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0106-089 (SFD) Truss Calcs9 tx, ��AN �—.ail' + W/ C.L7kS .rl' J. . 85-435 MIDDLETON STREET, THERMAL CALIFORNIA 92274 78-119 00MkI, ►V, OFFICE: (760) 397-4122 • FAX: (760) 397-4724 CITY OF LA QUINTA BUILDING & SAFETY DEPT. www.spates.com APPROVED FOR CONSTRUCTION DAtE 12jl�,16t BY off m m m m m m" m m m m m m r m m r m ter, T42 DRAG T43 T42 T36 T35 BY OTHERU0�05 �J T34 T33 I 21'2"1/2T31 I o 0 v°° S❑ T32 DRAG N, T37 FILL RFT o T31 -. T_oa T30 DRRG BY OTHERS w N w W 7"3/4 4 Ul O) W CD O N 124"O. C. "TRADITION VILLAGE" PLAN: I -B 14 BY OTHERU0�05 �J 3 s o 0 v°° S❑ -. T_oa o m ^ -. nm D a w �. a E o 0rn 'ma -1 u FK( T2 Ny3A 3.^^.°c�sT0f3 Ra c �• 3 a 9 n a OO to 3 3 c 12.0a o 2n m O ° o w n � 3 p �. Z o m n o f 3 0° *_. mo- 0 0 _F�`� N N 'n ;5, D r, 3 p A Z a� 3 0 � < io m F o - n o.$ 3 o F N° o D m in 2 m D t m H N 3 N a b d s F n O fD 7£ O C O V d^ rn Z fl 0.0 3 S O O S a 3 �^ p f 0 5 3 �• a n 7V i s .. N S _. O O O OY n A IO O ;0 N C V fD O_ JOB V T f i PRf = lA QF^o VO: 5. 3NiJJ. m m m= m m it m m m m m=== r r 21"0.C. 24"0.C. n r �I�II II II II II II II�Iloll S II II SII � II II III�II�IIII Dl�b II II II II II II II II II II II II II IIS II II II [:I'D II IIIID T R RD I T 10 N ''JI PLRN� 1 - CAS ITR LLAGE vu B rr rr ri ar +r �r r rr rr rr r rr rr rr r r rr rr rr -.... .. ...... .... r.....r.. rn.... ...... n..*rn ..•n„* .. ... nr o n...f .�r•n.lf♦ fIIDA1%TTCII nV TDHCC AICD (LV1L-IKAU111VI4J VILLAUt (YLAIV: 1) - 11 MUIVU rIIUII MttL rW UKAU TOP CHORD 2x4 SPF 1650f -1.5E BUT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W2 2x4 SPF 1650f -1.5E: :W4 2x4 SPF #1/#2: (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. 10 PSF BC LIVE LOAD PER UBC. TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS'ARE TO BE DESIGNED BY ENGINEER OF RECORD. <(<DRAG TRUSS>>> ** THE MAXIMUM W3X1 T 1-10-12 1 III, �.... I..�I nn�� ....,I. ...,..�.. .,.. .,, �.......... .. .. ......... .... __—._..-- -. .---- _.. _.. NEGATIVE REACTIONS) OF -1030# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND.PRESSURE. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. RIGHT END VERTICAL NOT EXPOSED TO WIND. **DRAG** W2X4 III W2X4 III W3X4 - 2-12 1 Rh=+/ -500.0 PLF OVER 6-2-12 ADJACENT SHEARWALL FE 15-7-0 Over 2 Supports IR=1685/-1031 W=5.5" R=647 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI(STD CA/4/-/-/-/-/- Scale =.375" Ft. Spates Fabricators 85-435 Middleton Street, Thermal CA **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO MIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 O'OIIOFRIO DR.. SUITE 200. MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS.UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �0 �/ Q •7 �� T C TC L L DL 1 6 14.0 .0 P S F PSF R E F DATE R 7 9 5--54881 07126101 **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7 0 P S F D R W CAUSR795 01207015 A L P I N E PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD TME TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN o. 800 5 B C L L 0.O . P S F CA -ENG GTP / C6JC SP-ECIFICATiON PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY -CONNECTORS TO + O * TOT . L D . 37 .0 P S F S EON - 11228 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TR USS.•AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ORA "INGS 160 A-1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1.1995 SECTION 2. C'VI� �P 9 OF(,`gLlfa D OUR .FAC . 1 .25 FROM I V SPACING 24.0" m m m� on mm m m m m r mm m mm m t I.V1L-IRAU111 VIVJ VILLNUC trL/1IV: 1) - IL PIVIVU nlun nCCL TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W2,'W4 2x4 SPF #1/#2: DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. RIGHT END VERTICAL NOT EXPOSED TO WIND. T 1-10-12 1 W3 RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. 10 PSF BC LIVE LOAD PER UBC. W2X4 III W2X4 III R=577 W=5.5" 15-7-0 Over 2 Supports PLT TYP. Wave TPI -95 Design Criteria: TPI STD Spetes Fabricators **WARNING** TRUSSES REQUIRE EXTREME CARE IN'FABRICATION, HANDLING, SHIPPING,,INSTALLING AND 85435 Middleton Street, Thennal CA BRACING. REFER T?HI(HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'OHOFRIO DR., SUITE 200. MADISON, NI 53119), FOR SAFETY PRACTICES PRIOR TO 7 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS'NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. W3X4 R=577 W=5.5" OBD W, y F 6Pi `Ir N 8005rt /. - e a civo- �CF CAUFt CA/4 TC LL 16.0 PSF TC DL 14_.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.375"/Ft. REF R795--54882 DATE 07/26/01 D R W CAUSR795 01207016 CA -ENG GTP/CWC SEQN - 11214 FROM IV �r r rr rr r rr �r �r r �■r �r r rr �r r r r r r rnucaIaMTTTCn RV TDIICC MFR (I.V.LL-IRAU111UIV3 VILLHUC (rLHIV: 1) - 1.5 r1UIVU nlun nLCL URNU TOP CHORD 2x4 SPF 1650f -1.5E BET CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W2, W4 2x4 SPF #1/#2: NEGATIVE REACTIONS) OF -2049# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/360.00 LIVE AND L/240.00 TOTAL LOAD. TRUSS TRANSFERS 350.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 5454# ** T 1-10-12 i W3 2 Complete Trusses Required NAILING SCHEDULE: (0.1310.0_g_nails) TOP CHORD: 1 ROW @ 7" o.c. BOT CHORD: 1 ROW @ 12" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. 0 0 RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. D R A G* �k 10 PSF BC LIVE LOAD PER UBC. RIGHT END VERTICAL NOT EXPOSED TO WIND. i 3 W2X4 III W3X6 III 15-7-0 Over 2 Supports R=2704/-2050 W=5.5" Rh=5454/-5454 W3X4 R=886/-231 W=5.5" PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD CA/4/-/-/-/-/- Scale =.375" Ft. SPa�es Fabricators 85 435 Middleton Street, Thermal CA - "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND INSTITUTE,REFER 583 DOONOFR10 DR.. SUITE 200. MADISON.1 (HANDLING INSTALLING WBRAC53719),PUFORSHED BY TPI SAFFETY PRACTICESUSS PRIORATE TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED t- �0�0 w y� F rq '�` Z T( TC p UC L L DL DL 16 . 14 .0 7.0 0 P S F PSF PSF R E F DATE DRW R795--54883 07/26/01 CAUSR795 01207017 ALPINE PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN NV. 8005 8 0. BC LL 0.0 PSF CA -ENG GTP/CWC SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AILD TPI -ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR 40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * T 0 T . L D . 37 .0 P S F S E Q N - 11217 Alpine Engineered Products, Inc. SaCrarrento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. TME SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1-1995 SECTION 2. Civil- \P 9 �� D U R . FAC. 1 .25 FR0M I V SPACING 24.0" M r M" M M r � i r r M m. r. . . . ... (LV1L-IKAU111M) VILLAGt (PLAN: 1) - 14 TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W2 2x4 SPF #1/#2: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: 10 PSF BC LIVE LOAD PER UBC. T 0-10-12 W4X1O(G1) III I nIJ unu rRLrMRCV IIN-1 1-1— R IIrrUI k-- IN UI'ILnel —) -...o . -— o . ......... ... RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. ' DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. RIGHT END VERTICAL NOT EXPOSED TO WIND. W2X4 III rz 15-7-0 Over 2 Supports R=577 W=5.5" W3X4 = R=577 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA 4 Scale =.375" Ft. Spates Fabricators 85435 Middleton Street, Thermal CA "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING..INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUMING-THESE FUNCTIONS. ITE 200, MADISON, N1 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING -THESE UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANE S. 807TOH CHORD SHALL HAVE A PR OPERlY A77ACHED RIGID CEILING. �p W. t- 4( y �� ylc,�y ` T C T C LL D L 16.0 1 4.0 PSF P S F R E F 8 7 9 5--54884 DATE 07/26/01 **IMPORTANT*` FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF D R W CAUSR795 01207018 ALPINE PRODUCTS, 'INC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE NITM TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN N 800 5 0. B C L L 0.0 P S F C A -ENG GTP / CWC SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, ExCEPT AS NOTED. APPLY CONNECTORS TO + T 0 T . L D . 37.0 P S F S EON - 11230 Alpine EnDRAWINGS p' Engineered Products InC. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER 160 A-1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS CO MPONEHT OESI GH SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER` ANSI/TPI 1-1995 SECTION 2. tSj Civil -p 9 OF CALIF D U R . FAC . 1.25 FR0M I V SPACING 24. 0 " r r rr r� rr rr r r �r r� rr �r r� r� rr r �r rr rr —QMXTTCn OV TDIIfC MFR (6V1L-IKAU111UIVJ VILLAVC (PLAN: 1) - 17 UKAII rW TOP CHORD 2x4 SPF 2100f -1.8E BUT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W2 2x4 SPF #1/#2: :Lt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 2.096' (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. 10 PSF BC LIVE LOAD PER UBC. TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 3125# ** 0-10-12 1 NEGATIVE REACTION(S) OF -827# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. RIGHT END VERTICAL NOT EXPOSED TO WIND W2X4 III W3X4(E3) W2X10 (E3) III 15-7-0 Over 2 Supports R=1482/-827 W=5.5" W4X4 = **DRAGir* T� R=577 W=5.5" Rh=3125/-3125 PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA 4 Scale Sppates Fabricators "WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND TC LL 16 . 0 P S F R E F R795--54885 85435 Migdleton Street, Thenal CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE �p w t n �y INSTITUTE. 583 D'ONOFRIO DR., SUITE 200. MADISON, HI 53719), FOR SAFETY PRACTICES PRIOR TO ,7\ n PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAYE PROPERLY ATTACHED y *y T C D L 14 . 0 P S F DATE 07/26/01 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. `*IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7 .0 'PSF D R W CAUSR795 01207019 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND N . 5 005 BC LL 0.0 PSF CA -ENG GTP/CWC ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR40 GAL V. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO # * T 0 T . L D . 37 .0 P S F S E 0 N - 11237 EACH FACE OF TRUSS, AND UNLESS 0TH ER WI SE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINE ERING.A C�v� \Q„ D U R FAC. 1 . 2 5 FROM I V Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS �/ I Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF TME BUILDING DESIGNER, PER q�OF L.�t�O�a SPACING 24. 0 " ANSI/TPI 1-1995 SECTION 2. 0 r r mm m m M� m 'm m mm mm mm mm (LV1L-IKAU111UI1J VILLAUL (PLAN: 1) - IU UKAU rW TOP CHORD 2x4 SPF 1650f -1.5E B-jT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4'HF Std/Stud :Lt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 2.657' :Rt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 2.657' NEGATIVE REACTIONS) OF -397# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> 1 0-10-12 T W3X W2X1O(E3) III 8-0-0-' Rh=+/ -599 PLF OVER 8-0-0 ADJACENT SHEARWALL W4X4 = **DRAG** 7�:) 0-1100-12 8-0-12 YYJ /YT LL J1 W2X10(E3) III 11-11-10 I 11-11-10 J �E 23-11-4 Over 2 Supports R=1403/-398 W=5.5" R=1403/-398 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/-/-/-/- Scale =.25" Ft. Spates Fabricators 851135 Middleton Street, Thermal CA "WARNING* TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, $83 D'ONOFRIO DR., SUITE 200, MADISON, NI 53]19), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CN ORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PAIIE LS. BOTTOM CM0R0 SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �p jq/ �t y �� ��,9 �(+y2 TC TC LL DL 1 6.0 14.0 PSF PSF R E F DATE R795--54886 07/26/01 "'IMPORTANT'* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF D R W CAUSR795 01207020 ALPINE PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN O. 5 O 5 E . B C L L 0.0 P S F C A - ENG GTP/CWC APP LYALPINE NOTED. TPI. CONNECTORSSPECIFICAT ARE PMADESOF020GA TASTMHE MA653AGR40FOREST EXCEPTASSOCIATION) GALV. STEELPAPER CONNECTORS TO * G * TOT . LID. 3 7 ..0 PSF, S E O N - 11282 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. dy. civil �P 9 ` OF CAL:: OUR . FAC. 1.25 FROM I V SPACING 24.0" (LV1L-11(AU1IIUNJ V1LLAbt (PLAN: 1) - I/ (,ANI LJ ) TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Stubbed Wedge 2x8 DF -L #3::Rt Stubbed Wedge 2x8 DF -L #3: *** THIS TRUSS IS NOT SYMMETRIC -- INSTALL AS SHOWN *** 0-10-12 T W3X10 W2X4 1L 2 -sl 11-11-10 _I_ 11-11-10 _I fE 23-11-4 Over 2 Supports W04 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. R=944 W=5.5" R=828 W=5.5" i 0-110-12 8-0-12 PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/-/-/-/- Scale =.25" Ft. Spates Fabricators 85.435 hfi(dleton Street, Thenal CA **WARNING'* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. y ,�` TC T C LL D L 16 14 . 0 .0 PSF P S F R E F R795--54887 DATE 07/26/01 **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7 PSF D R W CAUSR795 01207021 ALPINE PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE T0. USSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE OF NDS (NATIONAL DESIGN N 800 5 0• B C L L 0.0 .0 PSF C A -ENG GTP/CWC P AP E ASSPROVISIONS CONNECTORSSPECIFICATAREPMADESOFD20GABY TASTMWA653AGR40RGALV. STEEL. EXCEPTEST AND R AS NOTED. TAPPLYACONNECTORS TO * TOT . L D. 37 . 0 PSF S E Q N - 11275 Alpine Engineered Products, Inc, Sacramento, CA 95828 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A 2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. �- (*`1V1L gyp. Q �1 OF CAL%f D U R FAC. 1 .25 F R 0 M I V SPACING 24.0" (4V1L-IKAU111M) V1LLAUt (FLAN: 1) - Ib (i1KUtK LANI LJ TOP CHORD 2x4 SPF 2100f -1.8E :T2 2x4 SPF 1650f -1.5E: BOT CHORII. 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud . :Rt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 2.657' :Lt Stubbed Wedge 2x8 OF -L #3: ADDITIONAL LOADING PER TRUSS FABRICATOR ---------------------------------.----------------- TC From 220 PLF at 0.00 to 175 PLF at 11.97 TC From 175 PLF at 11.97 to 220 PLF at 23.94 DEFLECTION MEETS 1/240.00 LIVE AND L/180.00 TOTAL LOAD. ini3 unu rncr—LU r nvr, L-11 a 2 Complete Trusses Required NAILING SCHEDULE: (0.1310.0_g_nails) TOP CHORD: 1 ROW @ 9" o.c. BOT CHORD: 1 ROW @ 12" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. 10 PSF BC LIVE LOAD PER UBC. *** THIS TRUSS IS NOT SYMMETRIC -- INSTALL AS SHOWN *** W5X4 0-10-12 8-0-12 W2M (E3) VIJAa IL-)) W2X6 1� 2-81 I_ 11-11-10 I_ 11-11-10 _I 23-11-4 Over 2 Supports R=3462 W=5.5" R=3037 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA 4 Scale =.25" Ft. Spares Fabricators 85435 Middleton Street, Thermal CA ' **WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLIIIG INSTALLING AND BRAC5TNG), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 O'ONOFRIO OR., SUITE 200. MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHED �}'(7� Xl �o�D W. �� F,L 'S% Gy07/26/01 T C T C L L D L 1 6. 1 4.0 0 'PS F PSF F R E F R DATE 7 9 5--54888 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED Vy 2 m R1 BC DL' 7 0 P S F O R W CAUSR795 01207022 ALPINE PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM TNI$ DESIGN; ANY FAILURE TO BUILD TME TRUSSES IN CONFORMANCE WITH Tp1: OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIBy S DESIGN CONFORMS WITH APPLICABLE PSSOROVISIONS OF NDS (NATIONAL DESIGN No. 5 00 5 E . 2 BC LL . 0.0 PSF CA ENG GTP/CWC CON N ECTORSSPEC ICATI AREPMADESOF020GATASTMHE MA653AGR40R GAL.. STEEL EXCEP TIASINOTEDND TPI.AL LY AC ONNECTORS TO ♦ >R TOT . L D . 37.0 P S F S E 0 N - 11287 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGII, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS TME RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. lSj. CIVIti- �P Q �1 �OF CAE,IF�� D U R . FAC . 1.25 FR0M I V SPACING 2 4 . 0 " (LV1L-IKAU111UNJ VILLAGL (PLAN: 1) - 19 hLAI UKA(i JIUU /'b"1/4 TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W7 2x6 SPF 1650f -1.5E: DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD, <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 3409# ** rota Unu —R U 11111—. 1111 vi k-- u NEGATIVE REACTIONS) OF -191# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. W7 **DRAG** (i;:::) 0.25 _ _ 0.25 W3X5 W4X4 = W3X5 W5X10 4-0-0 2-5-2 9-0-12 —WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO X18 91 (HANDLING INSTALLIIIG AILD BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, N1 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. O�Q �l`/ L• y tC,p`i2 T C T C 2-7-11 20.0 1 0.0 (A) P S F P S F R E F DATE 8 7 9 5 -64711 0 8 / 0 2 / 0 1 "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED th 8 C D L 7.0 W2X4 III W2X4 III 8-0-0 Rh=+/ -426 PLF OVER 8-0-0 ADJACENT SHEARWALL L— 3-1-10 I 13-10-14 J 17-0-8 Over 2 Supports R=719 W=5.5" R=753/-192 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/-/-/-/- Scale =.375" Ft. Sppaates Fabricators 851135 Middleton Street, Thermal CA —WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO X18 91 (HANDLING INSTALLIIIG AILD BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, N1 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. O�Q �l`/ L• y tC,p`i2 T C T C L L D L 20.0 1 0.0 P S F P S F R E F DATE 8 7 9 5 -64711 0 8 / 0 2 / 0 1 "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED th 8 C D L 7.0 PSF D R W CAUSR795 01214005 ALPINE PRODUCTS• INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE PITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS PITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN NO OO S B C L L O.O P S F CA -ENG GTP / G W H CONNECTORSI AREPMADESOF020G ATASTMMA653ER AGR 40GALAL V ANSTEELED PA RE% CE PTIA SI NOTEDND TPI A PPL YACONNEC TORS TO } * TOT. L D . 37.0 PSF S E Q N - 43543 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. lSj. C,VIL �P Q r1 ` OF D U R . FAC . 1.25 F R 0 M I V SPACING 2 4.0 " r r r r rr rr rr rr rr rr rr r r wr rr r rr rr rr nDMITTcn Dv T -ice men ( LV 1 L- I KAU 111 UIVa VILLAUt (PLAIN: 1) - I I U YLAI JIUO /-0 1)4 TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W7 2x6 SPF 1650f -1.5E: T 2-6-14 W3 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. n 2r, W2X4 III W2X4 III I 6-4-10 I 13-10-14 J 20-3-8 Over 2 Supports R-750 W=5.5" R=724 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI(STD)CA 4 Sppaates Fabricators 85435 Middleton Street, Thermal CA "WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR., SUITE 200, MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO PER FORM I PIG THESE FUNCTIONS. UNLESS OTHE RNI SE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. LQ W Q'O •�� T C T C L L D L 20. 