalanced snow load based on Pg=25.00 psf, #1 hip supports 5-10-15 jacks with no webs. Corner sets are Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf, conventionally framed. Building designer is responsible for conventional framing. Extend sloping top chord of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Spacing of supports In lieu of structural panels use purlins to brace all flat TC a originates from #1 hip. Attach 2x4 lateral bracing to flat TC 24" OC. 24" OC with 2-16d Box or Gun nails(0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIP0109. Support hip rafter with cripples at 5-7-14 OC. 6X8 2X4 III 3X8 t Oil t0 4 1-11-13 2-3-6 0-3-12 1 __-----_____/ 2X4 III 4X12= 4_9-0-0i 3X5 III 3X5(A1) 1.‹. --2-0-0 5-4-45 - 15 —l� 3-713-1-1 'I` 3-6-0 L- 5-10-15 ,j_ 6-7-1 J 12-6-0 Over 2 Supports ={ R=1089 U=106 W=5.5" R=1127 U=110 RL=61/-22 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.0.. 1.1•0'►1iy,ti WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 ..WARNING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. PWAS 3901 NE 60th St,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 �F Hiy TC LL 25.0 PSF REF R561-- 907 76 NORTH LEE STREET, SUITE 312,ALEXANDRIA, VA, 22314)AND.VI (MOOD TRUSS COUNCIL OF AMERICA, 6300 C ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ]] A PROPERLY ATTACHED RIGID CEILING. t s, BC DL 10.0 PSF DRW CAUSR561 10243146 •s IRIPORTANT•.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS I. GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH Emir ALPINE will. IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. Q CONNECTORDESIGN NFORMS PLATESMITH ARE MADE OFB20/16BLE ROVISIONS OF KUS/16GA(W,H/SS//K)(ASIR A653 GTIONAL SIGN SPC. BY RADE 40/60(N,AFPA)AND TPI.K/H,SS)GALV,STEEL.APPLY/ �O qF', tct 9`#5,TOT.LD. 42.0 PSF SEAN- 654592 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 siQNAL�.I DUR.FAC. 1.15 FROM KTC ITW Building Components Group,Inc. DRAWING INDICATES ACCEP ANC/OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER AN51TPI1SEC. 2. WACOA#1931 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 t I ) I 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T02) 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 Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Bottom chord checked for 10.00 psf non-concurrent bottom chord factors. live load applied per IRC-06 section 301.5. Special loads Deflection meets L/240 live and L/180 total load. Creep increase (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) factor for dead load is 1.50. TC- From 65 plf at -2.00 to 65 plf at 12.50 BC- From 20 plf at 0.00 to 20 plf at 12.51 Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. 6X8.5-"-- r 2X4 III 3X8 Oil i 0 I 2-11-6 4 F-- 1-11-13 0-3-12 o 9-0-0 2X4 III 4X12 3X5 III 3X5(A1) -2-0-0-->-1 5-4-4 c 3-7-12 �-c 3-6-0 5-4-4 3-7-12 3-6-0 I, 7-10-15 -J_ 4-7-1 J I< 12-6-0 Over 2 Supports R=678 U=73 W=5.5" R=511 U=53 RL=76/-24 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.0P CP: •y WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way Inc 360-750-1470 "WARNING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. �T- . TC LL 25.0 PSF REF R561-- 90777 3901 NE 68th St.,Vancouver WA REFER TO BC9I (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTI ME, 210 T NORTH LEE STREET, SUITE 312,ALEXANDRIA, VA, 22314)AND MICA(WOOD TRUSS COUNCIL OF AMERICA, 6300 41p. ENTERPRISE LANE, MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 4r TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL WAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE , A PROPERLY ATYACIED RIGID CEILING. , // t. BC DL 10.0 PSF DRW CAUSR561 10243147 .•1111P0 1..O ...FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS 1I ( GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG J MB/GWH Now ALPINE IN CONFORMANCE WITH TPI:OR FABRICATING, HANDLING, SHIPPING, INSTALLING G BRACING OF TRUSSES. Q 34183 t DESIGN CONNECTORNFORMS PLATESWARE APPLICABLE OFB2O/10/16GA NW,H/SS//K)S OF NOS TM(NATIONAL3 GDESIGN RADE 40/60(W,AFSPA)AND K/H,SS)GALV.STEEL. APPLYALPINE l0,,0A-Z. , "'G/STERti� ,�4i� TOT.LD. 42.0 PSF SEQN- 654564 ANYPLATES TO EACH INSPECTION OFCE OF TRUSS AND,PLATES FOLLOWED BYN(r) SSHALL BESE LOCATED ON PER ANNEX A3 OFIS TPII1-2002 SEC.XIGN. !ON PER DAASEAL ON THIS �SSIONAL S'- ITW Building Components Group,Inc. SWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN, THE SUITABILITY ANO USE OF THIS COMPONENT FOR AN BUILDING IS THE RESPONSI BI LIT OF THE WACOA#1931 BUILDING DESIGNER PER ANSI TPI 1 SEC. 2. 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 1 Y H 1. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T03) 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 Webs 2x4 DF-L Standardg ) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Member design based on both MWFRS and C&C, wind reactions based factors. on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord Right end vertical not exposed to wind pressure. live load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf, factor for dead load is 1.50. Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. Use this design for common hip trusses @ 24.0" OC. Extend sloping TC of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 24" OC with 2-16d Box or Gun nails(0.135"x3.5",min.) and diagonally brace per DWG. 3X4 BRCALHIP0109. Support hip rafter with cripples at 5-7-14 OC. 2X4 III Building designer is responsible for conventional framing. (*) In lieu of structural panels use purlins to brace all flat II TC @ 24" OC. 6X8 2X4 III 4X6= 4 1---- — U 3-3-13 3-7-6 (*) 2X4111 (*) 0-3-12 2X4 III 2X4 111 3X „ 9-0-0 i 3X5 HI 3X4(A1) 1.<--2-0-0--->iL 5-4-4 -6-0 r 5-4-4 4c 3-7-12 3-7-12 J___ 23-6-0 _111 gd I, 9-10-15 -J- 2-7-1 ,j I< 12-6-0 Over 2 Supports -H R=770 U=75 W=5.5" R=811 U=79 RL=92/-26 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.0. ?.D11a/,ti WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 ...WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. P 15 WAS TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 Q H/4 REF R561-- 90778 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 ,; ENTERPRISE LANE,MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACKED RIGID CEILING. ) BC DL 10.0 PSF DRW CAUSR561 10243148 FRIMPORTANT"'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS ''.,g-. I GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE lig IN CONFORMANCE WITH TPI,OR FABRICATING, HANDLING, SHIPPING, INSTALLING b BRACING OF TRUSSES. n 3- DESIGN CONNECTORNFORMS PLATESWITH ARE MADEAPPLICABLE OFH/S5 820/18/16GA(W, S//KK)S(ASTM A653GRADETIONAL DESIGN LV.AFAPA)AND LV. STEEL .APPLY1 ALPINEI. 4) 34183, O RE C` TOT.LD.LD, 42.0 PSF SEQN-- PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. �' Q 655463 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS -40NAL r.N'�`C* DUR.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. DESIGNS OWN.ATESTE SUITABILITY AMDFUSEI OFF THISGCOMPONENTRFOR AANNY BUILDING ISLTHEURESPONSIBIL I-7771NiTE Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. WACOA#1931 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 1 I S ( 4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T04) 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 Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Member design based on both MWFRS and C&C, wind reactions based factors. on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord Deflection meets L/240 live and L/180 total load. Creep increase live load applied per IRC-06 section 301.5. factor for dead load is 1.50. Truss designed for unbalanced snow load based on Pg=25.00 psf, In lieu of structural panels use purlins to brace all flat TC Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 24" OC. 2X4 III ill il 6X8 2X4 III 4X6= 4-3-6 4 101 � LJ / III 2X4 III 1-11-13 0-3-12 Mj a 2X4 III 4X12= 4.9-0-0 / 3X5 III 3X5(A1) —2-0-0 J Fc 5-4-4 3-7-12 X41 3-1-12 5-4-4 3-7-12 3-6-0 I, 11-10-15 ,�_ J 12-6-0 Over 2 Supports R=678 U=64 W=5.5" R=512 U=60 RL=107/-29 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.0f 10*7 1 let.y WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 ..WARNING**TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. TC LL 25.0 PSF REF R561-- 90779 3901 NE 68th St.,Vancouver WA REFER TO SCSI (GUI DING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 (+JA oc wAsiy.4,C { NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AIA NECH(HOOD TRUSS COUNCIL OF AMERICA, 6300 - ENTERPRISE LANE, MADISON, RI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS r ff" r0 TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE • y A PROPERLY ATTACHED RIGID CEILING. 1 BC DL 10.0 PSF DRW CAUSR561 102431 as F '•INPORTANT•'Feamsa 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 BC LL 0.0 PSF CA-ENG JMB/GWH i ALPINE _ IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. DESIGN CONNECTORNPLATESWITH ARE MADEI OF6LE 20/18/1BGA(W,H/SSIONS OF S/K)(ASTM A653DESIGN RADE 40/60(R,Y AK/MASS)GALO. STEEL.APPLYALPINE A7Q�,^�(�g,,FG TER Ii' TOT.LD. 42.0 PSF SEQN- 654581 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. �` IONAL�NG�C� ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS DUR.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. DESIGN SIIHNDICATESTHE SUITABILITY PR°F010 USEI OFATHISGCOMPONENTRFURANYIBB ILDING ISLTHERESPONSIBILITY OF HE Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. WACOA41931 08/31/10 SPACING 24.0" JREF- 1U4S561_218 q 1 t , t THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T05) 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 Webs 2x4 DF-L Standardg ) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Member design based on both MWFRS and C&C, wind reactions based factors. on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord Right end vertical not exposed to wind pressure. live load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered, factor for dead load is 1.50. 2X4 III 3X4 101 4-5-12 4 r 0-3-12 i —J " 9-0-0 I II 2X4 III 5X4 2X4(A1) —2-0-0---- I. 6-8-3 >I` 5-6-1 3 I 5-9-13 fE 12-6-0 Over 2 Supports R=678 U=63 W=5.5" R=511 U=61 RL=112/-29 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.08 . C 1V'41e.- , WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 .WARNING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SNIPPING, INSTALLING AND BRACING. TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 216 GP�pF wN/(QREF R561-- 90780 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND NTCA(WOOR TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE. MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 4" imr► ,. OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ;AV'''. ZTC DL 7.0 PSF DATE 08/31/1O A PROPERLY ATTACHED RIGID CEILING. /CDL 10.0 PSF DRW cnusRssl 10243202 ••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 ALPINE li IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING, INSTALLING&BRACING OF TRUSSES. * DESIGN ITH LE PROVISIONS OF S CONNECTORNPUATESWARE MADE OFB20/B/16GA(W,H/SSS//KK)(ASTM A653 GL SIGN SPEC. BY RADE 40/60(W,AK/MASS)GALD. STEEL.APPLYE .5 34183 RFGSTERti9 , " TOT.LD. 42.0 PSF SEQN- 654556 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. +C ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS k /ANAL c� & ITW Building Components Group,Inc DDES GN SHOWN.ING CATESTHECSUITABILITY ANCE OF ARNDFUSEIOFAL THIS�COMPONENTINEERING RFORANYBILITY BUILDING ISSOLELY THE RESPONSRBILITY OFUSS NTHE CUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI TPI ,SEG.2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 WA COA#1931 F 1 T A 1 Y THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T06) 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 Webs 2x4 DF-L Standardg ) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Deflection meets L/240 live and L/180 total load. Creep increase factors. factor for dead load is 1.50. Special loads *** WIND LOAD CASE MODIFIED! *** (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 65 plf at -2.00 to 65 plf at 3.90 TC- From 65 plf at 3.90 to 65 plf at 9.79 BC- From 20 plf at 0.00 to 20 plf at 2.00 BC- From 10 plf at 2.00 to 10 plf at 5.79 BC- From 20 plf at 5.79 to 20 plf at 7.79 TC- 80.00 lb Conc. Load at 3.90 BC- 25.07 lb Conc. Load at 2.00, 5.79 BC- 35.00 lb Conc. Load at 3.90 Wind reactions based on MWFRS pressures. 4X4= 14 a 4 1laill 0-3-12 0-3-12 � U 1-7-5 If _� II �_ q " 11-2-0 5X4 2X4(A1) = 2X4(A1) 1<------2-0-0->•1 X4(A1) -2-0-0->•1 1.<----2-0-0--->.I I" 3-10-12 'I< 3-10-12 3-10-12 3-10-12 I- 7-9-8 Over 2 Supports '1 R=523 U=52 W=5.5" R=523 U=52 W=5.5" Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.0! •ucN V{I ti WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 ..VARRIRG..TRUSSES REWIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. A E w • 3901 NE 68th St.,Vancouver WA REFER TO BSTREET(BUILDIN3l2 ONENT R AE Y IN220314)IAND wrPU LII SHE TRUSSI COUNCIL PLATEAINSTITTE 6300 �` O H�,y� '! TC LL 25.0 PSF REF R561-- 90781 ENTERPRISE LANE. MADISON.WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. / BC DL 10.0 PSF DRW CAUSR561 10243150 'GRW�OINC. SHALLNOTBE RESPONSSH A COPY IBLEF HFOR IS EANYGDEVIATION FROM N TO THE ATHIS I DESON IGN;RRNV FAILURE TOCTOR. ITN IBUILD THLDING E TRUSS 1NENTS A )rf " ' ALPINE IN CONFORMANCE WITH TPI:OR FABRICATING, HANDLING, SHIPPING. INSTALLING&BRACING OF TRUSSES. q - BC LL 0.0 PSF CA-ENG JMB/GWH CONNECTOR183 DESIGN NFORMS PLATEESWITH ARE MADEI OFBLE 20/l8/16GA0NS OF W,H/SS//K)DS(ASTM A653TIONAL DGSIGN SPEC, BY GRADE 40/60(W,AK/HASS)GALV. STEEL. APPLY)AND TPI. E SOIL' 4''FGtSTERF'O �i4' TOT.LD. 42.0 PSF SEQN- 654634 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-2. TONAL.XG`0 ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX Al OF TPI1-2002 SEC.3. A SEAL ON THIS DUR.FAC. 1.15 FROM KTC ITW Building Components Group,Inc. DDRESIGN S IHOWNCATESTHECSUITABILITTY PAND USEI OFF THISDCOMPONENTRFUR ANY BUILDING ISLTHEORESPONSIBILITY OFNTHE Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. WA COA#1931 08/31/10 SPACING 24.0" J REF- 1 U4S561_Z1 8 I p H I I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T07) 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 Webs 2x4 DF-L Standardg ) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Member design based on both MWFRS and C&C, wind reactions based factors. on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord Deflection meets L/240 live and L/180 total load. Creep increase live load applied per IRC-06 section 301.5. factor for dead load is 1.50. 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= 4 ill 4 p 1 0-3-12 0-3-12 1-7-5 II SE 11-2-0 5X4==- 2X4(A1) -=- X4=2X4(A1) = 2X4(A1) _ I.----2-0-0---->.1 L-2-0-0 J I` 3-10-12 + 3-10-12 L 3-10-12 _I, 3-10-12 _I 1---= 7-9-8 Over 2 Supports %{ R=460 U=57 W=5.5" R=460 U=57 W=5.5" RL=49/-49 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01 .09, St4t'11Vit WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 "WARNING'*TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. P f W,45 3901 NE 68th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFowaTION), PUBLISHED BY TPI (TRUSS PLATE INSTIME, XIX y{MC 1 TC LL 25.0 PSF REF R561-- 90782 NORTH LEE STREET, SUITE ALEXANDRIA, VA, 223,4)AND MICA(WOOD TRUSS COUNCIL OF AMERICA, 6300 _ ENTERPRISE LANE, MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS V. /Fla �y TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE „ % A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 10243203 ..1.14 *ANT.*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 .. BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. 4 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AWN)APA TPI. ALPINE lb lt4 0P83 6�4 TOT.LD. 42.0 PSF SEQN- 654629 AND.CONNECTOR PLATES ARE MADE OF 20/18/18GA(W,11/55/K)ASTM A653 GRADE 40/60(W, K/H,SS)UGLY. STEEL.APPLY PLATES TO EACH FACE OF TRUSS A . UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-2. ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS �' /ONAI-F.N`C, DUR.FAC. 1.15 FROM KTC 1TW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT to,CA 95828 DESIGN SHOWN. THE SUITABILITY AIA USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Sacramento CA91 BUILDING DESIGNER PER ANSI TPI 1 SEC. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561_Z18 I 4 t t t t THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - 708) 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 Connectors ingreen lumber DL=6.0 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. R=53 U=12 1 4_10-0-1 4 i 0-3-12 1-3-12 it i ID 9-0-0 V 2X4(A1) L-2-0-0->-1 t -k8I(5 Over 3-4up�brts' i R=315 U=63 W=5.5" RL=38 R=46 U=2 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.06 ;1.41'1104:H WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 ...WARMING**TRUSSES REQUIRE EXTREME CPE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 4 yyA1... REF R561-- 90783 3901 NE 68th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INF(RMATION), P BUSHED BY TPI (TRUSS PLATE INSTINTE. 218 '' O ,4 . TC LL 25.0 PSF NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AIO WTCA(MOOD TRUSS COUNCIL OF AMERICA, 6300 �4j. ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 1 P o OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 2 TC DL 7.0 PSF DATE 08/31/10 A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 10243204 •e IWORTANT•o FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS , 'NF ahrO GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH * mir ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES. CONECTORDESIGN NPLATTEESWITH ARE MADE OF6LE 20/16/160A(W,H/SISIONS OF S/X)S TM(NATIONAL 3DGSIGN SPEC, BY RADE 40/60(W,AR/H,SS)NGALV. STEEL.APPLYE ��0 It GIS341,3 MO' ��Q' PPLATNY ESSTOCES TO�ICH FH ACF ELOFETRUSSLAND,D RUNLESS SHALL OTE HERWISE ED ON THIS 2002 POSITION PER DRAWINGS AL O1AON A-2IS �E$S _`G.�` TOT.LD. 42.0 PSF SBA- 654371 IM Building Components Group,Inc. DRAWING SHOWN. STE CEPTANIEIOF PROANCE OF OFESSIONALHL ENGINIS NEERING RESPONSIBILITY NYBILITYINSO ELYHFOHE TRUSS RESPONSIBILITY OF COMPONENT ��NAI E DUN.FAC. 1 .15 FROM KTC ESIGSacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 08/3 1/1 0 WACOA#1931 SPACING 24.0" JREF- 1U4S561_Z18 1 ( 4 I F 4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T09) 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 Connectors ingreen lumber DL=6.0 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. 1 *11-2-4 R=173 U=40 4 i 2-5-12 0-3-12 i 1 / *9-0-0 4 —� R=114 2X4(A1) - 1<-----2-0-0 = --- q 0-10-5I 5-7-11 6-6-0 Over 3 Supports R=435 U=50 W=5.5" RL=65/-23 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.'' %ot=* /fit, WA/-/1/-/-/R/- Scale =,5"/Ft. Trus-Way,Inc 360-750-14'0 "WARRING"'TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. C,' "�q TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA NORTH TLEE STREET, SUITEN312 ALEXANDRIA, VA, 22233114)IOAND NTCAB(WOOD TRUSSDI COUNCIL POFTEAMERICITUTE, 8300 V { REF R561-- 90784 ENTERPRISE LANE,MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS r TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. A'"1�GRTANTAA FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS a + , BC DL 10.0 PSF DRW CAUSR561 10243205 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:ANY FAILURE TO BUILD THE TRUSS / BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE li IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. "0 / DESIGN ITH LE PROVISIONS OF NDS CONNECTORNPLATETESWARE MADE OFB20/B/16GA(W,H/SS//KK)(ASTM A653 GL SIGN SPEC, BY RADE 40/60(W,AF&PA)K/H,SS)GALV. STEEL.APPLYE Qin-r�OTI$TER�'O`�v TOT.LD. 42.0 PSF SEQN- 654373 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. '4 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS SS/ONAL'EN� ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1 .1 5 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI TPI ,SEG. 2. • WACOA#1931 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 4 I C 4 I L THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - 110) Topchord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): t t Bot chord 2x8 DF-L SS 2 COMPLETE TRUSSES REQU 1 RED Webs 2x4 DF-L Standard(g) :W2, W6 2x4 DF-L #1&Bet.(g): Nail Schedule:0.131"x3" nails Top Chord: 1 Row 0 8.00" o.c. 1 Connectors in green lumber (g) designed using NDS/TPI reduction Bot Chord: 1 Row 0 3.50" o.c. factors. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails . Special loads in each row to avoid splitting. P P 9 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) 4" o.c. spacing of nails perpendicular and parallel to TC- From 65 plf at 0.00 to 65 plf at 6.17 grain required in area over bearings greater than 4" TC- From 2 plf at 6.17 to 2 plf at 6.26 TC- From 98 plf at 6.26 to 98 plf at 10.14 110 mph wind, 21.03 ft mean hgt, ASCE 7-05, CLOSED bldg, Located TC- From 65 plf at 10.14 to 65 plf at 16.33 anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC BC- From 780 plf at 0.00 to 780 plf at 16.33 DL=6.0 psf. TC- 289.00 lb Conc. Load at 6.17,10.16 Member design based on both MWFRS and C&C, wind reactions based End verticals not exposed to wind pressure. on MWFRS. Deflection meets L/240 live and L/180 total load. Creep increase In lieu of structural panels use purlins to brace all flat TC 0 factor for dead load is 1.50. 24" OC. 8X10%- 5X8 1000T2 ` q 4 7 4 8X8 8X8 4-0-11 100 0 4, ___ W2 2-0-0 _ 2-0-0 1Lo-o SS0919= H0714 HO 12 11 H0312 III 5-4-3 >I< 5-5-14 Dic 5-5-15 f 5-4-3 5-5-14 5-5-15 >1 L 6-2-1 _I, 4-8-0 5-5-15 J Hz 16-4-0 Over 2 Supports >{ R=7249 U=1389 W=5.5" R=7250 U=1389 W=5.5" RL=27/-27 PLT TYP. 20 Gauge HS,18 Gauge HS, Design Crit: IRC2006/TPI-2002(STD) Wave FT/RT=8%(1%)/4(1) 10.01.14 talsi1 ,E: A/ WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 "WARNING**TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 0q` OF was j/4 '� TC LL 25.0 PSF REF R561-- 90785- 3901 NE 60th St.,Vancouver WA REFER NET' (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTIME, 2,8 NORTH LEE STREET. SUITE 312, ALEXANDRIA, VA, 22314)AND WTCA(MOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS Ys r pl' / TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE - R PROPERLY ATTACIm RIGID CEILING. 7• - BC DL 10.0 PSF DRW CAUSR561 10243215 .'110.0 **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 BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE mom IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING, INSTALLING&BRACING OF TRUSSES. ,, 34183 A. DESIGN ITH LE SIONS OF IGN SPEC, BY CONNECTORNPLA CONFORMS MADEI OFB20/18/116GA(M,H/SS//K)(NATIONAL ASTM A 53 GSRADE 40/60(N,AK/U,SS)�GALV. STEEL.APPLYE 1QY( . ISTER��r_ Vy PPLATES NY ISSTOCEICH FAFACE E OF TRUSS FES USSLAN AND, D BUNLESSSOTHEBESEELOCATED AN THTHIS SP 11SIGN2 POSITION PER DRAWINGS. A WIO16N 0A-5 foNat.eNv`4 TOT.LD. 42.0 PSF SEQN- 655389 ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FU THE TRUSS COMPONENT DUR.FAC. 1.15 FROM KTC Sacramento, 95828 DESIGN SHOWN. THE SUITABILITY ATA USE OF THIS COMPONENT FOR ANY BUT DING IS THE RESPONSIBILITY OF THE WACto,CA91 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561_Z18 1 ♦ M 4 M 4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T11) Top chord 2x4 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQU I RED 1 ` 2 Bot chord 1.5"x5.625" DF-L SS(g) Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3" nails Top Chord: 1 Row @ 8.25" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction Bot Chord: 1 Row @ 3.25" o.c. factors. