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0203-173 (GRES) Truss CalcsESTA CTAS h 2I2I (ADDITION GARAGE) 21.5/02 WETSIGNED RESIDENTIAL COMMERCIAL 8 FLOOR TRUSSES 85-435 MIDDLETON STREET, THERMAL CALIFORNIA 92274 OFFICE: (760) 397-4122 • FAX: (760) 397-4 www.spates.com CI OF LA QUINTA BUILDING & SAFETY DEPT. APPRO tb- E D FOR CONSTRUCThPN DATE BY —--' r �ug n IIf1• � '' , �.II II�,��,� '!SII •• IIIA I �►\'�■II III/�. I ii:! SII fill /II ilii II■\. I/II �= ll■■oil ll■■■■wM ONll �,. !!■■■■■�7O/mill oil II II■■■■����/SII iii a iiii,��.• �� I ----------- i! SII 24" O.C. SPACING TYP. U.O.N. f - T3 z O H m U O J m O } m O W Z H LU cn O U Ti JOB NO --Tl JACKS EST21 L Lo T PAGE N0: 1 OF 1 �r rr rr r rr rr err r err ar rr r� �r r err rr� r rrr ri (tJIZI-tbIANL1AS (a) KANCHU LA QUINTA - T26 TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 2100f -1.8E :B2 2x4 SPF 1650f -1.5E: WEBS 2x4 HF Std/Stud :W2, W12 2x4 SPF #1/#2: WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. 2-6-0 1 W2X4 III W5X10 = ., _ L,Qve — 143X5 IHIJ UWG PKLPAKLU FKUM LUMPUILK 1NFUI (LUAU) 6 U1PItNJ1UN3) JUUM111tU UT IKUJJ Mr K. MAX JT VERT DEFL: LL: 0.87" DL: 0.75" RECOMMENDED CAMBER 1 3/8" DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. CALCULATED VERTICAL DEFLECTION IS 0.87" DUE TO LIVE LOAD AND 0.75" DUE TO DEAD LOAD AT X = 17-1-5. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. W3X5 = W4X10 W5X8 = W2X4 III W3X12 = W3X12 = HS414 W4X10 = V� W3X10 W2X4 III O5-8-12 1 5-8-54 E 5-8-7 a}E 5 8 10 a1e 5-8-15 �I 5-9-0 5-10513 0 6-8 LE 34-6-0 Over 2 Supports R=1259 W=5.5" R=1259 W=5.5" T2e T 2-6-0 +9-0-0 T 2-4-9 I (EST21-ESTANCIAS @ RANCHO LA QUINTA - T26) PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD UBC 19.5c CA 2 1 R - Scale =.1875" Ft. Sppaates Fabricators 85435 IvLddleton Street, Thermal CA ' ALPINE .*WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION,GHANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACIN), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 DDDR., SOI TE 200, MA)ISON. 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 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FR 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 SPECIFICATION PUBLISHED BY TOE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO V' (,P C ( Feb '� y 043845 r a ��yy,,.� •N+ 64= * T C T C BC B C L L D L DL L L 2 0.0 10.0 7 .0 0.0 PSF P S F PSF PSF REF 8 7 9 5 41293 DATE 02114102 D R W CAUSR795 02045025 C A -ENG GTP / C W C T 0 T . L D . 3 7.0 *P S F S E 0 N - 49483 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACEOF 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. 4P w�{ a CIYR . v- Or C OUR . FAC . 1.25 FR0M GS SPACING 24. 0 " te31u-r3IA11L,IAJ Lm KANLHU LA UUINIA - IZ7 TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W4 2x8 DF -L #3: :W8, W16 2x4 SPF #1/#2: 2-6 0 W3X8 W5X4= W6X16= IK1J UWU rKtrAKtu rKUM LUPIYUItK 1NruI tLUAUJ 5 u1PItrvJ1UNJ) JUt$MIIItU tlr IMU33 Nr K. DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF, W2X4 III IJIVA W3X5 W3X4 = = . W3X10 W5X7 W2X4 III W2X4 III W3X10 = HS414 = W3X8= W3X10 = W2X4 III W3X4 = W4X6 L, 3-0-8 0-5-P-4-13 2-9-15 0-6-8 5 8 7 5 8 10 QE 5-8-15 5-9 0 5 4-5 12 -10 -60 -I10 -6Z11-3 5-8 7 5-8-10 5-8-15 5 9 0 5 10-13 E 34-6-0 Over 2 Supports. J R=1393 W=6.5" R=1125 W=5.5" 2-4-9 9-4-0 (EST21-ESTANCIAS @ RANCHO LA QUINTA - T27) PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD UBC 19. CA 2 1 - R - Scale =.1875" Ft. Spares Fabricators r 85-435 Middleton Street, Themal CA _ A L P T N E Alpine Engineered Products, Inc. Sacramento, CA 95828 ' "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 1'O1 OFRIO 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 ATTAC NED RIGID CEILING.7,0 —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, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOC1ATi ON) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL. 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 RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING 1S THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. pp ��:' 4 G% r o5& Cj Np, gq5 r ,o * * C1Yti. /� OF {iA�`� TC TC BC B T 0 T LL DL D L LL . L D . 20 10 7 0.0 37.0 . 0 .0 .0 P S F P S F P S F P S F P S F R E F R795--41294 DATE 02/14/02 D R W CAUSR795 02045026 CA -ENG GTP/CWC S E Q N - 49486 D U R . FAC. 1.25 FROM G S SPACING 2 4.0 " (EST21-ESTANCIAS @ RANCHO LA QUINTA - T28 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & D.IMENSIONS) SUBMITTED BY TRUSS MFR, *.TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W4 2x8 DF -L #3: :W8 2x4 SPF #1/#2: T 2-6-0 1 W5X4 W4X12 = W6X16 = DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. W2X4 III W4X6= 1.10VA— W3X5= W3X4= W3X10= W2X4 III W2X4 III W4X12 = W5X7 = W3X10 = W3X10 = W2X4 III W3X12 W3X4 = W3X8 LE 3-0-8 0.5 T-4-13 2-9-15 0-5-5 5-8-7 5 8 10 5-8-15 5 9 0 2-11-8 2-10-60 0 2'11-3 5-8-7 5-8-10 5-8-15 5 9 0 3-4-13 I< 32-0-0 Over 2 Supports J R=1301 W=6.5" R=1032 W=5.5" T 2-6-0 9-4-0 T 2-3-15 +9-0-0 1 (EST21-ESTANCIAS @ RANCHO LA QUINTA - T28) PLT TYP. Wave TPI -95 Design Criteria: TPI STD UBC 19.5c CA 2 1 R - Scale =.1875" Ft. Spates 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 0'ON OFRIO OR., SUITE 200, MADISON, NI 53719). FOR SAFETY PRACTICES PRIOR TO PERFORMING.THESEFUNCTIONS. 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 c FES ��` 'y ` Feb ���� T C T C B C L L D L D L 2 0. 10 .0 7 .0 0 P S F P S F P S F R E F R 7 9 5--41295 DATE 02114102 D R W CAUSR795 02045027 7ALPINE BUILD.TME TRUSSES IN CONFORMANCE NI TH TPI; OR FABRICATING, HANDLING, SHI PP IMG , INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AMD PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF By ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO C43BA5 r a E*6 6N20 * B C L L 0.0 PSF C A -ENG GTP/CWC TOT. L D . 37.0 PSF S E Q N - 49488 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 DRANING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR TH 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 @ QF ..A��t�Q` ' D U R . FAC . 1 . 25 FROM G S SPACING 24 .0 " r �r NO r an � � �r � rr r■� r rr ---� �. rr (eJIL1 -[JIHNL.IHJ Lm KANL.HU LA UUINIA - IZ9 '.TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4 SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W2, W10 2x4 SPF #1/#2: WARNING: FURNISH A COPY OF THIS DWG TO THE INSTALLATION CONTRACTOR. SPECIAL CARE MUST BE TAKEN DURING HANDLING, SHIPPING AND INSTALLATION OF TRUSSES. SEE "WARNING" NOTE BELOW. I 2-6-0 W4X10 = W2X4 III 1.10VA _ W3X4= W3X5= IMIJ uwu rKtrAKLu rKUP1 LvNrulLK INrUI LLUAUJ 6 UI1lLN31LMY3J .)UDI-I111CU DI IKuaj Nr— MAX JT VERT DEFL: LL: 0.68" DL: 0.58" RECOMMENDED CAMBER 1" DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. CALCULATED VERTICAL DEFLECTION IS 0.68" DUE TO LIVE LOAD AND 0.58" DUE TO.DEAD LOAD AT X = 17-1-5. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. W4X8 = W3X8 W2X4 III W3X12 = W3X10 = HS414 = W3X8.= W4X8 - W2X4 III 0'�7-7 5-0-14 SIE 5 8 7 a�E 5 8 10 SIE 5 8 15 3jE 5-9-(8 -8-8- 11-8. 11 �� 5-8-5 5-8-7 r 5 8 10 T 5 8 15 T 5 9 ® 1 12 3 431 LEE 32-0-0 Over 2 Supports - J R=1166 W=5.5" R=1166 W=5.5" T 2-6-0 +9-0-0 T 2-3-15 1 (EST21-ESTANCIAS @ RANCHO LA QUINTA - T29) PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD U8C 19.5 CA 2 1 - R - Scale =.1875" Ft. Spates Fabricatgrs 85435 Middleton Street, Thermal 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 'UNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED ESS F* �y TC TC LL DL 20.0 10.0 P S F P S F R E F DATE R795--41296 02/14/02 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 `5 Feb y VI' BC DL 7.0 PSF DRW CAUSR795 02045028 7ALPINE BUILD THE TRUSSES IN CONFORMANCE X[TH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRAC1NG OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AMD TPI. .ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO * B (, L L 0. 0 _P S F CA -ENG GTP / C W C T 0 T . L D.. 3 7.0 PSF S E Q N - 49490 Alpine Engineered Products, Inc. .Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHER ISE 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. w v�Cry11. qf¢ or ���`E -e / D U R . FAC . 1.25 FR0M GS S PACING 2 4. 0 " rr r r�r . rr r► �r r� r r �r r rr r> r rr r �. r� (CJ141-tJIAINLIAJ Lm KANLHU LA UUINIA - 130 ',TOP CHORD 2x4 SPF 1650f -1.5E BOT CHORD 2x4'SPF 1650f -1.5E WEBS 2x4 HF Std/Stud :W8 2x4 SPF #1/#2: T 2-6-0 1 I1 ­11J UWb PKLF'AKLU rKUM L.UMF'UILK 1NF'UI (LUAU) 6 UIMtNJIUNJ) JUUM111tU UT IKUJJ MrK. MAX JT VERT DEFL: LL: 0.22" DL: 0.19" RECOMMENDED CAMBER 3/8" DEFLECTION MEETS L/240 LIVE AND L/180 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. W4X8 = W2X4 III W.5X4 W3X4 = W3X6 = W2 143X5 = W3X4 LIJ T T 2-6 0 2-3-15 W8 I }9-0-0 X4 III W3X10 = W6X8 = W3X6 = W5X4 0-5- 5 0-5-5 lg1 3-4-12 5-8-10 5-8-15 i 5-9-0 I+E 2-11-8 ISI ff 3-10-11 5-8-10 5-8-15 5-9-0 '� 334113 IE 24-6-0 Over 2• Supports J R=889 W=5.5" R=889 .W=5.5" HO LUB�UINTA19.5c PLT TYP. Wave TPI -95 Desi.gn2Criteria:-TPIASTD CA 2 1 R - Scale =.3125" Ft. $Ppa�tes FebXicXltOrs 85435 M dfd1¢tOn Street, Thermal CA *'WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, -INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING ANO BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 563 0'ON OFRIO OR., SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO P ERFORMING-THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED Cc l� QFIrSS� �. T C TC L L DL 20 10 .0 .0 P S F PSF R E F DATE R 7 9 5-- 4 1 2 9 7 02/14/02 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIG TO CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED *J�'f eb �� GIi BC DL 7 P S F D R W CAUSR795 02045029 [ A L P IN PRODUCTS, INC. SMALL 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 =' r 45 BC LL 0.0 .0 P S F CA -ENG GTP/CWC L SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, ESCEPT AS NOTED. APPLY CONNECTORS TO * T 0 T . L D . 