10. 0 0 P S F P S F FROM "'IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC OL 7. 0 'P S F ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE•TRUSSES IN CONFORMANCE NITM TPI; OR FABRICATING, HANDLING, SNIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN N 00 5 B C L L 0.0 P S F Alpine Engineered Products, Inc. Sacramenl0, CA 95828 SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A•2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILOING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. * * �9 CIvll- �OF CAI -(¢ L7 T 0 T . L D . 37.0 P S F D U R .FAC . 1 . 2 5 SPACING 24. 0" 4-0-0 9-0-12 Scale =.375"/Ft. REF R795--54890 DATE 07/26/01 D R W CAUSR795 01207024 CA -ENG GTP/CWC SEQN - 11345 FROM IV �r r rr r r� r r rr rr rr r rr r rr rr �r r� rr r k1.V1L-Ir,AU111UIV3 VILLAUt IrLAIV: 1) - 111 Jrt1, rimm/rLAI TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Rt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 1.612' PROVIDE FOR COMPLETE DRAINAGE OF ROOF. W3X6 2-6-14 1 W5X7 A 10 PSF BC LIVE LOAD PER UBC. W2X4 III w15A/ = W5X7 = wcx4 III W3X4 (E3) L 6-0-8 I, 3-2-4 _1_ 11-8-4 J fE 20-11-0 Over 2 Supports R=772 W=5.5" R=702 W=5.5" (5D i 0-110-12 9-0-12 PLT TYP. Wave TPI -95 Design Criteria: TPI STD SppaateS Fabricators "WARNING`* TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND 85435 Middleton Street, Thenal CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING.AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200, MADISON, NI 53119). FOR SAFETY PRACTICES PRIOR TO ,7 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. —IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO NO (]� 5 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITHAPPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTE O. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-1. THE SEAL ON THIS DRAWING INDICATES, ACCEPTANCE OF PROFESSIONAL ENGINEERINGC)VI1. Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS q ¢r1�P Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ` OF C/tF� ANSI/TPI 1-1995 SECTION 2, CA/4 TC LL 20.0 PSF TC OL 10.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT AD . 37.0 PSF OUR.FAC. 1.25 SPACING 24.0" Scale=.25"/Ft. REF R795--54891 DATE 07/26/01 D R W CAUSR795 01207025 CA -ENG GTP/CWC SEQN - 11364 FROM IV rr rr r r rr r rr rr rr rr rr rr rr rr rr r rr r rr niDMTTTcn Dv TDuff ur0 (I.V1L-IKAU111UNJ VILLAUL (PLAN: 1) - lie W/Z)rtL torr UKAI% rw TOP CHORD 2x4 SPF 1650f -1.5E NT CHORD 2x4 SPF 1650f -1.5E :62 2x4 SPF 2100f -1.8E: WEBS 2x4 HF Std/Stud :W8 2x4 SPF #1/#2: :Rt Slider 2x6 SPF 1650f-1.5E:.BLOCK LENGTH = 2.948' :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: 10 PSF BC LIVE LOAD PER UBC. TRUSS TRANSFERS 110.53 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 4700# ** .i 1-0-0 T 0-10- V NEGATIVE REACTIONS) OF -1247# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. **DRAG** T�2 W5X6 W4X8(G1) III W2X4 III W5X4 W5X12 = W5X6 = 0-10-12 10-0-12 T�9 0 12 W3X6(E3) W2X10(E3) III 14-0-0 IE 13-7-12 �lE 8-2-4Rh=+/-336 PLF OVER 14-0-0 ADJACENT SHEARWALL L 21-3-2 I_ 21-3-2 _ 1 13-5-0 T 8-7-12 T 20-5-8 �= 42-6-4 Over 4 Supports —j R=451 W=5.5" R=993 W=5.5" R=2065/-1019 W=5.5" R=2135/-1247 W=5.5" Note:'All Plates Are W3X4 Except As Shown. PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/-/-/-/- Scale =.1875" Ft. Spates Fabricators 85-035 Middleton Street, Tbermal CA "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER, TO MIB 91 (HANDLING INSTALLING AND BRACING)9 1.. PUBLIO RSHED BY TPI (TRUSS PLATE IOR TO PERFORMING THESE DFUNCTIONS. UNLESS TOTHERWISE DINDICATED, TOP ICHORD FSHALL FHAVE ETY PPROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. _IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED O<,D W, L, GJ 9� y (SL T C L L T C D L BC DL 16.0 14.0 7.0 P S F PSF PSF R E F DATE DRW R 7 9 5--54892 07/26/01 CAUSR795 01207026 ALPINE PROD UCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING• HANDLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF No (NATIONAL DESIGN N 005 o-2 B C L L 0.0 PSF CA -ENG GTP / C W C CONNECT0RSI AREPMADESOFDBY 20GAT ASTHMA653AGIC NR40REST AND PA P GALY. STEELERE% CEPTI ASI NOTED TAP PLYACONNE CTORS TO O * TOT . L D. 37.0 P S F S E O N - 11445 Alpine Engineered Products,InC. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. civil_ �P OF CAL1F D U R . FAC. 1.25 FR0M I V SPACING 24.0" r �r r� r rr rr r� rr r� r� r� rr �r r■� rr rr rr rr r� ue% CIIDMITTCII OV TDIICC MCD (LV1L-IKAU111UNJ VILLAUL (PLAN: 1) - 113 W/JWtL JItY LAN[ LJ TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E :62 2x4 SPF 2100f -1.8E: WEBS 2x4 HF Std/Stud :W9 2x4 SPF #1/#2: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: :Rt Stubbed Wedge 2x8 DF -L #3: 0-10-12 V T (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W5X6 W2X4 W2X4 III W5X4= W5X12 = W5X6 W2X4 III W5X10(G1) III W3X8 (G1) III W3X4 = W3X4 1.0,0 —12'-7-12—-8-2-4 1 21-3-2 _I, 21-3-2 J fI 13-5-0 T 8-7-12 T 20-5-8 FE 42-6-4 Over 4.Supports --- =j I R=534 W=5.5" R=865 W=5.5" R=964 W=5.5" R=783 W=5.5" 0-10-12 _L 1,h l0-0-1 T9 -0-12i PLT TYP, Wave TPI -95 Design Criteria: TPI STD CA 4 Scale =.1875" Ft. Spates Fabricators 85-435 Middleton Street, Thermal CA - WARNING*` TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE 111 STITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CH ORO SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �D �/ y Q.0 H�� mil "Y'i y T C T C L L D L 16.0 14.0 P S F P S F R E F R DATE 7 9 5 5 4 8 9 3 07/26/01 '*IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE III STALLATION CONTRACTOR. ALPINE E14GINEERED B C D L 7.0 P S F D R W CAUSR795 01207027 ALPINE PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD TME TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN NU 0 B C L L 0.0 P S F CA -ENG GTP / C W C Alpine Engineered Products, Inc. Sacnallento, CA 95828 PINE CONNECTORS ARE MADESOFDBY 20GATHE ASTMMA653AGR40REST GALtl. STEEL EXCEPT AS NOTED. TAP PLY ACONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z: THE SEAL ON THIS ORAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHORN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPON S IBfLITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1-1995 SECTION 2, C 3 1 Q 1 * + `.1V1� 9pp CpL1Fd�a\P TOT . LD. 37.0 PSF S E Q N - 11435 O U R . FAC . 1 . 2 5 FROM I V SPACING 2 4.0 " M = M = = =='= = = = = mm = = = M r.." —.1 nnrn. '_' rn,_.— Tun i, n.nc o CIIDMTTTCn DV TDIICC MCD t I.V 1L-IRMU111VIVJ VILLMUC trLHIV: 1) - 114 W/JrCL aIrr URF1U f TOP CHORD 2x4 SPF 1650f -1.5E :T3, T4 2x4 SPF 2100f -1.8E: BOT CHORD 2x4 SPF 1650f -1.5E :132 2x4 SPF 2100f -1.8E: WEBS 2x4 HF Std/Stud :W4, W7, W9 2x4 SPF #1/#2: :Rt Slider 2x8 SP M-23: BLOCK LENGTH = 4.336' :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY (ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 8495# ** 0-10- V W6X8 NEGATIVE REACTIONS) OF -2573# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. CALCULATED HORIZONTAL DEFLECTION IS 0.26" DUE TO LIVE LOAD AND 0.05" DUE TO DEAD LOAD. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. **DRAG** (!fiµD W3X8(G1) III W 2 X 4 I'v— III W3X4 W5X4 W6X12 = `"'Ao = W3X4 W12X14 (E3) 1_O-01 W4X8 (E3) III 12-7-12 ,E 8-2-4� 21-3-2 _I_ 21-3-2 _I 13-5-0 T 8-7-12 T 20-5-8 42-6-4 Over 4 Supports J R=533 W=5.5" R=868 W=5.5" R=3304/-2204 W=5.5" 0-10-12 _L 10-0-12 9-0-12 R=3462/-2573 W=5.5" Rh=8495/-8495 PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD CA/4/-/-/-/-/- Scale =.1875" Ft. Spades Fabricators 85435 Middleton Street, Tllemlal CA "WARNING`* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO H18-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200. MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED 0%—D W. 7 lC `- G! Z T C L L TIC D L 16.0 1 4.0 P S F P S F R E F R 7 DATE 9 5 5 4 8 9 4 07/26/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. tt\ **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC OL 7.0 P S F D R W CAUSR795 01207051 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO No 5 005 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND CING OF TRUSSES. THIS DESIGN CONFORMS WITEST H APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN BRAin HHD E 2 B C L L 0. 0 P S F CA -ENG GTP / C W C CONNECTORSFICATSPEC( AREPMADESOFD2OGATASTMMA653AGR4ORGALV. EXCEPT( AS NOTED. TAP PLY ALP E CONNECTORS TO + A TOT . L D . 37.0 PSF S E Q N - 11479 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGtI SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. .A _/ civil_ \P C OF C.AUrc D U R . FAC. 1.25 F R 0 M I V SPACING 2 4 . 0 " (Tv11-TRAnTTTnNS vii I Arr IPI AN- 1) - TIF MnNn rANT 1' RM PVT RC 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W5 2x6 SPF 1650f -1.5E: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: 0-10-12 1 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W3X4 III W2X1O(G1) III W2X4 W3X4 4-6-4 10-0-12 � 9 0 12 X8 = - 1� 0 -OJ 13-10-8 Over 2 Supports J R=545 W=5.5" R=482 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/-/-/-/- Scale =.375" Ft. Sppaates Fabricators —WARNING`* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND T C L L 16.0 P S F R E F R 7 9 5--54895 85 435 Iviiddleton Street, Thermal CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON. N1 53719), FOR SAFETY PRACTICES PRIOR TO OBD W, t• (�` PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. y '9� T C D L 14.0 PSF DATE 07/26/01 `*IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED B C D L 7 PSF D R W CAUSR795 01207028 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO N 00 5 .0 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BC LL 0.0 PSF CA ENG GTP/CWC ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN 3 SPECIFICATION PUBLISHED BY TME AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS'ARE MADE OF 20GA ASTM A653 GR40 GALV..STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * * TOT . L D . 37.0 P S F S E O N - 11485 EACH FACE OF TRUSS, AND UNLESS 0TH ERNI SE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER D U R . FAC. 1 .25 FR0M I V Alpine Engineered Products, Inc. DRAWINGS 160 A-7. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ASj. �,`lVil„ �P Q C: �OF SPACING 24.0 " Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER CALt��f� ANSI/TPI 1-1995 SECTION 2. (LV1L-IKAUHIUNb V1LLAbt (FLAN: 1) - Ilb SNCL (SILF It.) MUNU LAM ) TOP CHORD 2x4 SPF 1650f -1.5E B -OT CHORD 2X4 SPF 1650f -1.5E WEBS 2X4 HF Std/Stud :W8 2x6 SPF 1650f -1.5E: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: RIGHT END VERTICAL NOT EXPOSED TO WIND. 0-10-12 RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND.PRESSURE. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W3X4 III W3X10 (G1) III W8 6-7-1 10-0-12 GX8= _T- 9-0-12 W 2 X 4 1L 0-0 I_ 5-9-8 I 8-1-0 ,l IE 13-10-8 Over 2 Supports J R=542 W=5.5" R=485 W=5.5" rtlb PLT TYP. Wave TPI -95 Design Criteria: TPI(STD)CA 4 Spales Fabricators 851135 Middleton Street, Thermal CA **WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO H18-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 563 D'ONOFRIO DR.. SUITE 200. MADISON, XI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PAVE LS, BOTTOM CHORD SHALL HAVE A PROPERLY ATRIGID CEILING. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED �Oy9 co 9` Ciy T C TC BC L L DL DL 1 6 . 14 . 7 . 0 P S F 0 P S F 0 P S F A L P I N E PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN N 8005 0- BC LL -0 . 0 P S F 7 SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ANO PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * C * T 0 T . L D . 37 . 0 P S F Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A 7. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN, THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILOfNG DESIGNER. PER ANSI/TPI 1-1995 SECTION 2. tSj. CiVll. \P Q �pF C�1Ppf� D U R .FAC . 1-. 2 5 SPACING 2 4.0 " Scale =.375"/Ft. REF R795--54870 DATE 07/26/01 D R W CAUSR795 01207002 CA -ENG GTP/CWC SEON - 11549 FROM IV r m mm m CIIDM1TTCn OV TD11CC MCD (I.V1L-IKAUlIIUNb VILLAUt (FLAN: 1) - I1/ artt, (Jltr 1L) muivu TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: RIGHT END VERTICAL NOT EXPOSED TO WIND. 0-10-12 r RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. DEFLECTION MEETS L/240.00 LIVE AND L%180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W2X4 III W4X10 (G1) III W3X4 =- 1— 1— 5-9-8 _I, ' 8-1-0 J QE 13-10-8 Over 2 Supports R=513 W=5.5" R=513 W=3.5" 7-7-1 9-0-12 PLT TYP. Wave TPI -95 Design Criteria: TPI STD Spates Fabricators **WARNING`* TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND 85-435 Middleton Street, Thermal CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE Qx'D W. H Q INSTITUTE. 583 D'ONOFRIO DR., SUITE 200, MADISON. WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *`IMPORTANT*` FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO NO. C 0 5 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SNIPPING, INSTALLING ANO Exp 8 0 002 A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NO(NATIONAL DESIGN SPECIFICATI DN PUBLISHED BY THE AMERICAN FOREST AIID PAPER ASSOCIATION) AND TPI. ALPINE 0 1 CONNECTORS ARE MADE OF 20GA ASTM A653 G 4 GALV. STEEL, EXCEPT AS NOTED, APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING C1V1%1 Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS 9 CA1 tFO�a`` Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER OF ANSI/TPI 1-1995 SECTION 2. CA/4 TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" TI 7 Scale =.375"/Ft. REF R795--54896 DATE 07/26/01 O R W CAUSR795 01207029 CA -ENG GTP/CWC SEQN - 11531 FROM IV MON mm M MMMM M M r MMM t I V 1 L- I K AU 111 UNJ VILLAUt trLHIV: 1) - Iio Ertl, tJltr 1L.) PH/1MU Din rn) TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W7 2x6 SPF 1650f -1.5E: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: RIGHT END VERTICAL NOT EXPOSED TO WIND. 0-10-12 _Y_ RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W3X4 III W4X10(G1) III W3X4 W7 m 1_ 5-9-8 1 8-1-0 J 13-10-8 Over 2 Supports J R=490 W=5.5" R=537 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD Spales Fabricators "WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND 85435 Middleton Street, Thermal CA BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHER WISE INDICATED, TOP CN ORO SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. —IMPORTANT FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING. INSTALLING AND A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS 0TMERWI SE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL EN GINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND'USE OF THIS Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2, 6-7-1 10-0-12 � 9-0-12 W, ti 4 CIVIL �P OF CALIFC10 CA/4 TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DLIR.FAC. 1.25 SPACING 24.0" Scale =.375"/Ft. REF R795--54869 DATE 07/26/01 D R W CAUSR795 01207001 CA -ENG GTP/CWC SEQN - 11547 FROM IV rr r r rr r� rr rs rr ■r . r M r M im r M M �r IIDMTTTrn DV TDIICC MCD (IVIL-IKAUIIIUNb VILLA(3t (FLAN: 1) - IIV JYtI. (Jltl I(,) JIUD KJ b1) ..— — ^"-'-1— ..1— 1—.-11` ...... 11-1 '" """""'"""'' --- -- - -- TOP CHORD 2x4 SPF 1650f -1.5E 2 Complete Trusses Required. BOT CHORD 2x4 SPF 1650f -1.5E :B2 2x8 SP M-23: WEBS 2x4 HF Std/Stud :W7 2x6 SPF 1650f -1.5E: NAILING SCHEDULE: (0.131x3.0_g_nails) :W10 2x4 SPF #1/#2: TOP CHORD: 1 ROW @ 12" O.C. :Lt Stubbed Wedge 2x8 DF -L #3: BOT CHORD: 1 ROW @ 7" o.c. WEBS 1 ROW @ 4" o.c. ADDITIONAL LOADING PER TRUSS FABRICATOR USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS --------------------------------------------------- IN EACH ROW TO AVOID SPLITTING. BC From 273 PLF at 14,08 to 273 PLF at 21.90 BC 395 LB Conc. Load at 13.56 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. 0-10-12 T W4X10 W04 W3X6 ' wLxb III 13-9-8 -1- 8-1-4 L— 5-9-8 _1_ 9-8-2 _I. 6-5-2 1-10-12 Over 2 Supports 4- . t 4-11-12 10-0-12 III +9-0-12 R=1341 W=5.5" R=2807 W=3.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD Spates Fabricators -WARNING- TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND �Q 85435 Middleton Street, Thermal CA BRACING, REFER TO HIB -91 (HANDLING 21NSTALLING AND BRACING), PUBLISHED BY TPI. (TRUSS PLATE d5/ oi- W. INSTITUTE, 583 O'ONOFRIO DR., SUITE 200• MADISON, XI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. *IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO N 800 5 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TP 1: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST A140 PAPER ASSOCIATIOU) AND TPI. ALPINE C 7 CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO f EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGII, POSITION CONNECTORS PER ,A DRAWINGS 160 A Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINFERING v� CIVI1, Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS QTS r1�P Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER C OF CAL(f� ANSI/TPI 1-1995 SECTION 2. CA/4 i 1-0-0 T TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR JAC . 1.25 SPACING 24.011 Scale=.25"/Ft. REF R795--64707 DATE 08/02/01 D R W CAUSR795 01214001 CA -ENG GTP/GWH SEQN -2363 FROM IV (LV1L-IKAU111UNS VILLAGt (FLAN: 1) - IZU JFtL (b1tF IL) JIUb KJ ) TOP CHORD 2x4 SPF 1650f -1.5E B4OT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W7, W10 2x4 SPF #1/#2: :Lt Stubbed Wedge 2x8 OF -L #3: i 0-10-12 T W5X10 W4X4 W3X4 ..--- DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W2X4 III 4- 4-11-12 10-0-12 III -7 -0-12 5-9-8 _I, 9-8-2 _I, 6-5-2 14-1-0 T 7-9-12 fE 21-10-12 Over 2 Supports 'I R=810 W=5.5" - R=810 W=3.5" 1-0=O .T T2o PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/-/-/-/- Scale =.25" Ft. Sates Fabricators 85A35iV110Q1etonStreet,TbennalCA **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 I (HANDLNG INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTTUTE. 