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails Special loads in each row to avoid splitting. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 65 plf at -2.00 to 65 plf at 3.66 110 mph wind, 18.59 ft mean hgt, ASCE 7-05, CLOSED bldg, Located TC- From 65 plf at 3.66 to 65 plf at 5.31 anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC TC- From 65 plf at 5.31 to 65 plf at 9.00 DL=6.0 psf. BC- From 20 plf at 0.00 to 20 plf at 2.00 BC- From 10 plf at 2.00 to 10 plf at 9.00 Wind reactions based on MWFRS pressures. TC- 278.58 lb Conc. Load at 3.69, 5.31 TC- 87.16 lb Conc. Load at 4.00, 5.00 Deflection meets L/240 live and L/180 total load. Creep increase BC- 23.05 lb Conc. Load at 2.00, 7.00 factor for dead load is 1.50. BC- 33.94 lb Conc. Load at 4.00, 5.00 BC- 1616.64 lb Conc. Load at 6.07 In lieu of structural panels use purlins to brace all flat TC BC- 850.00 lb Conc. Load at 8.06 24" OC. 6X8s% 4X6s 14 4 ( �_ Wilow 1 0-3-12 0-3-12 1-6-6 _j__ mmm % _ mil 1 - 4 = I `018-0-0 2X4 III 3X5 3X5(A1) = 3X6(A1) L-2-0-0 >I< 8-7-5 -J k 3-1-4 >l-c 2-7-12 d< 3-3-0 I, 3-7-15 ,I_ 2-1-1 ,I, 3-3-0 J Hs 9-0-0 Over 3 Supports >I R=1491 U=224 W=5.5" R=941 U=141 W=1.625" R=1703 U=256 W=3.875" Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01 .04, �t1%.°.it y WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 ""RARWING••TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. �Q 4 TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 { REF R561-- 90786 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AIA WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 IA ENTERPRISE LANE. MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS r / TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. I BC DL 10.0 PSF DRW CAUSR561 1 024 321 6 ' IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS t �' _ GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH iir ALPINE IN CONFORMANCE WITH TPI:OR FABRICATING, HANDLING. SHIPPING. INSTALLING&BRACING OF TRUSSES . q� R 34111:1- '( DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFGPA)AM)TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA(W.H/SS/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL. APPLY Q,iF FGIST ,(e TOT.LD. 42.0 PSF SEQN- 655082 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 'S/OVAL E* ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WA COA#1931 BUILDING DESIGNER PER ANSI TPI 1 SEC. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561_Z18 1 I C S THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T12) Top chord 2x4 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQUIRED 1 = t Bot chord 1.5"x5,625" DF-L SS(g) Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3" nails Top Chord: 1 Row w 8.50" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction Bot Chord: 1 Row @ 2.00" o.c. factors. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails Special loads 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 3.66 110 mph wind, 18.92 ft mean hgt, ASCE 7-05, CLOSED bldg, Located TC- From 2 plf at 3.66 to 2 plf at 5.81 anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC TC- From 65 plf at 5.81 to 65 plf at 9.50 DL=6.0 psf. BC- From 10 plf at 0.00 to 10 plf at 9.50 TC- 278.58 lb Conc. Load at 3.69, 5.81 Wind reactions based on MWFRS pressures. TC- 87.16 lb Conc. Load at 4.00, 5.50 BC- 112.02 lb Conc. Load at 0.54 Deflection meets L/240 live and L/180 total load. Creep increase BC- 23.05 lb Conc. Load at 2.00, 7.50 factor for dead load is 1.50. BC- 1574.75 lb Conc. Load at 2.57 BC- 33.94 lb Conc. Load at 4.00, 5.50 In lieu of structural panels use purlins to brace all flat TC BC- 917.00 lb Conc. Load at 4.50 24" OC. BC- 1072.00 lb Conc. Load at 6.56 BC- 835.00 lb Conc. Load at 8.56 5X6 6X8 14 4 1 ' ,. 4X6(A1) = 1 �1 0-3-12 �, 0-3-12 1-6-6 6 ii =0 ^ 18-0-0 4X6(A1) = 4X6 111 4X4= 4"11� 8-8-10 J 3-7- r 3 1-4 15 -I- 3-1-12-1 3-3-0 3-7-15 2-7-1 I 3-3-0 Fz 9-6-0 Over 4 Supports R=2009 U=312 W=3.875" R=975 U=151 W=1.625" R=845 U=131 W=1.625" R=2103 1.1=327 W=3.875" Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.00. ;40-D1 H WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way Inc 360-750-1470 "WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. Q' F WABy, �. TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA REFER TO SCSI UTE, 218 NORTH LEE STREET, SUITEN312, ALEXANDRIA, VA,G COMPONENT SAFETY N222314)IAND WTCAB(WOOD TRUSSSHED BY COUNCIL SS POFTEAM AMERICA, 8300 Q 4$y REF R561-- 90787 ENTERPRISE LANE,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CIKIRD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE TC DL 7.0 PSF DATE 08/31/10 A PROPERLY ATTACHED RIOID CEILING. 4 ' r BC DL 10.0 PSF DRW CAUSR561 10243218 ••INPORTANT•'"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS Lq GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. �A CABLE CONNECTORDESIGN HPLATESWITH ARE MADEI OF 20/188//18GA(W.H/SS//K)VISIONS OF KOS(ASTM A653 GRADE 40/60(W.TIONAL DESIGN SPEC, BY AKBH.SS)GALV. STEEL.APPLYPA)AND TPI. E 40341133 RSGSTE.R�O !4�/� PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. �trc '� TOT.LD. 42.0 PSF SEAN- 655079 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.). A SEAL ON THIS �S/%NAL f,NG ITW Building Components Group,Inc. DESNGN SIIND NDICATESTHESEITAgCLE ITYOF PROFESSIONALHISGCI COMPONENTRFOR ANY BUILDING LSSELTHEORESPONSIBILITYMO NTS OUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI TPI ,SEG. 2. WA COA#1931 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 ( I ( A THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T13) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 110 mph wind, 19.37 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 Webs 2x4 DF-L Standard(g) :W4 2x4 DF-L #1&Bet.(g): DL=6.0 psf. :Lt Wedge 2x4 DF-L Standard Member design based on both MWFRS and C&C, wind reactions based Connectors in green lumber (g) designed using NDS/TPI reduction on MWFRS. factors. Deflection meets L/240 live and L/180 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf, factor for dead load is 1.50. Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. #1 hip supports 5-5-7 jacks with no webs. Corner sets are Building designer is responsible for conventional framing. conventionally framed. Extend sloping top chord of truss and jacks to hip rafter. In lieu of structural panels use purlins to brace all flat TC e Support extensions every 4.00 ft to flat TC. Spacing of supports 24" OC. originates from #1 hip. Attach 2x4 lateral bracing to flat TC 24" OC with 2-16d Box or Gun nails(0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIP0109. Support hip rafter with cripples at 5-7-14 OC. H0912-% 2X4 III SS0919 '. T2 4 1--- W4 1-11-13 2-3-6 li 0-5-9 ; __5X6(B1) = 2X4 111 4[ 8-0-0 i 8X14= L 3X8 III 3X6 III 4-7-9 7-9-2 7-7-6 r 4-7-9 7-9-2 7-7-6 I, 5-5-7 -I, 14-6-9 J H< 20-0-0 Over 2 Supports R=1617 U=262 R=1817 U=294 W=5.5" RL=51 PLT TYP. 20 Gauge HS,18 Gauge HS, Design Crit: IRC2006/TPI-2002(STD) Wave FT/RT=8%(1%)/4(1) 10.01.0► 47,00) .A4 WA/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way,Inc 360-750-1470 .-GARAIGG••TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 4,6f h4ltile TC LL 25.0 PSF REF R561-- 90788 3901 NE 68111 St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND NCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 AV. P ENTERPRISE LANE,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 08/3 1/1 0 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. - .'IMPORTANT.'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS 1 BC DL 10.0 PSF DRW cAusR561 10243151 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS rIF3 BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. oa ,1 t/A. DESIGN CONNECTORNPLA CONITH FORMS MADE OFBLE 20/18/16GA(W,H/SS//K)VISIONS OF ICS(ASTM A653L DESIGN RADE 40/60(W,AK/H,SS)GALV.PA)AND STEEL. APPLY/ 11.CIA. �+�r��� E.0). �v TOT,LD. 42.0 PSF SEQN-PLA ES TO EACH INSPECTION OFCE OF PLATESRUSS AND.FOLLOWED BYN(I)SSHALL BESE PEROANNEX A3 OFATED ON IS TP/1-2002 SECIGN, .3!ON PER AAASEALSON6THIS 4-WONAL�,N-\ QN- 655456 ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN 6HOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI TPI 1 SEC. 2. WACOA#1931 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T13B) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 110 mph wind, 19.37 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 Webs 2x4 DF-L Standard g :W4 2x4 DF-L #1&Bet.(g): DL=6.0 psf. :Lt Wedge 2x4 DF-L Standard g): Wind reactions based on MWFRS pressures. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. #1 hip supports 5-5-7 jacks with no webs. Corner sets are conventionally framed. Building designer is responsible for conventional framing. Extend sloping top chord of truss and jacks to hip rafter. In lieu of structural panels use purlins to brace all flat TC @ Support extensions every 4.00 ft to flat TC. Spacing of supports 24" OC. originates from #1 hip. Attach 2x4 lateral bracing to flat TC w 24" OC with 2-16d Box or Gun nails(0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIP0109. Support hip rafter with cripples at 5-7-14 OC. H0912% 2X4 III SS0919 T2 I 4 8 W4 1-11-132-3-6 0-5-9 �. .. 18-0-0 IV 5X6(61) = 2X4 III 8X14= 3X6111 3X8 III 4-7-9 >lc 7-9-2 >Ic 7-1-14 4-7-9 7-9-2 7-1-14 >I 1, 5-5-7 14-1-1 J Hz 19-6-8 Over 2 Supports R=1575 U=255 R=1774 U=287 PLT TYP. 20 Gauge HS,18 Gauge HS, Design Crit: IRC2006/TPI-2002(STD) Wave FT/RT=8%(1%)/4(1) 10.01.0P +;'Itil '•14/4„ WA/-/1/-/-/R/- Scale =,375"/Ft. 3 01 6 t Inc 360-750-1470 St,Vancouver WA .REFER FERRNO SI�U(BU�REQUIRE ENT SAFETYEME CARE IN INFORMATION) PUBLISHED PUBHALIS ED BYSTPIPING.(TRUSS�PLA ENG IINS ITUTRE,BRACING. 'q TC LL 25.0 PSF REF R561-- 90789 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)ANOTITER(WOOD TRUSS COUNCIL OF AMERICA, 6300 r ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ' TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. At / BC DL 10.0 PSF DRW CAUSR5O1 10243217 '.INPWlTANT•'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 / BC LL 0.0 PSF CA-ENG J MB/GWH ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 6 BRACING OF TRUSSES. �Q CONNECTORDESIGN LATESWITH ARE MADEIOF8LE PROVISIONS OF 20/18/16GA(TI,11/SS/K)(ASTM A653 GDESIGN RADE 40/60(W,AFEPA)AND TPI.K/H.SS)GALV. STEEL.APPLYALPINE �Q nRF:STEL �a"4 TOT.LD. 42.0 PSF SE ON- PLAES TO INSPECTION OH FE OF PLATES FOLLOWED BYUSS AND, N(I)SHALLBESE PEROAN EX 63 OFATED ON S TPI1-2002 SEC.3. PER DApSEALSON6THI5 ��SSIONA1.`,N` QN- 655454 ITW Building Components Group,Inc. DESIGN SINITATESTE SUITABILITY ANDFESSIONAL ENGCNOEEDING RFOR ANY BUILDINGIELTHEORESPONSIBILI HT T DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. WACOA#1931 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 l N . t THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T14) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 110 mph wind, 19.71 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 Webs 2x4 DF-L Standard g :W4 2x4 DF-L #1&Bet.(g): DL=6.0 psf. :Lt Wedge 2x4 DF-L Standard g): Bottom chord checked for 10.00 psf non-concurrent bottom chord Connectors in green lumber (g) designed using NDS/TPI reduction live load applied per IRC-06 section 301.5. factors. Deflection meets L/240 live and L/180 total load. Creep increase Special loads factor for dead load is 1.50. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 65 plf at 0.00 to 65 plf at 20.00 Truss designed for unbalanced snow load based on Pg=25.00 psf, BC- From 20 plf at 0.24 to 20 plf at 20.00 Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. Member design based on both MWFRS and C&C, wind reactions based In lieu of structural panels use purlins to brace all flat TC e on MWFRS. 24" OC. H0912% T2 I 2X4 III SS0919 4 1 1110 2-11-6 W4 1-11-13 0-5-9 ; _ $ @18-0-0 i 5X6(B1) = 2X4 III 8X14==- 3X8 X14=3X8 HI 3X6 III 4-7-9 7-9-2 7-7-6 I, 7-5-7 12-6-9 J < 20-0-0 Over 2 Supports R=848 U=141 R=842 U=143 W=5.5" RL=70 PLT TYP. 20 Gauge HS,18 Gauge HS, Design Crit: IRC2006/TPI-2002(STD) Wave FT/RT=8%(1%)/4(1) 10.01.8. +;r i.VWA/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way,Inc 360-750-1470 "NARNIN6.'TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. di: TC LL 25.0 PSF REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 3901 NE 6 th St,Vancouver WA NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTCA('MOOD TRUSS COUNCIL OF AMERICA, 6300 • REF R561-- 90790 _ ENTERPRISE LANE, MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS r TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 4:1144 • A PROPERLY AMMO RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 10243152 •♦INPORTANT--FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS .� GROUP, INC. SHALL NDT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. .O n 341:4 6 CONNECTORDESIGN NPLATETESWITH ARE MADE.OF6LE 20/18/16GA PROVISIONS AA66553L DESIGN GRADE 40/60(W,AK/H,SS))GALPA)AND TV. STEEL.APPLY/ 11 4*•iFG' T£R6'9 _467`C PLATNY ISSTOCEICH FACE OF D BY(i) SHALL OTHE ERWISE ON THIS"SIGGNN, POSITION PER DRA. A WINGS EAL O16N 0A-S � S'O AL.!NV` TOT.LD. 42.0 PSF SEQN- 654955 ITN Building Components Group,Inc. DDESIGI NG N SIHOWN.ATESTHECANDANCE OF FESEIONAL F THISSGINEERING ENTRESPONS FOR ANYIRBUI DING ISLY THEOR THE TRUSS RESPONSIBILITY OF THE 4 DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER SUITABILITYPI 1 SEC. 2. WACOA#1931 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 M I • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T14B) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 110 mph wind, 19.71 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 Webs 2x4 DF-L Standard g :W4 2x4 DF-L #1&Bet.(g): DL=6.0 psf. :Lt Wedge 2x4 DF-L Standard(g): Deflection meets L/240 live and L/180 total load. Creep increase Connectors ingreen lumber designed usingNDS/TPI reduction factor for dead load is 1.50. (g) 9 factors. In lieu of structural panels use purlins to brace all flat TC @ Special loads 24" OC. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 65 plf at 0.00 to 65 plf at 19.54 BC- From 20 plf at 0.00 to 20 plf at 19.54 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. 8X1Oss T2 2X4111 6X6= 4 r— ' r 111111 0 I 2-11-6 W' 1-11-13 V 0-5-9 L __ U 18-0-0 3X5(B1) = 2X4 III 6X10= 3X5 III 3X8111 4-7-9 7-9-2 'I` 7-1-14 7-1-14 I, 7-5-7 ,I, 12-1-1 J 19-6-8 Over 2 Supports R=917 U=153 R=905 U=151 RL=70 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.06 ;4%1114:/,, WA/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way,Inc 360-750-1470 "MIMING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. �P F WAg 4• REF R561-- 90791 3901 6t11 St,Vancouver WA REFER TO BC51 (BUILDING COMPONENT 5 FETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 219 Q �� 9�. TC LL 25.0 PSF NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA. 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 C�. ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ` OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE '�' TC DL 7.0 PSF DATE 08/31/10 A PROPERLY ammo RIGID CEILING. 4 it -T� /, BC DL 10.0 PSF DRW CAUSR561 10243161 • IMPORTANT..•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS Ifir 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 ALPINE mum IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. A 34183 nn !/y DESIGN ITH LE VISIONS OF S CONNECTOR PLATTEESWARE MADEIOFB20/18R//16GA(W,R/SSS//K)(ASTM A653TIONAL DESIGN SPEC, BY GRRADE 40/60(W,AK/HASS)GALO. STEEL.APPLYI. E SOF •T�'G T cP `�-, TOT.LD. 42.0 PSF SUM- 654971 PLATES TO EACH FACE OF TRUSS ATA. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 16OA-Z. r ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS `S`SIONAI-'�'N� DUR.FAC. 1.15 FROM KTC ITW Building Components Group,Inc. ORATING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 e a ♦ , ' , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - 1-15) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 110 mph wind, 19.63 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 Webs 2x4 DF-L Standard(g) :W6, W9 2x4 DF-L #1&Bet.(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Member design based on both MWFRS and C&C, wind reactions based factors. on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord Right end vertical not exposed to wind pressure. live load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf, factor for dead load is 1.50. Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. Use this design for common hip trusses @ 24.0" OC. Extend sloping Building designer is responsible for conventional framing. TC of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 24" OC with 2-16d Box or Gun nails(0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIP0109. Support hip rafter with cripples at 5-7-14 OC. 3X4% 3X4 III HO912% 0 r_ 1 / W9 4 a a a( ) _ 10111. * T2 0 3X4 III 3-3-13 3-7-6 0-3-12 W6 ( ) I - 18-0-0 8X10= 4X6(A2) 6X8 12-0-0� 3X5 III 5-1-1 4-3-3 �, 2-6-12 J11" 1-10-14� 3-0-7 J_ 2-3-4 4 12 5-1-1 7-9-1 �I` 7-7-5 I, 9-10-15 ....j_. 10-6-9 J f 20-5-8 Over 2 Supports R=1255 U=209 W=5.5" R=1404 U=233 W=5.5" RL=113 I Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2006/TPI-2002(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=8%(1%)/4(1) 10.01,0 L9 c 1 1Kt WA/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way,Inc 360-750-1470 ...WARNING."TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. A w 3901 NE 68th St,Vancouver WA REFER TO BCSI NORTH LEE STREET, SUITE 312,COMPONENT LEXANDRIA,VA!N223114)IAND InCA(ISHED BY WOOD TRUSSI COUNCCIL PLATE AMERICA,INSTITUTE,6300 0` �Q Hiy:T TC LL 25.0 PSF REF R561-- 90792 ENTERPRISE LANE, MADISON, RI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS r O TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ',, A PROPERLY ATTACHED RIGID CEILING. 1 BC DL 10.0 PSF DRW CAUSR561 10243153 ..11mmRrutrr.•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS Ya GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. t /L CONNECTORLE PROVISIONS OF DESIGN SPEC, BY AFAPA)AND TPI. ALPINE S TO PLATESF DESIGN CONFORMS WITH 0/UNGLES(W,HISS/IYISENSTM A653TED 0GRRADN ES DESIGN, POSITION GALV. STEEL. NGS I60A�Z. A�0 REG13sSrtr&8P �' TOT.LD. 42.0 PSF SEQN- 654989 PLATANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS SIONA,E�G�P DUR.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPON[NT Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSI TPI 1SEG. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561_Z18 I 4 4 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T15B) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 110 mph wind, 20.04 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 Webs 2x4 DF-L Standard(g) :W6, W9 2x4 DF-L #1&Bet.(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Member design based on both MWFRS and C&C, wind reactions based factors. on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord Right end vertical not exposed to wind pressure. live load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf, factor for dead load is 1.50. Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. Use this design for common hip trusses @ 24.0" OC. Extend sloping Building designer is responsible for conventional framing. TC of truss and jacks to hip rafter. Support extensions every * 4.00 ft to flat TC. Spacing of supports originates from #1 hip. (8) In lieu of structural panels use purlins to brace all flat Attach 2x4 lateral bracing to flat TC 8 24" OC with 2-16d Box or TC @ 24" OC. Gun nails(0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIP0109. Support hip rafter with cripples at 5-7-14 OC. 3X4 4r-- 01, ■ ■ , • ■ H0912 ' U W9 0 fl 3-7-6 T2 (8) 8 (*) 3-3-13 W6 0-5-9 L $ I 4. 18-0-0 i i = 3X5111 3X6(81) 8X10= 6X8 4-7-9 4-3-3 2-6-12 ,J'1"21. 1-10-14 ...1_ 3-0-7 1-9-12 4�? 4-7-9 7-9-1 'I� 7-1-13 '1 L- 9-5-7 1- 10-1-1 J 1- 19-6-8 Over 2 Supports R=1072 U=185 R=1349 U=232 RL=91 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2006/TPI-2002(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=8%(1%)/4(1) 10.01.00 ;tio1=!'d!y WA/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way,Inc 360-750-1470 .'sARMINB"•TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. RQ TC LL 25.0 PSF C WASy� REF R561-- 90793 3901 NE 68111 St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 21B NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 4, ENTERPRISE LANE,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS y r TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. _ BC DL 10.0 PSF DRW CAUSR561 10243154 •*IMPO "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 4. BC LL 0.0 PSF CA-ENG J MB/GWH DESIGN ALPINE N CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING 8 BRACING OF TRUSSES. Q 1830 ,[� CONNECTOR PLLAATESWITH ARE MADEIOF8LE 20/PROVISIONS W,H/SSS//SK) TM(NATIONAL 3DESIGN SPEC. BY GRADE 40/60(M,AX//H,SS)GALV. STEEL. APPLYE 8p 44 RFG/STER `''V" TOT.LD. 42.0 PSF SEAN- 654997 PLATES TO EACH FACE OF TRUSS ANO, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z, ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPII_200Z SEC.3. A SEAL ON THIS SsIONa��,N�'' ITW Building Components Group,Inc. DEDRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FO THE TRUSS COMPONENT DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNERTHPER SUITAB II PI l SEC. b USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - 116) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 110 mph wind, 19.96 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 Webs 2x4 DF-L Standardg ) :W5 2x4 DF-L #1&Bet.(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction (A) 1x4 #3 HEM-FIR or better continuous lateral bracing to be factors. equally spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). Bracing material to be supplied and attached Special loads at both ends to a suitable support by erection contractor. (Lumber Dur.Fac.=1.15 / Plate Dur,Fac.