583 DON0DR.. SU TE 200. MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMINGy THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 0%- W. t, -611 F.9 4'y ` 2 TC TC LL DL 16 14.0 .0 PSF PSF REF R795--64708 DATE 08/02/01 **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ALPINE ENGINEERED BC DL 7 PSF D R W CAUSR795 01214002 ALPINE PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FRON THIS DESIGN; AIIY FAILURE TO BUILD TME TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS OE SIGN CONFORMS NIT" APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN N 5 00 B C L L 0.0 .0 P S F CA -ENG GTP / G W H CONNECTORSSPECIFICATAR EON P MADESOFDZOGABY TASTMHE M A653AGR40R GALV. STEEL EXCEPT AS NOTED AND TPI. ALPINE YACONNECTORS TO * C 31 001 * T 0 T . L D . 37-.Q - PSF S E Q N - 2365 Alpine Engineered Products,I11C. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERNI SE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -t. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEER IIIG RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. C+VI� �P. Q� �F (,`gL.tFo`' D U R .FAC . 1 . 2 5 FROM I V SPACING 24 . 0 " r r r ■r `n = MM r. r __ _ _ _..-.. ... ... .... �,. ... �.. ��.... ..........r�� .......r .. n.nr o nrururr nucx C11QMITTrn DV TDIICC MCD II.V 1L-IKAUIIIUIVJ VILLALXt (rLAN: 1) - IZ1 Jrtt. (Jltr It.) 31 U0 KJ rw TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W7 2x4 SPF #1/#2: :Lt Stubbed Wedge 2x8 DF -L #3: i 0-10-12 T W5X10 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. 144X4 = W3X4 ; W1YA W 2 X 4 III (4 III 5-9-8 _I, 9-8-2 I_ 8-11-2 14-1-0 T 10-3-12 f� 24-4-12 Over 2 Supports J R-884 W=5.5" R=756 W=3.5" 4-1-12 10-0-12 9-0-12 Tib PLT TYP. Wave TPI -95 Design Criteria:.TPI STD CA/4/-/-/-/-/- Sppaates Fabricators . 8535 Middleton Street, Thermal CA "WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91(HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200. MADISON, W1 53719). FOR SAFETY PRACTICES PRIOR TOT PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �Q dS� OBD V�I (C y T C C L L D L 1 6.0 1 4.0 P S F P S F - 11566 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *;IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED Z th B C D L 7.0 P S F ' ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORNANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN N 005 B C L L 0.0 P S F SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI.. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * C * T 0 T . L D . 37.0 P S F Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGII, POSITION CONNECTORS PER DRAWINGS 160 A'2. THE SEAL OTHIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY So LILY FOR THE TNRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1'1995 SECTION 2. CIVIL. �P Q CIF Cgl►FC� D U R . FAC. 1.25 SPACING 2 4.011 I 1-0-0 T Scale=.25"/Ft. REF R795--54873 DATE 07/26/01 D R W CAUSR795 01207005 CA -ENG GTP/CWC SEQN - 11566 FROM IV M (4V1L-IKAU111UINJ VILLAUt krLAIV: 1) - ICL JILID Y TOP CHORD 2x4 SPF 1650f -1.5E DOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: 0-10-12 y .., �..., . �, ...�� ..., ...., .., ". .... .., Yom ........ .. .....-..---- DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X4 W5X10 (G1) III 100m.= R=688 W=5.5" 18-7-4 Over 2 Supports W3X4 =— 4 III R=688 R=688 W=5.5" T22 T 1-1-12 }13-0-12 PLT TYP. CA/4/-/-/-/-/- Scale =.375" Ft. Wave TPI -95 Design Criteria: TPI STD Spades Fabricators 85435 Middleton Street, Thermal CA `*WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE LD W t. tt �Ln TC LL 16.0 PSF R E F R795--54874 INSTITUTE, $B3 D'ONOFRIO DR.. SUITE 200. MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESEFUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED Q`O (7 n+r TC DL 14.0 PSF ' DATE 07/26/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. —IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE'INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7-.0 PSF D R W CAUSR795 01207006 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO N 8005 BUILD 7HE TRUSSES IN CONFORMANCE Nf TH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALL LlAND 8 L L 0.0 P S F CA -ENG G T P /CWC ALPINE BRAC114G OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN N SPECIFIC TIO PUBLISHED BY THE AMERICAN 'FORE ST AND PAPER ASSOCIATION) AND TPI. ALPINE 0 CONNECTORS ARE MACE OF 20GA ASTM A653 GR40 GAL V. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO } ,� T 0 T . L D . 3 7.0 PSF S E 0 N - 11588 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR TIE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI7TP1 1-1995 SECTION 2. tjj- C+vI� gyp. 9 a �OF()gLtF�� D U R .FAC . 1 . 2 5. F R 0 M. I V SPACING 2 A rl " r �r r r rr m rw m m wo m r Mon r r on m m CHDMTTTCn DV TD11CC MCD (6V1L-111AU111UNV) VILLAUL (PLAIN: 1) - ILS TOP CHORD 2x4 SPF 1650f -1.5E BAT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: :Rt Stubbed Wedge 2x6 SPF 1650f -1.5E: 0-10-12 r W5X10 (G1) III .., ,..,., , ,. �, ..,.�.. . ...... ..... .. ... ". .,., .., Yom.,,,.,.. ,. ., .......... .,..- ---.._ DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X4 W2X4 W 2 X 4 4 F-- 4 0-10-12 _V _A,-13 0-12 W3X7 W5X1O(G1) III I 9-8-2 I 9-8-2 J 19-4-4 Over 2 Supports R=716 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD Spaces Fabricators "WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND 85435 Middleton Street, Thermal CA BRACING. REFER TO HIS -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON. NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESEFUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CH ORO SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, C-7INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE NI TH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV, STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERN ISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-7. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. W q� CAVIL ,�l��P Op CAA -%f R=716 W=5.5" CA/4 TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.011 Scale =.375"/Ft. REF R795--54875 DATE 07/26/01 D R W CAUSR795 01207007 CA -ENG GTP/CWC SEON - 11582 FROM IV �r �r �r �r �r �r ■r' r �r ri r� res r rNr r r.r � ri CIIDMITTCn DV TDIICC MED (I.V1L-IKAU111M) VILLAUt (FLAN: 1) - IZ4 UKAU I -W TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 2.568' :Rt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 2.568' DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. NEGATIVE REACTION(S) OF -321# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. CALCULATED HORIZONTAL DEFLECTION IS 0.29" DUE TO LIVE LOAD AND 0.14" DUE TO DEAD LOAD. 10 PSF BC LIVE LOAD PER UBC. TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> **.THE MAXIMUM HORIZONTAL REACTION IS 3888# ** 0-10-12 y W1OX10 (E3) W2X10(E3) III W4X4 = **DRAG*fir T24 4r— 4 W3X4 W3X4 0-10-12 V Az, 13-0-12 W2X4 ii W2X4 �O W3X4 (E3) - W2X10(E3) III I 9-8-2 I 9-8-2 J IE 19-4-4 Over 2 Supports J R=1134/-322 W=5.5" Rh=3888/-3888 R=1134/-322 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/-/-/-/- Scale =.375" Ft. Spates Fabricators 85435 Middletqn Street, Thermal CA **WARNING"* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND INSTITUTE,RS583 DoONOFRIOF 18-91 DRHANSUITE NG 200TAMADISOyHDWBRAG53719) IIGI PUBORSSAfEIY PR ACTICESUPRIORATO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ""IMPORTANT"* FURNISH A COPY.OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED �0% w �� r/! �` TC TC BC LL DL DL 16 .0 14 7 PSF . 0 P S F PSF R E F DATE D R W R795--64709 08/02/01 CAUSR795 01214003 ALPINE PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DE SIGN N CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN O Q BC LL 0.0 .0 PSF CA -ENG GTP / G W H CONNECTORS SPECIFICATION EXCEPTI ASI NOTED NAND TAPPL YALPINE ARE PMADESOFDBY 20GATASTMHE MA653AGR40FOR GALV. STEELEST AND PAPER CONNECTORS TO * C t 3 1 ZOO I TOT . LD. 3 7. 0 PSF S E Q N - 2 3 7 1 AlpinSacramento, Products,Inc. EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN , POSITION CO"HECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSICOMPONENIILIT F0RYANYYLEL PARTICULARFOR S0UILDITR USSNGOISOTHETRESPONSIBISHOWN, LITY OF THE BUILDINGIDESIGNEft. ER THIS ANSI/TPI 1-1995 SECTION 2. .A _/ CIVIL- \P 9 OF CAUV; OUR .FAC. 1.25 FR0M I V SPACING 24.0" ar �r �r r r� r► r r �r r �r ter' r r� r� r r r� r (LV1L-IKAU111UI4D. VILLAGt (FLAN: 1) - ILS UKALX rW TOP CHORD 2x4 SPF 1650f -1.5E BAT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W4, W5 2x4 SPF #1/#2: DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. NEGATIVE REACTION(S) OF -985# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. 10 PSF BC LIVE LOAD PER UBC. TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. «.<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 3558# ** W5X4(R) 4-1-9 W5X4 = W3X6 III W3X6 III 1. 8-10-12 I 8-10-12 J fE 17-9-8 Over 2 Supports J R=1733/-986 W=5.5" **DRAG** C-MD- R=1733/-986 W=5.5" Rh=3558/-3558 PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD CA/4/-/-/-/-/- • Scale =.375" Ft. Spates Fabricators 85435 Mi dleton Street Thermal CA "WARNING`* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR., SUITE 200. MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED 0) w t� �O •7 TC TC L L D L 16 14 . 0 .0 PSF PSF R E F DATE R795--54877 07/26/ 0 1 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED B C D L 7 P S F O R W CAUSR795 01207008 A L P I N E Alpine Engineered Products, Inc. Sacramento, CA 95828 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL ,• EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A.7. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN . THE SUITABILITY AND USE OF THIS CROS; ONEENTI FOR AN -1995 SEPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING OE SIGNER, PER 2. No C t 31 2001 t * ,A `.'VI� 9 OCTION F tiEI1t-.(frO� B C TOT L L . L D . 0.0 37 .0 .0 P S F P S F CA -ENG S E O N GTP - 11629 / C W C O U R . FAC. 1.25 FR0M I V SPACING '24.0" man r m r r r m r r r r rs r .■� r �.. .. (IV1L-IKAU111UNb VILLAlat (FLAN: 1) - IZb HIGH HttL TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W4, W5 2x4 SPF #1/#2: 10 PSF BC LIVE LOAD PER UBC. 4-1-9 W3 ) inia u,ru n�rnnw n i ir�i u. ,,., ... Lw..w � u,.,�,....-•. TRUSSES TO BE SPACED AT 30.8" OC MAXIMUM. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. W04 W2X4 III .R=843 W=5.5" -16-12 17-9-8 Over 2 Supports 8-10- W2X4 III R=843 W=5.5" CK) PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC CA 4 . R - Scale =.375" Ft. Spates Fabricators 85 35 Middleton Street Thermal CA ""NARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND TNSTITUTE,REFER PRIORPLATE SUITE 200. MADISON. AND WI 53719). FORSSAFETY PRACTICES(TRUSS 583 D ONOFRIO DR., (HANDLING TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. E�OLD W. P "D� �^Y TC LL TC DL 16.0 14.0 P S F P S F R E F R795--69716 DATE 10/1 1 / 01 " IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF D R W CAUSR795 01284027 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO No. 5 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS XITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN E 3 BC LL 0.0 P S F CA -ENG GTP/CWC ' ISDTMARIITA CONNECTORSARE PMADE OF20GAASTM A653GR40GALV. STEEL, EXCEPT ASNOTED. APPLYCONNECTORS TO C t 3 1 2 O * TOT . LD. 37.0 P S F S E O N - 19514 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACHFACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A - Z. THE SEAL 011 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. `{� -/� CIVIL �p Q� a op CAL(f� D U R . FAC. 1.25 FR0M I V SPACING 3 0.8 s mom M M i r m r M'M -M M, r M on M M (T.V1L-TRADITIONS VILLAGE (PLAN: 1) - T27 HIGH HEEL w/PKT LS STEP U) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF 1650f -1.5E BAT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 SPF #1/#2 :W1 2x6 SPF 1650f -1.5E: :W2, W7, W9, W10 2x4 HF Std/Stud: W3 W1 5-0-1 W4X8 W5X7 = W2X4 Iii I,IQVn (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE. AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. 4� W08 = W2X4 III W3X4 = W3X7 W2X4 III 8-10-12 _I_ 8-10-12 12-11-12 T 4-9-12 I� 17-9-8 Over 2 Supports R-681 W=5.5" R=635 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA 4 Scale =.25" Ft. Spaces Fabricators 85435 Middleton Street, Thermal CA �`NARNING`• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO OR.. SUITE 200. MADISON, N[ 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *'IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED Q�.� W. ti ?h �� y LU TC T C BC LL D L D L 16.0 1 4.0 7.0 P S F P S F PSF R E F R795--54879 DATE 07/26/01 D R W CAUSR795 01207010 PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO NO 00 5 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN P' p B C ILL 0. 0 P S F C A -ENG GTP C W C 7 SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2OGA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO Q * T 0 T . L D . 37.0 PSF S E O N - 11641 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A 2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI7TP1 1-1995 SECTION 2. ,n _/` C��/1�. \P 9TF C)p C�At-tF� D U R . FAC. 1.25. F R OM IV SPACING 24 .0 " (TV11--TRADITIONS VILLAGE (PLAN: 1) - T28 HIGH HEEL w/PKT LS FW TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W1 2x6 SPF 1650f -1.5E: :W5, W6, W7 2x4 SPF #1/#2: 10 PSF BC LIVE LOAD PER UBC. W3; W1 5-0-1 W4X8 W2X4 III W4X4= THIS DWG PREPARED FROM CUMPUILR INPUI (LUAUS 5 UIMLNJIUND) JUDN111CU 0f IMUJa 11rM. RIGHT END VERTICAL MAY NOT BE EXPOSED TO WIND PRESSURE. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W2X4 III 8-10-12 I 6-5-12 _1 15-4-8 Over 2 Supports J R=592 W=5.5" R=546 W=5.5" 6-5-4 10-0-12 -T 8 4 PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/-/-/-/- Scale =.375" Ft. SpatesFabricators 85A35 Middleton Street, Thermal CA "WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AMD BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOTRIO DR., SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. y� TC LL T C D L 16.0 1 4 . D PSF PSF REF R795--54880 DATE 07126101 *'IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL .7.0 PSF DRW CAUSR795 01207011 ALPINE PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRASPECING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF No (NATIONAL DESIGN N 800 5 0. B C L L 0.0 P S F C A -ENG GTP/CWC A SS CON HECTOR SAT I ARE PMADESOFD20G ATASTMMA653AGR 40RG ALV ANSTEELER EXCEPTOC ASINOTEDND TAPPLYACONNECTORS TO t * TOT . L D . 3 7.0 PSF S E O N - 11663 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE' OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OE SIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PE0. ANSI/TPI 1-1995 SECTION 2. CIVIC P civil_ D U R .FAC . 1.25 F R Om IV SPACING 24.0" ( LV 1 L- I MAUI I I VNZ, VILLAUC (rLAIV: 1) - I.L`J JrCI. r1I L.r/rLAI rw TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W9 2x4 SPF #1/#2: :W10 2x6 SPF 1650f -1.5E: :Rt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 1.612' (B) IN LIEU OF RIGID SHEATHING, TOP CHORD TO BE BRACED BY PROPERLY ATTACHED PURLINS @ 24.00" OC. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. W5X7 W2X4 III 4 r W4X8 W3X6 = 0.25 T 2-6-14 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. �Z 9 W3X4 ; W3X4 4 W10 W2X4 6X10(R) /// 2-10-12 Nit W2X10(E3) III 17 0-1100-12 9-0-12 W2X4 III W3X7 = W5X7 = W2X4 III 0-7-8 W3X4 (E3) 1, 6-0-8 _1_ 3-2-4 1_ 11-8-4 _1 20-11-0 Over 2 Supports - J R=772 W=5.5" R=702 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD CA/4/-/-/-/-/- Scale =.25" Ft. Spates Fabricators 85-035 Middleton Street, Thermal CA **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND PRIORPLATE TNSTITUTE,RAC G RE583 DFER OONOFRIO ORHAIISUITE 200DLING TAMADISONAND WTRAC53719) PUFORSSAFETY PRACTICES(TRUSS TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �O�D W �� Fy '9�,�y TC T C LL D L 20.0 1 0.0 P S F PSF R E F DATE R795--64710 08/02/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. (S� **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED itt BC DL 7.0 P S F D R W CAUSR795 01214004 ALPINE PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE NI TN TP 1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS HIT APPLICABLE PROVISIONS OF NDS (NATIL DESIGN N 8005 x 0- p BC LL 0.0 PSF CA ENG _ GTP/GWH PONAL CONNECTOR SCATI AREPMADESOF.D20GAT ASTMMA653AGR40REST G ALV AHSTE STEEL, E ACE PTIASINOTEDND TA PPL YAC ON HECTORS TO * 0 * TOT. L D . 37.0 PSF S E O N - 2357 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESSOTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1-1995 SECTION 2. clvl%- 9 �+ OF CAL%f- OUR . FAC . 1.25 FR0M I V SPACING 24. 0 " r ar r r r r r r r r r +�■� � r r� r r r (LV1L-TRAUIIIUNS VILLAGL (PLAN: 1) - 13U URAL FW ) TOP CHORD 2x4 SPF 1650f -1.5E B'OT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 2.807' :Rt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 2.807' TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> i 0-10-12 T W12X W4X4 Inizo uwu rRLr RLU rnuri iir otLn nr U Lwnw a U1—III NEGATIVE REACTIONS) OF -415# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. ** THE MAXIMUM HORIZONTAL REACTION IS 5316# ** **DRAG** T3 U W4X8 (E3) III 13-3- R=1529/-416 W=5.5" Rh=5317/-5317 26-6-0 Over 2 Supports 13-3- W4X8 (E3) III 0-1T0-12 �8 0 12 R=1529/-416 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC CA/4/-/-/-/-/- Scale =.25" Ft. Sppaates Fabricators 85435 MiddletonSlreet,ThermalCA " WARNING• TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND NG BNSTITUTE,RE583 D FER ONOFR90 DRHANSUITE 200TAMADISONNDWBRAC53719) PUBLISHED ORSAETY PRACTICESUSS PRIORATE TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED t �O�D W. y� q� TC T C LL D L 16.0 14.0 PSF PSF REF R795 69278 DATE 10/11/01 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEl LING. ' —IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO jp N 00 5 BC DL 7.0 PSF D R W CAUSR795 01284073 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TP1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN P B yp p B C L L 0.0 P S F C A -ENG GTP / G W H SPECIFICATION PUBLISHED BY THE AMEBIC AIN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * TOT . L D . 37.0 P S F S EON - 19336 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHER NI SE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. CIVI1L \P 9TF O OF CALM D U R . FAC . 1.25 FR0M I V SPACING 2 4.0 " (LV1L-IKAU111W) VILLAbt (FLAN: 1) - 131 (.ANI 1'Z 1/Z LJ J TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W1 2x4 SPF 1650f -1.5E: :Lt Stubbed Wedge 2x6 SPF 1650f -1..5E: :Rt Stubbed Wedge 2x8 DF -L #3: 10 PSF BC LIVE LOAD PER UBC. *** THIS TRUSS IS NOT SYMMETRIC -- INSTALL AS SHOWN *** W4X4 = DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. T31 IITTTrn DV Toncc uro W3X4 W2X4 i 4 r 4 0-10-12 W1lu 0 0 12 8-0-12 T T W2X1O(G1) III W5X4- W3X4= W6X10(G1 III W 2 X 4 LZ -j R=1042 W=5.5" 13-3-0 _I_ 13-3- 6-6-0 Over 2 Supports j R=919 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC CA/4/-/-/-/-/- Scale =.25" Ft. Spates Fabricators 85435 Middleton Street, Thermal CA "WARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HJB-91 (HANDLING INSTALLING AILD BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO OR., SUITE 200, MADISON. NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT* FURNISH A COPY OF THIS DESIGN TO THE IN STALL AT IDH CONTRACTOR. ALPINE ENG114EERED 0%.0 W. y s' C3jy� y T C T C B C L L D L D L 16 . 1 4. 7 0 P S F 0 PSF PSF R E F R795--6§279 DATE 10/11/01 D R W CAUSR795 01284074 PRODUCTS, ,INC. SHALL NOT BE RESPONSIBLE FOR AMY DEVIATION FROM THIS DESIGN; ANY FAILURE TO A No. 8 0 5 .0 A L P I N E BUILD THE TRUSSES IN CONFORMANCE NI TN TP1; OR FABRICATING, -HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN COM FORKS WITH APPLICABLE PROVISIONS OF N(NATIONAL DESIGN EM . 00 B C L L 0.0 P S F CA -ENG GTP / G W H P 1.DS CONNECTOR SI AREPMADESOFDBY 20G AT ASTNIIA653AGR40REST GALV AMSTEELER E%CEPTI ASNITED TAPPLY ACONNECTORS TO f * TOT. L D. 37 .0 P S F S E Q N - 19342 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. lSj. 9TF CIVIL \P 0.� �F CAtIFV D U R . FAC . 1 . 2 5 FROM I V S P A C I N G 2 4.0 " M r w r====" M M S= M= r M r M _..... ...._ ...........�.. �...... ..........tom.. ,....,.� „.....� o .....�.�c.�..c. cuaurrrrn uv roncc uro (LV1L-IKAU111UNS VILLAbt (FLAN: 1) - 13Z (,ANI l 4"11Z LJ UKAU TOP CHORD 2x4 SPF 1650f1 -1,5E :T2 2x4 SPF 2100f -1.8E: BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W1 2x4 SPF 1650f -1.5E: :Rt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 1.807' :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at' 0.00 to 60 PLF at 21.05 TC From 217 PLF at 21.05 to 217 PLF at 26.50 BC From 14 PLF at 0.00 to 14 PLF at 26.50 I*** THIS TRUSS IS NOT SYMMETRIC -- INSTALL AS SHOWN *** 1 0-10-12 T W2X10 (G1) III W2X4 W4X4 = DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. TRUSS TRANSFERS 56.60 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 1502# ** W5X4= W3A5= W10X10 (E3) 0-1100-12 �8-0-12 W2X10 (E3) III 11E2 al 1, 13-3-0 _I_ 13-3-0 J �E 26-6-0 Over 2 Supports _ J R=1136 W=5.5" R=1681 W=5.5" Rh=1502/-1502 PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC CA/4/-/-/-/-/- Scale =.25" Ft. SteS Ff16rICnZO(S 85435 Middleton Street, Thennal CA —WARNING`* TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPf (TRUSS PLATE INSTITUTE, 583 O'ONOFRIO DR., SUITE 200, MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED 0% w y `,9 y 2� TC T C BC LL D L DL 16 14.0 7.0 . 0 PSF P S F PSF REF R795--69280 DATE 10/11/01 DRW CAUSR795 01284075 ALPINE PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS OE SIGN CONFORMS WITH APPLICABLE PROtlISIONS OF NOS (NATIONAL DESIGN NO 58 0 5 E 8 C L L 0.0 PSF C A -ENG GTP / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOR AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * C * TOT. LID. 37.0 P S F S E O N - 19358 Alpine Engineered Products, Inc. $8CI'Znnell'o, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. S'j, civil_ ` OF CALIF" OUR . FAC . 1.25 FR0M I V SPACING 24. 0 " M= w M M==== M M M= M= M r r M _..-_ ....� __-.. . ... ...... ..........ten.. ... n... .. ... ,.n n n..�r Mf lDuf� CIIDMYTTCII DV TDIICC MCD (IV1L-IKAU111UNb V1LLA5t (FLAN: 1) - ISS JFtI, LANI 1 Z 1/C LJ t11uM) TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: SPECIAL LOADS ------(LUMBER OUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at 0,00 to 60 PLF at 16.83. TC From 217 PLF at 16.83 to 217 PLF at 26.50 BC From 14 PLF at 0.00 to 14 PLF at 26.50 10 PSF BC LIVE LOAD PER UBC W7X6 2 Complete Trusses Required -�-- NAILING SCHEDULE: (0.131x3.0_g_nalls) TOP CHORD: 1 ROW @ 11" o.c. BOT CHORD: 1 ROW @ 12" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN R014S AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. (B) IN LIEU OF RIGID SHEATHING, TOP CHORD TO BE BRACED BY PROPERLY ATTACHED PURLINS @ 24.00" OC. T33 W3X4 W2X4 III 4 r W4X8 = W3X4 = W5X4 = T 3-5-9 0-10-12 -T 8-0-12 W2X10 (G1) III W5X4 = W3X4 = W3X4 = W5X4 = II9VA III W2X4 1I 2 8 L_ 13-3-0 I 3-7-0 I 9-8-0 J 1 26-6-0 Over 2 Supports =j R=1338 W=5.5" R=2144 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC A 4 - CA/4/-/-/-/-/- Spaces Fabricators S 85-035 Middleton Street, Thennal CA —WARNING`* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR., SUITE 200, MADISON, NI 53)19), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. OV -0 W, kc, y y�,9� 2 T C T C L L D L 1610 14:.0 P S F P S F IV **IMPORTANT,- FURNISH A COPY OF THIS DESIGN TO THE IfISTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 P S F ALPINE PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN O 00 B C L L 0.0 P S F SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * T 0 T .1-0. 3 7.0 P S F Alpine Engineered Products, Inc. SBCianlento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERIRG RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. tSj. CiVI� ¢ �P Q r1 �F (`q►.1F0 D U R . FAC . 1.25 SPACING 2 4 . 0 " Scale=.25"/Ft. REF R795--69266 DATE 10/11/01 D R W CAUSR795 01284061 CA -ENG GTP/GWH SEQN - 19421 FROM IV rr r rr r rr rr rr r rr r rr rr rr rr r� rr rr r rr (I.V1L-IKAU111UN) V1LLAUt (FLAN: 1) - 134 JFtL LANI 1"Z"11Z LJ NIU M) TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W1 2x4 -SPF 1650f -1.5E: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: (B) IN LIEU OF RIGID SHEATHING, TOP CHORD TO BE BRACED BY PROPERLY ATTACHED PURLINS @ 24.00" OC. W7X6 DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. � 0-10-12 W1 lyz 1,1z I -L� IR I LF- W2X10 (G1) III W5X4 = W3X4 = W3X4 = W3X6 = W2X4 III W 2 X 4 I 13-3-0 I 3-7-0 I 9-8-0 I. fE 26-6-0 Over 2 Supports J R=1043 W=5.5" R=920 W=5.5" �t'34 T 3-6-9 8-0-12 PLT TYP. Wave TPI -95 Design Criteria: .TPI STD UBC CA 4 Scale =.25" Ft. Spates Fabricators 85.435 Middleton Street, Thermal CA —WARNING**. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HI8-91 (HANOLIIIG INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'O11 FRIO OR., SUITE 200. MADISON, M1 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESEFUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �fl V(/ �O •7 y T C TC L L DL 1 6. 14 0 `P S F .0 P S F R E F R 7 DATE 9 5-69267 10/11/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "*IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7 .0 PSF D R W CAUSR795 01284062 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BU[LD THE TRUSSES [N CONFORMANCE MITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN NO 5 O 8 3 2 B C L L 0.0 P S F CA -ENG GTP / G W H 7ALPINE SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * T 0 T . L D . 3 7 .0 P S F S EON - 19419 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-7. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERINGC�VIt. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER` ANSI/TPI 1.1995 SECTION 2. �P q OF C/tFO� D U R .FAC . 1 .25 F R 0 M I V SPACING 24. 0 r rr �r r rr rr rr r rr rr rr rr rr rr rr rr rr rr rr (TV 11 -TP AnTTMNC 1/TI I ArF FPI AN - 11 - Tzc cPFr rANT 1 -2"1 /9 I c HTr,HI THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF 1650f -1.5E BAT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W1 2x4 SPF 1650f -1.5E: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. (B) IN LIEU OF RIGID SHEATHING, TOP CHORD TO BE BRACED BY PROPERLY ATTACHED.PURLINS @ 24.00" OC. 0-10-12 T W2X10(G1) III W2X4 W7X6 1�8 W5X4 = w.5A4 = w3A4 = w'DAD = W2X4 III I 13-3-0 I 3-7-0 I 9-8-0 _1 26-6-0 Over 2 Supports R=1043 W=5.5" R=920 W=5.5" T35 T 3-7-9 8-0-12 PLT TYP. Wave TPI 95 Design Criteria: TPI STD UBC CA/4/-/-/-/-/- Scale =.25" Ft. Spates Fabricators 85.435 Middleton Street, Thermal CA "WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI' (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200. MADISON, M1 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. L0 w y �� 9 Z� TC LL T C D L 16 .0 14 P S F .0 P S F ' R E F DATE R 7 9 5 69268 10/11/01 **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7 'PSF D R W CAUSR795 01284063 ALPINE PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN N B C L L 0.0, .0 PSF CA -ENG GTP / G W H Alpine Engineered Products, Inc. Sacramento, CA 95828 SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TP 1. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. 'APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A 2. THE SEAL ON THIS DRAWING INOICATES ACCEPTANCE OF PROFESSIONAL EN GI NEER 1NG RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS TME RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. 2001 * c 1 * L•1V11. `P 9�OF CgL1FC TOT .1-0. 3 7 .0 P S F S E Q N - 19441 D U R . FAC. 1.25 FROM I V SPACING 2 4.0 " M = = = M = i = = i =11 = M M = = = = ! (LVIL-IKAUIIIUNJ VILLAUt (PLAN: 1) - 130 JYtt, (.ANI I e 1/4 LJ NIUrl TOP CHORD 2x4 SPF 1650f -1.5E :T1 2x4 SPF 2100f -1.8E: BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :141, W7, W10 2x4 SPF #1/#2: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 124 PLF at 0.00 to 124 PLF at 26.50 BC From 14 PLF at 0.00 to 14 PLF at 26.50 (B) IN LIEU OF RIGID SHEATHING, TOP CHORD TO BE BRACED BY PROPERLY ATTACHED PURLINS @ 24.00" OC. i 0-10-12 T W4X10(G1) III W 3 X 5 W6X8 (R) III (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W`JX4 - W4A4 (K) III W.5AO - W:) AD — W2X4 III 1I Z -B I_ 13-3-0 I, 3-7-0 _I, 9-8-0 _I 6-6-0 Over 2 Supports R=1946 W=5.5" R=1717 W=5.5" (a_-D�6 T ' 3-8-2 8-0-12 PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC CA 4 - Scale =.25" Ft. S tes Fabricators 85435 Middleton Street, Thermal CA **WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200. MADISON, MI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ,o Q6/�O�D W. [*n y 1 (3 ('ft\ T C TC L L DL 1 6. 14.0 0 P S F PSF R E F R795--69269 DATE 10/11/01 *'IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED m BC DL 7.0 PSF D R W CAUSR795 01284064 4ALPINE PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY OEY IATIOH FR ON THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TP 1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND PROtlISIONS OF NDS INA TIL DESIGII BRACING OF TRUSSES. THIS DESIGN CONFORNS NIT" AEST O Q B C ILL 0.0 P S F C A -ENG GTP / G W H AN.PPLICABLE PONAL IC N INE CON N ECTOR SSPEC I ARE MADESOFD 20GABY TASTMMA653AGR40R GALV. STE E LE0. E X CEPTI As NOTEDND T ADPL YACONNECTORS TO * C t 31 2001 * TOT . L D. 37.0 PSF S E Q N - 19463 Alpine Engineered Products, Inc. Sacramento, CA 95828 ' EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF TM IS ' COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. Sj, QT C CIV%%- �P OF CAL%rc D U R .FAC . 1.25 FR0M IV SPACING 2 4 . 0 r = = = m m 111nMTTTCD DV TDIICC MCD (I.VIL-IKAUIIIW) VILLA(it (YL AN: 1) - 13/ Z)rtL W/111Ur1 HttL LJ Z) IUD TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud PROVIDE FOR COMPLETE DRAINAGE OF ROOF. TOP CHORDS SECTIONS WITH PITCH LESS THAN 4/12 ARE DESIGNED FOR 20 PSF LIVE LOAD. 2-9-0 W2X DEFLECTION MEETS L1240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W5X7 W3X4 = W2X4 III 7-1-0 I 3-7-0 I 6-5-0 J ��— 17-1-0 Over 2 Supports J R=632 W=5.5" R=632 W=5.5" T 2-2-1 9-0-12 PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC CA 4 Spaces Fabricators 85-435 Middleton Street, nennal CA `WARNING'* TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR.. SUITE 200. MADISON, N1 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STCTUR AL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATRIGID CEILING. oi- W. t, C�` y le Z R{ T C L L TC DL 1 6 .0 14 .0 P S F P S F SEQN " IMROPORTANT'• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED FROM BC OL 7 P S F A L P I N E PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TP 1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN No C �0 5 E 0 20 BC LL .0 0.0 P S F SPECIE KATION PUBLISHED BY THE AMERICAN FOREST ANDPAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO t C * T 0 T . L D . 37.0 P S F Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF•TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A - Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. CIVI1. 9 �� ��F CA:(E� D U R . FAC. 1 . 25 SPACING 2 4.0 Scale =.375"/Ft. REF R795--69281 DATE 10/11/01 D R W CAUSR795 01284076 CA ENG GTP/GWH SEQN - 18190 FROM IV i i i i i i i i i i i i i i i i •i i i (4V1L-IKAU111M) V1LLAbt (FLAN: 1) - 14d JYtt, W/H1bH HU L LJ (YAKI) TOP CHORD 2x4 SPF 1650f -1.5E BAT CHOU 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Rt Stubbed Wedge 2x6 SPF 1650f -1.5E: PROVIDE FOR COMPLETE•DRAINAGE OF ROOF. T 2-9-0 W2X W3 W5X7 = 1.l A v 1 n — i n,FIX L-1— Invn 1. 11V I- ,n�Lwnva u .........., ......,,......�.. ... ......... ... ... DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. - 10 PSF BC LIVE LOAD PER UBC. TOP CHORDS SECTIONS WITH PITCH LESS THAN 4/12 ARE DESIGNED FOR 20 PSF LIVE LOAD. I 7-1-0 I 3-7-0 1 10-3-0 J 20-11-0 Over 2 Supports J R=774 W=5.5" R=774 W=5.5" T38 A 0" i 0-10-12 9-0-12 7 + PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC CA 4 Scale =.3125" Ft. Sppaates Fabricators 8535 Middleton Street, Thermal CA "WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BNSTITUTE,REFER 583 DOONOFRIO 00.HANSUITE 200NG ?AMADISON�lD/1BRAC53719),PUFORSSADFETY PRACTICESTPI UPRIORSS ATO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Q`TE Q�D W � �y ?G! �� �y tJ TC T C LL D L 16.0 1 4.0 PSF P S F R E F DATE R795--69270 10/11/01 "IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF DRW CAUSR795 01284067 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO N 00 5 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TP1; OR FABRICATING, HANDLING, SNIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN B C L L 0.0 P S F CA -ENG GTP / G W H CONNECTORS AREPMADE SOFD20GABY TASTMHE NA653AGR40REST AND PAPER GALV. STEEL. EXCEPT AS NOTED. TP[. 1 YACONNECTORS TO >t C D D * TOT . LD. 37.0 PSF S E Q N - 18192 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACHFACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 1995 SECTION 2. �(� �/� C,�VI� �P Q C+ �F CALIF � D U R .FAC . 1.2 5 F R 0 M I V SPACING 24. 0 '� k I.V 1L-IKAUIIIVIVJ VILLAUC tr LAIV: 1) - IJ7 I -MVV UMMU rVV TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E 'WEBS 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 1350# ** 0-10-12 V W5X1O(G1) III (U=-428) W2X4 III 4 r— 3-1-12 13 8-0-12 W2X4 III �-6-9-0 Over Continuous Support R=109 PLF W=6-9-0 Rh -+/-200 PLF OVER FULL LENGTH ADJACENT SHEARWALL DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. (U) -# UPLIFT CONNECTION REQUIRED. **DRAG** PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC CA/4/-/-/-/-/- Scale =.375" Ft. Spaces Fabricators 85-035 Middleton Street, Thermal CA — WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BN STITUTE,REFER 583 D ONOF-91 FRIO R. SUITE 200NG ?ALL MADISON'IDW1 AC53719).POFOR$SADBY TPI FETY PRACTICESUSS PRIORATE TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �O0D w �� F �� T C TC L L DL 16.0 1 4 P S F ..0 P S F R E F R795--69271 DATE 10/11/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ' —IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED in BC DL 7 PSF D R W CAUSR795 01284079 PRODUCTS, INC; SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO No. 5 00 5 .0 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND BRACING OF TR US$E S. THIS DESIGN ON HITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN E .i 2 p B C L L 0.0 P S F C A -ENG GTP / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTONS TO t * T 0 T . L D . 37. 0 PSF S E Q N - 19491 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DR ANINGS 160 A Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. ,n -/ civit- \P QFOF CALF D U R . FAC . 1 . 25 FROM I V SPACING 2 4 . 0 " (4V 1 L- I KAU 111 UNJ VILLAUt (PLAN: 1) - 14U UAI91 I J 1/4 KJ UKAU 1-19 TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: :Rt Stubbed Wedge 2x6 SPF 1650f -1.5E: ** THE MAXIMUM HORIZONTAL REACTION IS 1899# ** 0-10-12 _F W4X4 - W4X1O(G1) III T W 2 X 4 L�1-3-8,j I_ 4-9-0 I 4-9-0 I 9-6-0 Over 2 Supports R=690/-383 W=5.5'I Rh=1900/-1900 R=782/-291 W=5.5" CIIDMTTTCK DV TDIICC MCD NEGATIVE REACTIONS) OF -382# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. , DEFLECTION MEETS L1240 LIVE AND L/180 TOTAL LOAD. TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> M 0-10-12 �}14-4-12 I(G1) III 9 **DRAfi*;k (5i::) PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC CA 4 - - Scale =.37511 Ft. Spades Fabricators 851135 Middleton Street, Thermal CA **WARNING`* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO MIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONO FRIO DR.. SUITE 200. MADISON, N1 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIG10 CEILING. �p 11`/ tt� �(w �0•7� 'Y y '9 Gi T C TC L L DL 16 14 . 