=1.15) TC- From 65 plf at -2.00 to 65 plf at 20.46 Bottom chord checked for 10.00 psf non-concurrent bottom chord BC- From 20 plf at 0.00 to 20 plf at 12.85 live load applied per IRC-06 section 301.5. BC- From 20 plf at 12.85 to 20 plf at 20.46 Deflection meets L/240 live and L/180 total load. Creep increase Member design based on both MWFRS and C&C, wind reactions based factor for dead load is 1.50. on MWFRS. Truss designed for unbalanced snow load based on Pg=25.00 psf, In lieu of structural panels use purlins to brace all flat TC a Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 24" OC. 2X4 III H0912 3X4 III 6X8= 4 o- — (A) 1 4-3-6 0-3-120 T2 W5 1-11-13 1 :' $ _ 18-0-0 i 2X4 III 2X4 III 8X10 4X6(A2) = 3)(5 III 12-0-0� 5-1-1 >I< 4-3-3 I_ 3-5-14 7-7-5 I` 5-1 1 7-9-_1 �I� 7-7-5 '-I I, 11-10-15 1— 8-6-9 J H20-5-8 Over 2 Supports R=1010 U=173 W=5.5" R=853 U=153 W=5.5" RL=133 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=8%(1%)/4(1) 10.01.00 .;.lc-!1.!4 WA/-/1/-/-/R/- Scale =.3125"/Ft. ►T Tins-Way,Inc 360-750-1470 **WARMING**TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. r* Cy TC LL 25.0 PSF REF R561-- 90794 — 3901 NE 68th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STREET, SUITE 312,ALEXANDRIA, VA, 22314)AND MICA(WOOD TRUSS COUNCIL OF AMERICA, 6300 4rr ENTERPRISE LANE, MADISON, RI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS • J TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE �, A PROPERLY ATTACHED RIGID CEIL1118. 4 BC DL 10.0 PSF DRW CAUSR561 10243155 es IMPGRTAIrr..FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS '' � A GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH mir ALPINE IN CONFORMANCE WITH TPI:OR FABRICATING, HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. -0 34183 Q SIONS OF TIONAL CONNECTORDESIGN NPLATETESWITH ARE MADEI APPLICABLE (W,H/SSS//K)(HSTM A653DESIGN SPEC, BY GRRADE 40/60(M,AK/H,SS)GALV. STEEL.APPLYE SOA4,���FGlSTERE� �� TOT.LD. 42.0 PSF SE PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16UA_2. -"SjONAL ENG\ SEQN- 655002 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS DUR.FAC. 1 .15 FROM KTC ITWBuilding Components Group,Ine. DEKA IGNNG SIIINDICATESTHACCEPTAB SUITABILITY PROE OF OFESSIONAL LHENGINEERING GINEE ANG RESPONSVIBILITY LILDING IESOLELY YHE RESPONSIBILITY OFNEHE Sacramento,CA 95828 BUILDING DESIGNER PER ANSI RPI 1 SEC.2. WA COA#193108/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 A 6 4 U THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T168) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 110 mph wind, 20.37 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 Webs 2x4 DF-L Standard(g) :W5 2x4 DF-L #1&Bet.(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Bottom chord checked for 10.00 psf non-concurrent bottom chord factors. live load applied per IRC-06 section 301.5. Special loads Deflection meets L/240 live and L/180 total load. Creep increase (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) factor for dead load is 1.50. TC- From 65 plf at 0.00 to 65 plf at 19.54 BC- From 20 plf at 0.00 to 20 plf at 12.39 Truss designed for unbalanced snow load based on Pg=25.00 psf, BC- From 20 plf at 12.39 to 20 plf at 19.54 Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. Member design based on both MWFRS and C&C, wind reactions based In lieu of structural panels use purlins to brace all flat TC on MWFRS. 24" OC. 2X4 III I 4 8X10% i 2X4111 T2 3X4111 6X6= • 4-3-6 ° w5 1 1-11-13 0-5-9 if I -I 18-0-0 i 3X5(61) = 9 l`J 2X4 III 6X10= 3X5 III 44-�-9 >LI' 4-3-3 1 7-9- 3-5-14 >fr 7-1-13 7-1-13 Ir 11-5-7 8-1-1 J 19-6-8 Over 2 Supports R=834 U=147 R=822 U=154 RL=111 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.1' e1ts1 ' WA/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way,Inc 360-750-1470 "WARMING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. WASH•- TC LL 2$ REF R561-- 90795 3901 NE 68th St,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 CP?A,�,O YC w .O PSF NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 V. P ' ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIBID CEILING. ".IMPTETART'.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS 4 ( BC DL 10.0 PSF DRW CAUSR561 10243160 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS iii ALPINE IN CONFORMANCE WITH TPI:OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. .Q' IPT'/ „! BC LL 0.0 PSF CA-ENG JMB/GWH DESIGN TORNPLATESWITH ARE AMADEIOFF20/18LE PROVISIONS /16GA(B,H/SSNDS K)(ASTM A653L DGSIGN SPEC, BY RADE 40/60(W,AK/HAPS)GA)AND LVI STEEL.APPLYALPINE �O 4H. STER�� PPLATES TO ISSTOCEICH FACH CE E(OF TRUSS FES FOLLOWED BUNLE'SSOTHE OTE HERWISE ON THIS 11SIGN, POSITION PER DRAWINGS EAL O16N 0A-S /0(ypL ep1G\a TOT.LD. 42.0 PSF SEQN- 655011 ITW Building Components Group,Inc. DE�(SWIGN SIINDICATESTHACCEPTANCE OF PROFESSIONAL ENGINEERNENTRESP ANY BLILDINGIELTNEORETHE TIBILI 'o T DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. WACOA#1931 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - 117) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.30 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 Webs 2x4 DF-L Standard(g ) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Right end vertical not exposed to wind pressure. factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord Special loads live load applied per IRC-06 section 301.5. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 65 plf at -2.00 to 65 plf at 20.46 Deflection meets L/240 live and L/180 total load. Creep increase BC- From 20 plf at 0.00 to 20 plf at 12.85 factor for dead load is 1.50. BC- From 20 plf at 12.85 to 20 plf at 20.46 Truss designed for unbalanced snow load based on Pg=25.00 psf, Member design based on both MWFRS and C&C, wind reactions based Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. on MWFRS. Use this design for common hip trusses 41 24.0" OC. Extend sloping Building designer is responsible for conventional framing. TC of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC 8' 24" OC with 2-16d Box or Gun nails(0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIP0109. Support hip rafter with cripples at 5-7-14 OC. 6X8 2X4 III 4X6= 3X4 ' 0 / s •• T 0 3X4 I , 4 4-7-13 4-11-6 .0,0-3-12 P. I ii IIIIIIIIIIIIL 4, 18-0-0 ( ) _• 2X4 Ill 3X4= 5X4= 8X8— 3X6111 4X4 A2 12-0-0. 5-1-1 >-c 4-3-3 x 4-1-12 3-5-12 >-c 3-5-12 5-1-1 4-3-3 3-5-14 4-1-9 3-5-12 L 13-10-15 ,I, 6-6-9 J P---: 20-5-8 Over 2 Supports R=1124 U=198 W=5.5" R=1275 U=225 W=5.5" RL=155 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.0. '',::rlW Li, WA/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way,Inc 360-750-1470 "WARNINN'•TRUSSES REWIRE EXTREME CARE IN FABRICATION, HAKULING, SHIPPING, INSTALLING AND BRACING. WASH/A, �i TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUIDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 C " aF W„ r! 7` REF R561-- 90796 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND MICA('MOOD TRUSS COUNCIL OF AMERICA, 6300 :C('' 4p. ENTERPRISE LANE. MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS r b TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. `J BC DL 10.0 PSF DRW CAUSR561 10243156 •'IMPORTANT..FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS GN CO INC. SHALL NDT BE OR FARHIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS ! , BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING,,BRACING OF TRUSSES. LE SIONS OF L CONNECTORDESIGN RPLAATETESWITH ARE MADEI OFR20/16/116GA(W,H/SS/K)(ASTM A653DESIGN RADE 40/60(Y(W,AK/H,SS))GALV. STEEL.APPLYPA)AND TPI. ALPINE A'Aodt. Rfd1STh1 `,�44 TOT.LD. 42.0 PSF SEQN- 655038 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 THISf r.�G ITW Building Components Group,Inc. DESIGN SIHOWNCpTESTHECSUITABILITY ANNDFUSEIOFATHISGCOMPONENrRFOR ANYRBUI DING ISLTHE RESPONSIBILITVMOF THE ORAL C DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI TPI ,SEG.2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 WA COA#1931 I 4 4 4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T17B) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.30 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 Webs 2x4 DF-L Standardg ) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Right end vertical not exposed to wind pressure. factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord Member design based on both MWFRS and C&C, wind reactions based live load applied per IRC-06 section 301.5. on MWFRS. Deflection meets L/240 live and L/180 total load. Creep increase Use this design for common hip trusses @ 24.0" OC. Extend sloping factor for dead load is 1.50. TC of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Spacing of supports originates from #1 hip. Truss designed for unbalanced snow load based on Pg=25.00 psf, Attach 2x4 lateral bracing to flat TC @ 24" OC with 2-16d Box or Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. Gun nails(0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIP0109. Support hip rafter with cripples at 5-7-14 OC. Building designer is responsible for conventional framing. 6X8 /, 2X4 III 4X6= - 3X4% itillk vit 3X4 4 r— 4-11-6 4-7-13 i 0-3-12 Fr •i 8-0-0 - 2X4III 3X4= 5X4= 8X8= 3X5 III 4X4(A2) L2-0-0--›..1 3-5- 3-0-4 5-1-1 4-3-3 3-5-1412 -I 4-1-9 12 + 3-0-4 I, 13-10-15 J.- 6-1-1 J k20-0-0 Over 2 Supports >1 R=1095 U=193 W=5.5" R=1236 U=218 RL=155 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.01 -ei.D1V!ti`rA WA/-/1/-/-/R/- Scale =.375"/Ft. Tnis-Way Inc 360-750-1470 ""HARMING".TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. P f WASH/4, "r TC LL 25.0 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 G+ l Q f PSF REF R561-- 90797 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AM)NTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 •(4 �+ ENTERPRISE LANE, MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS r ii TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHEDRIGID CEILING. • BC DL 10.0 PSF DRW CAUSR561 10243159 f41mPORTAMTM4FURNISH 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 ,/ / BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE in. IN CONFORMANCE WITH TPI;OR FABRICATING, BUNDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE Q 1$3 Q' _ CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/55/K)ASTM A653 GRADE 40/60(N, K/H,SS)GALV. STEEL.APPLY 11.14,<, RFO/ST 5.09`4tsw TOT.LD. 42.0 PSF SEAN- 655043 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 S%ONAL V- ITW Building Components Group,Inc. DEAiGN SINDICATESTHACCE TANCE OF PROFESSIOFATHISGINEERING RFOR ANYIDILILDINGIELTHEORETHENS BILIN OFNENT DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. WA COA#1931 08/31/10 SPACING 24.0" J REF- 1 U4S561 Z1 8 t THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T18) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.63 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 Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Right end vertical not exposed to wind pressure. factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord Special loads live load applied per IRC-06 section 301.5. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 65 plf at -2.00 to 65 plf at 20.00 Deflection meets L/240 live and L/180 total load. Creep increase BC- From 20 plf at 0.00 to 20 plf at 12.85 factor for dead load is 1.50. BC- From 20 plf at 12.85 to 20 plf at 20.00 Truss designed for unbalanced snow load based on Pg=25.00 psf, Member design based on both MWFRS and C&C, wind reactions based Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. on MWFRS. In Dieu of structural panels use purlins to brace all flat TC e 24" OC. 6X8,-,--- , 2X4 III 4X6an 3X4-0 1\. 0 Mi VS 3X45% 5-7-6 4 4-7-13 i 0-3-12 im. El" C 4 = i 0-0 LJ 2X4 III 3X4= 5X4= 8X8= 3X6 III 4X4(A2) s-2-0-0- J 4-3-3 5-1-1 'I` 4-3-3 3-5-1412 � L 3-5-4-1-9 12 'I` 3-0-4 I, 15-10-15 ,I, 4-1-1 J I 20-0-0 Over 2 Supports >{ R=991 U=179 W=5.5" R=834 U=166 RL=176 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.0 ;It'0 173!4, WA/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way,Inc 360-750-1470 ...WARNING'.TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING.REFER TO GP Q�WA$ 3901 NE 68th St.,Vancouver WA NORTH LEE BSTREET,SI (BUILDING UITEN312,COMPONENT LEXANDRIA, VA,N2231144)IAND RICA(ON), IWOOD TRUSSSHED BY I COUNCIL POFTEAMRICA, 6218 300 4� kyC. TC LL 25.0 PSF REF R561-- 90798 ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ► • OTHERWISEGRINDICATED ROP CHORD NGLL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE '� TC DL 7.0 PSF DATE 08/31/10 A GROPED-II NDICATED RIGIDC CEILING.H ( BC DL 10.0 PSF DRW CAUSR561 10243157 "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITS BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS ' r BC LL 0.0 PSF CA-ENG JMB/GWH miiir ALPINE vim IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 6 BRACING OF TRUSSES. '0 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFSPA)AND TPI. ALPINE 34183 CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W, IVH,SS)GALV. STEEL. APPLY 'PO 'it'34T830 ((Z� TOT.LD. 42.0 PSF PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1000-Z. �'',',S. ,� SEAN- 655049 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS L e1, I1 W Building Components Group,Inc. ORAWlNO INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY Fp THE TRUSS COMPONENT DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSI/TPI ,SEG. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T19) Top chord 2x4 DF-L #1&Bet.(g) ** The maximum horizontal reaction is 335# ** Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) 110 mph wind, 20.96 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC Connectors in green lumber (g) designed using NDS/TPI reduction DL=6.0 psf. factors. Right end vertical not exposed to wind pressure. Special loads (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Deflection meets L/240 live and L/180 total load. Creep increase TC- From 65 plf at -2.00 to 65 plf at 20.00 factor for dead load is 1.50. BC- From 20 plf at 0.00 to 20 plf at 12.85 BC- From 20 plf at 12.85 to 20 plf at 20.00 In lieu of structural panels use purlins to brace all flat TC w TC- 225.00 lb Conc. Load at 17.85 24" OC. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. 4 2X4 III 3X4� i 6X8 �1 4X6= 3X4==- o-101 Q 8MI 2X4 III 2X4 III 6-3-6 3X4ss 4 4-7-13 O. 0-3-12 -./ 4_ -0-0 2X4 III 3X4= 5X4= 8X8= 3X6 III 4X4(A2) =- 1<-2-0-0—>-1 3-5- 5-1-1 4-3-3 3-5-1412 �] L 4 1 912 3-0-4 L 14-10-14 5-1-2 I< 20-0-0 Over 2 Supports >1 R=1015 U=188 W=5.5" R=1034 U=192 RL=199 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01 .0t 1ei10lit y WA/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way,Inc 360-750-1470 •*WARRING'•TRUSSES RE(BUILDING WIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING.REFER TO BCSI UTE, 218 P WA$ TC LL 25.0 PSF 3901 NE 68h St., Vancouver WA NORTH LEE STREET, SUITE 312, ALEXANDRA, VA., 222ETY INFORMATION))AND RICAB(WOOD TRUSSLISHED BY I COUNCIL POFTEAMRICA, 6300 M,Yi � REF R561-- 90799 ENTERPRISE LANE,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS P C DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 4 190 .1041,4C DL 10.0 PSF DRW CAUSR561 10243158 "I NPORTANT.'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 11W BUILDING COMPONENTS 411. 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 ALPINE vim IN CONFORMANCE WITH TPI:OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE 'Q 341-3 1 41 - CONNECTOR PLATES ARE MADE OF 20/18/16GA(W.H/SS/K)ASTM A853 GRADE 40/60(N, K/H,SS)GALV. STEEL.APPLY �9t, RFa STE E- `a�4i TOT.LD. 42.0 PSF SEQN- 655058 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 `S'SIONAL ENG 1TW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AID USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSI TPI 1SEG. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 1 P . * THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T20) Top chord 2x4 DF-L #1&bet.(g) 3 COMPLETE TRUSSES REQUIRED I ( t Bot chord 2x8 DF-L SS ( Webs 2x4 DF-L Standard(g) :W5, W7, W10 2x4 DF-L #1&Bet.(g): Nail Schedule:0.131"x3" nails :Lt Slider 2x4 DF-L #1&Bet.(g): BLOCK LENGTH = 4.303' Top Chord: 1 Row 012.00" o.c. Bot Chord: 3 Rows 0 3.75" o.c. (Each Row) Connectors in green lumber (g) designed using NDS/TPI reduction Webs : 1 Row 4, 4" o.c. factors. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special loads 4" o.c. spacing of nails perpendicular and parallel to (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) grain required in area over bearings greater than 4" TC- From 32 plf at -2.00 to 32 plf at 18.71 TC- From 32 plf at 18.71 to 32 plf at 23.19 (**) 2 plate(s) require special positioning. Refer to scaled BC- From 10 plf at 0.00 to 10 plf at 9.86 plateplot details for s BC- From 10 plf at 9.86 to 10 plf at 23.19 special positioning requirements. BC- 3996.00 lb Conc. Load at 6.11 110 mph wind, 21.10 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC- 1838.00 lb Conc. Load at 8.00 anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC BC- 3028.00 lb Conc. Load at 10.00 DL=6.0 psf. BC- 1763.00 lb Conc. Load at 12.00 BC- 3398.00 lb Conc. Load at 14.00 Member design based on both MWFRS and C&C, wind reactions based BC- 1793.00 lb Conc. Load at 16.00,21.48 on MWFRS. BC- 2657.00 lb Conc. Load at 18.00,19.42 Right end vertical not exposed to wind pressure. 5X4--- --7 4 Trusses to be spaced at 12.0" OC maximum. Deflection meets L/240 live and L/180 total load. Creep increase 8X8-":7011. factor for dead load is 1.50. 1pi8(R) 4 1--- t•� / 6X8 l' 4X6 0101: 4X12% W7 6-6-9 r` SS0919(**) -0-11 VA W5 0-3-12 - - It ° _ MII 1, 18-0-0 3X10 III 4X6= H1319= 8X10= 8X14= H0514(**) H0312III 1. -2-0-0 4-5-12 6-0-51-11-11 2-0-0 4-5-12 4-2-12 4c 4-5-12 4-5-12 I, 18-8-8 J, 4-5-12 J I< 23-2-4 Over 2 Supports R=10472 U=1962 W=5.5" R=13499 U=2529 W=5.5" RL=82 PLT TYP. 20 Gauge HS,18 Gauge HS, Design Crit: IRC2006/TPI-2002(STD) Wave FT/RT=8%(1%)/4(1) 10.02.0 1:i,42M! . WA/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way,Inc 360-750-1470 **WARMING**TRUSSES REQUIRE EXTREME CME IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. Q f WA$ TC LL 25.0 PSF 3901 NE 68tH St,Vancouver WA NORTH LEEBSTREET(BSUITEN31XAN 2.ALEDRIA, VA,EINFBRACINIAND MiCAB(IWDOD TRUSS COUNCIL PQ TE ERICAUTE, 6900 �O h7y�, r` REF R561-- 90800 ENTERPRISE LANE, MADISON. WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS '�Pr 1 i C DL 7.0 0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE - A PROPERLY ATTACHED RIGID CEILING. BC DL 10,0 PSF DRW CAUSR561 10243250 **Im tutitu T**FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS V/ GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH IN ALPINE IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. 10A 3418 O t - DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE -i' V CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM A653 GRADE 40/80(W K/H,SS)GALV. STEEL.APPLY qt, FG/STEPt , TOT.LD. 42.0 PSF SEQN- 20998 REV 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 TPII-2002 SEC.3. A SEAL ON THIS ZONAL !: DUR.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. DDRAWINGS INDICATES THE SUITABILITY OF ANCE OF PRROFESSIONAL F LHENGIS NEERING RESPONSIBILITY HG IESOLELY YHFFOR RETHENTTRUSS UISI RESPONSIBILITY OF THE Sacramento,CA 95828 BUILDING DESIGNER PER ANSI TPI ,SEG.2. 08/31/10 SPACING 12.0" JREF- 1 U4S561 Z18 WA COA#1931 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T21) Top chord 1.5"x5.625" DF-L SS(g) :T2 2x4 DF-L #1&Bet.(g): 2 COMPLETE TRUSSES REQUIRED 1 t z Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) :W2, W4, W6 2x4 DF-L #1&Bet.(g): Nail Schedule:0.131"x3" nails Top Chord: 1 Row @ 5.75" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction Bot Chord: 1 Row #12.00" o.c. factors. Webs : 1 Row # 4" o.c. Use equal spacing between rows and stagger nails Special loads in each row to avoid splitting. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 156 plf at 0.00 to 156 plf at 16.71 110 mph wind, 18.96 ft mean hgt, ASCE 7-05, CLOSED bldg, Located TC- From 156 plf at 16.71 to 156 plf at 16.78 anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC TC- From 65 plf at 16.78 to 65 plf at 24.62 DL=6.0 psf. BC- From 38 plf at 0.00 to 38 plf at 22.63 TC- 385.00 lb Conc. Load at 16.78 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Max JT VERT DEFL: LL: 0.34" DL: 0.41" recommended camber 3/4" In lieu of structural panels use purlins to brace all flat TC @ Deflection meets L/240 live and L/180 total load. Creep increase 24" OC. factor for dead load is 1.50. 6X10 - 3X6-- 2X4 III H0912 4 411, 1 T2 1-11-13 W2 W4 2-3-6 It — 0-3-12 i 11=1111111111111111111111111111111.11111111111111111.- 4 _ V 3X6 III 4X12= H0714= 2X4 III = 1 0 3X10(A1) 1 1. 2-0-0 ...1I` 5-11-4 >I< 5-9-8 + 5-7-11 T 5-3-0 I, 17-4-8 ,j_ 5-3-0 -.1 F--: 22-7-8 Over 2 Supports R=4005 U=624 R=3219 U=502 W=5.5" RL=-67 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=8%(1%)/4(1) 10.01.00 •;'N :D './../A• WA/-/1/-/-/R/- Scale =.3125"/Ft. Tius-Wy,Inc 360-750-1470 ...WARNING'•TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. ?P 4 WAS,/ TC LL 25.0 PSF 3901 68th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 216 �C° c ( REF R561-- 90801 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)ANO MICA(WOOD TRUSS COUNCIL OF AMERICA, 6300 T ENTERPRISETHISLANNDIC. MADISON,WI 53719)LFOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS Q' r ° TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING, BC DL 10.0 PSF DRW CAUSR561 10243222 W•IMPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS 141GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS 4 BC LL 0.0 PSF CA-ENG JMB/GWH milw ALPINE I IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING b BRACING OF TRUSSES. yA17' DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE ✓ / _ CONNECTOR PLATES ARE MADE OF 20/10/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALS. STEEL. APPLY *4411,14,60"' TOT.LD. 42.0 PSF SEQN- 654549 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 4DUR.FAC. 1.15 FROM KTC ITP Building Components Group,Inc. DRA"I NG INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT ng ComponentsSacramento, CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSI TPI 1 SEC. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 218 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T22) Top chord 1.5"x5.625" DF-L SS(g) :72 2x4 DF-L #1&Bet.(g): 110 mph wind, 19.30 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 Webs 2x4 DF-L Standard(g) :W2, W4, W6 2x4 DF-L #1&Bet.(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Max JT VERT DEFL: LL: 0.18" DL: 0.31" recommended camber 1/2" factors. In lieu of structural panels use purlins to brace all flat TC Special loads 24" OC. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 65 plf at 0.07 to 65 plf at 16.69 Deflection meets L/240 live and L/180 total load. Creep increase TC- From 65 plf at 16.69 to 65 plf at 24.62 factor for dead load is 1.50. BC- From 20 plf at 0.00 to 20 plf at 22.63 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. H0912 s 6X10= 3X6= 2X41111111111111111111111111111111/ 414 T2 ' —74 2-11-6 1-11-13 W2 V __ 0-3-12 0.- 1111111111111111111111111111 . • .J/11 3X6 III 4X12= H0714= 2X4 III 3X10(A1) 12-0-0a...1 I< 5-11-4 -, 5-9-8 >I< 5-7-11 >I< 5-3-0 >I I. 17-4-8 -I- 5-3-0 J k 22-7-8 Over 2 Supports R=1227 U=197 R=1174 U=189 W=5.5" RL=-92 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=8%(1%)/4(1) 10.01.0 . .to-1 W, WA/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way,Inc 360-750-1470 "WAPIIMG'.TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. P 4 WAS � REF R561-- 90802 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 Q H-'1,41 777 TC LL 25.0 PSF NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22319)AND WTCA('MOOD TRUSS COUNCIL OF AMERICA, 63004. ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS PTC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 10243162 •.IMPORTANT""FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. TM BUILDING COMPONENTS Al' NIN;;.11-' , l 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&BRACING OF TRUSSES. ' ��J/�..� :` BC LL 0.0 PSF CA-ENG JMB/GWH DESIGN COOR PLATE WITH MADEI APPLICABLE 18/1PROVISIONS(W OF H/NDS(NATIONAL DESIGN SPEC, BY AF&PA)K/H,S AND TPI. ALPINE �0, - :ii.7►>"' e1� r TOT.LD. 42.0 PSF SEQN- 654455 CONNECTOR PLATES ARE MADE OF 20/18/UNLE(W,H/SS/K)ASTM A653 GRADE 40/60(N, K/H,SS)GALV. STEEL.APPLY 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 '$TONAL.'. ITW Building Components Group,Inc. DDESWIN SIINDICATESTNE CEPTABNLITY PROFESSIOFNGTHISGINEERING RFOR NYBBUILDINGIELTHEORESPONSIBILITY OFBTHE DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI TPI , SEG. 2. 08/31/10 SPACING 24.0" J REF- 1 U4S561 Z1 8 WA COA#1931 , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T23) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 110 mph wind, 19.63 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 Webs 2x4 DF-L Standardg ) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction (A) 1x4 #3 HEM-FIR or better continuous lateral bracing to be factors. equally spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). Bracing material to be supplied and attached Special loads at both ends to a suitable support by erection contractor. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 65 plf at 0.07 to 65 plf at 2.97 In lieu of structural panels use purlins to brace all flat TC @ TC- From 130 plf at 2.97 to 130 plf at 12.71 24" OC. TC- From 65 plf at 12.71 to 65 plf at 16.69 TC- From 65 plf at 16.69 to 65 plf at 24.62 Deflection meets L/240 live and L/180 total load. Creep increase BC- From 20 plf at 0.00 to 20 plf at 22.63 factor for dead load is 1.50. TC- 225.00 lb Conc. Load at 3.06 TC- 385.00 lb Conc. Load at 12.71 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Left end vertical not exposed to wind pressure. 4X45% 5X6 5X6% T2 4X12= 4r-! It Ill ! �` b 3X4 C a 3-7-6 2-7-4 _1\ 0-3-12 J M� 41 0 3X6 III 6X10= 2X4111 H0308 3X8= 2X4111 T 3X10(A1) 1... 2-0-0 .1 H2-2-12 '-< 5-7-12 >< 5-6-0 4-1-12 '4c 5-1-4 >I L 3-0-7 J_ 10-4-1 9-3-0 J E--: 22-7-8 Over 2 Supports R=1999 U=331 R=1642 U=272 W=5.5" RL=-93 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=8%(1%)/4(1) 10.01.01 ' Tep1W,y, WA/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way,Inc 360-750-1470 ...WutotemT•TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. f wAs C7 TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 CP: 0 Fj(h�. , REF R561-- 90803 NORTH LEE STREET, SUITE 312, ALEXANDRIA. VA, 22314)AMD WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE. MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE GS r /"� A PROPERLY ATTACHED RIGID CEILING. At u .,;,,,iji 'A IMPORTAMT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 10243163 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. BC LL 0.0 PSF CA-ENG JMB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY UFAPA)AND TPI. ALPINE Q .34183 Q Y PLATESCONNECTOR TU EACHES FACEEO MADE OF USS AND, UNLESSWOTHERWISEASTM A653 LOCATED ONRTHIS DESIGN. POSHTION PER,SS) V. STEEL.DRIIWINGS 1UUA-j. ��.t� gFG!„r ,RE9n��� TOT.LD. 42.0 PSF SEQN- 654514 ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS L^ �� ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSION L ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT �ONA1 E� DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN SH011N. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY B ILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSITPI , SEG. 2. 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T24) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 110 mph wind, 19.96 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 Webs 2x4 DF-L Standardg ) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction In lieu of structural panels use purlins to brace all flat TC w factors. 24" OC. Special loads Bottom chord checked for 10.00 psf non-concurrent bottom chord (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) live load applied per IRC-06 section 301.5. TC- From 65 plf at 0.00 to 65 plf at 10.71 TC- From 65 plf at 10.71 to 65 plf at 12.69 Deflection meets L/240 live and L/180 total load. Creep increase TC- From 65 plf at 12.69 to 65 plf at 24.62 factor for dead load is 1.50. BC- From 20 plf at 0.00 to 20 plf at 11.73 BC- From 20 plf at 11.73 to 20 plf at 22.63 Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Left end vertical not exposed to wind pressure. 4 I 5X6s--- 3X6 4X12= 3X6 3X4 �` 4 4-3-6 2-7-4 __ 0-3-12 1 O 3X6 III 6X10= 2X4 III H0308 3X89 2X4 III 3X10(A1) 12-0-0- 1 H2-2-12 >I< 5-7-12 4< 5-6-0 -- 4-1-12 ›f< 5-1-4 L 5-0-7 8-4-1 9-3-0 J r< 22-7-8 Over 2 Supports >1 R=946 U=161 R=1101 U=196 W=5.5" RL=29/-85 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=8%(1%)/4(1) 10.01.0 . *to '11lit: WA/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way,Inc 360-750-1470 **WARNING**TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. P f WAS 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 210 �� y�fyw ` TC LL 25.0 PSF REF R561-- 90804 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND RTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 '� D7, ENTERPRISE LANE,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ? 4r. Oy TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 10243164 **INPGRTANT.•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS GROUP, INC. SALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS �� Id . BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE DESIGN FCONFORMS NWITH APPLICABLEPROVISIONS OFNDS(NATIONALODESIGN SPEC. BYRAFA A)oAND]PIES ALPINE .os) r �41 /'• CONNECTOR PLATES ARE MADE OF 20/18/16GA(N,H/SS/K)ASTM A653 GRADE 40/60(N, K/H,SS)GALV. STEEL.APPLY Qom^„it. 0y TOT.LD. 42.0 PSF SEQN- 654519 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. C ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS SSIONAL tNG ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN, THE SUITABILITY ORD USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSI TPI 1 SEC. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561_Z18 1 A 4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T25) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 110 mph wind, 20.63 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 Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction (A) 1x4 #3 HEM-FIR or better continuous lateral bracing to be factors. equally spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). Bracing material to be supplied and attached Special loads at both ends to a suitable support by erection contractor. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 65 plf at 0.00 to 65 plf at 10.71 (*)In lieu of structural panels use purlins to brace all flat TC TC- From 65 plf at 10.71 to 65 plf at 12.69 24" OC. TC- From 65 plf at 12.69 to 65 plf at 22.63 BC- From 20 plf at 0.00 to 20 plf at 11.73 Deflection meets L/240 live and L/180 total load. Creep increase BC- From 20 plf at 11.73 to 20 plf at 22.63 factor for dead load is 1.50. TC- 225.00 lb Conc. Load at 6.97, 8.91 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Left end vertical not exposed to wind pressure. 2X4 III 2X4 III 2X4 III 2X4111 4 3X6% 1 4X12= 4X6 ; 3X4 5X6 M � IlIl1 44-11-6 2-7-40-3-12 ■ ENillIll6 / O ■ " .. 18-0-0 ' --I l`l 3X6 III 6X10= 2X4111 H0308= 3X8= 2X4 III 3X10(A1) io 2-2-12 4-9-11 ..1 2-3j_ 4-3-13 4-1-12 + 5- 1=4 2-2-12 5-7-12 5-6-0 4-1-12 L 7-0-7 J, 6-4-1 9-3-0 J 1-( 22-7-8 Over 2 Supports R=1243 U=224 R=1124 U=203 W=5.5" RL=25/-69 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=8%(1%)/4(1) 10.01.0 .tli,'r'Wj+ WA/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way,Inc 360-750-1470 "WARMING••TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. P WAS 3901 NE 68th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 �{� H,�yC� TC LL 25.0 PSF REF R561-- 90805 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND NTCA(X000 TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS r TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. /+ BC DL 10.0 PSF DRW CAUSR561 10243165 .11moWNCA SHALLFURNISH A COPY OF AECOPY5 IFLTHIS SR ESIGN TO THE NETIATIEN INSTALLATION ONS ION;RAACTOR. ITW BUILDING COMPONENTS ING THE TRUSS A / �� ALPINE IN CONFORMANCE WITH TDI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING b BRACING OF TRUSSES. BC LL 0.0 PSF CA-ENG J MB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AFAPA)U/R,S AND TPI. ALPINE q'% C,( R ,� TOT.LD. 42.0 PSF SEQN- 6545 33 CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM A663 GRADE 40/60(W, K/H,SS)GALV. STEEL. APPLY A R4. �Q PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. -:(y `� ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3. A SEAL ON THIS `J ITW Building Components Group,Inc. DDRAWIGN SING AINDICATESN. THACCEPTANIEIOF ANCE OF PRROFESSIONAL LHENGINEERING REOSP NSIBILITY SOLELY YHFFOR RETHENTRU1SICOMPONENT S��NA4 DUR.FAC. 1 .1 5 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 08/3 1/1 0 WACOA#1931 SPACING 24.0" JREF- 1U4S561_Z18 ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T26) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.77 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 Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Member design based on both MWFRS and C&C, wind reactions based factors. on MWFRS. Left end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 5X6= '1111111111111111141111111100 4 1- —, 4 5X4illV 2X4 A .. 5-2-12 2-7-4 _ 0-3-12 Y Y ...RI es `� 18-0-0 3X6 III 3X4= 3X4= 3X4= 3X5(A1) H 7-10-8 J 7-4-14 � 7-4-2 3-10-10 7-11-10 r 10-9-3 L 7-10-8 14-9-0 J H22-7-8 Over 2 Supports >1 R=953 U=169 R=965 U=164 W=5.5" RL=28/-73 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01 .0$ .4E10 V*H WA/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way,Inc 360-750-1470 ."WARNING**TRUSSES REQUIRE EXTREME CNE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 3901 NE 68th St.,Vancouver WA REFER TO BC5I (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 � ofWASk/4, ' TC LL 25.0 PSF REF R561-- 90806 NORTH LEE STREET, SUITE 312, ALEXANDRIA,VA, 22314)AND WTCA(ROOD TRUSS COUNCIL OF AMERICA, 8300 ENTERPRISE LANE,MADISON,WI 53]19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ;• TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. / BC DL 10.0 PSF DRW CAUSR561 10243166 '•INPGRTANT.'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS L �F/A, 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&BRACING OF TRUSSES. BC LL 0.0 PSF CA-ENG J654833 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINECONNECA 34183 PLgTESTOR TO EACHES ARE MADE OF FACE OF TRUSS AND'8/UNNLESSWOTHERWISEASTM LOCATED3ONRTHIS DEE SIGN. POSITION PERV. STEEL.APPLY DRAWINGS 1600A-Z. �qt R�GiSTERO) �4' TOT.LD. 42.0 PSF SEAN- 654833 ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC., A SEAL ON THIS 4k..ONAL B,) ' DUR.FAC. 1.15 FROM KTC ITW Building Components Group,InE DEESSWIGN SINN CATESTHE SUITABILITY ANDFUSEI OFATHISGCOOMPONENTRFOR ANYBBUILDING ISLTHEORESPONSIBILITY OF THE Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 08/31/10 WACOA#1931 SPACING 24,0" JREF- 1U4S561_218 5 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T27) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.77 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 Webs 2x4 DF-L Standard(g ) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Member design based on both MWFRS and C&C, wind reactions based factors. on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord Deflection meets L/240 live and L/180 total load. Creep increase live load applied per IRC-06 section 301.5. factor for dead load is 1.50. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 5X6= A i 4 I— —14 5X4% 2X40 01 7...,- 5-2-12 2-5-10 __ 0-3-12 l _ Y is Y _ 18-0-0 T \"J 3X6 III 4X4= 3X4= 4X4 3X10(A1) 6"10 7-8-12 7-4-14 J_ 7-4-2 3-8-14 I- 7-11-10 -I-- 10-9-3 8-3-6 I _ 14-9-0 J f' 23-0-6 Over 2 Supports R=970 U=172 R=982 U=167 W=5.5" RL=31/-72 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.0 . 441c114(/./E.,. WA/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way Inc 360-750-1470 "WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. P f WAS Fq TC LL 25.0 PSF 3901 NE 68tllSt.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 216 C? �o >ii s . REF R561-- 90807 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND NTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 4p. +OA < ENTERPRISE LANE, MADISON, RI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESSTC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE R PROPERLY ATTACHED RIGID CEILING. i /BC DL 10.0 PSF DRW CAUSR561 10243178 4'INPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS :►r _ GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS ( 4110 BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, WHALING. SHIPPING, INSTALLING A BRACING OF TRUSSES.DESIGN ,,.4:4" CONNECTOR PLATESLATEWITH IB LE ARE MADEOF2O /PROVISIONS (NATIONAL 16GA(W,H/SS//K)ADESIGN AND TPI. ALPINE STM 653 GRADE 40/60(W, K/H,SS)GALV. STEEL.APPLYA'Q �'F 'G/STEt - .t.‘(,, TOT.LD. 42.0 PSF SEQN- 654923 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 SEGS. A SEAL ON THIS ass/ONAL ELt I1W Building Components Group,Inc. DING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSI TPI ,SEG. 2. 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 This DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T27B) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 21.75 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 Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Member design based on both MWFRS and C&C, wind reactions based factors. on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord Right end vertical not exposed to wind pressure. live load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf, factor for dead load is 1.50. Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 5X6 4 / 4 � 5X4 2X4 III �j5-2-12 • iii , 1 2-5-10 2-3-3 1 L i] IM n Y 18-0-0 3X6111 3X4= 3X4= 3X4= 6X6--- 6"10 X6=6"10 7-8-12 7-7-0 J>-3-11 1 3-8-14 'I' 7-11-10 >4-10-14 'I 8-3-6 I 8-10-11 J I' 17-2-1 Over 2 Supports R=728 U=138 R=728 U=136 RL=36/-40 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01 .00 •_ae:' 4r.y� WA/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way,Inc 360-750-1470 "WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. 6 �oc WASy�y TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA REFER LEEDSTREET(DSU TEN312,MALEXANDSAFE Y INFUD3D D4)IAND WTCA LIISHE TRUSSI COUNCIL PO TENS IITUTE, 218 r CTO REF R561-- 90808 ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS l C DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ji A PROPERLY ATTACHED RIGID CEILING. J /BC L 10.0 PSF DRW CAUSR661 1 02431 67 ."INPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS 1r GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS i ALPINE mg= IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. BC LL 0.0 PSF CA-ENG JMB/GWH * DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY PEVA)AND TPI. ALPINE 14 I.LSF 34483, PLATESCONNECTOR TO EACHES FACEEMADE OF OFF TRUSS AND, UNLESS OTHERWISEASTM LOCATED3ONRTHIS DEE SIGN,POSIITION PER VDRAWINGS 160A-Z. O�i;-r GmT��ac.$`'‘47 TOT.LD. 42.0 PSF SEQN- 654821 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.). A SEAL ON THIS `SSIONAL SNDUR.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. DDESWGN SIINDICATESTHA SUITABILITY ARNDFESSIONAL ISDCOMPONENTRFORANYIDBUILDING LELTHEDNETHE TRUSS COMOFDTHE Sacramento,CA 95828 BUILDING DESIGNER PER ANSI TPI 1 SEC. z. 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 WA COA#1931 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - 127C) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.77 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 Webs 2x4 DF-L Standardg ) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Deflection meets L/240 live and L/180 total load. Creep increase factors. factor for dead load is 1.50. Special loads *** WIND LOAD CASE MODIFIED! *** (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 65 plf at -0.41 to 65 plf at 7.88 TC- From 65 plf at 7.88 to 65 plf at 22.63 BC- From 20 plf at -0.41 to 20 plf at 22.63 BC- 536.00 lb Conc. Load at 16.77 BC- 239.00 lb Conc. Load at 18.91 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. 5X6 4 4 • 5X4 X6 3X4 5-2-12 2-5-10 111111111 ... _ Y 0-3-12 M Y c, 18-0-0 / 3X6 III 4X4= 3X4= 4X4= 3X5= 2X4 III 3X10(A1) 6^10 7-8-12 7-7-0 3-8-14 ��` 7-11-10 —I— 3-3-11 n+c 3-10-5 4-10-14 �� 2-0-0 3-10-5 L 8-3-6 .j_ 14-9-0 J I- 23-0-6 Over 2 Supports ;{ R=1141 U=208 R=1586 U=290 W=5.5" RL=31/-72 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.08. :4k Al y WA/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way,Inc 360-750-1470 '..RARRING••TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. A F W 3901 68th St.,Vancouver WA RNORTH LEE STREET, SUITEN312 ALEXANDRIA, VA, =ZION), R WTCAB(ISHED NDOD %.,14I COUNCIL POFTEAMERICA, 0300 �O biy� TC LL 25.0 PSF REF R561-- 90809 — ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS Q r TO TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 0 IWPoRTART '"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR061 10243171 GROUP, INC. SHALL NOT mow ALPINE _ IN CONFORMANCE WITH TPI:ORRESPONSIBLE FABRICATING. ANY DEVIATION SHIIPPING,FROM TINSTALLING&BRACING HIS DESIGN;ANY "OF TRUSSES.RE TO BUILD THE TRUSS , `f " ,1 BC LL 0.0 PSF CA-ENG JMB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF PDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE s /� ' _ CONNECTOR PLATES ARE MADE OF 20/18/l6GA(W,H/S5/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL. APPLY •O�OA ' �4i TOT.LD. 42.0 PSF SEQN- 65491 9 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 'F SIONAL tNG� ITW Building Components Group,Inc DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR TOE TRUSS COMPONENT DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF TNIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSI/TPI , SEC. 2. 08/31/10 SPACING 24.0" JREF- 1U4S561 Z18 • I , 4 i THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T28) Top chord 1.5"x5.625° DF-L SS(g) 2 COMPLETE TRUSSES REQUIRED I ( z Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) :W2, W6 2x4 DF-L #1&Bet.(g): Nail Schedule:0.131"x3" nails Top Chord: 1 Row @11.75" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction Bot Chord: 1 Row @12.00" o.c. factors. Webs : 1 Row @ 4" o.c. Special loads Use equal spacing between rows and stagger nails P in each row to avoid splitting. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 160 plf at 0.00 to 160 plf at 22.22 110 mph wind, 19.98 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC- From 40 plf at 0.00 to 40 plf at 22.22 anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC BC- From 20 plf at 22.22 to 20 plf at 22.22 DL=6.0 psf. Member design based on both MWFRS and C&C, wind reactions based Max JT VERT DEFL: LL: 0.20" DL: 0.30" recommended camber 1/2" on MWFRS. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 1.50. Truss must be installed as shown with top chord up. The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing. 5X8= 7X6= 3X4= 5X8- 1 1 1-11-12 W2 W6 p 1-11-12 LS �. 18-0-0 l`J 3X4111 8X10--= 7X6= 3X4 III l'1j,2 7-3-11 >I` 7-3-11 7-5-7 1' z 7-3-11 7-3-11 �� 7-3-11z f< 22-2-10 Over 2 Supports R=2222 U=380 R=2222 U=380 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.0 , *,t '' WA/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way Inc 360-750-1470 '.RARNIIIG"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 OF wyiq. TC LL 25.0 PSF REF R561-- 9081 0 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTCA(HOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE. MADISON, NI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESSIiiiDL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A MOPEDS ATTACHED RIGID CEILING. /' BC DL 10.0 PSF DRW CAUSR561 10243219 "INPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. I1W BUILDING COMPONENTSii t.., \r e GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS /( / BC LL 0.0 PSF CA-ENG JMB/GWH - ALPINE vim IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. /6 CONNECTOR PLAATEESDESIGN CONFORMS WITH ARE MADEI OOFF 20/1LE 8/16GA(W,H/SSIONS OF S/K)S(ASTM A853 GTIONAL RIGN RADE 40/80(W,C, BY AK/HASS)GALV. STEEL.APPLYI. / 4 F 934 83 !'-may PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. 90�� GEST€�Q S��v TOT.LD. 42.0 PSF SEQN- 655092 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX Al OF TP11-2002 SEC.3. A SEAL ON THIS SS/ONAI SSG ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONEN DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSI TPI 1 SEC. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 4 II ` ' , , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - 729) Top chord 1.5"x5.625" DF-L SS(g) 110 mph wind, 19.98 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 Webs 2x4 DF-L Standard(g ) :W2, W6 2x4 DF-L #1&Bet.(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Member design based on both MWFRS and C&C, wind reactions based factors. on MWFRS. Max JT VERT DEFL: LL: 0.20" DL: 0.20" recommended camber 3/8" Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. Truss must be installed as shown with top chord up. 5X8= 7X6= 3X4= 5X8-- 1 X8=1 1-11-12 W6 r-- W2 1-11-12 • y. 8 18-0-0 Y' 3X5111 8X10 7X6= 3X5 III 1"12 7-3-11 7-3-11 1�iz 7-3-11 >I< 7-3-11 >I< 7-5-7 7-3-11 ;71t2 22-2-10 Over 2 Supports R=933 U=159 R=933 U=159 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.01 ;V', 1+t WA/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way,Inc 360-750-1470 ”WARNING.51 TRUSSES REQUIRE EXTREME FORE IN NFAORMATAOI)N P HANDLING, BY SHIPPING, (TRUSSSPLA IINI NSND UTECI2. (J� TWA$ 3901 NE 6811)St.,Vancouver WA NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 223,4)AND MTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 MDQ N4,4,�` TC LL 25.0 PSF REF R561-- 90811 ENTERPRISE LANE,MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ,. TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATIADIIED RIGID CEILING. '•IMPORTAIITD*FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITB BUILDING COMPONENTS y /' BC DL 10.0 PSF DRW CAUSR561 10243172 if iir GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS I/ kA BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. LE PROVISIONS OF NDS CONNECTOR PLATESDESIGN CONFORMS ITH MADEI OFFB2O/B/16GA W,H/SSS//KK)(ASTM 653DESIGN GRADE 40/60(W,Y AK/H,SS)GALV. STEEL. APPLYALPINE q11 �'1 1$3 O PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16Oq-Z, 0,0 1r q,,,.ot$TER�`r', TOT.LD. 42.0 PSF SEQN- 655099 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ` V FEW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FUR THE TRUSS COMPONENT OVAL ti DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSI TPI , SEG. 2. 