0 .0 P S F PSF R E F DATE R795--69272 10/11/01 *'IMPORTANT** FURNISH A COPY OF THIS 1)E SI GN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED trl BC DL 7 PSF DRW CAUSR795 01284068 ALPINE PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE XITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS NITM APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN N 5 B C ILL 0.0 .0 P S F CA -ENG GTP / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST A110 PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * C 31 DD1 * TOT.LD. 37.0 PSF SEQN - 18225 Alpine Engineered products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI7TP1 1-1995 SECTION 2. ljj. C�VI1- \P q OFCJ(f� D U R .FAC . 1-.25 FROM I V SPACING 24.p11 r� ri rr rr rir r r r r r rr r r rr it r r rr ri TTcn nv Toucc urn (LV1L-IKAU111M) VILLAUL (PLAN: 1) - 141 (.ANI 1 1-1/2 KJ UKAU rP) ) TOP CHORD 2x4 SPF 1650f -1.5E BAT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: :Rt Stubbed Wedge 2x6 SPF 1650f -1.5E: ** THE MAXIMUM HORIZONTAL REACTION IS 1899# ** 0-10-12 F NEGATIVE REACTION(S) OF -382# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> **DRAG** T�EI W4X4 0-10-12 14-4-12 (G1) III W4X10 (G1) III W 2 X 4 L -1-7-8--J 4-9-0 _ I _ 4 -9 - FE 9-6-0 Over 2 Supports IR=690/-383 W=5.5" Rh=1900/-1900 R=782/-291 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC CA/4/-/-/-/-/- Scale =.375" Ft. S}pa?tes Fabricators 85A35iV c letonStreet,ThermaICA *'WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR.. SUITE 200. MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �p jl(/ y �� y�q TC T C LL D L 16 .0 1 4 . P S F 0 P S F R E F DATE R795--69273 10/11/01 **IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF D R W CAUSR795 01284069 E=Z ALPINE PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SNIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN NO 5.00 5 E BC LL 0. 0 P S F CA GTP / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST ACID PAPER ASSOCIATION) AILD TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO C * TOT . L D . 3 7 .0 P S F S E O N - 18222 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. dy. CIV11- p Q a� ` OF CAL%f� D U R . FAC. 1 .25 FR0M I V SPACING 24. 0 " M M M M M M M M M M r M r M M M M M M �..... ...... ------ ---- 1-1-1— ..—.1 .-- o —0.TTTrn nV TDIICC MFR (6V1L- I KAU 111 UNJ VILLAUL (PLAN: 1) - 14L UKAU r TOP CHORD 2x4 SPF 2100f -1.8E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Stubbed Wedge 2x8 DF -L #3::Rt Stubbed Wedge 2x8 DF -L #3: 10 PSF BC LIVE LOAD PER UBC. ** THE MAXIMUM HORIZONTAL REACTION IS 3016# ** 0-10-12 f W04 NEGATIVE REACTIONS) OF -305# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. , DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> W6X1O(G1) III 7-6-8 R=939/-305 W=5.5" Rh=3017/-3017 W6X1O(G1) III 7-6- 15-1-0 Over 2 Supports -- J **DRAGS* T4 Z 0-10-12 V +8-0-12 R=939/-305 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC CA 4 - Scale =.375" Ft. Spates Fabricators 85-435 Middleton Street, Thermal CA "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. STITUTE.RE583 DFER T OONOFRIO DR., NSUITE NG 200?AMAD ISONLLINNDNORAC5371,) PUBORSSADF SAFETY PRACTICES (TRUSS PR IORATO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. �0% W �� F y P '�� Z tt� TC TC LL D L 16 .'0 14.0 .P S F PSF R E F DATE R795--69274 10/11/01 —I " PORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED R1 BC DL 7.0 PSF D R W CAUSR795 01284070 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO N 0 5 ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SNIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS HIT H APPLICABLE PR Otl IS.0NS OF NDS (NAT 10 HAL DESIGN z 8 B C L L 0.0 P S F C A -ENG GTP / G W H BY EST P E CONNECTORSEC ICATIAREPMADEUS SOF020GAEASTMTA6531GR40RGALVAIISTEELEREXCEPTIASINOTED. TAPPLYACONNECTORS TO C 1 001 * TOT . L D. 37 . 0 PSF S E O N - 18231 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OT KERN SE SE LOCATED ON THIS DESIGN, POS1T10N CONNECTORS PER DRAWINGS 160 A.Z. THE SEAL ON THIS DRAWIIIG INDICATES ACCEPTANCE OF PROFESSIONAL ENG 111E ERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. �- civly_ �Q' OF CAL(f D U R . FAC. 1.25 FR0M I V SPACING 2 4.0 " r �w � r r r r r �■ir rr �r �r r r� ri r r� r r niurue—C\ C110MITTCn nV TDIICC MCD (I.V1L-IKAU11lM) V1LLAU (FLAN: 1) - 143 LANI 1 2.. KJ TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: :Rt Stubbed Wedge 2x6 SPF 1650f -1.5E: *** THIS TRUSS IS NOT SYMMETRIC -- INSTALL AS SHOWN *** 0-10-12 �L' _ W4X4 = DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X1O(G1) III W 2 X 4 L1-2-0-� I 7-6-8 I 7-6-8 1 iE 15-1-0 Over 2 Supports -- R=495 W=5.5" R=621 W=5.5" Tw3 0-10-12 —1— *8-0-12 ?X10(G1) III PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC CA 4 Scale =.375" Ft. Spates Fabricators 85435 Middleton Street, Thermal CA —WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER T?,HIB (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE 111 ST i TUTE. 513 D'ONOFRIO DR., SUITE 200. MADISON, XI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERNISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. �� W C( y fAIO 9 C ?' T C TC L L DL 16.0 14.0 P S F PSF R E F DATE R795--69275 10/11/O1 **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED B C DL 7.0 PSF D R W CAUSR795 01284071 ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE. TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN tY N 5 00 5 g C L L 0.0 P S F C A- E N G GTP / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST A110 PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO * T 0 T . L D . 37.0 P S F S E 0 N - 18239 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -t. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PERl)F ANSI7TPI 1-1995 SECTION 2. CIVI1- `p. 9 CAL�F D U R .FAC . 1.25 FR0M I V S P A C I N G 2 4 . 0 " r rr rr r r rr rr r rr r r r� rr rr rr rr rr rr rr (LV1L-IKAU111UNb V1LLAbt (PLAN: 1) - 144 MUNU JIUM 1--1/4 KJ UKAU r/ TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W2 2x4 SPF 1650f -1.5E: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 3117# ** T 0-10-12 V NEGATIVE REACTION(S) OF -384# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER, 10 PSF BC LIVE LOAD PER UBC. RIGHT END VERTICAL NOT EXPOSED TO WIND PRESSURE. (U) -# UPLIFT CONNECTION REQUIRED. W2X4 III W3X10 (G1) III R=109/-25 PLF W=15-7-0 W3X4 III (U=-1653) W3X8 =— (U=-865) (U=-865) 7-3-0 Rh=+/ -430 PLF OVER 7-3-0 ADJACENT SHEARWALL 15-7-0 Over Continuous Support. J **DRAG** CTyy PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC Bess CA 4 Scale =.375" Ft. Spates FBbrkatorS 8535 Middleton Street, Thermal CA **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BySTITUTE,REFER TE 583 DOONOBRIO DRHANSU[TE NG 200TAMADIS0INDHBRAC53719) PUBORSSAFEBY PRACTICESY TPI UPRIORSS ATO PERFORMING TNESF FUNCTIONS. UNLESS OTHERHISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. n �O�D W �` F 9� y tt� TC T C LL D L 16 . 14 .0 0 P S F PSF R E F R795--69276 DATE 10/11/01 **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED i� BC DL 7 PSF D R W CAUSR795 -01284081 PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO o. 58 0 .0 A L P I NE.. BUILD THE TRUSSES IN CONFORMANCE WITH Tpl; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN E . .90- BC LL 0 .0 PSF CA -ENG GTP / G W H SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV, STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO t t 1 >R TOT . L D . 37 .0 P S F S E O N - 18254 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACHFACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONFESSHECTORS PER DRAWINGS 160 A - i. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. �p �/` CIVI1- \P OF CALU%f D U R . FAC. 1.25 FR0M I V SPACING 24. 0 " r r m m r r m r m r m m r m r r m m r (LV1L-IKADITIUNS VILLAUt (PLAN: 1) - 14b MUNU J,Wti 1--1/4 KJ TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W2 2x4 SPF #1/#2: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: RIGHT END VERTICAL NOT EXPOSED TO WIND PRESSURE. 0-10-12 � � �.� �.�....�� ..�.,,.....,�.. .,...., ice ........ .. ............_.._, - - -- ... - (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W2X4 III W010 (G1) III W3X4 15-7-0 Over 2 Supports J R=577 W=5.5". R=577 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC =Spates Fahricat-'s `WARNING'" .TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND 851135 Middleton Street, Thermal CA `BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE �p W. �( INSTITUTE, 583 D'ONOFRIO DR., SUITE 200. MADISON, MI 53719), FOR SAFETY PRACTICES PRIOR TO �O /yF PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CH ORO SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ""IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING ANO �• 8 ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN Ex .6 0. SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE t 1 CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER Ir DRAWINGS 160 A -t. TME SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING ,A Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS _r9 C'IVI%_ a\P Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER �OF CALWU' ANSIJTPI 1-1995 SECTION 2. CA/4 TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.375"/Ft. REF R795--69277 DATE 10/11/01 O R W CAUSR795 01284072 CA -ENG GTP/GWH SEQN - 18256 FROM IV (T.V1L-TRADITIONS VILLAGE (PLAN: 1) - 146 MONO SIUU 1"1/4 K5 UKAG ) TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 SPF #1/#2 :W2 2x6 SPF 1650f -1.5E: :W3 2x4 HF Std/Stud: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: 10 PSF BC LIVE LOAD PER UBC. TRUSS TRANSFERS 275.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 4286# ** 0-10-12 -1 nla uwu rKcrHRCU rnurI wnrui cn —oI Lw III ...,..,,. NEGATIVE REACTION(S) OF -773# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. RIGHT END VERTICAL NOT EXPOSED TO WIND PRESSURE. W2X4 III W4X1O(G1) III W3X5III W4X8= (U=-2330) (U=-1246) 15-7-0 Over Continuous Support R=134/-50 PLF W=15-7-0 Rh=+/ -275 PLF OVER FULL LENGTH ADJACENT SHEARWALL PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC CA/4/-/-/-/-/- Scale =.375" Ft. S�? tes Fabricators 85435 M,lUIeton Street, Thermal CA "WARNING* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. �O%,D W. �7 y '9` Z TC T C L L D L 16.0 14.0 P S F P S F R E F DATE R795--69282 10/11/01 ALPINE ""IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TP1; OR FABRICATING, HANDLING, SH IPPIN INSTALLING AND BRASPECING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS' OF NOS (NATIONAL DESIGN m NO 005 p. 2 B C BC D L LL 7.0 D.0 PSF PSF D R W CA ENG CAUSR795 01284080 GTP/GWH CON N ECTORSCAT I AREPMADESOF020GATASTMMA653AGR40REST GALtl AN ST EL EY C EPTI AS NOTED. TAPPLYAL PCONNECTONS TO f * TOT . L D . 3 7 . 0- PSF S E Q N - 18259 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER D U R . FAC . 1.25 FR0M IV Alpine Engineered Products, Inc. DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS �- CIVI1. \P' Q �� SPACING 24: 0 " Sacramento, CA 95828 COMPONENT I FOR ANYPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER CTION 2. CAt (LVIL-TRAU111UNS V1LLAlit (PLAN: 1) - 14/ MUNU TOP CHORD 2x4 SPF 1650f -1.5E BAT CHORD.2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W2 2x4 SPF #1/#2: :Lt Stubbed Wedge 2x6 SPF 1650f -1.5E: RIGHT END VERTICAL NOT EXPOSED TO WIND PRESSURE. 0-10-12 r W4X1O(G1) III rola UYIU rnLrnnLu 1 nun 11-1 Lwow u �..,".�. �•. _1 ___.....__ _. ...___ ... ... (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W2X4 III LEE 15-8-0 Over 2 Supports R=580 W=5.5" W3X4 =— R=580 R=580 W=5.5" UBC CA 4 Scale =.375" Ft. PLT TYP. Wave TPI -95 Design Criteria: TPI STD S tes Fabricators 85435 Middleton Street, Thelma) CA **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND GRACING), PUBLISHED BY TPI (TRUSS PLATE REFER D<,D W, ti �A -Y T C L L 16.0 P S F R E F R 7 9 5--69283 INSTITUTE. D'ONOFRIO DR., SUITE 200, MADISON, XI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED (C Q* �� T C D L 1 4.0 P S F DATE 10/11/01 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 7.0 PSF D R W CAUSR795 01284077 , PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION NTHIS DESIGN; ANY FAILURE TO N C 8005 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND p B C LL 0.0 P S F CA -ENG GTP / G W H A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY TME AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE Q c t 31 2001 CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * * T 0 T . L D . 3 7 .0 P S F S E O N - 19498 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTH ERXISE LOCATED ON THIS OE SIGN, POSITION CONNECTORS PER ORA X INGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. ,A civl_ �Q' 9TF OF(`"I i-tf0 D U R .FAC . 1.25 FR0M I V SPACING 24.D" t LV 1 L-1 KRU I I I UIVJ VILLAtXt (rLA14: 1) 1415 r1UIVU UK Au r J TOP CHORD 2x4 SPF 2100f -1.8E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W2 2x4 SPF #1/#2: :Lt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 2.128' DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 3141# ** 0-10-12 F Mfg CIIDMTTTrm OV TDIICC MCD NEGATIVE REACTIONS) OF -804# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. 10 PSF BC LIVE LOAD PER UBC. RIGHT END VERTICAL NOT EXPOSED TO WIND PRESSURE. W2X4 III W1OX10(E3) - W2X10(E3) III W3X4 - Ile 15-8-0 Over 2 Supports J R=1463/-805 W=5.5" Rh=3142/-3142 R=580 W=5.5" 6-1-7 9-0-12 **DRAG** iq: YD PLT TYP. Wave TPI 95 Design Criteria: TPI STD UBC ess CA/4/-/-/-/-/- Scale =.375" Ft. Spates Fabricators " WARNING*' TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 16.0 P S F R E F R 7 9 5--69284 85435 Middleton Street, Thermal CA BRACING.. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE oxl) w y Fy INSTITUTE, 583 D'ON OF RIO DIR., SUTE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED y Q' q� TC D L 14.0 P S F DATE 10/11/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. —IMPORTANT— FURNISH A COPY OF THIS DESIGN TO TME INSTALLATION CONTRACTOR. ALPINE ENGINEERED � B C DL 7.0 PSF D R W CAUSR795 01284078 PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO N . 5 00 5 BUILD THE TRUSSES IN CONFORMANCE WITH TP1; OR FABRICATING, HANDLING, SHIPPING, INSTALLIIIG AND pODQ B C L L 0 . D P S F C A -ENG GTP / G W H A L P I N E BRACINSPE C IFG OF TRUSSES. THIS DESIGN CONFORMS WIESTTH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGNP. CONNECTOR SI L INE AR MON ADE Ous FHE STEEL EXCEPT EXCEPTSSOCI AS NOTED. TAPPLYACONNECTORS TO * TOT . L D. 3 7. 0 P S F S E A N - 19512 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THiS DESIGN, POSITION CONNECTORS PER �(� DRAWINGS 160 A Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING % CIVI1- \P OUR . FAC. 1.25 FR0M I V Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA 95828 COMPOANSI/NENT FOR ANSECTION PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER CF C+�-I� SPACING 24. D " M M M M M M M M- M M M M M M r M MM M (IV1L-IKAUIIlMi V1LLAUt (FLAN: 1) - 149 UKAU FW TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 2.075' :Rt Slider 2x6 SPF 1650f -1.5E: BLOCK LENGTH = 2.075' rnia rT rnr. v i r.vr- wr„ ori,. ,,., — L—nr.., v ....,1,..........i ---------- -. ... NEGATIVE REACTIONS) OF -275# MAX. (SEE BELOW) REOUIRES UPLIFT CONNECTION. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. TRUSS TRANSFERS 200.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<<DRAG TRUSS>>> ** THE MAXIMUM HORIZONTAL REACTION IS 3133# -- T 0-10-12 F W04 **DRAGir* 64qD 4 4 W3X4 ; W3X4 0-10-12 9-0-12 W2X4 ii W2X4 W1OX10(E3) W2X10 (E3) III W10X10(E3) W2X10(E3) III ►, 7-9-8 _I, 7-9-8 _I fE 15-7-0 Over 2 Supports J R=930/-276 W=5.5" Rh=3134/-3134 R=930/-276 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD BCCA/4/ Scale =.375" Ft. Spates Fabricators 85435 Middleton Street, Thermal CA --WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING—INSTALLING AND BRACING. REFER TO HIS -9) (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR., SUITE 200. MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CNORD SHALL HAVE A PROPERLY ATTACHED RI10 CEILING. �p y/ �t; �� HF `v �Q' 'q` `Y T C T C L L D L 16.0 14.0 P S F PSF R E F R 7 9 5--76181 DATE 10/16/01 .IMPORTANT*FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED B C D L 7.0 PSF D R W CAUSR795 01289052 ALPINE PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD TME TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AN BRASPECCING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN (Y N O 5 8 B C L L 0.0 P S F CA -ENG GTP / C W C CONNEC TORSCAT IARE PUBL MADE SOFD20GATHE GALV ANSTEELfRE%CEPTIASINOTEDN0 TPAPPL ALPINE ASTMMA653AGR40FOREST HECTORS TO t D C 2 I * TOT . LD. 37.0 PSF S E Q N - 3130 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERNI SE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A- Z.THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1-1995 SECTION 2. C.iV�L 9�Q ` OF Cat* D U R .FAC . 1.25 F R 0 M I V SPACING 24. 0 " tI.V1L-IKAU111UIVJ VILLAUL tYLHIV: 1) - ICU TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :Lt Stubbed Wedge 2x6 SPF 1650f -1,5E: :Rt Stubbed Wedge 2x6 SPF 1650f -1.5E: 0-10-12 y U W4X4 DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W5X10(G1) III W5X1O(G1) III I_ 7-9-8 _1_ 7-9-8 J 15-7-0 Over 2 Supports R=577 W=5.5" R=577 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC Spates Fabricators —WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND 85A35 Middleton Street, Thermal CA BRACING. REFER TO H18-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE `) N/ INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, XI 53719). FOR SAFETY PRACTICES PRIOR TO �0 •1� 7 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD HALL HAVE PROPERLY ATTACHED SP STRUCTURAL PANELS. BOTTOM CHORD SHALL HAYE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO No. 0 5 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FAB RICATIIIG, HANDLING, SHIPPING, I1110ALLING AHD A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN Ex . -3 2 SPECIFICATION .PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TP i. ALPINE 0 CONNECTORS ANE MADE OF 20GA ASTM A653 GR40 GALY. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A 2. THE SEAL ON THIS ORANING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING .A C'VIL Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN, THE SUITABILITY AND USE OF THIS 9 a Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ` OF cptIr ANSI/TPI 1-1995 SECTION 2. Tgo 0-10-12 9-0-12 CA/4 TC LL 16.0 PSF TC DL 14.0 PSF BC, DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DURJAC. 1.25 SPACING 24.0" Scale =.375"/Ft. REF R795--76182 DATE 10/16/01 D R W CAUSR795 01289053 CA -ENG GTP/CWC SEON - 3132 FROM IV War ing GENERAL Familiarity with the CONSTRUCTION DESIGN DOCUMENTS, the TRUSS DESIGN DRAWINGS, and TRUSS PLACEMENT PLANS (if required by the CONSTRUCTION DESIGN DOCUMENTS) is required to properly erect, brace, and connect the trusses to the building system. All of the care and quality involved in the design and manufacture of wood trusses can be jeopardized if the trusses are not properly handled, erected, and braced. THE CONSEQUENCES OF IMPROPER HANDLING, ERECTING, AND BRACING MAY BE A COLLAPSE OFTHE STRUCTURE, WHICH AT BEST IS A SUBSTANTIAL LOSS OFTIME AND MATERIALS, AND AT WORST IS A LOSS OF LIFE. THE MAJORITY OF TRUSS ACCIDENTS OCCUR DURING TRUSS INSTALLATION AND NOT AS A RESULT OF IMPROPER DESIGN OR MANUFACTURE. Prior to truss erection, the builder/erector shall meet with the erection crew for a safety and planning meeting, making sure each crew member understands his or her roles and responsibilities during the erection process. TEMPORARY ERECTION BRACING Trusses are not marked in any way to Identity the frequency, or location of temporary erection bracing. All temporary bracing shall comply with the latest edition of Commentary and Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses (HIB), pub- lished by the Truss Plate Institute, and/or as specified in the CONSTRUCTION DESIGN DOCUMENTS prepared by the building designer. PERMANENT TRUSS BRACING Permanent bracing for the roof or floor trusses is the responsibility of the building designer and should be shown on the CONSTRUCTION DESIGN DOCUMENTS. Permanent bracing locations for individ- ual compression members of a wood truss are shown on the TRUSS DESIGN DRAWINGS, and shall be installed by tho building or erection contractor. This bracing is needed for the proper performance of individual trusses within the roof or floor system. The design and connection of the bracing to the truss and then to the overall building system is the responsibility of the building designer, and is in addi- tion to the permanent bracing plan, which is also specified by the building designer. SPECIAL DESIGN REQUIREMENTS Special design requirements, such as wind bracing, portal bracing, seismic bracing, diaphragms, shear walls, or other load transfer elements and their connections to wood trusses must be considered separately by the building designer, who shall determine size, location, and method of connections for all bracing as needed to resist these forces. UNLOADING & LIFTING AVOID LATERAL BENDING NEVER HANDLE TRUSSES FLAT Beginning with the unloading process, and throughout all phases of construction, care must be taken to avoid LATERAL BENDING of trusses, which can cause damage to the lumber and metal connector plates at the joints. USE SPECIAL CARE IN WINDY WEATHER. IF USING A CRANE WITHIN 10 FEET OF AN ELECTRIC LINE, CONTACT THE LOCAL POWER COMPANY. IF USING A CRANE WITHIN 5 MILES OF AN AIRPORT, CONTACT THE AIRPORT 30 DAYS PRIOR TO ERECTION TO LEARN ABOUT ANY SAFETY REGULATIONS THAT MUST BE FOLLOWED. JOB SITE HANDLING Spreader bar for larger trusses Q Iti ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSITION ONLY Proper banding and smooth ground allow for unloading of trusses without damage. This should be done as close to the building site as possible to minimize handling. DO NOT break banding until instal- lation begins. Hand erection of trusses is allowed, provided excessive lateral bending is prevented. DO NOT STORE UNBRACED BUNDLES UPRIGHT If trusses are stored vertically, they shall be braced in a If trusses are stored horizontally, blocking should be used manner that will prevent Upping or toppling. Generally, on eight to ten foot centers, or as required, to minimize cutting of the banding is done just prior to installation. lateral bending and moisture gain. CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID DAMAGING TRUSSES. During long term storage, trusses shall be protected from the environment in a manner that -provides for adequate ventilation of the trusses. If tarpaulins or other material is used, the ends shall be lett open for ventilation. Plastic is not recommended, since it can trap moisture. a BEGINNING THE ERECTION PROCESS It is Important for the builder or erection contractor to provide substantial bracing for the first truss erected. The two or more trusses making up the rest of the that set are tied to and rely upon the first truss for stability. Likewise, after this first set of trusses is adequately cross -braced, the remaining trusses installed rely upon this first set for stability. Thus, the perform- ance of the truss bracing system depends to a great extent on how well the first group of Trusses is braced. GROUND BRACE - EXTERIOR GROUND BRACE - INTERIOR One satisfactory methal ties the first unit of trusses off to Another satisfactory method where height of building or a sodas of braces that are attached to a stake driven into ground conditions prohibit bracing from the exterior is to first truss did in lace from the interior the ground and securely anchored. The ground brace tie the rs ss g ty p ear et the floor level, provided the floor is substantial completed t oo eve co etetl Itself should D supported as shown below or It is apt o e PPo P P substantially P buckle. Additional ground braces in the opposite tlirec- and capable of supposing the ground bracing tomes. tion, inside the building, are also recommended. Securely fasten the first truss to the middle of the build. Note: Locate ground braces ing. Brace the bracing similar to exterior ground bracing for First truss directly in line shown at left. Set trusses from the middle toward the end *45 ith all rows of top chonl con- of the building. Properly cross -brace the first set of truss- to russ- nuous lateral br, ng (either es before removing floor braces and setting remaining mporary or permanent). trusses2nd, 3rd & 4th trusses First truss 4 minimum Temporary support wall or temporary scaffolding (helps when instellin8First truss to be well long clear span trusses) Zbmcing braced before erection of additional units. BraGround bracing Bearing for trusses cA�oe Ground Minimum Two 16d oo �qo1� Double Headed Nails o ,ytd�1 2x4 minimum size �sx� Q. ° • em mporue ava•re cavae This level represents U1 V2' enetration ground floor on single O story applications N Chord OINADEQUATE SIZE OF BRACING MATERIAL OR INADEQUATE FASTENING IS A MAJOR CAUSE ?` OF ERECTION-0.OMINOING. T.T ERECTION TOLERANCE Q � ( ` � Length. Length 0 C11 1 H 01 S,T I N G E ALL TRUSSES THAT ARE ERECTED ONE AT A TIME SHALL BHELD SAFELY IN POSITION BY THE ERECTION EQUIPMENT UNTIL SUCH TIME AS ALL NECESSARY BRACING HAS BEEN INSTALLED AND THE ENDS OF THE TRUSSES ARE SE� LY FASTENED TO THE BUILDING. H be Q i W LU Lesserol Length o/so or 2' Length 16' to 32' =1* Length 16' to 32' = 1' 1 ° Plumb Bob Length 32' & over, ` Length 32' & over = 2' . Complying with erection tolerances Is critical to achieving an acceptable roof or floor line, AND TO ACCOMPLISHING EFFECTIVE BRACING. Setting misses within tolerance the first Ume will prevent the need for the hazardous practice o or adjusting trusses when roof sheathing or roof pudins are inetalled.Trusses leaning or bowing can cause nal; to miss the top chords when sheathing is applied, end create cumulative stresses on the bracing, which a frequent coast of dominoing. WHEN SHEATHING, MAKE SURE NAILS ARE DRIVEN INTO THE TOP CHORD OF THE TRUSSES. spacing on the bottom chord, temporary bracing is rec- chord.Truss top chords are susceptible to lateral buckling ommended on the top of the bottom chord. BRA IN `AVOID LA TERAL BEN file F I or less I up to 30 feet --; Trusslsling is acceptable 0 W w O z Q ! x I_ J M DO NOT INSTALL TRUSSES ONTEMPORARILY CONNECTED SUPPORTS 4 DO NOT WALK ON I DO NOT WALK ON TRUSSES UNBRACEDTRUSSES OR GABLE ENDS LYING FLAT G. direction Q All anchors, hangars, tie -downs, seats, beads led of nailing 60° 1 9 9 ledgers, 9 nails Or leas ~O etc., that are Part of the supporting structure shell be : brace Z I accurately fiend properly placed and permanently t attached before Cross installation begins. No trusses W_ _ shall ever be installed on anchors or ties that have tem- O direct of ce Pottery connections to the supposing structure. dir, NAILING SCABS TO THE END OF THE BUILDING TO ai force 'Approx. +! Tagline ch • nailing BRACE THE FIRST TRUSS IS NOT RECOMMENDED. �ll2 truss length W I All nailing of bracing should be done so that nails are — up to 30 feet N NAILS IN WITHDRAWAL driven perpendicular to the direction of force, as shown WELL NAILED �� U. (PARALLEL TO FORCE) at right. (PERPENDICULAR TO FORCE) these criteria are met. H L_ _ �T LL 111 SPREADER BAR SPREADER BAR TOE IN TOE IN TOE IN TOE IN I� Approx. Crus1/2 to 213 Approx. l/2102/3 I_ Truss length I. length up to 60 feet up to 60 if Tagline Tagline Use spreader bar in ALL other cases. It should be noted that the lines from the ends of the spreader r bar "TOE IN"; if these lines should "TOE OUT" the truss may fold in half. STRONGBA'K/ SPREADER BAR STRONGBACK/ f�M SPREADER BAR Approx. truss2/3 tgo 3/4 I Approx. leng2/3 th 3l4 truss len h y' _111 truss len h over 60 feet over 60 feet Tagline Tagline that a strop bacWs reader bar be with n in excess f f i recommended For lifting trusses w t spans s o 60 eel Il s 9 P P used as illustrated. The strongback/spreader the top bar should be attached p chord and web members at intervals of approximately 10 feet. Further, the strongback/spreader bar should be at or above the mid -height of the truss to prevent overturning. The strongback/spreader bar can be of any material with sufficient strength to safely carry the weight of the truss and sufficient rigidity to adequately resist bend- ing of the truss. BRACING REQUIREMENTS FOR 3 PLANES OF ROOF Temporary erection bracing must be applied to three planes of the roof system to ensure stability: Plane 1) Top Chord (sheathing), Plane 2) Bottom Chord (telling plane), and Plane 3) Web Member plane or vertical plane perpendicular to misses. 1) TOP CHORD PLANE. Most important to the builder or 2) BOTTOM CHORD PLANE. In order to hold proper erection contractor is bracing in the plane of the top spacing on the bottom chord, temporary bracing is rec- chord.Truss top chords are susceptible to lateral buckling ommended on the top of the bottom chord. before they are braced or sheathed. Top he Continuous Web members lateral bracing Continuous lateral Web Madison, n WI 53719 - bracing Continuous lateral Bottom Chore Diagonal recln bracing 9 9 , Minimum 2x4x10' Bottom Chord Minimum 2x4x10' 6 lateral bracing lapped 110, 5 lateral bracing lapped' to 1 ' over lW0 trusses 81 each end. over two trusses a each end. 45' 20' ' Connectend 20"Not to scale. of bracing to rigid Diagonal bracin support or add diagonal repeated every 20' at bracing at approximately 20' 45' angle to trusses' intervals (repeat at both ends).' ' Long spans, heavy loads or other spacing configurations EXACT SPACING BETWEEN TRUSSES SHOULD BE may require closer spacin between lateral bracing and g t id the MAINTAINED AS BRACING IS INSTALLED to closer intervals b the building between Consult die ovals. 9 9 hazardous practice of removing In to ad'ust s ac- bracing 1 P 9 dost ser HIB D Specification � SB Re Design S commanded ( 9 P gems In This act of 'adjusting spacing" can cause trusses to 9 I 9 P 9 roc ra Bret! Connected Wood ry n9 0l Metal -plate Trusses) or WTCA's Truss Technology for Builders topple if connections are removed at the wrong time. Temporary Bracing (Iyer. DIAGONAL OR CROSS -BRACING IS VERY IMPORTANT! 3) WEB MEMBER PLANE. 'X' BRACING, AS SHOWN, IS CRITICAL IN PREVENTING TRUSSES FROM LEANING OR DOMINOING. REPEAT AS SHOWN TO CREATE A SUCCESSION OF RIGID UNITS. Continuous X -bracing lateral Dredng Webmembers I,—15'—Ir-15'--4 max. max. X-bracin9 should be installed on ve rtical web members wherever possible, at or near lateral bracing. Plywood sheathing may be substituted for X -bracing. Web members ov No Brace the go bracing Bottom chords DO NOT USE SHORT BLOCKS TO BRACE INDIVIDUAL TRUSSES WITHOUT A SPECIFIC BRACING PLAN DETAILING THEIR USE I' �I I ti111i=1 Vr BRACING REQUIREMENTS USING THE SAME PRINCIPLES APPLY TO PARALLEL CHORD TRUSSES Note: Top chords and some web members are not shown, in order to make drawings more readable. STACKING MATERIALS DO NOT PROCEED WITH BUILDING COMPLETION UNTIL ALL BRACING IS SECURELY AND PROPERLY IN PLACE Platform must be rigidly braced P NEVER STACK MATERIALS ON UNBRACED Proper distribution of construction materials is a must OR INADEQUATELY BRACED TRUSSES during construction. NEVER STACK MATERIALS NEAR A PEAK NEVER STACK MATERIALS ON THE CANTILEVER OF ATRUSS single s NEVER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION LOAD OVER AS MANY TRUSSES AS POSSIBLE. Acn U�y NEVER CUT ANY STRUCTURAL MEMBER OF A TRUSS. Acceptable aver Paad bearing wall Always stack materials over two or more trusses. Not to exceed 4'0' maximum from bearing 4—u t a0 HEffl Tr Roofing and mechanical contractors are cautioned to stack materials only along outside supporting members or directly over inside supporting members. Trusses are not designed for dynamic loads (i.e., moving vehicles). Extreme care should be taken when loading and stacking construction materials (rolled roofing, mechanical equip- ment, etc.) on the roof or floor system. Sleepers, Ir7l Panel point II Sleepers for mechanical equipment should be located at panel points (joints) or over main supporting members, and only on trusses that have been designed for such loads. CAUTION NOTES Errors in building lines and/or dimensions, or errors by others shall be corrected by the contractor or responsible con- struction trade subcontractor or supplier BEFORE erection of trusses begins. Cutting of nonstructural overhangs is considered a part of normal erection and shall be done by the builder or erection con- tractor. Any field modification that i—Nes the cutting, drilling, or relocation of any structural truss member or connector plate shall not be done without the approval of the truss manufacturer or a licensed design professional. The methods and procedures oudned are Intended to ensure that the overall construction techniques employed will put floor and roof trusses SAFELY in place in a completed structure. These recommendations tot bracing wood trusses originate from the collect expe- dome of leading techNral personnel In the wood truss Industry, but must, due to the nature of responsibilities Invowed, be presented only as a GUIDE for use by a qualified building designer, builder, or erection contractor. Thus. me Wood Truss Council of America expressly disdalms any responsibility for damages arWng from the use, application, or reliance on the recommendations and informa. tion contained herein. Selected text and figures referenced orTruss reproduced from HIS and OSS by permission of the Truss Plate Institute, Madison, WI. Copydght O 1986-2001 Wood Truss Council of America °-wwnt txr) WOOD TRUSS COUNCIL OF AMERICA TM One WTCA Center 6300 Enterprise e Lane k, En Madison, n WI 53719 - 608/274-4849 •608/2 74.3329 fax wtca@woodtruss.com • www.woodtruss.com Copydght O 1986-2001 Wood Truss Council of America °-wwnt txr) TY P. 140TCI I — @ 24" O.C. 3.5" Max. i Max.SY ABOUT �� C� na back naLl �taG� Ll to ledger o C.) /--A3!; OUTLOOKEU Lcllllcr - V. CRITERIA- (11;11.1 1'.o vert. -•-114 (K) w/2 -10d nails) - Gable DETAIL 'A' �: �l (T) 4 •. In.! causal if I LS p NAILS EACII UU DETAIL 'S' Roof: Miler La Ontlooker Gable end Detail IIBII (C) A-..._.- 2X4 P1,112 I... ..-Gable (G) Gable end design based on 00 MPII Detail "A' rr better re \ End wind load, exposure "C" at 0-20 Pt. -�91 mean 1-1 hf- 24'\yam 7.X hedger'— _.. Max. (C) 1X4 continuous lateral bracing for 12" Mln. I Obrace (strongback) member longer than (P1) 24" Max. , utlooker...- 72". Attach at midpoint of each brace 14/2-8d common nails. strongback COMM (S1) braced at 60" O.C. 'TRUSSES / ( (0) Option to web plating: -use (3)-2" BRACING DETAIL �I 2.X4 F.L. 112 or BTR wire staples (0.072 Dia./15 GA. ) toe - N) (G) \� SLrongback brace nalled thru chord Into web & thru web Max. Web Length --- I) into chord on one face for a total of / .. 1X3* 2-0-0 Varies 6 staples. (P1) , (Sl), & (Iii) must (0)* -- be plated. 1X4 0-1-0__ (T) Refer to Simpson Catalog C-9211-1 for \ 3X4* 13-6-0 product attachment specification (attach Ledger I_ , In 2X4 SPF Max. Length Max. Length Max. * lumber without W/strongback grade' bracing (N) brace (S) I� U J I.l I I I.�..----° I I ----'-- -- STANDARD.... - - 4-2-0 8-8-0 CONTINUOUS SUPPORT (P1) Peak plate to match common trusses. NOTE: This detail may he used for (S1) Splice plate to match common trusses. trusses with pitched B.C. also. (111) lice] plate to match conlnlon trusses. (K) Spacing for 114 = 71.0" o.c. Span to match common trusses NOTE: Chords to be 2X4 Fir -Larch 112 Minimum SEON-- 50006 REV 15.6.5 SCALE 0.5000 AI'11'c ("rN1CU1Eu rinnnnas, IleluU5sE5 rEUU1u( Equlr.Me cA11( y -p OESIG14 CRIT: UBC REF R384 49442 X H IMPORTANTH K SN LL 11111 nE-tSPuuSIDLE Full AIIt WARNING 111 IIAIpLI1R, D2f.11Uu Alq, Ey r UEYIA11011 FIIOM 1"IS UESICII 011 111115E SrECIrICA11011s, Un AIIY DIIACIIIC. SEE I#In•'11 of Irl. SEE 1I11S UESICII TC LL 30.0 PSF GATE 7/20/93 O C7::) r=) O FAILUnE 10 DUILn OIE muss 111 calif OnMAIICE XI 10 USIOn OY IN Fon AUUIIIOIIAL SPECIAL PePMA11EU1 IIIIAC1116 PE r'a — —'— t--, L 3 r= ALrlrrt COIOIECIDIIS A,IE MADE or "CA CALM, SIECL "CE1N16 AS1N m,InEME111S. Inn.ESS oU1(nM1SE nulCUEn. 1 r- TC OL 15 . 0 PSF ORWG CD108_ C� O L-1 L AA46 Cn A EACEPI AS IIOIED. ArPLY ro1Mq'C11u15 III EA(11 FAC( lir CINno S11ALL ITE LAICIIALLY nll'CE11 MI1„ Plnl n oWC NO. C043845 1 -' „•r. ••- nLPINE IIn1SS A1q, UIILESS 011,EIIMISE LOCATED TUI 11115 11151CIC POSIIIIIN LY AIIACIIEII PLTMDIID SIIEAIIIII4. A01111M CIIO C OL (U 0 PSF CA -ENG 1^•• r=-1 t= L•UIrIECIUI15 PEn UIIAMmcS 110, 1,0 c 160A -r, OESIC11 S1AInANus rill# I'"OrEltt AIIAC"EU 111610 CEILInr. -- SEE 63091 * — coleonN rrAPrllvel.E rnovlslUnS or sus C ml. Ali L1ICIIIEEII•S ALPNIE I(CIO41CAL 11I-0A,E 11/1/011 ran Pno1111 * �• OT LO. tSU . O PSF 0/A LEN. VARIES C=j TRUSS '� SEAL ON NUS onAMII10 Arr�IES 10 IIIE CUN11011C111 IIE111CIED "ENE UIIYMALL APPLICAl1o11, r0n"IS11 A Curt ur 1"15 f CIO- oun.FAC. 1 . ]5 P1 TCI-( VARIES` n L=7 1� III U1lY. A141 SHALL Igll OE IIELICO UI'Inl 111 ATI' 11114,11 rAf. u(S1CU IU II,C InUSS EntCIID#I C(IIIIPAC1nN, l',l Of CIA o ca o 0 0 o 1111 - 111165 NAI( 11611101r. Nus - #nal I#uur"1. ursICII SPtunculml rnn Munn rm,Nncnun f SPACING - - - - - - TYPE GABLE END .m .w .m = m= m m m m m m m m m r Job: 11 / HIP JACK RAFTER OETAIL(RIPPED 2X6) THIS ONO. PREPAREO FROM COMPUTER INPUT (LOAOS C OIMENSI LUMBER GRADES TCLL/TCDL MAX SETBK TCLUTCDL MAX SETBK SPF 1050F�1'.5e— 16/7 = 231st « 8-8-0 _ 16114 = 301/ If 8-0-0 SPF 2100P -1.8a 16/7 = 230 8-10-0 _ 16/14 = 301t « 8-4-0 - NOTE: MAXIMl1M SETBACK IS FROM INSIDE OF BEARINGS. PLATINGIPITCH 2.82-3.00 3.00-4.60 4.60-6.00 A 3X8 3X7 3X6 (B) 3X5 3X5 3X5 C 3X8 3X8 3X8 -- CANTILEVER HEEL -« 3X4 PLATES OVER SUPPORT--�& 2X4. 2X6, 2X8, 2X10 BLOCK FL GRADE 2.82 — 6.0. v SUOMITTEO BY TRUSS MFR. 2X6 HIP RAFTER DETAIL THIS HIPJACK DESIGNED TO SUPPORT CONVENTIONALLY FRAMED RAFTERS. (SS) SHIM ALL SUPPORTS SOLID TO BEARING. CONVENTIONAL FRAMING IS NOT 'THE RESPONSIBILITY OF THE TRUSS DESIGNER, PLATE MANUFACTURER, NOR 'TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED;TO SEEK ADVICE BY LOCAL PROFESSIONAL ENGINEER REGARDING CONVENTIONAL FRAMING. (NO) NO OVERCUTTING ALLOWED ON RIPPED CHORD. DEFLECTION CRITERIA: LIVE LOAD L/240 TOTAL LOAD L/180 2X4 EXTENSION TO BE SUPPORTED (C) ) " EVERY 2-0-0. �) 1 (B) VARIES WITH P I'T'CH 1 -+ (NO)� � VARIES WITH PITCH OVER 2 SUPPORTS R -.3470. MAX --W - 1. 5!. MIN R v 6940 MAX W e 1.5" MIN - 11 'LT. TYP — ALPINE DESIGN CRIT UBC r O O O O [= O m)( IMPORTANT**ALPINE EIIGINEERto o119t11ICF9. °IC. WARNINGI"ussES IEOuIIE tflntm CAnt SHALL 1101 BE RESPONSIBLE FOR ANY IN IIAI1MIIq. EIIECIION A11 t�ATRUSS OEYIAIION FPON IVIS DESIGN OR (IEEE SPECIFICA I IONS, On ANY OnAC111G. SEE 1110-91 BY IPI. SEE IVIS OESI O FAILUnf 10 BUILD III[ IRUSS IN CONFOIWAISE Nllll OSIBS BY IPI. rOn AOOIIIONAL SPECIAL PERNAKNI BPACING AVItE Ca11ECIORf AR[ NAOE OF 20GA OALV. SIM NE[tll10 ASIN OUMEIENIf. UTA[SS OIIEWISE II10ICAIEO. O ►AA6 OR B tACEPI AS 1101[0. APPLY COIEECIOns 10 EAC" FACE OF WORD SUALL OE LAIEnALLY OIUCEO [1111 P MUSS AID MUSS OIIEnWISt LOCAIEO ON 11111 010161E POSIIION LY AIIACIED PLYNOOO SIEA111114. BOIION OCOIRECIOnS PEP OPANII10f 130. 110 C I60A-F, nESICN SIAIDULS IIIIN PnOKMI AIIACIEO PIG10 CtIL1110 -- SEE COIWOM 1� SEAL OII 111SRDPAN1110 APPLIESa10 IIE C011`a1EN1 DEICIEO !Ent an ALL1APIILICAIIOl1 Alf FUftiStl AICOPYPOfnMIS 1�IN aAY, AID null Inn f[ tell [0 U'011 111 ANY onto NAr. OCl ISN 10 111 MUSS ElYtllal Ca11MC10R. O O t� 1= O [� sauss PLAIt PnlllRtt. IDS - 1991 NAllaul MSIWI SPtCIr1CA1IOn ton Noon CntI51M1fllnl «E RAISED HEEL E11 No. (B) (P) BLOCK PLATE 2X4 — 2X6 2X6 --- 2X8 2X8 -- 2X10 2X10 — 2X12 TC LL y TC OL LOADING- PSF PSF REP OAT DAN 8C DL SEE PSF CA- * BC LL ABOVE PSF TOT.LD. PSF DUR.FAC. I . 25 SPACING 24.0" ?795-90581 06/20/95 CD 119 NG PBC Allrr .I..1. �. t.■tl♦ ]AM StaM - AM '1111sING P0I.PAIII-or It(IN C(1Ml'1111R INPIII (LOADS t DIMEN SI(INS ) SUOMIIIt" BY IRIISS MIR. STANDARD JACK DETAIL (REPLACES CDI01. COIOIA) W1.5XA M DESIGN CRITERIA: (1] 12 ( *) LIVt (CONSTRUCTION) LOAD DEFLECTION L1141TED TO L/180. I � LIVE (SNOW) LOAD DEFLECTION LIMITED TO L/240. Pitch V 11 TRUSSES SPACED AT 24' ON CENTER. �� - *11 REPETITIVE MEMBER INCREASE (1.15) USED FOR BENDING STRESS. RAFTER �I I LIVE LOAD OF 16 PSF APPLIES ONLY TO ROOF PITCH AT LEAST 4:12 LIVE AND DEAD LOAD APPLIED TO HORIZONTAL PROJECTION. UN W1.5X4 M (•) 2X4 STD, STUD, #3 OR BETTER END VERTICAL WEB WITH W1.5X4 W2X4(A1) = CONNECTORS REQUIRED IF UPPER BEARING POINT IS NOT USED. W3X4 FOR CEILING JOIST IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS SPAN>8'O" FABRICATOR TO REVIEW THIS DWG PRIOR TO CUTTING LUMBER TO VERIFY 1 -4 -2 -6 -SPAN VARIES TIIAT ALL DATA, INCLUDING DIMENSIONS AND LOADS. CONFORM TO THE MAXIMUM ARCHITECTURAL PLANS/SPECIFICATIONS AND FABRICATOR'S TRUSS LAYOUT. Maximum Rafter Span Table (Horizontal measure in FT -IN -SX) Ceiling Joist Rafter Pitch>4) Rafter (Pitch>4) Rafter Rafter Rafter Rafter 1 Rev. 8.1-00 GWII AL P I NE _ "WARNING" IRIISSIS RI IIIIIRt II IN 1111 r,ARI IN IARRICAIION, IIANIII INr,, )IIII'1'INr,• INSIAII IN. AMII FIRM: I Nr;. NII(N 10 91 (NANIII ING INSIAI IING ANP NRA01111), P11111 Sill 11 N, IPI (INIgS 1'I All IRS111Ut[, SN] 0-U""NIO IIR,. SII,' 11 900, NARISuN, VI S7/1'11. TUN SAll1Y PR AI:1 Il:IS I'N INN IU PI NI nNNIN. IIII SI IIINCIIUNS, IINIISS UI III NVI !:1 INU II:A II N, lOP C1: lli SIIAII IIA 11 PHOPI NII AtIACIN11 SINNI.IIIRAI 1•ANI1S, 1111111111 f.111IR11 SIIAII IIA,, A PRUI'IRII AIIAI.11111 N11;IN I'1111N.. "IMI•NIIIANI'• IUII NI )11 A I:NI•I 111 1111) IN SI.R IN IIII IN:IAIIAIINN •:11NINAI.1011. All -101 INCINIINIII PRUIfUCIS. INC. SIIAII NUI of RtSPONSIAtI 11111 ANY fit IIAIIIIN ININI 11115 III SIGN: ANY IAI1I1N1 111 OUil 11 111( 1NUSSIS IN CONIONIIA.11 VI 111 IPI: IIR IAIIRICAIING, IIA NRI INf,, SIIIrPING, MIMING ANII OgACING 01 IAUS51S. IIIIS 111 SIGN C'ORIURNS YI111 AI•PIICAIItI PR UII,IUNS 111 NUS (NAl1aNAl 11(SIGN SPt CII ICAtION PUUL ISIIlO UI UI[ AMI NICAN IUNISI ANII PAPIR AS SUr,l AllUNI ANII 11'1. AI PI NI nO1,O W. PP �(.p` y �P �i ri0 5 005 E .a- Z TC TC DC 8( 1.L DL DL LL ------^------- SE( ABOVE Live Load (psf) 10 16 16 20 20 30 40 Dead Load ( sf) 5 10 15 10 15 10 15 Duration Factor 1.15 1.25 "" 1.25 *" 1.25 ** 1.25 ** 1.15 1.15 2X4 SPF #2 (S) 8-8-0 8-1-0 7-5-0 7-6-4 6-11-12 6-0-4 5-5-8 2X4 SPF #1 (S) 8-11-4 8-4-12 7-7-8 7-9-8 7.5-0 6-2-4 5-7-8 2X4 SPF#I /#2 (Canadian) 9-4-12 B-7-4 8-0-0 8-0-0 8-0-0 6.6-4 5-11-0 2X4 Hem -Fir #2 9-2-0 8-5-12 B-0-0 8-0-0 8-0-0 6-8-0 5-9-4 2X4 Hem -Fir #1 9-7-8 9-0-12 B-2-12 8-4-12 8-0-0 6-11-8 6-0-12 2X4 Doug.Flr-larch #1 10-0-4 9-2-4 8-5-0 8-6-12 8-6-0 6-11-8 6-3-12 2X4 Doug.Fir-Larch SS 10-5-0 9-9-8 9-0-4 9-1-0 8-6-0 7-2-8 6-6-12 2X4 MSR 1650f-1.SE 9-7-8 9-0-12 8-10-0 8-4-12 8-3-12 6.8-0 6-0-12 2X4 MSR 2100f -1.8E 10-2-12 9-7-8 9-7-8 8-11-4 8-11-4 7-1-0 6-5-4 2X6 SPF (j2/11em-Fir #2 13-7-12 11-10-0 10-10-0 11-0.4 10-2.8 9-1-12 8-2-4 2X6 OF -L 2 Hem -Fir 1 15-1-8 12-7-0 11-4-4 11-8-8 10-10-0 9-8-12 B-8-4 2X6 Doug.Flr-Larch #1 15-9-4 13-5-8 12-3-12 12-6-4 11-7-0 10-4-12 9-3-8 2X6 Doug.Ftr-larch SS 16-0-0 15-4-12 15-1-0 14.3-8 14-2-8 11-4-0 10-3-12 2X6 MSR 1650f -1.5E 15-1-8 14-2-12 13-10-8 13-2-8 13-0-12 10-5-12 9-6-4 2X6 MSR 2100f -1.8E 16-0-0 15 1-8 15-1-8 14-0-8 14-0-8 11-1-12 10-1-8 PLT TYP. Wave TPI -95 CA 1 1 Rev. 8.1-00 GWII AL P I NE _ "WARNING" IRIISSIS RI IIIIIRt II IN 1111 r,ARI IN IARRICAIION, IIANIII INr,, )IIII'1'INr,• INSIAII IN. AMII FIRM: I Nr;. NII(N 10 91 (NANIII ING INSIAI IING ANP NRA01111), P11111 Sill 11 N, IPI (INIgS 1'I All IRS111Ut[, SN] 0-U""NIO IIR,. SII,' 11 900, NARISuN, VI S7/1'11. TUN SAll1Y PR AI:1 Il:IS I'N INN IU PI NI nNNIN. IIII SI IIINCIIUNS, IINIISS UI III NVI !:1 INU II:A II N, lOP C1: lli SIIAII IIA 11 PHOPI NII AtIACIN11 SINNI.IIIRAI 1•ANI1S, 1111111111 f.111IR11 SIIAII IIA,, A PRUI'IRII AIIAI.11111 N11;IN I'1111N.. "IMI•NIIIANI'• IUII NI )11 A I:NI•I 111 1111) IN SI.R IN IIII IN:IAIIAIINN •:11NINAI.1011. All -101 INCINIINIII PRUIfUCIS. INC. SIIAII NUI of RtSPONSIAtI 11111 ANY fit IIAIIIIN ININI 11115 III SIGN: ANY IAI1I1N1 111 OUil 11 111( 1NUSSIS IN CONIONIIA.11 VI 111 IPI: IIR IAIIRICAIING, IIA NRI INf,, SIIIrPING, MIMING ANII OgACING 01 IAUS51S. IIIIS 111 SIGN C'ORIURNS YI111 AI•PIICAIItI PR UII,IUNS 111 NUS (NAl1aNAl 11(SIGN SPt CII ICAtION PUUL ISIIlO UI UI[ AMI NICAN IUNISI ANII PAPIR AS SUr,l AllUNI ANII 11'1. AI PI NI nO1,O W. PP �(.p` y �P �i ri0 5 005 E .a- Z TC TC DC 8( 1.L DL DL LL ------^------- SE( ABOVE REF R795--54135 DATE 07111100 , DI11'1 I.A II Y(1 /II �1 IIII,' II ,1I•I 11 ._ _.. ... .....-_ - .. CA ENG /G4lII --- --- -- Allllllc CII Illccfcd Prod11G '11ClWueNin, CA 9SR2R S, Inc. CONNICIONS ANf MAIM 111 >OI:A ASTM A651 0940 G41,. SII II, III:IPI AS NUIIIA. APP.,::I1NNICI11gY 111 (ACII IACI 01 IRIISS, A111)IINIISS 0111(RVI SI Illr.-Aft 11 ON fit IS Of SI r,". PIISII IIIN CIINNICIONS I. PA AV IN GS 160 A I. IuI St AtON 1111, YNAVING INIII CA ACCT PIARIA UI I'R01I ISIONAI INGI IN (NTNG NI fl•IINSIOII I IY ,1" i IIIN IIII TRUSS f.NNI•II1 Nt 111 SIf.N 111NYR. 1111 SIII IAll 11 III ANII OSI 111 IIIIS CONI'NNI NI TOR ARI rAR111:1i1 AR Nun III Rf. IS TUI NI SPONS11111111 nl TUI II IIII UING UI SIf.RI N, PIN ANSlllrl 1 1'14, )11:IIUN ). A 9 * trrq CIVIL- �P �F CALIFS' TOT. SPACING LD. 24.0" STANDARD JACK CK REPLACES DRH DETAIL COIOIA m m m m m== i= m m= m m= m== m CONVENTIONALLY F RAMED VALLEY DETAIL , (A) 2X6 OR LARGER SP #2 OR SPF #1/#2 VALLEY RAFTER PARTIAL FRAMING PLAN (B) 2X4 SP OR SPF p3 CRIPPLE (MAX HEIGHT 6'-3") (C) 2X4 SP OR SPF y3 CRIPPLE (MAX HEIGHT 6'-3") COMMON (D) 2X6 OR LARGER SP #2 OR SPF #1/#2 RIDGE RAFTER TRUSSES (E) 2X4 VALLEY NAILER AT 24" OC NOTE: RIDGE RAFTER (D) MUST NOT BE OF LESS SIZE THAN THAT OF VALLEY RAF'T'ER (A). NOTE: REFER TO VALLEY DETAIL VALTRUSS0699 FOR VALLEY SUPPORTING TRUSS BRACING DETAILS. RAFTERS (B), (C) MAX HEIGHT WITH 1X4 "T" BRACE IS 9'-10". (B RIDGE (B), (C) MAX HEIGHT WITH 2X4 "T" BRACE IS 11'-2". RAFTER FOR 1X4 AND 2X4 "T" BRACING, BRACE TO BE SAME GRADE AS CRIPPLE. FASTEN 1X4 "T" BRACE TO CRIPPLE WITH Eld BOX (0.113" x 2.5") NAILS AT 4" OC. FASTEN 2X4 "T" BRACE TO CRIPPLE WITH 16d BOX (0.135" x 3.5") NAILS AT 4" OC. TOP CHORD OF TRUSS BENEATH VALLEY SET MUST DE BRACED WITH PROPERLY ATTACHED RATED SHEATHING OR PURLINS AT 24" O.C. OR VALLEY SPACING AS SPECIFIED ON THE ENGINEER'S SEALED DESIGN FOR THE SUPPORTING TRUSS. (2) 16d BOX NAILS, TOE -NAILED THRU CRIPPLE INTO RIDGE BOARD "3) 16d BOX NAILS, OE -NAILED VVIII ISI VIS AAl-" LiJ Ill 4,Y WV "2) 16d BOX NAILS, OE -NAILED (3) 16d BOX NAILS, TOE -NAILED / \(3) 16d BOX NAILS (D) (A) (3) 16d BOX NAILS RA'Z'ED (D) (A) (B (C) SHEATHING (C) 4'0" TYP. (B) (3) 16d BOX GIRDER (E) NAILS, TOE—NAILEll (2) 16d BOX NAILS, TOE—NAILED (TYPICAL) 'TRUSSES SUPPORTING RATED SHEATHING CONNECTED TO AT 24" OC MAX SPACING TRUSS TOP CHORDS PER SPECIFICATIONS (3) 16d BOX NAILS, TOE -NAILED THRU. CRIPPLE INTO RATED SHEA'T'HING FESS "MIS DRAWING REPLACES DRAWING V105-CONV " WARNING— INSTPIIALLING (TRUSS AND BRACING. 7REFERS10EIIIB-91 (HANDLING INSTALLING EXTREME CARE IN IANDI RAC NG), PUB BRACING) �Q4' ��, y Fy C LL 30 30 40 PSF REF CONY. VALLEY PLATE PLATE INSTITUTE, 503 O.ONOFRIO DR., SUITE 200, MADISON, VI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE t o h .o DL 20 15 7 PSF DATE 06/25/99 PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGI CEILING. •.IMPORTANT -M FURNISH A COPY OF THIS DESIGN TO TILE INSTALLATION CONTRACTOR. • C 45 DL 10 10 10 PSF DRWG VALCONVF0699 ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BC RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN( ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCC WITH TPI) OR FABRICATING, 6302001 0 0 0 -ENG MLH KAR HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE * LL PSF PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20CA ASTM A653 GR40 GALV. SiCEL f civil .�1 0T.L D. 60 55 57 PSF ,eEv S g Oc.1 CrWC EXCEPT POSITION PLY CONNECTORSORS PCR T0 EACH DRAWINGSACE 600A`Z. IHC SEAL ON TRUSS AND, ESS THISODRAVNIGELOCATEDINDICATES ON THIS DESIGN, NOTED. %rf OFn2 DUR.FAC. 1.25/1.3311,151 �Ai\( 1.15 ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPUNSIBILITY SOLELY FOR 711E TRUSS COMPONENT DESIGN SIIOWN. 111EHS ]HE RESP L SUITABILITY AND USE OF TBUILDING ,HIS COMPONENT FOR ANY PART5 _CICULAR BUILDING SPACING SEE ABOVE I PERMANENT BRACING START OF TOP CHORD FLAT TOP CHORD. PURLINS. EXXTENASI NS. (SLOPING\ ('T'YPICA% /(CONTINUOUS) TO FL #1 V * SET A BACK PERMANENT BRACING DETAIL CRIPPLE SUPPORT LAYOUT START OF TOP CHORD EX'T'ENSIONS. (SLOPING TO FLAT) i BRACED BAY A ROOF SHEATHING. PERMANENT DIAGONALS FORM BRACED BAY. REPEAT AT ALL HIP ENDS, MAXIMUM INTERVAL EQUALS 20'. (NOTE: THE 1ST BAY OF PERMANENT DIAGONALS FORMING BRACED BAY AT THE #1 HIP CAN BE EXCLUDED WHEN ALL OF THE FOLLOWING CONIPI'PIONS ARE MET: 1) THE CONTINUOUS TOP CHORD PURLINS ARE ATTACHED TO THE FLAP TOP CHORD OF THE #1 HIP. 2) THE END JACKS ARE SHEATHED WITH PROPERLY ATTACHED STRUCTURAL PANELS.) SECTION A -A FIELD APPLIED OR BUILT—IN CRIPPLES CRIPPLE IN PLANE CRIPPLE OF TRUSSES SPACING COMMON * SE7' BACK SETBACK B SETBACK —�— COMMON TRUSSES CALIFORNIA HIP SYSTEM TRUSSES #1HIP AND SHEATHED AREA. I I I I HIP RAFTERS I I I I I I TC LL PSF REF CALIF. BRACE _ I k0FESS10N '�( 06/25/99 PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE L� W TC DL PSF DATE I CEILING.PROPERLY ATTACHED ANTxxCTURAL FURNISHAAELS COPYNOFB�HIS DESIGN DSHALL HAVE A TO THE INSTALLATION ERLY CONTFiACTOR.O RI Q'Q y BC DL PSF D12WG BRCALHIP0699 ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS I HANDLING DESIGNI ANYINCONFORMANCETPIs OR INSTALLING BUILD THE CTRUSSSESNCL WITH N BC LL PSF -ENG A SHIPPINGE ANDTRUSSES BRACING DESIGN CONFORMS WITHFABRICATING, APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION S PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GRID GALV. S E No 5 I 'Tk B PITCHED CHORD o —CRIPPLE (C), SUPPORT LOCATIONS. SUPPORTS EXTENDED MEMBERS TO FLAT TOP CHORD (4' O.C. CRIPPLE SPACING SHOWN.) CONNECT CRIPPLE TO FLAT TOP CHORD AND EXTENDED TOP CHORD, USING 3 - 8d COMMON TOE NAILS OR 2 - 10d COMMON NAILS THROUGH FACE. (C) CHORD ENSION (TYPICAL) (D) SETBACK (C) (B) I(B) (B) (B) (D) (B) (D) (B #1 HIP GIRDER SECTION B -B BUILT—IN CRIPPLES OR FIELD CRIPPLE SPACING REFER TO ORIGINAL DRAWING FOR CRIPPLE SPACING. / (B) SEE CA—HIP ENGINEERING FOR JACK TYPE USED. NOTE: CONVENTIONAL FRAMING AND/OR CRIPPLES ARE NOT THE (B) PURLINS SPACED 24"O.C. TYP. R GLTHE MANUFACTURER, NOR TRUSS FITY ABRICATOR. PEHE RSONS DESIGNER ARE (CONTINUOUS 2X4) CAU'T'IONED TO SEEK ADVICE OF A LOCAL PROFESSIONAL ENGINEER (C) CRIPPLES SPACED 48" O.C. TYP. REGARDING CONVENTIONAL FRAMING. (D) BUILT—IN FILL CRIPPLES *NOTE: SEE ORIGINAL DESIGN FOR SETBACK, LUMBER, PLATING, LOADING AND DURATION FACTOR REQUIRED. (HORIZONTAL MEMBER OPTIONAL) THIS DRAWING REPLACES DRAWING CD110 ■■WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING TC LL PSF REF CALIF. BRACE AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TI'I (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES k0FESS10N '�( 06/25/99 PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE L� W TC DL PSF DATE CEILING.PROPERLY ATTACHED ANTxxCTURAL FURNISHAAELS COPYNOFB�HIS DESIGN DSHALL HAVE A TO THE INSTALLATION ERLY CONTFiACTOR.O RI Q'Q y BC DL PSF D12WG BRCALHIP0699 ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS HANDLING DESIGNI ANYINCONFORMANCETPIs OR INSTALLING BUILD THE CTRUSSSESNCL WITH BC LL PSF -ENG SHIPPINGE ANDTRUSSES BRACING DESIGN CONFORMS WITHFABRICATING, APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GRID GALV. S E No 5 T ❑ T.L D. * PSF EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOC .O THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING 1NDIC - D UR.F AC. ni ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT * Mar 20 2000 . DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING SPACING IS HE RESPONSIB.LI Y OF THE BUl DING OE SIGNER PER ANSI/TPI 1-1995 SECTION 2. I t_� CAUfO m m m m r m ! m m m=== ! == m= m 2 I -IIP -FRAME" DETAILS IVAVA 111 Al IYJA4, MIN. HIP FRAME', 'R' �� HIP FRAME S'T'OPS AT PLUMB CUT OF JACKS TO MAINTAIN PITCI•I CON'T'INUITY. .INS HIP FRAME —I— COMMON COMMON TRUSSES STEPPED 1111-J SYS'T'EM 'TRUSSES T BACK =NC ' _ Cpl FIIP s _ _ — PI'T'CHED AND SHEATHED CIIORD AREA / HIP FRAME* BO'TT'OM CHORD - ATTACH FIIP FRAME TO FLAT CHORDS Of STEPPED HIPS AT ALL OVERLAPPING POINTS WITIi 3-8d (0.131"X2.5") OR 2-10d (0.148"X3") COMMON NAILS. BOTTOM CHORD OF HIP FRAME TO DE ATTACHED TO 11 HIP WITH IOd COMMON NAILS ® 6" O.C. MAXIMUM SPACING. 1-111' FRAME SECTION 13-13 HIP FRAME" LUMBER IS SPF, SO. PINE, IIF, OR DFL STANDARD, STUD GRADE, OR BE'171311. SEE ENGINEER'S SEALED DESIGN FOR SE'T'BACK, LUMBER, PLATING, LOADING AND DURA'T'ION FAC'T'OR REQUIRED. • THIS HIP FRAME MAY BE USED WITH A MAXIMUM 120 PSF WITH TOP CHORD LOADING. 'I1' HIP FRAME CHORDS MAY BE TRIMMED UP TO 2" TO FIT. PURLINS MUST DE IN'TAC'T AND PROPERLY ATTACHED. �— SETBACK ofEss/PLATE +— SYTEPPED IIIP — I HIP FRAME! HIP FRAME" - PROVIDED IS DEIIGNED BY 'TRUSS MANUFACTURER. 7'0 PROVIDE BRACING FOR FLAT TOP CHORDS OF HIP FRAME. SYSTEM WHERE INDICATED. ST'RUC'TURAL PANELS MUST DE PROPERLY A77ACHED DIRECTLY TO HIP FRAME PURLINS. CCILIUG.1MPOR1AN1■■ VURNISI,ACCOPYINOFD1111SDESIGN10TIE1NSIALLAIION CONTRACTOR. DRUG '1111S DRAWING REPLACES DRAWING CD126 WAR11 NAD— INUSSLS NLUUINL Lx INLML LARL IN 1 AURILAIINU. IIAHULINII, SINPPIIG, INSTALLING 6"0 BRACING. REFER IU 11111-91 HANDLING INS IALLING AND BRACING). PURLISIED BY IN (TRUSS SUITE200. PROVISIDNS Or NDS (NA110NAL DCSIGN SPECIFICATION PUBLISHED BY ME AMERICAN FOREST AND PAPER AS SOCIA,IUN) AND 1P1. ALPINE CONNECTORS ARE MADC Or 20GA ASTM A693 GR40 GALV. STEEL CItCCPI AS NOTED. APPLY COMNECIORS IU EACII FACC Or TRUSS AND. UNLESS UIIIERVISC LOCATED ON INS O..SIf.. POSITION CoNNECIORS PER DRAWINGS 160 A -Z. 111E SEAL ON MIS DRAWING INDICATES ofEss/PLATE REE MIP FRAME PRIOR IOSPERrIIR.MII G3 THESE ru"cu ys. NLESS O IICRVISE1 INDICATED. TOPrETY WORDRS IALLEHAVE ---- �. f1 e` DATE 06/25/99 PROPERLY ATTACIIED SIRUCIIJRALPANELSMB11 RIGID CCILIUG.1MPOR1AN1■■ VURNISI,ACCOPYINOFD1111SDESIGN10TIE1NSIALLAIION CONTRACTOR. DRUG I-IIPFRAME069 ALPINE ENGINEERED PRODUCTS. INC. SIIALL 1401 BE RESPONSIBLE FOR ANY DEVIATION FROM 11115 TO 111E TRUSSES y s` 9 -� DESIGNS ANY FAILURE BUILD IN CONFORMANCE VIIII TPIN OR FABRICATING, HANDLING SHIPPING INSTALLING AND BRACING or IRUSSCS DESIGN coNroRMs VIIII APPLICAnLE -ENG DW/KAR PROVISIDNS Or NDS (NA110NAL DCSIGN SPECIFICATION PUBLISHED BY ME AMERICAN FOREST AND PAPER AS SOCIA,IUN) AND 1P1. ALPINE CONNECTORS ARE MADC Or 20GA ASTM A693 GR40 GALV. STEEL CItCCPI AS NOTED. APPLY COMNECIORS IU EACII FACC Or TRUSS AND. UNLESS UIIIERVISC LOCATED ON INS O..SIf.. POSITION CoNNECIORS PER DRAWINGS 160 A -Z. 111E SEAL ON MIS DRAWING INDICATES IT !