08/31/10 SPACING 24.0" JREF- 1U4S561 Z18 1 • , I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T30) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 110 mph wind, 21.11 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 Webs 2x4 DF-L Standard(g) :W8 2x4 DF-L #1&Bet.(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction End verticals not exposed to wind pressure. factors. Special loads (A) 1x4 #3 HEM-FIR or better continuous lateral bracing to be p equally spaced. Attach with (2) 8d Box or Gun nails (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) (0.113"x2.5",min.). Bracing material to be supplied and attached TC- From 65 plf at 0.00 to 65 plf at 3.04 at both ends to a suitable support by erection contractor. TC- From 130 plf at 3.06 to 130 plf at 22.22 BC- From 20 plf at 0.00 to 20 plf at 15.60 In lieu of structural panels use purlins to brace all flat TC @ BC- From 20 plf at 15.60 to 20 plf at 22.22 24" OC. TC- 225.00 lb Conc. Load at 2.97 Bottom chord checked for 10.00 psf non-concurrent bottom chord Member design based on both MWFRS and C&C, wind reactions based live load applied per IRC-06 section 301.5. on MWFRS. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. 4X4 5X6 4 4X6= T2 3X4= 5X8= (A) 2-7-4 W8 3-3-13 3-7-6 18-0-0 / i 3X5 III 6X10= 3X4= 6X8= 3X5 III 2-2-12 'I` 6-7-6 + 6-7-6 + 6-9-2 6-7-6 6-9-2 I, 3-0-7 _I, 19-2-3 J Ex 22-2-10 Over 2 Supports R=1672 U=314 R=1680 U=315 RL=23 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.1' +:1151 ,E: y� WA/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way Inc 360-750-1470 ''•a�IUG TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. P o 4 W�iH `qd TC LL 25.0 PSF REF R561-- 90812 3901 NE 68tIl5t.,Vancouver WA NORTH LEE SSTREETUILD `BING COMPONENT SAFE YAINFOOMATIOINO), PUBLIS ED TRU551 C(TRUU S PQ TEAINRS IITUTE, 2G30 P r y°ro ENTERPRISE LANE,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS y TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY AMEND/RIGID CEILING. lifY .. *'INPORTANT.•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITR BUILDING COMPONENTS , +�BC DL 10.0 PSF DRW CAUSR561 10243173 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANT DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS Ly / 1///// ALPINE IN CONFORMANCE WITH TPI;oR FABRICATING. HANDLING, SHIPPING, INSTALLING&GRACING OF TRUSSES. .Q 3418 BC LL 0.0 PSF CA-ENG JMB/GWH DESIGN CONNECTORHFORMS PLAATEESWITH ARE MADEI APPLICABLE (W,H/SS//SIONS OF SK)(ASTMONAL A653DGRRADE 40/00(W.SIGN SPEC, BY qK/H,SS)GALV. STEEL.APPLYE �OA, R'FGIST '�O v~ PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS,GOA_Z, F�CS/ONAL�,O TOT.LD. 42.0 PSF SEQN- 655130 ANY INSPECTION OF PLATES FOLLOWED BY(I)SWILL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FDR THE TRUSS COMPoNENT DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY APA USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE p WACOA#1931 BUILDING DESIGNER PER ANSI TPI ,SEG.2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T31) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 110 mph wind, 21.44 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 Webs 2x4 DF-L Standardg ) :W8 2x4 DF-L #1&Bet.(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Member design based on both MWFRS and C&C, wind reactions based factors. on MWFRS. End verticals not exposed to wind pressure. (A) 1x4 #3 HEM-FIR or better continuous lateral bracing to be equally spaced. Attach with (2) 8d Box or Gun nails In lieu of structural panels use purlins to brace all flat TC w (0.113"x2.5",min.). Bracing material to be supplied and attached 24" OC. at both ends to a suitable support by erection contractor. Bottom chord checked for 10.00 psf non-concurrent bottom chord Deflection meets L/240 live and L/180 total load. Creep increase live load applied per IRC-06 section 301.5. factor for dead load is 1.50. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 4 1-- • 3X6% 4X6= T2 3X4= 5X65--- 5X8= i n . { rig (A) W8 4-3-6 2-7-4 3-3-13 © 18-0-0 i i 3X6 III 6X10= 3X4= 6X8 3X5 III 2-2-12 6-9-2 n 2-2-12 'I` 6-7-6 6-7-6 'I` 6-9-2 L 5-0-717-2-3 f J f< 22-2-10 Over 2 Supports R=942 U=169 R=942 U=187 RL=51 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.01. �( r V$!4, WA/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way,Inc 360-750-1470 **WAR TO SCS TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING.REFEINSTITUTE, 218 0.,V.: Of WASj / TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA NORTH LEE STREET,SI (BUILDING COMPONENT ALEXANDRIA, VA,M223114)IAID WT AON), B(WOOD TRUSSSHED BY I COUNCIL SS POFTEAMRICA, 8300 HyC>♦♦♦� REF R561-- 9081 3 ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS P TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLYISATED RIGID CEILING. ""t RPGRTANT.'FORNI SH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS /� BC DL 10.0 PSF DRW CAUSR561 10243174 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN - ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING b BRACING OF TRUSSES. I BC LL 0.0 PSF CA-ENG JMB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE a ^^ 34183`� CONNECTOR PLATES ARE MADE OF 20/16/16GA(W,H/SS/K)ASTM A853 GRADE 40/60(W, K/H,SS)GALV. STEEL. APPLY �Q _r�Glst�.�`� �� TOT.LD. 42.0 PSF PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. �(�� 1� SEQN- 655134 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS /ONAi.ENC+ ITN Building Components Group,In C. DESIGN SIHOWNCATESTHECSUITABILITY A::'=THISGCOMPONENTRFOR ANT BUILDING ISLTHEORESPONSIBILITVMOFNT E DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" J REF- 1 U4S561 Z1 8 WACOA#193108/31/10 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T32) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 110 mph wind, 21.78 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 Webs 2x4 DF-L Standardg ) :W11 2x4 DF-L #1&Bet.(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction End verticals not exposed to wind pressure. factors. (A) 1x4 #3 HEM-FIR or better continuous lateral bracing to be Special loads equally spaced. Attach with (2) 8d Box or Gun nails (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) (0.113"x2.5",min.). Bracing material to be supplied and attached TC- From 65 plf at 0.00 to 65 plf at 7.04 at both ends to a suitable support by erection contractor. TC- From 130 plf at 7.04 to 130 plf at 22.22 BC- From 20 plf at 0.00 to 20 plf at 15.60 (*)In lieu of structural panels use purlins to brace all flat TC ca BC- From 20 plf at 15.60 to 20 plf at 22.22 24" OC. TC- 225.00 lb Conc. Load at 7.04 Deflection meets L/240 live and L/180 total load. Creep increase Member design based on both MWFRS and C&C, wind reactions based factor for dead load is 1.50. on MWFRS. 4X4 *- 4 r' 3X6% 0 0 0 0 5X6s 0 4X6= a 3X4= O 5X8= III oo 00 (*) (A) T2 ( ) (*) 4-7-13 4-11-6 2-7-4 W11 P - N 18-0-0 ' 3X6 III 6X10= 3X4= 6X8= 3X5111 2-2-12 'I` 4-3-0 6-7-6 j_ 2-4-6 41-2-5.1_ 6-17160 ....11-3-'4c 2-1-13 6-9-2 J 3-10-5 9"11 I, 7-0-7 ,I, 15-2-3 J 22-2-10 Over 2 Supports R=1433 U=283 R=1663 U=328 RL=67 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.0a ,1.[V,71 we WA/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way,Inc 360-750-1470 "WARN INC"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. Qf WASy� REF R561-- 90814 3901 68th St.,Vancouver WA REFER TO BCSI CBUIIDING CNPoNENT SAFETY INFORMATION), PUBLISHED 8Y TPI (TRUSS PLATE INSTITUTE, 218 .t iy " TC LL 25.0 PSF NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 8300 ^: ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS e. r 't TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ArrAalEp RIGID CEILING. "IRPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS A // BC DL 10.0 PSF DRW CAUSR561 10243175 GN CO INC. SHALL NDT BE RESPONSIBLE FN ANY LIMGS, HI FROM THIS ALLING ANY CIHG OF TO BUILD THE TRUSS fir. BC LL 0.0 PSF CA-ENG JMB/GWH DESIGN ALPINE IN CONFORMANCE MITH TPI;OR FABRICATING, HANDLING, SHIPPINGTIONAL, INSTALLING K BRACING OF TRUSSESI. . A5 ITH LE VISIONS OF CONNECTOR PLATEESMS WARE MADEI OFB20/lA/16GA B,H/SS/K)CASTM 653pGRADE 40/60(W,ESIGN SPEC, BY AK/H,SS)GAFAPA)MID LV. STEEL.APPLYALPIN .P 4W.d�FGISTE.R�Or- T/ ANY INSPECTION TO TTIION OFCH CE OF PLATESRUSS AHED RUNLY ESS OTHERWISE PER LOCATEDNEX A3 THIS DESIGN, POSITION PER DSEC.3. A SEALSON6THIS �Su^/ONAI. tG`� TOT.LD. 42.0 PSF SEQN- 655148 ITW Building Components Group,Inc. DESIGN SIINNDIICATESTHE CEPTANCE OF PROFESSIONAL E GINEEONENTRFOR ANYRBUI�INGISLY FOR THE TRU S COMO`�E DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. WACOA#1931 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T33) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 110 mph wind, 22.04 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 Webs 2x4 DF-L Standardg ) :W9 2x4 DF-L #1&Bet.(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Member design based on both MWFRS and C&C, wind reactions based factors. on MWFRS. End verticals not exposed to wind pressure. (A) 1x4 #3 HEM-FIR or better continuous lateral bracing to be equally spaced. Attach with (2) 8d Box or Gun nails In lieu of structural panels use purlins to brace all flat TC @ (0.113"x2.5",min.). Bracing material to be supplied and attached 24" OC. at both ends to a suitable support by erection contractor. Bottom chord checked for 10.00 psf non-concurrent bottom chord Deflection meets L/240 live and L/180 total load. Creep increase live load applied per IRC-06 section 301.5. factor for dead load is 1.50. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 3X6% 2X4 III 4 2X4 III 4X6= T2 3X4= 5X8= 3X5% E / 1 i (A) 5-7-6 2-5-10 W9 3-3-13 / I 1 ® 18-0-0 i \l 3X6 III 6X10-=- 3X4= 6X8=- 3X6 III 2-7-10 4c 4-3-0 � 2-6-11 J� 6-5-1 < 6-9-2 6-9-11 'II 6-9-2 ''1 I L 9-5-5 13-2-3 J fE 22-7-8 Over 2 Supports R=959 U=178 R=959 U=199 RL=102/-27 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.14 110' ,(: •y„ WA/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way,Inc 360-750-1470 ...mUINOER TO SCSI (BUILDING REQUIRE IRECOEXTREME NT CARE NINFFABRICATION, BRI ATI N PUBLISHED HANDLING, BYSHIPPING, (TRUSS LININS D BRACING. . V ofwASN,,-47 3901 NE 68h St.,Vancouver WA RNORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND RICA(WOOD TRUSS COUNCIL OF AMERICA, 6300 9. ge- a). TC LL 25.0 PSF REF R561-- 9081 5 ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. e.taPORIKT 414 TI ..FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTSli ' BC DL 10.0 PSF DRW CAUSR561 10243176 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS 7' — ALPINE vim IN CONFORMANCE WITH TPI;OR FABRICATING. HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. Q /... BC LL 0.0 PSF CA-ENG JMB/GWH CONNECTOR • DESIGN NPLAITEESWITH ARE MADE OFFBLE 20/18/11SIONS OF 6GA M,H/SS/K)(ASTM 653TIONAL DGSIGN SPEC. BY RADE 40/60(W,AK/HASS)) NG V. STEEL.APPLYALPINE 'P Re TtRnFGISSER „Ix, TOT.LD. 42.0 PSF SEQN- 655162 PLA0- ANYES TO INSPECTIIOH ON OAFCE OF PLATESFOLLOWED BYUSS AND, N(I)SHALLBESE PEROANNEX A3 OFATED ON IS TPII1-2002 SECESIGN, I310N PER DAASEAL ONBTHIS A-Z. �`SSiOMAL�1�` ITW Building Components Group,Inc. DRANING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COAPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSI/1'P! ,SEC.2. 08/31/10 SPACING 24.0" JREF- 1 U4S561_Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T34) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 110 mph wind, 22.38 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 Webs 2x4 DF-L Standard(g) :W11 2x4 DF-L #1&Bet.(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction End verticals not exposed to wind pressure. factors. Special loads (A) 1x4 #3 HEM-FIR or better continuous lateral bracing to be p equally spaced. Attach with (2) 8d Box or Gun nails (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) (0.113"x2.5",min.). Bracing material to be supplied and attached TC- From 65 plf at -0.41 to 65 plf at 10.97 at both ends to a suitable support by erection contractor. TC- From 130 plf at 10.97 to 130 plf at 11.04 TC- From 130 plf at 11.04 to 130 plf at 22.22 * In lieu of structural panels use purlins to brace all flat TC BC- From 20 plf at -0.41 to 20 plf at 15.60 ( ) 24" OC. BC- From 20 plf at 15.60 to 20 plf at 22.22 TC- 225.00 lb Conc. Load at 10.97 Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. 4X4 0 0 0 1 3X6%4 4X6= T2 3X4= 4X6 0 0 0 0 11 00 (A) (*) n (*) • (A) 5X8 ' 5-11-13 6-3-6 2-5-10 W1 ini 1 „ ot 18-0-0 / i 3X6 Ill 6X10= 3X4= 6X8 3X6 III 2-7-10 4c 4-3-0 ...1_ 2-4-6 4J-7-10..a_ 4-1-15 is 3-2-0 L 2-9-10 19" 2-7-10 6-7-6 6-7-6 'I` 6-9-2 �I 11-5-5 I 11-2-3 I' 22-7-8 Over 2 Supports R=1252 U=258 R=1621 U=335 RL=115 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.00 M,kS! 19/,4, WA/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way Inc 360-750-1470 "WARMING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING.REFER TO BCSI Ew �j•-`/W_ 3901 NE 68th St.,Vancouver WA NORTH LEE STREET(BSUITE N3l2 ALEXANCOMPONENT DRIA, VATY 1220314)IAM)RICA B(WOOD TRUSS LISHED BY I COUNCIL SS POFTEAMERICA,n�E 6300 Q4- gr ��t! TC LL 25.0 PSF REF R561-- 90816_ ENTERPRISE LANE,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE • A PROPERLY ATTACHED RIGID CEILING. / BC DL 10.0 PSF DRW causRssl 10243177 •'[NPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW 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:OM FABRICATING, HANDLING, SHIPPING. INSTALLING 8 BRACING OF TRUSSES. !3 BC LL 0.0 PSF CA-ENG JMB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE46411** ����y SEQN- PLATES ARE MADE OF 20/18/16GA(N,H/SS/K)ASTM A653 GRADE 40/60(N, K/H,SS)GALV. STEEL.APPLY '�.��4:mao, / TOT.LD. 42.0 PSF SE PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. �.'� QN- 655 1 76 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEGS. A SEAL ON THIS S/OVAL EN ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSI PI ,SEG. 2. 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T35) Top cchord 2x4 DF-L hord 2x8 DF-L #1&Bet.(g) :T3 1.5"x5.625" DF-L SS(g): 3 COMPLETE TRUSSES REQUIRED I t 2 t BotSS Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3" nails Top Chord: 1 Row w 8.00" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction Bot Chord: 2 Rows 8, 5.50" o.c. (Each Row) factors. Webs : 1 Row @ 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) 4" o.c. spacing of nails perpendicular and parallel to TC- From 65 plf at -2.00 to 65 plf at 4.55 grain required in area over bearings greater than 4" TC- From 64 plf at 4.55 to 64 plf at 7.17 TC- From 129 plf at 7.17 to 129 plf at 7.24 110 mph wind, 19.05 ft mean hgt, ASCE 7-05, CLOSED bldg, Located TC- From 129 plf at 7.24 to 129 plf at 15.50 anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC BC- From 20 plf at 0.00 to 20 plf at 0.46 DL=6.0 psf. BC- From 60 plf at 0.46 to 60 plf at 6.07 BC- From 63 plf at 6.07 to 63 plf at 15.50 Member design based on both MWFRS and C&C, wind reactions based TC- 225.00 lb Conc. Load at 4.55, 7.24 on MWFRS. BC- 2222.00 lb Conc. Load at 6.00 BC- 933.00 lb Conc. Load at 8.00 Right end vertical not exposed to wind pressure. BC- 1671.00 lb Conc. Load at 10.00 BC- 942.00 lb Conc. Load at 12.00 In lieu of structural panels use purlins to brace all flat TC w BC- 1432.00 lb Conc. Load at 14.00 24" OC. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50, 2.83 - 5X8-----,-: T3 8X14- 2X4 III 5X6% i • • 4 000il ..I.a.WlleIPIIIIIIIIIIIII."'- 2-2-0 2-5-9 0-3-12 - • 18-0-0 i 2X4 III 6X8= 3X10 III 5X6(A1) 8X8= 1-<-2-0-0-->-1 5-0-12 4-6-10 �` 1-7-2 5-0-12 4-3-8 4-6-10 2-8-4 8-3-3 J F15-6-0 Over 2 Supports ;I R=4315 U=679 W=5.5" R=5941 U=936 W=5.5" RL=71 Design Crit: IRC2006/TPI-2002(STD) PLT TYP{yT..� Wave FT/RT=8%(1%)/4(1) 10.01 .00 .;•n•• W!/,1,,,of WA/-/1/-/-/R/- Scale =.375"/Ft. Tms-Wa3901 NE 68th St.,Vancouver WA,Inc 360-750-1470 +•NO RH•LE�85TREET(BSUIIEUSSES 31IRE EXTREME CARE IN FABRICATION,2 FLEXANNDRI ETVA N223B19)'ro..i= TCA cI SHED DLINS, SHIPPING.wooD TRUSSI ING. COUBNCILS OFT AMERI AuAND m 8300 ��4. TC LL 25.0 PSF REF R561-- 90817 ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS V. r TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE / A PROPERLY ATTA471ED RIGID CEILING. ti S A A*I RPORTANT••FURNI SH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS �/F BC DL 10.0 PSF DRW CAUSR561 10243220 GROUP, INC. SHALL NOT 8E RESPONSIBLE FDR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS / _�C+' ALPINE IN CONFORMANCE WITH TPI:OR FABRICATING, HAMOLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. , BC LL 0.0 PSF CA-ENG JMB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE A.Q ,QF34183�p Q` PLATESCONNECTOR TO EACHES FACEEOFFATTREOF USS AND18/UNNLESSWOTHEERWISEASTM A653 LOCATED ONBTHISDE 4DESIGN. POSIITION GALV. STEEL. 1000A-Z. Q'c.F GlSTER ���" TOT.LD. 42.0 PSF SEQN- 655452 ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS S'SIONAL E3G ITW Building Components Group,Inc. DBESIING INDICATES THACCEPTANIEIOF PROPROFESSIONAL LHENGIS NEERING RESPONSVIBILITY ITYINSO ELYNE RETHENTRUISICY PONENT DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI TPI ,SEG. 2. 08/31/10 SPACING 24.0" J RE F- 1 U4S561 Z1 8 WA COA#1931 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T36) Top cchord 2x4 DF-L hord 2x8 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 3 COMPLETE TRUSSES REQUIRED I 2 z Z BotSS Webs 2x4 DF-L Standard(g) :W1, W6, W8 2x4 DF-L #1&Bet.(g): Nail Schedule:0.131"x3" nails Top Chord: 1 Row @ 9.50" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction Bot Chord: 2 Rows w 4.00" o.c. (Each Row) factors. Webs : 1 Row @ 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) 4" o.c. spacing of nails perpendicular and parallel to TC- From 65 plf at 0.00 to 65 plf at 6.44 grain bearings red in area over required TC- From 65 plf at 6.47 to 65 plf at 6.53 q g greater than 4" TC- From 130 plf at 6.53 to 130 plf at 20.33 110 mph wind, 19.39 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC- From 20 plf at 0.00 to 20 plf at 4.04 anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC BC- From 10 plf at 4.04 to 10 plf at 6.07 DL=6.0 psf. BC- From 60 plf at 6.07 to 60 plf at 13.65 BC- From 60 plf at 13.65 to 60 plf at 20.33 Member design based on both MWFRS and C&C, wind reactions based TC- 225.00 lb Conc. Load at 6.47 on MWFRS. BC- 662.00 lb Conc. Load at 4.04 BC- 4006.00 lb Conc. Load at 6.06 Right end vertical not exposed to wind pressure. BC- 1227.00 lb Conc. Load at 8.00 BC- 2000.00 lb Conc. Load at 9.94 In lieu of structural panels use purlins to brace all flat TC BC- 947.00 lb Conc. Load at 12.00 24" OC. BC- 1237.00 lb Conc. Load at 14.06 BC- 952.00 lb Conc. Load at 16.00,18.00,19.81 Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. H0714 3X6= T2 4X6= 5X8= 6X10= 4 ,•01.11 mmil. mom OM Wb W1 / W8 2-5-8 0-3-12 ` -- 2-1-15 b _ 4it = 18-0-0 8X8= 6X6= H1017==- 6X10= 5X12(A9R) ; 3X10 III 5-7-11 3-6-10 4-3-11 3-5-1 3-4-14 6-5-5 2-9-1 4-3-11 3-5-1 3-4-14 1. 6-5-5 ,I, 13-10-11 20-4-0 Over 2 Supports R=7774 U=1270 W=5.5" R=8555 U=1402 W=5.5" RL=53 • Design Cr it: I RC2006/TP I-2002(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=8%(1%)/4(1) 10.01.01, .‘,1..I4)P _ WA/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way,Inc 360-750-1470 "'WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. F WAS 3901 6dtll.St.,Vancouver WA BCSI NORTH LEETREET, SUITE 312,ILDING ALEXANDRIA, INFORMATION). PUBLISHED I PLATE TE VA, 22314)AND WTCA(WOOD TRUSSCOUNCIL OF AMERICA, 6300 O Niyc TC LL 25.0 PSF REF R561-- 9081 8 OTHERWISE ENTERPRISE TOPNCHORD SHALL, 9HAVEFOR PROPERLY PA TACHED STRUCTURALTICES PRIOR TO EPANNEELSNANDHBOTTOMESE NCTHORDSSHALLNHAVE LESS TC DL 7.0 PSF DATE 08/3 1/1 0 A PROPERLY ATTACHED RIOID CEILING. / BC DL 10.0 PSF DRW CAUSR561 10243223 ••IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. FEW BUILDING COMPONENTS �N GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH mw ALPINE IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. CONNECTOR • D SIGN NPLATESWITH ARE MADEI OFBLE 20/18/116GA(W,11 55OF 5//K)S(ASTM A653 GDESIGN RADE 40/80(M,C, BY AK/B,SS)NGALV. STEEL.APPLYI. ALPINE A3 34183 It GfSTER O PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1600-Z. F ti TOT.LD. 42.0 PSF SE N- 655423 ANY INSPECTION OF PLATES FOLLOWED BY(i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS �` /ONAL���,� a ITW Building Components Group,Inc. DDESWGN SII CATESTHE CEPTANCE OF PROFESS IOFGTHISGINNEERNENTRFORONSIIBILI SOLELTHEURESPONSIUSS NTN DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 08/31/10 WACOA#1931 SPACING 24.0" JREF- 1U4S561_Z18 r THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T37) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.13 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. 0-3-11 it 4 1 _� ` 20-1-15 — 2-7-4 R=182 U=57 W=4.875" 0-3-12 i 18-0-0 4 2X4(A1) L-2-0-0 >I< 6-4-2 :1 I< 6-10-8 Over 3 Supports %{ R=444 U=78 W=5.5" R=115 RL=82 Design Crit: IRC2006/TPI-2002(STD) PLT TYPy. Wave FT/RT=8%(1%)/4(1) 10.01.'5 f•OP it Ail,. WA/-/1/-/-/R/- Scale =.5"/Ft. 3901 NE 68tInc 360-750-170 h St. ,VancouverWA ,+■AR TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. TO BCS W S.�jREF R561-- 9081 9 REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 ` IC LL 25.0 PSF NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND MICA(WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE, MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS " TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE i+r + A PROPERLY ATTACHED RIGID CEILING, 4 1 BC DL 10.0 PSF DRW CAUSR561 10243179 A'"IMPORTANT.•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 11W BUILDING COMPONENTS / GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS 9 3418''IMIO:4 O ��` BC LL 0.0 PSF CA-ENG J MB/GWH imiw ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. .p I DESIGN CONFOMNS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE PLATESCONNECTTO EACHR ES FACEEOF TTRRSS AND OF 'B/UNLESSWOTHERWISEASTM LOCATED3ON TTHHISE 4DESIGN. POSITION PERVDRAWINGS 160A-Z. O� �C'TSTER� `'�V TOT.LD. 42.0 PSF SEQN- 654461 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS �'S)ONAL�N�a NT DUR.