}2002 •9 * ?��Z mow. nCCEPINICC Ur PRUrCSSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS cnMl'ONCNr DCSIGN SIIUVN. 111E SUI LnBIIIIY AND USE IIF 11115 CIIMPONENI FOR ANY PARTICULAR BUILDING ---- IS_11"ES000SIDILILI-LT-A 1.111111. ILItL1J12U[C110NN 2. Alow" eel) TIMBER PRODUCTS INSPECTION, INC. dba GENERAL TESTING AND INSPECTION AGENCY 105 SE 124TH AVENUE VANCOUVER, WA 98684 We are an inspection agency recognized by the International Conference of Building Officials. Council of American Building Officials NER — QA275 This is to verify that - SPATES FABRICATORS, INC 85-435. MIDDLETON STREET THERMAL, CA 92274 is under our Audited Quality Control Program and has been since - JUNE, 1990 We audit the production Quarterly under the Uniform Building Code Section 2304.4.4. TONY LEWIN MANAGER OF WESTERN TRUSS DIVISION 1 ,'t 1 -MN 8Pg4 Accredited by the imp I C I..JR Evaluation Service, Inc. American National Standards Institute 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 a subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT ER -5352 Copyright © 2000 ICBG Evaluation Service, Inc. Reissued July 1, 2000 ' Filing Category: DESIGN—Wood (038) - WAVE'" METAL CONNECTOR PLATE FOR WOOD TRUSSES ALPINE ENGINEERED PRODUCTS, INC. 1950 MARLEY DRIVE HAINES CITY, FLORIDA 33844 1.0 SUBJECT WAVE" Metal Connector Plate for Wood Trusses. 2.0 DESCRIPTION 2.1 General: The WAVE plate is a metal connector plate for wood trusses. The plates are manufactured from galvanized steel in various lengths and widths and have integral teeth that are designed to laterally transmit loads between truss wood members. Plans and calculations must be submitted to the building offi- cial for the trusses using metal connector plates described in ' this report. 2.2 Materials: The WAVE plate is manufactured from No. 20 gage [0.0356 inch (0.90 mm)), ASTM A 653-94 SO, Grade 40, structural - quality steel with a hot -dipped galvanized coating designated G60. The WAVE plate has slots approximately 0.50 inch (12.7 mm) long by 0.12 inch (3.0 mm) wide that have been punched along the longitudinal axis of the plate. Each punched slot ' forms two opposite -facing, sharply pointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately 1/4 inch (6.4 mm) on center across the width of the plate and approximately 1 inch (25.4 mm) on cen- ter along the length of the plate, with adjacent longitudinal rows staggered 0.06 inch (1.5 mm). Connector plates are available in 1 -inch (25.4 mm) increments of width and length. Minimum plate width and length are 1 inch (25.4 mm) and 2 ' inches (51 mm), respectively. See Figure 5 for details of plate dimensions. There are 8 teeth per square inch (1.24 teeth per square centimeter) of plate surface. The length of each tooth, includ- ing the thickness of the parent metal, is approximately 0.41 inch (10.4 mm), and the width of each tooth is approximately 0. 12 inch (3.05 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 40 degrees with respect to the plate width. 2.3 Allowable Loads: Tables 1, 2 and 3 show allowable lateral loads, tension loads ' and shear loads for the WAVE metal plate connectors. Also, refer to Figures 1, 2 and 3 for load conditions. These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. A 1 copy of the ANSI/TPI 1-1995 standard must be supplied to the building department when requested by the building official. 2.3.1 Lateral Resistance: Each metal connector plate must be designed to transfer the required load without exceeding the allowable load per square inch of plate contact area, as determined by species, the orientation of the teeth relative to the load, and the direction of load relative to grain. Design for lateral resistance must be in accordance with Section 11.2.1 of ANSI/TPI 1-1995. Table 1 shows allowable lateral loads for the metal connector plates. 2.3.2 Tension Resistance: Each metal connector plate must be designed for tension capacity, based on the orienta- tion of the metal connector plate relative to the direction of the load. Design for tension must be in accordance with Section 11.2.2 of ANSI/TPI 1-1995. Table 2 shows allowable tension loads (in units of pounds per lineal inch per pair of plates) for the metal connector plates, based on the net section of the metal connector plates for tension joints, which is the allow- able tensile stress of the metal multiplied by the metal con- nector plate tensile effectiveness ratio. 2.3.3 Shear Resistance: Each metal connector plate must be designed for shear capacity, based on the orientation of the plate relative to all possible lines of shear. Design for shear must be in accordance with Section 11.2.3 of ANSI/TPI 1-1995. The net section of the metal connector plates for heel joints and otherjoints involving shear must be designed using the allowable shear values (shown in Table 3 in units of pounds per lineal inch per pair of plates) forthe metal connec- tor plates, which is the allowable shear stress of the metal multiplied by the shear resistance effectiveness ratios shown in Table 3. 2.3.4 Metal Plate Reductions: Several allowable -load re- duction factors forthe metal plates must be considered cumu- latively, when applicable, in the design of metal connector plates used in fabricated wood trusses. The reduction factors to be considered cumulatively are as follows: 1. Allowable lateral resistance values for the WAVE metal connector plates must be reduced by a strength reduction factor, QR, shown in Table 4, when the plates are installed in lumber with a single -pass, full -embedment roller sys- tem having minimum roller diameters equal to 18 inches (457 mm). This reduction does not apply to embedment hydraulic -platen presses, multiple roller presses that use partial embedment followed by full embedment rollers, or combinations of partial embedment roller/hydraulic-plat- en presses that feed trusses into a stationary finish roller. When trusses are fabricated with single -pass roller press- es, the calculations for the truss design submitted to the building department for approval must specify the mini - Evaluation reports of ICBG Evaluation Service, inc., are issued solely to provide information to Class A members ofICBO, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommen- dation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The ICBG Evaluation Service, Inc., technical staffhas reviewed the test results and/or other data, but does not possess test facilities to make an independent verification. There is no warranty by ICBG Evaluation Service, Inc., express or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. Page 1 of 5 Page 2 of 5 mum diameter of the roller press and the appropriate strength -reduction factor from this report. 2. Allowable lateral resistance values for the WAVE metal connector plates must be reduced by 15 percent when the plates are installed on the narrow face of truss lumber members. 3. Allowable lateral resistance values must be reduced by 20 percent when the WAVE metal connector plates are installed in lumber having a moisture content greater than 19 percent at the time of truss fabrication. 4. Allowable lateral resistance values for WAVE metal con- nector plates installed at the heel joint of a fabricated wood truss must be reduced by the heel -joint reduction factor, HR, as follows: HR = 0.85 - 0.05 (12 tang -2.0) where: 0.65 <_ HR 5 0.85 6 = angle between lines of action of the top and bottom chords shown in Figure 4. This heel -joint reduction factor does not apply to conditions with top chord slopes greater than 12:12. 2.3.5 Combined Shear and Tension: Each WAVE metal connector plate must be designed for combined shear and tension capacity, based on the orientation of the metal con- nector plate relative to the directions of loading. Design for combined shear and tension must be in accordance with Sec- tion 11.2.4 of ANSI/TPI 1-1995. 2.3.6 Combined Flexure and Axial Loading: Metal con- nector plates designed only for axial forces are permitted as splices in the top and bottom chord located within 12 inches (305 mm) of the calculated point of zero moment. Design of metal connector plates located at splices in the top and bot- tom chord not located within 12 inches (305 mm) of the calcu- lated point of zero moment must include combined flexure and axial stresses. 2.4 Truss Design: Plans and calculations must be submitted to the building offi- cial for the trusses using metal connector plates described in this report, The truss design must show compliance with the code and accepted engineering principles. Allowable loads for the metal connector plates may be increased for duration of load in accordance with Section 2335.5 of the code. Cal- culations need to specify the deflection ratio or the maximum deflection for live and total load. For each truss design draw- ing, the following information, at a minimum, should be speci- fied by the design engineer: 5. Truss slope or depth, span and spacing. 6. Dimensioned location of truss joints. 7. Model, size and dimensioned location of metal connector plates at each joint. 8. Truss chord and web lumber size, species and grade. 9. Required bearing widths at truss supports. 10. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earth- quake loads. 11. Design calculations conforming to ANSI/TPI 1-1995 and any adjustments to lumber -and -metal -connector -plate al- lowable values for conditions of use. 2.5 Truss Fabrication: Plate connectors shall be installed by an approved truss fabri- cator who has an approved quality assurance program cover- ER -5352 I ing the wood truss manufacturing and inspection process in accordance with Sections 2343.7 and 2343.8 of the code and Section 4 of ANSI/TPI 1-1995, National Design Standard for Metal Plate Connected Wood Truss Construction. The allow- able loads recognized in this report are for plates that are pressed into wood truss members using hydraulic or pneu- matic embedment presses; multiple roller presses that use partial embedment followed by full embedment rollers; com- binations of partial embedment roller/hydraulic or pneumatic presses that feed trusses into a stationary finish roller press; or, if the adjustment factors given in Table 4 are used, single - pass roller presses. When truss fabricators use single -pass roller presses, the rollers must have minimum 18 -inch (457 mm) diameters. Plates embedded with a single -pass, full -embedment roller press must be preset before passing through the roller press by striking at least two opposite corners of each plate with a hammer. 2.6 Identification: Each WAVE metal connector plate is embossed with the iden- tifying mark "WAVE" stamped into the parent metal. 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. 4.0 FINDINGS That the WAVE metal connector plate for wood trusses complies with the 1997 Uniform Building Code', subject to the following conditions: 4.1 For the trusses using metal connector plates de- scribed in this report, plans and calculations must be submitted to the building official. 4.2 The metal connector plates are designed to trans- fer the required loads in accordance with the de- sign formulae in ANSIlTPI 1-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the building department when this is requested by the building official. 4.3 The allowable loads for the metal connector plates must comply with this evaluation report. 4.4 Teeth of metal connector plates placed in knots, bark, pitch pockets, holes, and joint gaps are con- sidered ineffective. 4.5 Metal connector plates are installed in pairs on op- posite faces of truss members connected by the plates. 4.6 Trusses using metal connector plates described in this report must be fabricated by a truss fabricator approved by the building official in accordance with Sections 2311.6 and 2343.8 of the code. 4.7 Allowable loads shown in the tables in this report may be increased for duration of load in accord- ance with Section 2335.5 of the code. 4.8 Application of the allowable loads (shown in the tables in this report) for metal connector plates em- bedded in lumber treated with fire -resistive chemi- cals is outside the scope of this report. 4.9 Where one-hour fire -resistive rating is required for trusses using WAVE connectors, see evaluation re- ports ER -1632 and ER -5640. This report is subject to re-examination in one year. Page 3 of 5 ER -5352 ' TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES FOR THE WAVE" METAL CONNECTOR PLATEI 'For SI: I inch = 25.4 mm, I psi = 6.89 kPa. ISee Figure I for a description of plate orientation. ZThe tabulated values are for a single plate. The values are doubled for plates installed on both faces of a joint if area is calculated for a single plate. 3Metal connector plates must be installed in pairs on opposite faces of truss members connected by plates. 4For metal plates rated by the semi -net area method, the end distance Of '12 inch, measured parallel to grain, must be excluded when detetming the metal plate coverage for each member of a joint. See Figure 2 for examples ofjoints affected by the mandatory reduction of plate coverage. ' Load—=====I Load LUMBER SPECIES DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE2•3 P V TE MODEL Species Specific Gravity AA EA AE Allowable Load Per Plate (pounds per square inch of plate contact area12 EE METAL PLATE VALUES RATED BY GROSS AREA METHOD Douglas fir 0.49 206 156 145 153 WAVE' Hem -fir 0.43 164 109 106 124 Southern pine 0.55 206 158 163 170 Spruce -pine -fir 0.42 159 109 106 118 METAL PLATE VALUES RATED BY SEMI -VET AREA METHOD4 Douglas fir 0.49 275 195 145 153 Hem -fir 0.43 208 134 106 124 Southern pine 0.55 275 195 163 170 Spruce -pine -fir 0.42 208 130 106 118 'For SI: I inch = 25.4 mm, I psi = 6.89 kPa. ISee Figure I for a description of plate orientation. ZThe tabulated values are for a single plate. The values are doubled for plates installed on both faces of a joint if area is calculated for a single plate. 3Metal connector plates must be installed in pairs on opposite faces of truss members connected by plates. 4For metal plates rated by the semi -net area method, the end distance Of '12 inch, measured parallel to grain, must be excluded when detetming the metal plate coverage for each member of a joint. See Figure 2 for examples ofjoints affected by the mandatory reduction of plate coverage. ' Load—=====I Load Load AA Orientation EA Orientation 'Load Load 111111 — 1 Load Load ' AE Orientation EE Orientation ' FIGURE 1—PLATE ORIENTATIONS 1 i l i i 1 1 1 1 1 1 i i� A1��'F� •�y l�lj}��`�r� Load AA Orientation EA Orientation 'Load Load 111111 — 1 Load Load ' AE Orientation EE Orientation ' FIGURE 1—PLATE ORIENTATIONS 1 Page 4 of 5 For SI: 1 inch = 25.4 mm. FIGURE 2—END DISTANCE REDUCTION REQUIREMENTS FOR SEMI -NET AREA METHOD ER -5352 TABLE 2—ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR THE WAVE' METAL CONNECTOR PLATEI ' PLATE MODEL DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 2 0° 1 90° 0° 90° - Allowable Tension Load (pounds per linear Inch per pair of plates) Tension Load Efficiency Ratio WAV E - 895 849 0.512 0.486 For SI: 1 psi = 6.89 kPa. 1 See Figure 3 for a description of plate orientation. '-The length of plate refers to the dimension of the longitudinal axis of the area of the plate from which the plate teeth were sheared during plate fabrication. Load Length 1, Load Load Width (a) 0° Plate Orientation (b) 90' Plate Orientation FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION Load TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR THE WAVE' METAL CONNECTOR PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE �Sf�r'ylJ•� . .i''•.i�N iii Gi L 11 MODEL Allowable Shear Load (pounds per linear inch per pair of plates) Shear Load Efficiency Ratio WAVE " 656 861 969 567 529 556 0.563 0.739 0.832 0.487 0.454 0.477 (a) 0° Plate Orientation (b) 90' Plate Orientation FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION Load TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR THE WAVE' METAL CONNECTOR PLATE For SI: I psi = 6.89 kPa. DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE PLATE 07 30° 60° 90° 120° 1 150° 0° 30° 60° 90° 120° 1 150° MODEL Allowable Shear Load (pounds per linear inch per pair of plates) Shear Load Efficiency Ratio WAVE " 656 861 969 567 529 556 0.563 0.739 0.832 0.487 0.454 0.477 For SI: I psi = 6.89 kPa. IPage 5 of 5 TABLE 4—ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, OR, FOR THE WAVE- METAL CONNECTOR PLATE INSTALLED WITH MINIMUM 18 -INCH -DIAMETER SINGLE -PASS ROLLER PRESSES ER -5352 PLATE MODEL LUMBER SPECIES DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE SPECIFIC GRAVITY1 AA EA AE EE • WAVE' 0.49 0.815 0.885 0.815 0.885 0.50 0.870 0.905 0.870 0.905 For SI: I inch = 25.4 mm. IThe QR value for the lumber species specific gravity of 0.49 applies to all wood species combinations with average published specific gravity of 0.49 or lower, and the QR value for the lumber species specific gravity of 0.50 applies to all lumber species combinations with average published specific gravity of 0.50 or higher. 0 Q E) FIGURE 4—HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HR, APPLIES Plate Length Plate Width 0.25 in (6.35 nn) o.c. between slots L ��o1 0.12 in (3.05 nn) I - - I slot width 0.0356 in (nininun) \ I in <25.4 nn) o.c. 0.5 in (12.7 nn) between slots uFFset between slat length adjacent slots 0.06 in (1.52 nn) PLATE AVAILABLE IN INCREMENTS OF I IN (25.4 mr)). For SI: I inch = 25.4 mm. FIGURE 5 --WAVE PLATE- DIMENSIONS