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. DDESIGN SHOWN.I NG INDICATES THE CEPTANCE OF SUITABILITY PROFESSIONNAF LHL ENGINEERING ESR RESPONSIBILITYYLISOG LELY YHFFOR RETHE TRUSS UISI CV PONENE Sacramento,CA 95828 BUILDINGDESIGNER PER ASITTPI 1 SEC. 2. WACOA#1931 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 a THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T38) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 18.93 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 Webs 2x4 DF-L Standard(g ) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Member design based on both MWFRS and C&C, wind reactions based factors. on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord Deflection meets L/240 live and L/180 total load. Creep increase live load applied per IRC-06 section 301.5. factor for dead load is 1.50. Unbalanced snow loads have not been considered. 2X4 III 4 [ 1 0-3-12 1-6-11 ..... alli 'i „ 18-0-0 mmw 2X4 III 2X4(A1) 3-5-0 ��1 3-8-12 Over 2 Supports R=157 U=15 W=5.5" RL=34 R=159 U=30 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01 .04. 1 i') ' ,�.yF WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 •'RARNING••TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. ct 4 TC LL 25.0 PSF 3901 NE 60th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 21B ! REF R561-- 90820 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)ANO IYTCA(MOOG TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE, MADISON, MI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS fitr' C DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. '*INPORTANT•.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS / BC DL 10.0 PSF DRW CAUSR561 10243169 GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH * ALPINE Ni IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING A BRACING OF TRUSSES. .Q DESIGNTORNFORMSSWITH ARE MADEI OFBLE 20/B/VPROVISIONS 6GA W,H/SS/K)S(ASTM A653 DESIGN GRADE 40/60(W,AK/NASS)GALV. STEEL.APPLYALPINE �(. RE mmoOP cvQ` ANYPLAINSPECTION TO TTION OFH CE OF PLATESTTRUSSLAND.NED BYNLESSSHALLWBESPER AANEX A3 THIS SEC.3ION PER DA SEALSON6THIS � SIONAt.SNG�L, TOT.LD. 42.0 PSF SEQN- 654889 ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSI TPI ,SEG. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 • 4 . , 4 W THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T39) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.56 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 1.5"x5.625" DF-L SS(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Deflection meets L/240 live and L/180 total load. Creep increase factors. factor for dead load is 1.50. Special toads Unbalanced snow loads have not been considered. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 64 plf at 0.00 to 64 plf at 3.88 Truss must be installed as shown with top chord up. BC- From 20 plf at 0.00 to 20 plf at 3.88 BC- 727.00 lb Conc. Load at 1.89 The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. 2X4 III 4X4--- 1 X4=1 1-6-11 1111 , MI 1-6-11 6 LEM ■J L J `) 18-0-0 6X6= 3X6 III 3"12 3-6-12 �"1 3-3-0 32 I.. 3-10-8 Over 2 Supports R=536 U=88 R=516 U=85 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.0'A ��=1'13!H� WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 "41ARNIND"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. �P OF WAS ti 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED 8Y TPI (TRUSS PLATE INSTITUTE, 2,8 �� •l TC LL 25.0 PSF REF R561-- 90821 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 ;� ^+). _ ENTERPRISE UNE,MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS r TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING_ / _ Ai BC DL 10.0 PSF DRW CAUSR561 10243168 ••INPORTANT.•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 1711'BUILDING COMPONENTS P, ;�/ GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING 6 BRACING OF TRUSSES. A 34 83 DESIGN CONNECTORNPLATESWITH ARE MADE OFBLE 20/18HOVISIONS OF NDS//16GA(B,H/SSS//K)(ASTMOAAL A6653DESIGN SPEC. BY GRRADE 40/60(W,AK/H,SS)GALV.PA)AND STEEL.APPLY l' 4.W.c'8GISTE((t ., PLATNY ISSTOCTE EACH FACF E OF WED BUNLESSSOTHERWISE EELOCATED A3 THIS 11SIW2 POSESITION PER DRA. A WINGS O1800-ZHIS �.,TO F'.1G`� TOT.LD. 42.0 PSF SEQN- 654873 ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN S OWN. THE SUITABILITY AND USE OF THIS COMPONEN FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI TPI 1 SEC. 2, WACOA#1931 08/31/10 SPACING 24.0" JREF- 1 U4S561_Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - T40) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.56 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 Webs 2x4 DF-L Standard(g ) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Deflection meets L/240 live and L/180 total load. Creep increase factors. factor for dead load is 1.50. Special loads Unbalanced snow loads have not been considered. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 64 plf at 0.00 to 64 plf at 3.88 Truss must be installed as shown with top chord up. BC- From 20 plf at 0.00 to 20 plf at 3.88 BC- 151.00 lb Conc. Load at 1.92 The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. 2X4 III 4X4 1 1-6-11 1-6-11 LIP°% gll=1—"glligIIIIIIIIIIMIIEjl � 18-0-0 / 4X4= 2X4 III 3"12 3-6-12 "12 3-3-0 4“ 1.. 3-10-El Over 2 Supports R=228 U=38 R=248 U=41 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.01 �,4v.WlartiF� WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 "WARRING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. WAS •� 7 TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENTSAFETY INFORMATION), PUBLISHED BY TPI (TRUSS P ATE INSTITUTE, 218 Q ��•• REF R561-- 90822 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND NBCA(HOOP TRUSS COUNCIL OF AMERICA, 8300 t±� ENTERPRISE LANE, MADISON,WI 53]19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS :; /' OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ,ti TC DL 7.0 PSF DATE 08/31/10 A PROPERLY ATTACHED RIGID CEILING. ..IMPORTANT'•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. IT1Y BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 10243170 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS P ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING 8 BRACING OF TRUSSES. , =Am..' if BC LL 0.0 PSF CA-ENG J MB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE •- r' ' _ PLATESCONNECTOR TO CHES ARE FACE OF TRUSS ANDE OF ,6/UNLESSWOTHERWISEASTM A653 LOCATED ONRTHIS DESIGN, POSIRTION PER,SS) V. STEEL.DRAWINGS 160A-Z. p�I�Tc., TERti9`�V TOT.LD. 42.0 PSF SEQN- 654877 ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS SS/ONAt.��� ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WA COA#1931 BUILDING DESIGNER PER ANSI TPI ,SED.2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 M t t t THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - J10) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.63 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-3-11 k 11 X21-3-14 I R='114 U=44 1 w=. # 19-11-13 4 e 3-7-6 0-3-12 _� 11 4118-0-0 I 1 =a R=103 2X4(A1) -2-0-0 %J< 5-11-4 0-1-1O [-- 9-10-15 Over 4 Supports R=417 U=65 W=5.5" RL=113 R=283 U=95 W=3.25" Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01 .00 ., .l11fl!y WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 ''WARRING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. 0,'F hoc WAS/ip, ^Q� TC LL 25.0 PSF REF R561-- 90823 3901 NE 68th St,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 216 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND NTCA(LNIOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE,MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 4. P o • TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 10243221 + Ille GR000P1P0 INC. SHALLNOTSH A COPY OF BE RESPONSIBLEHIS FOR ANYGN TO THE DEVIATION FROMTHISON DESIGN:CONTRACTOR. NY FAILURE TOILDING BUILD THEPTRUSS V :111,100 BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. • :3 CONNECTOR PLADESIGN TESWITH ARE MADEIOF8LE 20/t8/11SIONS OF 6GA(W,H/SSS//K)S(ASTM A653L DESIGN GRADE 40/80(0,AK/PA)AND TPI./H,SS)GALV. STEEL.APPLYALPINE �QF RFCi($TEFt*Y �� TOT.LD. 42.0 0 PSF SE N- ANYPLA]ES TO INSPECTION OH FCE OF PLATESRUSS AND,FOLLOWED BYN(I) SSHALL BESE PEROANNEX A3 OFATED ON IS TPI1-2002 SECIGN. .3.0N PER AASEALSON60A-Z.THIS �SSIONAL E ' Q 654267 ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSI TPI ,SEG. 2. 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - J12) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.96 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 Connectors ingreen lumber DL=6.0 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. R=62 U=22 0-3-11 'A 0 71-11-14 i 4 4 I _, 1-3-13 R=189 U=68 W=1.5" 4-3-6 EN4_19-11-13 MB R=286 U=98 W=3.25" 0-3-12 I/ 4 i 11 R=103 18-0-0 2X4(A1) = T 1<-2-0-0—>l‹-------5-11-4 0 �0 3-11-2 J I< 11-10-15 Over 5 Supports R=417 U=61 W=5.5" RL=133 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.08. 1'' W ,(/��� WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 ...WARNING'•TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. �Q` "'1F TC LL 25.0 0 PSF 3901 NE 68th St.,Vancouver WA REFER TO SCSI (GUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 REF R561-- 90824 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTG(WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE. MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS r TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY MACAW RIGID CEILING. 0*IUPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS �� 1 / BC DL 10.0 PSF DRW CAUSR561 10243211 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS / BC LL 0.0 PSF CA-ENG JMB/GWH miw ALPINE IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. .0 '183 CONNECTORDESIGN NPLLATESWARE APPLICABLE OF620/18/VISIONS OF M3S/16GA W,H/SS//K)(ASTM 653TIONAL DGSIGN SPEC. BY RADE 40/60(W,AK/MASS)GALV. STEEL. APPLYE �Q RFG �O A, PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ��" ASTER ��' TOT.LD. 42.0 PSF SEQN- 654275 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS SIONAL VA DUR.FAC. 1.15 FROM KTC ITW Building Components Group,Inc. DRAWI MG INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY A 1 USE OF THIS COMPONEN FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOAil1931 BUILDING DESIGNER PER ANSI TPI 1 SEG. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - J14) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.30 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-3-11 A 0 72-7-14 i R=127 U=46 4 21-3-13 R=254 U=92 W=1.5" 19-11-13 R=286 U=100 W=3.25" 0-3-12 EMI R=103 N © 18-0-0 2X4(A1) 2-0-0 >Lc 5-11-4 0-110 3-11-2 J Ic 13-10-15 Over 5 Supports R=417 U=58 W=5.5" RL=155 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.0H '...4:011a!,,,,_ WA/-/1/-/-/R/- Scale =.5"/Ft. _ Trus-Way Inc 360-750-1470 "WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. P WAS/#4, LL 25.O PSF 3901 NE 68th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORM TION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 2t8 Q �/N { REF R561-- 90825 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND'NTCA(HOOD TRUSS COUNCIL OF AMERICA, 8300 4C ni ENTERPRISE LANE,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS Q' F TC DL 7.0 PSF DATE 08/3 1/1 0 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ' - A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 10243180 "•IMP'ORTANT•"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS IVO / GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS ( ie BC LL 0.0 PSF CA-ENG JMB/GWH miir ALPINE ii IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING. INSTALLING&BRACING OF TRUSSES. n CONNECTORDESIGN NFORMS P ATEESWITH ARE MADEI OFBLE 20/B/t PROVISIONS BGA(W,H/SSS//K)S(ASTM A853 GTIONAL SIGN SPEC, BY RADE 40/60(W,AFAPA)AND K/H,SS)GALV. STEEL.APPLYE a� -rE 34 $3G'p 43 - CONNECTOR G+sTER ��v TOT.LD. 42.0 PSF SEQN- 654287 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS IBOA-Z. ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS FSS/OVAL r-s- ITW Building Components Group,Inc. DDESMGN SHOWN. CEPTANIEIOF PROANCE OF OFESSIONALHL NGIIS NEERING RESPONSIBILITY EOSP NSYIBILITYING SOLELY FOR RESPONSIBILITYHEU OF COMPONENT DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI TPI ,SEG. 2. 08/31/10 SPACING 24.0" J REF- 1 U4S561 Z1 8 WA COA#1931 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - J16) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.63 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. R=62 U=23 0-3-11 . 23-3-14 22-7-13 4 r R=191 U=71 W=1.5" l•J(0, 21-3-13 R=257 U=95 W=1.5" , 19-11-13 R=286 U=102 W=3.25" 0-3-12 Eril H 18-0-0 R=103 08 2X4(A1) -2-0-0 >J< 0-1-10 J 5-11-4 — 3-11-2 >I< 4-0-0 '< 15-10-15 Over 6 Supports R=417 U=55 W=5.5" RL=176 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.14 . W y WA/-/1/-/-/R/- Scale =.375"/Ft. Ttus-Way,Inc 360-750-1470 "WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. P QT WASH/•, 3901 NE 68th St.,Vancouver WA NORTH LEE STREET. SUITEN312711!: XANDRIAVA222314 , )IAID w CAB( 1 OOD TRU55COUNCIL Pa TEANRICIA, 6300 V. 'l ' 'YC�O` TC LL 25.0 PSF REF R561-- 90826 ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. '7 BC DL 10.0 PSF DRW CAUSR561 10243181 •.,INPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM HIS DESIGN;ANY FAILURE TO BUILD THE TRUSS11111 10, er/, BC LL 0.0 PSF CA-ENG JMB/GWH mow ALPINE IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING b BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE •k - l •� - CONPLATESTTO EACHR ES FACEEOF"DE OF TRRRUSS AND,B/UNLESSWO HERWISEALOCATED3ONRTTHHIS DEE SIGN,POSITION PERV. STEEL.DRAWINGS 160A-Z. •� ��� TOT.LD. 42.0 PSF SEQN- 654323 ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS S!ONAL£N ITW Building Components Group,Inc. DDRAWING N SHOWN. SUITABILITYNCE OF PROOFESSIONALHIL NGINNEERING RESPONSIBILITY LITYINSO ELY YHFFOR RETHENTIUISICOMPONNT DUR.FAC. 1 .1 5 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/1P! 1 SEC. 2. 08/3 1/1 0 1U4S561_Z18 SPACING 24.0" JREF- 1U4S561 Z18 • ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - J18) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.96 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-3-11 :I 3-11-14 0R=127 U=48 IIOIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 3X4 22-7-13 R=256 U=97 W=1.5" *1-3-13 4 R=257 U=97 W=1.5" 19-11-13 R=286 U=104 W=3.25" 0-3-12 ea R=10318-0-0 2X4(A1) L--2-0-0 >Lc 5-11-4 0 4-0-0 3-11-2 >�< __ I' 17-10-15 Over 6 Supports >I R=417 U=53 W=5.5" RL=199 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.0. ..4,V ) 19 WA/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way Inc 360-7504470 ""WARNING"•TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. P Q WAgNi4 9� TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 U'I t) c REF R561-- 9082 7 _ NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AIA IITCA(MOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE.MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS • ► TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 4/ BC DL 10.0 PSF DRW CAUSR561 10243182 ""MNPORTANT"rumuse A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS i M. GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS rA BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE IN DESIGGNFCONFORMSNCE WITH WITHTAPPLOICABLERPROVIS ONS OFING. SHIPPING,NDS(NATIONAL DESIGNLSPEC,ABYRAFAPA)OF ANDRTSSES. PI. ALPINE .43 4'..,341 CONNECPLATESTOR TO EACHES FACEEOF TREOF USS AND18/UNLESSWOTHERWISEASTM A653 LOCATEO ONRTHIS DESIGN,E 40/60 POSHTION PERV. STEEL.ORAWINGS 160A-Z. �g./�(�_r�GMaBc6" c, TOT.LD. 42.0 PSF SEQN- 654335 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS "a S r.'1`� ITW Building Components Group,Inc. DDESMG)NNG SIINDICATESTHACCEPTABILITY PROOFESSIONATHISGINEERING RFORONV BUILDINGOLELTHEORETHE TRBILITY OFNEHE y1ONAL�� OUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 08/3 1/1 0 WACOA#1931 SPACING 24.0" JREF- 1U4S561_Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - J2) 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 65 plf at -2.00 to 65 plf at 1.91 Connectors in green lumber (g) designed using NDS/TPI reduction BC- From 20 plf at 0.00 to 20 plf at 2.04 factors. BC- From 10 plf at 2.04 to 10 plf at 5.94 BC- 6.64 lb Conc. Load at 2.04 110 mph wind, 18.30 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC- 81.98 lb Conc. Load at 4.04 anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Wind reactions based on MWFRS pressures. Unbalanced snow loads have not been considered. R=51 ♦ 0-3-12 4 I— N 4_18-7-140_3_8 q 1 MM if 0-11-6 ' 4 W `,, 18-0-0 2X4(A1) = R=65 L-2-0-0 >1< 1-10-15-->1 5-11-4 Over 3 Supports R=305 U=91 W=5.5" Design Crit: IRC2006/TPI-2002(STD) ,y,� PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01 .04. ;4LT-0. Pd.y WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 •.WARRIRG�.TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. G. TC LL 25.0 PSF REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BV TPI (TRUSS PLATE INSTIME, 218 4 3901 NE 6 h St.,Vancouver WA NORTH LEE STREET, SUITE 312. ALEXANDRIA, VA, 22314)AND WitH(HOOD TRUSS COUNCIL OF AMERICA, 6300 REF R561-- 90828 _ ENTERPRISE LANE,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS '4 TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE / A PROPERLY ATTAMYED RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 10243183 ••IWPORTAMT•*FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS •T GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH t! ALPINE _ IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING U BRACING OF TRUSSES. Al 34183 DESIGN CONNECTORNPLATESWITH ARE MADE OFBLE 20/18/11SIONS OF 6GA(W,H/SS//SK)(ASTM A653DGSIGN SPEC, BY RADE 40/80(W,AK/W,SS)GALV. STEEL.APPLYALPINE �O R$,ISTE.R�O .0 PLATES ISSTOCTE CH FH ACE F ELOF FETRUSSLANDUSS ,D RUNLESS OTHERWISE HALL WISE EELOCATED ON THIS IESIGGNN, PO2 SITION PER DRA. A WINGS EAL ON THIS F'.Se A`et.0-ANY TOT.LD. 42.0 PSF SEQN- 654299 ITW Building Components Group,Inc DESIGN SING IINDICATESN. THE SUITABCE OF ILITY EIOF PROFESSIONNAL LHINGINNEERING RESPONSIBILITYESR Y BLITYINSOIELYHFOHE TRUSS RESPONSIBILITY COOMPONENT L DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 HE BUILDING DESIGNER PER UITABIPI 1 SEC. 2. WACOA#1931 08/31/10 SPACING 24.0" JREF- 1U4S561 218 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - J4) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 18.63 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. 1 © 19-3-14 R=97 U=23 4 r 0-3-12__L -33--12 1-7-6 0-3-8 / N 418-0-0 � / 4 2X4(A1) R=95 L--2-0-0 >< 3-10-15 J I< 5-11-4 Over 3 Supports =j R=356 U=66 W=5.5" RL=53 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.0• ,o:1'AS!ti WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 ...WARNING.*TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. C.P. F WAS/1/4, TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTIME, 218 H/ryCr` REF R561-- 90829 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22319)ANO MICA(WOOD TRUSS COUNCIL OF AMERICA, 63004. ENTERPRISE LANE, MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS P O OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE • y TC DL 7.0 PSF DATE 08/31/10 A PROPERLY ATTACHED RIGID cEu1Me. �: /. � � BC DL 10.0 P$F DRW CAUSR561 10243184 "INIPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 11W BUILDING COMPONENTS ' GROUP, INC. SHALLI NOT BE RESPONSIBLE FOR ANY DEVIATION HN FROMIO THIS DESIGN;ANY INGFAILURE TO BUILDS. THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. I ON S F I O D CONNECTORNPLLAATESWAREH MADEI OFB20/10/16GA(W,H/SS//K)(AST,,I A653 GRADE 40/60 B(WY,AK/H,S)SA)GALV.ISTEEL.AAPPLYE 4PQfi FGISTEIIoO .c TOT.LD. 42.0 PSF SEQN- 654305 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 �`SjONALt's- ITW Building Components Group,Inc DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1.15 FROM KTC DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Sacramento,CA 95828 WACOA#1931 BUILDING DESIGNER PER ANSI/TPI 1SEC. 2. 08/31/10 SPACING 24.0" JREF- 1U4S561 Z18 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - J6) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 18.96 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. 119-11-14 i R=154 U=47 4 1 oiillIlli 2-3-6 0-3-12 0-3-8 l18-0-0 ...--=-.. R=103 4 2X4(A1) - 1<---2-0-0 >< 5-10-15 :I f' 5-11-4 Over 3 Supports .-1 R=412 U=73 W=5.5" RL=73 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.084 .k-"x-•14, WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way Inc 360-750-1470 ...WARMING..TRUSSES REWIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 390I NE 68tH St.,Vancouver WA TLEEBSTREET(BSU TEN312 gLE%ANDsA RIAE VA'N22O314)IOAND WrG 0(IWOOD SHED TRUSSI COUNCIL OF PTEAME�RICAUTE 6300 ctP rk°f WASy4r. '4'c� TC LL 25.0 PSF REF R561-- 90830 NORTH ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS r TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY MAIMED RIGID CEILING. **IMPORTANT.•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS / BC DL 10.0 PSF DRW CAUSR561 10243185 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS ±f r — '111 i - ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING&BRACING OF TRUSSES. r/ BC LL 0.0 PSF CA-ENG JMB/GWH CONNECTORDESIGN NPLATTEESWITH ARE MADEI OFBLE PROVISIONS OF 20/10/1606(11,H/SS//K)OS(ASTM A653 GRADE 40/60 TIONAL DESIGN SPEC, (W,Y AK/HASS)GALV)AND . STEEL.APPLY 11) Q� ,QF j$83�� ♦- PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-2. Off' GtSTEA `�yQr TOT,LD. 42.0 PSF SEQN- 654313 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS `S/ONAL.-- (DV Building Components Group,Inc. DES%GN SIINDICATESTHACSUPTANCE OF PROFESSIO L ENGINEERING RES NSIBILILDING LELY FOB THHENSIBILI OM0 NENE DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC.2. WACOA#1931 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 • • . THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - J8) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.30 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 I live load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. R=60 U=21 0-3-11 6 11 • 0-7-14 , 4 4_19-11-13 4 , 2-11-6 R=218 U=71 W=3.25" 0-3-12 b i I ▪ 18-0-0 4 _. R=103 2X4(A1) L-2-0-0 >L 5-11-4 0-1-10 ' 7-10-15 Over 4 Supports ;1 R=417 U=70 W=5.5" RL=92 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.1, 1113° WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 ...miming"TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. r E was/y/4, REF R561-- 90831 3901 NE 68th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 V' �(.1J /n, TC LL 25.0 PSF NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 8300 Q.• F CSO` ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS . TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 9( A .'IMPORTAIWTo'rumusH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS / 1,,, /�BCBC DL 10.0 PSF DRW CAUSR561 10243186 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:ANY FAILURE TO BUILD THE TRUSS T ALPINE _ IN CONFORMANCE WITH TPI:OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. 41. , 83 . BC LL 0.0 PSF (CA-ENG JMB/GWH CONNECTORDESIGN NPLLAATEESMS WITH ARE MADE OFBLE 20/18/16GA(W,H/SS//K)SIONS OF NDS(ASTM 653TIONAL DGSIGN SPEC, BY RADE 40/60(W,AK/H,SS)GAPA)AND LVI STEEL.APPLYE lb,^RF31STER0 �`" TOT.LD. 42.0 PSF SE PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. SS ONAL£.`�`� 1N 655465 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS S1 ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSI TPI 1 SEG. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - JB2) 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 65 plf at -2.00 to 65 plf at 1.91 Connectors in green lumber (g) designed using NDS/TPI reduction BC- From 20 plf at 0.00 to 20 plf at 3.90 factors. BC- 6.95 lb Conc. Load at 2.04 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Deflection meets L/240 live and L/180 total load. Creep increase anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC factor for dead load is 1.50. DL=6.0 psf. Unbalanced snow loads have not been considered. Wind reactions based on MWFRS pressures. 0-3-12 4 F-- 11 R=6 Rw=10 11-9-141 0-3-8 _It 6 0-11-6II 4 N 1 11-2-0 V 4 2X4(A1) = R=25 1.‹.----2-0-0 >l< 1-10-15---1 0-1 3-0-7 E 3-10-12 Over 3 Supports R=307 U=71 W=5.5" Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01 .00 ,,q•*118/! . WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 ••WARNING••TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. �VI• of WAS TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA REFER;TES= O SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 WAS/1/4, REF R561-- 90832 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)pHA WTCA(Y1000 TRUSS COUNCIL OF AMERICA, 6300 'L r%J.+ ENTERPRISE LANE, MADISON, WI 53110)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 4 / - 04.A PROPERLY INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE TC DL 7.0 PSF DATE 08/31/10 A PROPERLY ATTACRED RIGID CEILING. / ••INNIORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS \ BC DL 10.0 PSF DRW CAUSR561 10243187 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&BRACING OF TRUSSES. A A BC LL 0.0 PSF CA-ENG J654594 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE 34183 ` CONNECTOR PLATES ARE MADE OF 20/18/,6GA(11,8/55/K)ASTM A653 GRADE 00/60(W, K/H,SS)GALV. STEEL.APPLY X0.4, G/STERE`�4i, TOT.LD. 42.0 PSF SEAN- 654594 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. 's ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS VV/OVAL��- ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1.15 FROM KTC DESIGN SHOWN. THE SUITABILITY AIA USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Sacramento,CA 95828 WA COA#1931 BUILDING DESIGNER PER ANSI TPI , SEG. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z1 B I , 1 r l 1 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - JBCJ) 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. R=84 U=19 0 4112.5.8 1 0-3-12 4 0-3-8 1-7-0 i 0 „ 11-2-0 4 mci=m 2X4(A1) R=63 L--2-0-0 >Ic 3-9-11 J 0-10- � 3-0-7 E3-10-12 Over 3 Supports R=339 U=56 W=5.5" RL=45 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.00 .,titw'-!1W.y, WA/-/1/-/-/R/- Scale =,5"/Ft. Trus-Way, ORTH Inc 360 750-1470 ...WARNING*.TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. p y�'I'�HyAS G9 3901 NE 68th St.,Vancouver WA NTLEE STREET(POSU TEN312 ALNENT SIpE LIN220RMA'IAro, TP/UAB(I DD 0551 COU/CIL POFTEAMRICA�E 6300 � j TC LL 25.0 PSF REF R561-- 90833 ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 0) ' ay TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. •.INPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 10243188 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING, INSTALLING b BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE •,� 4007.-4• _ CONNECTOR PLATES ARE MADE OF 20/16/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL.APPLY OTS��illj101-, \ TOT.LD. 42.0 PSF SEQN- 654598 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z, 'S ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS `SIGNAL SI ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AIA USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSI TPI ,SEG. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 I 4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - JC2) 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 65 plf at -2.00 to 65 plf at 1.91 Connectors in green lumber (g) designed using NDS/TPI reduction BC- From 20 plf at 0.00 to 20 plf at 6.50 factors. BC- 23.31 lb Conc. Load at 2.04 BC- 182.78 lb Conc. Load at 4.04, 6.04 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC Deflection meets L/240 live and L/180 total load. Creep increase DL=6.0 psf. factor for dead load is 1.50. Wind reactions based on MWFRS pressures. Unbalanced snow loads have not been considered. R=174 0-� 41— q A 9-7-14 0-3-8 1 li 0-11-6 4 N 49-0-0 2X4(A1) = R=296 U=9 L---2-0-0 >< 1-10-15-->i --- —I— q o-10-5 5-7-11 6-6-0 Over 3 Supports R=302 U=71 W=5.5" Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.0., ;, v 11.10 WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way Inc 360-750-1470 "WARMING••TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. Y` c WAS f� 3901 NE 68th St.,Vancouver WA NORTH 11B-FSR SEET(BSUITEN312, ALEXANDSRIA,VA! 22314)IAND WFCAB(ISHED WOOD TRUSSI COUNCIL POFTF MRICAA, 6300 �C ,&11,,Q N"1(FT TC LL 25.0 PSF REF R561-- 90834 ENTERPRISE LANE,MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS r 0 TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. T / BC DL 10.0 PSF DRW CAUSR561 10243189 O*IMP'ORTAMRN T��FUISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS ,� // / BC LL 0.0 PSF CA-ENG JMB/GWH gi ALPINE _ IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. A n 34 :3 /-A CONNECTORDESIGN NPLAATEESWITH ARE MADE)OFBLE PROVISIONS OF NOS 20/1O//l6GA(W,H/SS//K)(ASTM 653 GRAVE 40TIONAL DESIGN /60(W,C, BY AFSPA)AND TPI.K/H,SS)GALV. STEEL. APPLY/ �Q �ECfs'Tg,A>:-� !vim PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. �4` �\� TOT.LD. 42.0 PSF SEQN- 654375 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THISWONAL kN ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1.15 FROM KTC DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Sacramento,CA 95828 WACOA#1931 BUILDING DESIGNER PER ANSI/TPI ,SEG. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - JD2) 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) Webs 2x4 DF-L Standard(g) TC- From 65 plf at -2.00 to 65 plf at 1.91 BC- From 20 plf at 0.00 to 20 plf at 2.04 Connectors in green lumber (g) designed using NDS/TPI reduction BC- From 10 plf at 2.04 to 10 plf at 6.20 factors. PLB- 35.15 lb Conc. Load at ( 2.04,18.04) 110 mph wind, 19.99 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Deflection meets L/240 live and L/180 total load. Creep increase anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC factor for dead load is 1.50. DL=6.0 psf. Unbalanced snow loads have not been considered. Wind reactions based on MWFRS pressures. Left end vertical not exposed to wind pressure. R=-3 Rw=1 4 1 3X4 110-4-2 2-7-10 2-0-0 2X4 • _ V � 11 0-5-5 4_18-0-0 2 4M R=58 LE--2-0-0 >1 1-10-15-->J 1"12 6-0-10 1''12 5-9-1 3,7J i< 6-2-6 Over 3 Supports ={ R=326 U=95 W=5.5" Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.01 .;,gL'1,10! WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,,Inc 360-750-1470 'MANNING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. YJfIS 39(]1 66tH St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTIME, 218 �i �OgP Ni4,c TC LL 25.0 PSF REF R561-- 90835 NORTH LEE STREET, SUITE 3,2, ALEXANDRIA, VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE, MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS Q' OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE r ° TC DL 7.0 PSF DATE 08/31/10 A PROPERLY ATTACHED RIGID CEILING. + BC DL 10.0 PSF DRW CAUSRS61 10243190 GROUP, INC. SHALLFNOTISH A COPY OF DE RESPONSIBLE HIS FOR ANYGN TO THE DEVIATION FROMATHISION RESIGN:CONTRACTOR. FAILURE TOILDING BUILD THE TRUSS I 7� / ALPINE _ IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING. INSTALLING 8 BRACING OF TRUSSES. 4 I __ BC LL 0.0 PSF CA-ENG JMB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFBPA)AND TPI. ALPINE / CONNECTOR PLATES ARE MADE OF 20/10/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL.APPLY 'P ' •G £tt�p �0� TOT.LD. 42.0 PSF SE PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. F SEQN- 655371 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS F`S ,t..0SIONAL ITW Building Components Group,Inc ORATING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONE� FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSI TPI 1SEG. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 1 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - JD4) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.32 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 Webs 2x4 DF-L Standardg ) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Member design based on both MWFRS and C&C, wind reactions based factors. on MWFRS. Left end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. 4 a R=94 U=35 *21-0-2 3X4% r 1 3-3-10 2-0-0IllitilliIIIIIIIIIIIIIIIIIIIIIIIIIIIIMMM 111111111111111111111111111111111111111111ft.-74 M __L_ ■�MMIMMIMIMINIIMINIMINIMM 1 0-5-5 C 18-0-0 3 6111 R=118 L-2-0-0 >-1.< 3-10-15 1^12 6-0-10 lit 5-9-1 < 6-2-6 Over 3 Supports { R=348 U=57 W=5.5" RL=57 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01 .014 ,q0.-, WA/-/1/-/-/R/- Scale =.5“/Ft. Tns-WAy,Inc 360-750-1470 "UARNIRD••TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REF R561-- 90836 3901 NE 68th St.,Vancouver WA REFER CS (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BV TPI (TRUSS PLATE INSTITUTE, 218 (yF WASF/f�� TC LL 25.0 PSF NORTH 11B -112 SEET, SUITE 312, ALEXANDRIA, VA, 22314)AND 1TTCA(HOOD TRU55 COUNCIL OF AMERICA, 6300 ENTERPRISE LANE. MADISON, NI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS R. TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE - A PROPERLY ATTACHED RIGID CEILIMM. BC DL 10.0 PSF DRW CAUSR561 10243191 • IIMPORTANT”FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS 4, GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH 1 . ALPINE _ IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. LE VISIONS OF CONNECTORDESIGN NPLATTEESWITH ARE MADE OFB20/18/16GA(W,H/SSS//K)(ASTM 653DESIGN RADE 40/60(Y(W,AI(/H,SS)GALVPA)ANC .STEEL. APPLYALPINE A'Q R�cMSTE.RE183 9`��`�4 TOT.LD. 42.0 PSF SEQN- 655374 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. DRAWINGANY PECTION OF INDICATES PLATESFOLLOWED OFFOPROFESSIONALLBE PER ENGINEERINGEX A3 OF RESPONSIBILITYOUSOLELY2 3. A FOR THE TRUSSAL ON THIS COMPONENT10I�IA1-0�� ITW Building Components Group,Inc. DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN UILDI SG THE SUITABILITY AND USE OF THIS COMPONENT FON,ANY BUILDING IS THE RESPONSIBILITY OF THE WA COA#1931 BUILDING DESIGNER PER ANSI TPI ,SEL. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - JD6) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.65 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 Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Member design based on both MWFRS and C&C, wind reactions based factors. on MWFRS. Left end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. R=166 U=62 4 1121-8-2 I 3X4 t 141111411411t111114141111141111114111111PeN 3-11-10 2-0-0 lA� 1i 0-5 5 `� 18-0-0 3X4= 3 6111 R=119 U=6 L-2-0-0 >I< 5-10-15 1"12 6-0-10 1'12 5-9-1 ,1 H6-2-6 Over 3 Supports R=402 U=59 W=5.5" RL=77 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 1O.01 .00 ((��•;a('-! .I.A, WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,,Inc 360-750-1470 •.RARUING'•TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. �Y 4 7 TC LL 25.0 PSF 3901 6b}]1 St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED (TRUSS PLATE INSTITUTE. 218lir REF R561-- 90837 NORTH LEE STREET. SUITE 312, ALEXANDRIA, VA. 22314)AIA WTLA(WOGU -7-LX COUNCIL OF BER ICA. 6300 P ENTERPRISE UNE,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 10243192 ••ImPGRTANT..FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS �1 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS / 41 BC LL 0.0 PSF CA-ENG JMB/GWH Emir ALPINE iii IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. 1, 0 , $.3 e�+, DESIGN FORMS ITH SIONS OF NOS CONNECTORNPLATES W ARE MADEI APPLICABLE W,WSS//K)(ASTM 853 TIONAL GRADE 40SIGN /60 C. BY(N,AI(/H,SS)GALVPA)AND ! STEEL. APPLY/ �O� -r�1.CiTI O"' �Vv TOT.LD. 42.0 PSF SEQN- 655 377 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 8 OF TPI/-2002 SEC.3. A SEAL ON THIS SSIONAL�N� ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1 .15 FROM KTC DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Saclamento,CA 95828 WACOA#1931 BUILDING DESIGNER PER ANSI TPI 1 SEC. 2. 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 I A THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - JD8) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.99 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.O anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Member design based on both MWFRS and C&C, wind reactions based factors. on MWFRS. Left end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-3-11 I/ 1 2-3-15 41 4 ._ R=-76 Rw=29 U i; 21-9-2 3X4.% R=398 U=145 W=3.25" 4-7-10 I 2-0-011111 WW Ass 111 ,-, 18-0-0 mili R=119 U=12 3X4 3 5 III 2-0-0 I 6-2-6 1•'12 6-0-10 i i 5-9-1 < 7-10-15 Over 4 Supports .7.--I R=382 U=48 W=5.5" RL=98 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.02.0 ,I'l'.-!MI: WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-140 •R•EERNINBCSITRUSSES UILDINGREQUIRE COMPONEXTREME CETYIN NFABRICAON)N PUBLISHED BYSHIPPING,(TRUSSINSTALLING TITUTE, 20 P ocW4% 3901 NE 68th St.,Vancouver WA BRACING. C? 4c TC LL 25.0 PSF REF R561-- 90838 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE,MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS F' Q OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE y 1" TC DL 7.0 PSF DATE 08/31/10 A PROPERLY ATTACHED RIGID CEILING. C DL 10.0 PSF DRW CAUSR561 10243193 •AtmORTA rre.coRNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW 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&BRACING OF TRUSSES. 43 / BC LL 0.0 PSF CA-ENG JMB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE GN' !.♦• PLCATNY ISSTO EICHPLATES FACELOTF TRUSSLA'N.D UNLE OF �ISSSOTHEBESEER CATED3ON THISPD'SzGNZ POSITION PERV. STEEL.APPLY DRAWIN�ON TOHIS �O��S�"1QNAL T^"� vv TOT.LD. 42.0 PSF SEQN- 20941 REV ITN,Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WA CDA#1931 BUILDING DESIGNER PER ANSI/TPI ,SEG. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561_218 ' N • I T THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - JE2) 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 65 plf at -2.00 to 65 plf at 1.91 Connectors in green lumber (g) designed using NDS/TPI reduction BC- From 20 plf at 0.00 to 20 plf at 3.69 factors. BC- 6.95 lb Conc. Load at 2.04 110 mph wind, 18.30 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Deflection meets L/240 live and L/180 total load. Creep increase anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC factor for dead load is 1.50. DL=6.0 psf. Unbalanced snow loads have not been considered. Wind reactions based on MWFRS pressures. R=5 Rw=10 0-3-12 4 A *18-7-14 0_3-8 q MM I, 0-11-6 1 W +18-0-0 1 V 2X4(A1) = R=23 L-2-0-0 >i< 1-10-15-->J 1-E3-8-4 Over 3 Supports R=306 U=89 W=5.5" Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.08 4:8-11,, w WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 "WARIIIRB TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. P F Yygg -,y,,, TC LL 25.0 PSF REF R561-- 90839 3901 68111 St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS P ATE INSTITUTE, 21H U. !//�C NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AMD MICA(MOOD TRUSS COUNCIL • OF AMERICA, 6300 ,�(• ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS r TO TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 1' SI A PROPERLY ATTACHED RIGID CEILING. 4 i BC DL 10.0 PSF DRW CAUSRSB1 10243212 "ImPORTAMT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS 110, _ _ GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS t _ BC LL 0.0 PSF CA-ENG JMB/GWH iir ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. n^ /. 34 LE PROVISIONS OF AVS CONNECTORDESIGN NPLLAATESS WITH ARE MADEI OFB20/8//1UGA W,H/SS//K)(05TM A653 L GSIGN GRADE 40/60(W,AFAPA)AND TPI.K/H,SS)GALV. STEEL.APPLY/ A$ •T�Gi5TE.f►�� ` TOT.LD. 42.0 PSF JE PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1600-2. �` SEQN- 654602 ANY INSPECTION OF PLATES FOLLOWED BY (I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS TONAL N�`� DUR.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSI/TPI ,SEG.2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - JE4) 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 65 plf at -2.00 to 65 plf at 3.91 Connectors in green lumber (g) designed using NDS/TPI reduction BC- From 20 plf at 0.00 to 20 plf at 3.69 factors. PLB- 6.95 lb Conc. Load at ( 2.04,18.04) 110 mph wind, 18.30 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Deflection meets L/240 live and L/180 total load. Creep increase anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC factor for dead load is 1.50. DL=6.0 psf. Unbalanced snow loads have not been considered. Wind reactions based on MWFRS pressures. 0-3-11 4 I/ 1 +19-3-11 T 1 0-3-12 R=87 U=29 1-7-6 it i 11 18_0_0 R=30 2X4(A1) L-2-0-0 - 3-8-4 -J FE 3-10-15 Over 3 Supports R=342 U=96 W=5.5" Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.01 ;41'W11K hr WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 *R•ARNI BCS(TRU(BUI DING SES REQUIRE COMPONENT SAFETY EME CARE IN NFORMATION)N PUBHAro HED BY SHIPPING, (TRUSINSTALLING NS ITUTEC 2 8 4 W Nee-- "7 TC LL 25.0 PSF 3901 NE 68th St,Vancouver WA NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTER(WOOD TRUSS COUNCIL OF AMERICA, 6300 GIs 4 /rlir rj REF R561-- 90840 ENTERPRISE LANE, MADISON,WI 53]19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS " • OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ' TC DL 7.0 PSF DATE 08/31/10 A PROPERLYATTACHED ATTACHED RIGID CEILING. DL 10.0 PSF DRW CAusR561 10243210 **IWPCRTANT�•UR FNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS «" J GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS 4?- CONNECTOR y BC LL 0.0 PSF CA-ENG JMB/GWH mw ALPINE _ IN DESIGN COON NCESNCE WI WITH TPI OR FABRICATING, HANDLINNG(NATIONNG,AL DESIGN &YBRACING NG)OF ALPINE '0 34183 /!- CONNECTOR PLATES ARE MADE OF 20/10/160A(W,H/SS/R)ASTM A653 GRADE 40/60(W, X/H,SS)GALV. STEEL. APPLY �O EGisTER(� .• TOT.LD. 42.0 PSF SEQN- 654610 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. Q ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS FSS/ONAL e- ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1.15 FROM KTC DESIGN SHAWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Sacramento,CA 95828 WACOA#1931 BUILDING DESIGNER PER ANSI TPI ,SEG. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 A THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - JK4) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 18.63 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 Webs 2x4 DF-L Standardg ) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction In lieu of structural panels use purlins to brace all flat TC factors. 24" OC. Special loads Deflection meets L/240 live and L/180 total load. Creep increase (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) factor for dead load is 1.50. TC- From 65 plf at -2.00 to 65 plf at 3.91 TC- From 65 plf at 3.92 to 65 plf at 6.47 *** WIND LOAD CASE MODIFIED! *** BC- From 20 plf at 0.00 to 20 plf at 6.47 TC- 475.00 lb Conc. Load at 3.91 BC- 65.00 lb Conc. Load at 4.00 BC- 103.00 lb Conc. Load at 6.00 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. 3X4sEa 4X4= 1a x llii 1 0-3-12 1-3-12 1-7-6 4 " 18-0-0 / O 3X5= 3X5111 R=662 U=100 3X4(A1) I.----2-0-0---- _ 3-4-1 3-1-9 I� 3-10-15 —1--- 2-6-11 3-10-15 J, 2-6-11 J f< 6-5-10 Over 2 Supports R=658 U=99 W=5.5" RL=53 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.00 (�0,tU1' WA/-/1/-/-/R/- Scale =,5"/Ft. Trus-We Inc 360-750-1470 ""WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. I C' ��fj TC LL 25.0 PSF REF R561-- 90841 3901 NE 68th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BV TPI (TRUSS PLATE INSTI ME, 218 �I NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)ANO WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE, MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ' TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE spy , A PROPERLY ATTACHED RIGID CEILING. G..,/JI!{ ! 4r ""IMPORTANT""FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS A .,f / BC DL 10.0 PSF DRW CAUSR561 10243213 — GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS ii ALPINE _ IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. q 34183 l-DESIGN BC LL 0.0 PSF CA-ENG J654252 CONNECTORNPLATEESS WITH ARE MADEI OFBLE PROVISIONS OF 20/B/16GA(W,H/S5K)(AASSTM A653 TIONAL DESIGN RADE 40/60(W,AFBPA)AND K/H,SS)GALV. STEEL. APPLYLE �Qj. R'G TERtV (U'4 TOT.LD. 42.0 PSF SEQN- 654252 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 SIGNAL F'N ITW Building Components Group,Inc. DESDRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDIINGHDESIGNER TPER SANSI/TPI l/SH .USE OF THIS COMPONEN FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 A THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - JK6) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 18.96 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. R=157 U=47 4 1 1 ,-, 19-11-11 2-3-6 0-3-12 0-3-8 I �11- / , 18-0-0 4 4 2X4(A1) —2-0-0 >1 5-10-15 >1 o-10-5� 5-7-5 6-5-10 Over 3 Supports > R=418 U=72 W=5.5" RL=73 R=111 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.01 : 0:11118!ti WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 "WARNING TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. Q` f WA,s � q TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED 8Y TPI (TRUSS PLATE INSTITUTE, 2,8 t} H� REF R561-- 90842 NORTH LEE STREET, SUITE 312. ALEXANDRIA, VA, 22314)AND NTG(WOOD TRUSS COUNCIL OF AMERICA, 6300 ♦ C�. ENTERPRISE LANE, MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS - /' o TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE , A PROPERLY ATTACHED RIGID CEILING. Al 4,4 1 BC DL 10.0 PSF DRW CAUSR561 10243206 .•i.PORTANT.•FURNISH A COPY OF THIS DESIGN TD THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS f �,“ GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS '• /� BC LL 0.0 PSF CA-ENG JMB/GWH mow ALPINE IN DESIGN CCONFORMSNCE WWITH APPLICABLEPROVISIONSOLING, SHIPPING,NDS(NATIONAL DESIGNLSPEC,ABYRAFGPA)OF ANDRUSSES.TPI. ALPINE Q^ 34183 CONNECTOR PLATES ARE MADE OF 20/16/1066(W,H/SS/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL.APPLY �~� RFGISTER£9 0, TOT.LD. 42.0 PSF SEQN- 654187 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)SWILL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS F' ZONAL E. ' DUR.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. DRAWI HG INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 ANSI/TPI . 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - JK8) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.30 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. R=-102 Rw=25 U=20 0-3-11 6 4 11 0-7 11 4 20-1-15 R=406 U=121 W=1.5" 2-11-6 0-3-12 i i18-0-0 4 2X4(A1) —2-0-0 >I-c 6-4-2 -10-T 5-7-5 ::-....17-10-15 Over 4 Supports R=403 U=64 W=5.5" R=109 RL=92 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.01 . 4t II WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 ..inut1111n"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REF R561-- 9084 3 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 21B of wAs,,41P �, TC LL 25.0 PSF NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTCA(WOGO TRUSS COUNCIL OF AMERICA, 0300 ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS T 4, TC DL 7.0 PSF DATE 08/31/10 OTHERWISERINDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 11,04 PROPERLY ATTACHED RIGID CEILING. i BC DL 10.0 PSF DRW CAUSR5&1 10243207 ••IUPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS = f GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE iiiim IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. A 34183 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE R S PLATESCONNECTTO EACHEFACEEMADE OF OF TRUSS AND, UNLESS OTHERMISEASTM LOCATED3011THIS DESIGN, POSITION PERV. STEEL.APPLY DRAWINGS 1600-Z. �OT RFCUSTEVI �a�k' TOT.LD. 42.0 PSF SEAN- 654199 DRARINGANY PECTION OF INDICATES PLATESFOLLOWED OFFDPROFESSIONALLBE PER ENGINEERINGEX A3 OF RESPONSIBILITY�SOLELY2 3. A FOR THE TRUSSL ON THIS COMPONENT � JONAL R. BNG� ITW Building Sacramento,Components Group,Inc. DUR.FAC. 1.15 FROM KTC CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WA COA#1931 BUILDING DESIGNER PER ANSI/TPI ,SEG. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 • - M THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - JXT) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 18.72 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. A g 19-5-13 R=113 U=30 4 I 0-3-12 1-9-8 0-3-8 4 N c 18-0-0 R=97 2X4(A1) s —2-0-0 >1< 4-5-4 J — q 0-10-5—I— 5-0-15 < 5-11-4 Over 3 Supports R=371 U=65 W=5.5" RL=58 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.0 la',:p le WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 "WARNING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. A N. TC LL 25.0 PSF REF R561-- 90844 39(111'68th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMILTIDN), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 210 X04 WAJk/ NORTH LEE STREET, SUITE 312, ALEXANDRIA. VA, 22310)AND WTCA('HOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. / 4.•IInORTANT""FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 11W BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 1()24320$ GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:ANY FAILURE TO BUILD THE TRUSS ` /'% BC LL 0.0 PSF CA-ENG JMB/GWH i ALPINE vim IN CONFORMANCE WITH TP1;OR FABRICATING, HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. A_34183 _ DESIGN CONFORMSLAWITH APPLICABLE 20 PROVIS18/16GIO(S OF H/NDS(NATIONAL DESIGN SPEC, BY AF/PA)AND TPI. ALPINE �ir1O •rG3ST1 ERS 44 CONNECTOR TOT.LD. 42.0 PSF SEQN- PLATES ARE MADE OF 20/,B/,AGA(N,H/SS/K)PSTN 4653 GRADE 60/60(W, (/H,SS)GALV. STEEL. APPLY Q 654623 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. ` E� ANY INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS �4 ONAL G G` ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILI Y AND USE OF THIS COMPOSES FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSI TPI ,SEG.2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 N THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - LCJ) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 21.09 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 Connectors ingreen lumber DL=6.0 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-3-11 / -r23-11-13 01111111111111111.11111.11111.11 4 i �r 3X4s--- R=175 U=66 W=1.5" _4-22-7-13 6-6-5 _ R=256 U=97 W=1.5" (I) 21-3-13 ., 19-11-13 = R=257 U=98 W=1.5" R=286 U=104 W=3.25" 0-3-12i ma W " 18-0-0 7- ---Is R=103 2X4(A1) 2-0-0 ›1‹ o-1-10 5-11-4 3-11-2 >�c 4-0-0 1 0-7-0 I< 18-0-12 Over 6 Supports R=417 U=52 W=5.5" RL=207 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01 .0L„.4c i lit ti WA/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way Inc 360-750-1470 'BARGING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. (� f W� 3901 NE 68th St.,Vancouver WA NORTH TLEE STREET(BSUITEN312,AAONE�N�IA,VAIN222314)�,WTPCUAB(IISSHODD TRUSSI COUNCIL P FTEAMRICAIITE, 6300 G` (� �,�y� TC LL 25.0 PSF REF R561-- 90845 ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ;;' TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. / _ BC DL 10.0 PSF DRW CAUSR561 10243194 •*INPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS l'A A' 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 b BRACING OF TRUSSES. BC LL 0.0 PSF CA-ENG JMB/GWH CONNECTORDESIGN BPLOATTESWITH ARE MADEIUFBLE 20/PROVISIONS (IY,WSNSD/K)S(ASTM A653TIONAL BESIGN GRADE OE80(W,C, BY AK/MASS)GALV. STEEL. APPLY)AND TPI. E A1aA, gFG$TEA3 0147 TOT.LD. 42.0 PSF SEQN- 655461 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY ORAWI HGPINDICATES PLATES ACCEPTANCEOFDPROFESSIONALSHALL ENGINEERANNEX RESPoNSIBI LITYPoSOLELY FUR THE TRUSSSEAL COMPONENT �` iONAI i~NG� ITW BuH acrameg Components A958Group,Inc. DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE OUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 08/31/10 WACOA#1931 SPACING 24.0" JREF- 1U4S561 218 F , T • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - SJ2) 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. 4 0-3-12 19-7-11 R=7 Rw=19 U='5 ii -8 " 0-11-6 _m •�� © 9-0-0 4 ►= R=23 Rw=26 U=12 2X4(A1) L-2-0-0 >1< 1-10-15-J 1-11- Over 3 Supportsl R=301 U=78 W=5.5" RL=30 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01 .09 .4,1-11 it,H WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 "MARMIMG""TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. P 4 WAS �Q TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA •REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BV TPI (TRUSS PLATE INSTITUTE, 218 t O N�y�T` REF R561-- 90856 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AM)MICA(WOOD TRUSS COUNCIL OF AMERICA, 6300 '4' OTHERWISE ENTERPEINDICATED ITOPN, WI CHORD SHALLe)HAVER SAFETY PROPERLYPRACTICES ATTTACHED STRUCTURALEPANELSNAND BOTTOM CHOFUNCTIONS. RD SHALL HAVE r illrr / TC DL 7.0 PSF DATE 08/31/10 A PROPERLY ATTACKED RIGID CEILING. • BC DL 10.0 PSF DRW CAUSR561 10243195 "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS GROUP, INC. STALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:ANY FAILURE TO BUILD THE TRUSS 'f BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE IN CONFORMANCE WITH TPI:OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. LE PROVISIONS OF CONNECTORDESIGN PLATESESWITH ARE MADEI OOFF 20/18/16GA W,H/SS/K)S(ASTM A653L DESIGN GRRADE 40/60(W.AK/H,SS)TGALV. STEEL.APPLYI. ALPINE ��Q RE`Gismis 34183 e..7� TOT.LD. 42.0 PSF PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. FIc \� SEQN- 654174 ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.). A SEAL ON THIS 'J,S/ONAL.04 DUR.FAC. 1.15 FROM KTC 1TW Building Components Group,Inc. DESIGN SING INDICATES HOWN. TNE SUITABCE OF ILITY EI OF PROFESSIONALHL ENGINEERING GI NNEERING SR RESPONSIBILITYANY LISOLELY OG ELYMFORESPONSIBILITYHE TRUSS OUO COTMPONENT Sacramento,CA 95828 BUILDING DESIGNER PER ANSI TPI , SEG. 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 WA COA#1931 I I N M ,,• THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - SJ4) 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. 0-3-11 V 0 10-3-11 ___I___ 4 x 0-3-12 R=82 U=21 1-7-6 i-1 4_9-0-0 1 WM. R=32 U=14 2X4(A1) -- 1<-2-0-0 >Ic 1-11-4-sJ I E-10-5 3-10 15 Over 3 Supports R=321 U=71 W=5.5" RL=45/-20 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01 .09 Iri,UMW/e WA/-/1/-/-/R/- Scale =.5“/Ft. Trus-Way,Inc 360-750-1470 ”WARNING”TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 3901 NE 68th St.,Vancouver WA RP WASIN, TC LL 25.0 PSF REF R561-- 90857 NORTH LEE BSTREET(BSUITEN312, ALEXANDRIA, VA, 22231B144)1AM WTCA(IIIDODD TRUST COUNCIL POFTEAMEERRICA, 6300 O �iM ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS fl % 1 TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE PROPERLY ATTADNED RIGID CEILING. R PROPPROPERLYBC DL 10.0 PSF DRW CAUSR561 10243209 '*IMPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 1TW BUILDING COMPONENTS ! 7. _ I GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH r ALPINE IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING. SHIPPING. INSTALLING 8 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE q 83 '{, CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL.APPLY �Q �Foisms tO `1'w TOT.LD. 42.0 PSF SEQN- 654178 PLATES TO EACH FACE OF TRUSS ANA, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. �.0 ��l �( ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.). A SEAL ON THIS CJS/OMAN S,N I11i Building Components Group,Inc. DESNGN SIINDICATESTHE SUITABILITY PROFESSIONATHISGEE INRI MT FORPOANY gLILDINGIELY FOR TPoN5181S CO OFBTHE DUR.FAC. 1.15 FROM KTC Sacramento,CA BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. WA COA#1931931 08/31/10 SPACING 24.0" JREF- 1U4S561 Z18 W • . . THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - SJ4) 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. 0-3-11 4 ( V N # 10-2-1 , 0-3-12 R=69 U=18 1-5-12 _J__ ��110MMi 9-0-0 ) 4 ►_ R=30 Rw=32 U=15 3X4(A1) -- L--2-0-0 >l< 1-11-4---1 3-6-0 Over 3 Supports R=317 U=72 W=5.5" RL=42 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.02.0 17f011. ,..4�+.j WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 ..-RAREINGCS TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. �� I J TC LL 25.0 PSF REF R561-- 90858 3901 NE 68th St.,Vancouver WA REFER TO SCSI (GUIDING COMPONENT SAFETY INFORMATION), PUBLISHED BV TPI (TRUSS PLATE INSTIT RE, 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA. VA, 22314)NTD ATCA(MOOD TRUSS COUNCIL OF AMERICA, 6300 gr,. ENTERPRISE LANE, MADISON, RI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 08/31/10 •OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ,411. ,/ A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 10243196 'IEPORTnNT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS r'T GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH ALPINE IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. Q .183 1 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF IID5(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE 'PQM REGisT£t�� �� TOT.LD. 42.0 PSF SE N- 20957 REV CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM AHS3 GRADE 40/60(W, K/H,SS)GALV. STEEL.APPLY LVV/ ANYPLATES TO INSPECTTION OH FCE OF PLATESRUSS AND,FOLLOWED BYN(I)SSHALL BESE PEROANNEX A3 OFATED ON IS TPI1-2002 SECIGN, .).OH PER DRA. A WINGS ONGTHIS 'SSJONAL l G,� ITW Building Components Group,Inc. DRAWING SIGN SIHOWNCATESTHACSUITABILITV ANCE OF PROFESEIOFATHIL SGINEERING ENTRESPONSIBILITY BUILDINGIELY S TOEORETHE TRUSS SPONSIBILITYMOFNTUE DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI TPI ,SEC.AND 2. 08/31/10 SPACING 24.0" JREF- 1 U4S561 Z18 WA COA#1931 T L f THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - SJ4S) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.05 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. R=94 U=32 0-3-11 I 4 b ` 19-4-1 If 0-5-9 011111111111 18-0-0 R=49 lF, 2X4(A1) L-1-5-12 l<3-5-14 3-5-14 Over 3 Supports R=112 U=12 RL=32 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.00 '..,. :1 113, WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 •*WARNInn"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. C F wAS REF R561-- 90859 3901 NE 68th St.,Vancouver WA REFER TOE BCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS P ATE INSTIT TE, 218 U Q N/y TC LL 25.0 PSF NORTH LEE STREET, SURE 312, ALEXANDRIA, VA, 22314)Alp IBCA(HOOP TRUSS COUNCIL OF AMERICA, 6300 4' C ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS I. T() 1;i, OTHERWIPROPERLYIDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 'Z TC DLL 7.0 PSF DATE 08/31/10 A PROPERLY ATTACHED RIGID CEILING. ii /ji 40':Ai DL 10.0 PSF DRW CAUSR561 10243214 " RTAN IMPOT"•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS _ GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS moorALPINE _ IN CONFORMANCE WITH TPI;OR FABRICATING. HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. �� BC LL 0.0 PSF CA-ENG JMB/GWH CONNECTORDESIGN NPIATESWITH ARE MADECABLE OF 2O/18//16GA(W,H/SS//K)SIONS OF NDS(ASTM A653 GRADE 40/60(W,TIONAL DESIGN SPEC, BY AK/H,SS)GALO. STEEL. APPLYE A// RFc rER�o �F`� TOT.LD. 42.0 PSF SEQN- 654358 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 Al OF TPI1-2002 SEC.3. A SEAL ON THIS ...4.4.SIONAL���� ITW Building Components Group,Inc DESIGN 51ND OWNCATESTHECSU ABILITY A pFUSE1OFATLHISGCOMPONENTRFOR ANY BUILDING ISLTHEORESPONSIBUILIT""O NTS DDR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 08/3 1/1 0 WACOA#1931 SPACING 24.0" JREF- 1U4S561_Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - SJD2) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.99 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 Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Member design based on both MWFRS and C&C, wind reactions based factors. on MWFRS. Left end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. 4 3X4%- 1 R=3 Rw=23 U=21 ,-i, 20-3-15 LJ 2-0-0111111111116 _k_ 2-7-10 ! FA 0-5-14 ID 18-0-0 MEMNI 2X4 3 5111 R=35 U=27 L-2-0-0 >i< 1-10-15- -).1 1"12 1-9-8 f1-8-3 �. 1-11-4 Over 3 Supports R=278 U=61 W=5.5" RL=37 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.0!lc, i W WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 •'WARIIIWG'•TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. F WAS 3901 68tH St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 216 (fO F/(�C TC LL 25.0 PSF REF R561-- 90860 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22319)AD WTCH(MOOR TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE, MADISON. MI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS p r0 TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ;/' ��jj BC DL 10.0 PSF DRW CAUSR561 10243197 "I■PORTANT''FURNISH A DOPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS Ail GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS 4- / BC LL 0.0 PSF CA-ENG JMB/GWH i ALPINE mg= IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. LE S CONNECTORDESIGN PLATTEESWITH ARE MADEI OF820/PROVISIONS16GA(W,H/SSS//KK)(ASTM A653DESIGN GRADE SPEC,60(W,AK/H,SS)GALV. STEEL.APPLYPA)AND TPI. ALPINE ��"� 4'FG1STEVO9 '5' TOT.LD. 42.0 PSF SEAN- 655321 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. F 1� ADRAWING INDICATES PLATES ACCEPTANCEOOF PROFESSIONALSHALL ENGINEERINGEX A3 OF RESPONSIBILITY�SOLELY2 3. A FOR THE TRUSSCOMPONENTs��NAL SNL? ITW Buildingar Components Group,Inc DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WACOA#1931 BUILDING DESIGNER PER ANSI TPI 1SEG. 2. 08/31/10 SPACING 24.0" JREF- 1U4S561 Z18 1 i t THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - SJD4) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.32 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 Webs 2x4 DF-L Standardg ) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Member design based on both MWFRS and C&C, wind reactions based factors. on MWFRS. Left end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. 0-3-11 It 4 120-11-15 1 lJ 3X4 lir R=95 U=34 3-3-10 2-0-0 llikiimh. X41 �� ,. 18-0-0 R=37 U=47 2X4 3 5 III L-2-0-0 >I< 1-11-4—>1 1"1 2 1-9-8 i 1-8-3 7s FE 3-10-15 Over 3 Supports H R=309 U=42 W=5.5" RL=57 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01 .04 ,Izto71 v.•6f.,[/ WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 "WARMING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. 4,3 , TC LL 25.0 PSF3901 NE68thSt.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 REF R561-- 90861 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND'NTCA(MOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE,MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESSTC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVEA PROPERLY ATTACHED RABID CEILING. BC DL 10.0 PSF DRW causRssl 102431x6 • IORTANTo•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITVBUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH iii ALPINE iii IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. b9 34183 $DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF IAS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM A653 GRADE 00/60(W, K/H,SS)GALV. STEEL.APPLY O,p FGISTo*' 4r,(, TOT.LD. 42.0 PSF SEAN- 655326 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. G` ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS SiONAL�N 11W Building Components Group,Inc DESIGN SIINDICATESHOWN, THE SUITABILITYN PROFESSIONAL ND EUSSIONNALHINGINEE ANG RESPONSIBILITY BUILDING SOLELY O FOR TRUSS RESPONSIBILITY COMPONENT DUR.FAC. 1.15 FROM KTC HE Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 08/3 1/1 0 WACOA#1931 SPACING 24.0" JREF- 1U4S561_Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - SJD6) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.99 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.( ) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g ) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Member design based on both MWFRS and C&C, wind reactions based factors. on MWFRS. Left end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. 0-3-11 4 I 11 # 21-7-15 1 5X4 R=179 U=67 111. 2-0-0 ■ g, / •�3 mmtwi R=59 U=64 3 5 III 2X4 0� 1.‹- -1-11-4--->-1 1"12 1-9-8 44� 1 1-8-3 1""5 k 5-10-15 Over 3 Supports R=183 W=5.5" RL=59 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.0$ /;10-0144/, WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 **WARNING'.TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. P F yygg N TC LL 25.0 PSF REF R561-- 90862 _ 3901 NE 68th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFomaTION), PUBLISHED BY TPI (TRUSS PATE INSTIME, 218 Q H/ NORTH LEE STREET, SUITE 312, ALEXANDRIA,VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS k- 4irr �O OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE If , TC DL 7.0 PSF DATE 08/31/10 A PROPERLY ATTACHED 01010 CEILING. ` BC DL 10.0 PSF DRW CAUSR561 10243199 ••IMPORTANT""FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG JMB/GWH moor ALPINE 1mm IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING. SHIPPING, INSTALLING 4,BRACING OF TRUSSES. LE PROVISIONS OF DS CONNECTORDESIGN NPLAESWITH ARE MADE OFB20/l8/16GA(W,H/SS//K)ASTM(NATIONAL 3DESIGN GRADE 40/60(W,Y AFWA)AND K//H,SS)GALV! STEEL.APPLYALPINE �1Q FQ34183 TE. `�4' TOT.LD. 42.0 PSF SUM- 655333 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. kls 'C ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS S/ONAL,EptAO ITW Building Components Group,Inc. DDRAWING N SHOWN. CEPTANIEIOF ANCE OF PROFESSIONAL LHENGIS NEEING RESPONSYIBILITYINC IESOLELY YXFFOR THE TRUSS RESPONSIBILITY OF THE COMPONENT DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER FEB ANSI TPI ,SEG. 2. 08/31/10 SPACING 24.0" J RE F- 1 U4S561 Z1 8 WA COA#1931 ' • I r 6 F THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - SJK4) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 18.63 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. R=87 U=26 4 1— iiiii 419-3-11 0_3-12 I' 0-3-8 1-7-6 _� 18-0-0 4 4 2X4(A1) 1.<- --2-0-0 J 0"5. FE-3-11-4 Over 3 Supports - R=341 U=72 W=5.5" R=64 RL=53 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01 .14, ++l'tt`'' :4 WA/-/1/-/-/R/- Scale =.5"/Ft. Tris-Way Inc 360-750-1470 ""ARMING""TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. G7 G$l TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTIME, 218 REF R561-- 90863 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AIA WTCA(WOOD TRUSS COUNCIL OF AMERICA, 8300 r ENTERPRISE LANE, MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACKED RIGID CEILING. - BC DL 10.0 PSF DRW CAUSR561 10243200 •.I�POItTAMT..FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS , [Nwr� GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS 1l�-1,, .F ... BC LL 0.0 PSF CA-ENG J MB/GWH i ALPINE _ IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING 8 BRACING OF TRUSSES. .Q CONNECTOR PDESIGN LATEESMS WITH ARE MADEIOFBLE 20/10/18GA(W,H/SVISIONS OF S//KK)DS(ASTM A653 TIONAL DESIGN RADE 40/80(W,AK/HASS)) ND GALY. STEEL.APPLYE -1b `r�'GIST0RT'O`�V' TOT.LD, 42.0 PSF SEAN- 654225 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 150A_Z. AZ*5SIONAL��� ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WA COA#1931 BUILDING DESIGNER PER ANSI TPI , SED. 2. 08/31/10 SPACING 24.0" JREF- 1U4S561_Z18 • ' R THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (102943-VOSS FRAMING, INC. LIEBREICH -- WEST LINN, OR - SJ K6) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 18.96 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-06 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. Unbalanced snow loads have not been considered. �� 19-11-14 R=154 U=47 2-3-6 0-3-12 0-3-8 i �� 18-0-0 4 _� R=103 1 iigio 2X4(A1) L-2-0-0 >[< 5-10-15 J 5-11-4 Over 3 Supports >1 R=412 U=73 W=5.5" RL=73 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=8%(1%)/4(1) 10.01.04, 4'1141 J.41 WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way Inc 360-750-1470 ...LumiNG..TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. 0. OV Wash, Fq� TC LL 25.0 PSF REF R561-- 90864 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTI ME, 218 ,Y NORTH LEF STREET, SUITE 312, ALEXANDRIA, VA, 22314)ANO NTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE. MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS rJ TC DL 7.0 PSF DATE 08/31/10 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. A A 4F BC DL 10.0 PSF DRW cAusR5sl 10243201 •.IRPORTART" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS — GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:ANY FAILURE TO BUILD THE TRUSS f .'. BC LL 0.0 PSF CA-ENG JMB/GWH low ALPINE IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING. SHIPPING, INSTALLING 8 BRACING OF TRUSSES. .13 _„1. .Q DITH E OVISIONS OF NOS COSIGN ONNECTORNFORMS PLATESWARE MADE OFB20/18R//16GA(W,H/SS//K)(ASTM A653TIONAL DESIGN SPEC, BY GRRADE 40/60(W,AK/HASS)) IGALV. STEEL.APPLYI. E 'P 44.0,RFGtsTE.a�0 t..0 ANY v�' TOT.LD. 42.0 PSF SEAN- 654229 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A_2. SSIONAI�N� ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2D02 SEC.3. A SEAL ON THIS DUR.FAC. 1.15 FROM KTC ITWBuilding Components Group,Inc. DRSWING GN SINDICATESHOWN. THACNCE OF SUITABILITY AND ESSIONAL LHENGINEERING RESPONSIBILITY ESR NSIBIY LITDING IELY YHFORETHE THENS UISICOMPONENT THE Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 08/3 1/1 0 WACOA#1931 SPACING 24.0” JREF- 1U4S561_218