37 .0 PSF S E Q N - 49492 Alpine Engineered Products, Inc. Sacramento, CA 95928 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 COSIONENT1FORANYPARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER SECTIOU h C N r t D U R .FAC . 1.25 F R O M GS SPACING 2 4. 0 " 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 OF THE 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 Identify 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 the 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, CONTACTTHE AIRPORT 30 DAYS PRIOR TO ERECTION TO LEARN ABOUT ANY SAFETY REGULATIONS THAT MUST BE FOLLOWED. JOB SITE HANDLING 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 first 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. Spreader bar for ' ,-� once of the truss bracing system depends to a great extent on how well the first group of trusses is braced. larger trusses - GROUND BRACE - EXTERIOR GROUND BRACE - INTERIOR One satisfactory orym method ties the t unit of trusses off to Another satisfactorymethod where height of building or ®e® a series of braces that are attached to a stake driven into ground conditions prohibit bracing from the exterior is to the ground and securely anchored. The ground brace do the first truss rigidly In place from the Interior at the 4 pill III itself should besupported as shown below or it is apt to floor level, provided the door is substantially completed buckle. Additional ground braces In the opposite direc. and capable of supporting the ground bracing forces. tion, Inside the building, are also recommended. Securely fasten the first truss to the middle of the build - ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSITION ONLY Note: Locate ground braces ing• Brace the bracing similar to exterior ground bracing Proper banding and smooth ground allow for unloading of trusses without damage. This should be for first truss directly In line shown at left. Set trusses from the middle toward the end done as close to the building site as possible to minimize handling. DO NOT break banding until instal- with all rows of top chord con- of the building. Properly cross -brace the first set of truss- lation begins. Hand erection of trusses is allowed, provided excessive lateral bending Is prevented. emporlnuous lateral bracing (either as before removing floor braces end setting remaining 9 P 9 P temporary or l bracing (either trusses. ✓ 2nd, 3rd & 4th trusses First truss 2 x 4 minimum Temporary ' / a ortempoa " (helps wh 45 First truss to be well long deer s Xstaka braced before erection \ of additional units. BraGround bracing r DO NOT STORE UNBRACED BUNDLES UPRIGHT DO NOT STORE ON UNEVEN GROUND Bearing for trusses l vo�ee GrounMinimum Two led 2o�o`j0` o�rpt� Double Headed Nails o TO a°t minimum size NIS% II'b Il + ° am aeponeb .pram ruxua This level represents 0 1 1/2' enetration ground floor on single O story applications NI U 1-4 Chord If Trusses are stored vertically, they shell be braced In a if trusses are stored horizontally, blocking should be used . ¢O INADEQUATE SIZE OF BRACING MATERIAL OR INADEQUATE FASTENING IS A MAJOR CAUSE manner that will prevent tipping or toppling. Generally, on eight to ten foot centers, or as required, to minimizrr� 7`OF ERECTIOND`NOING. cutting of the bantling is done just prior to Installation. lateral bantling and moisture gain./ Q CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVON DAMAGING TRUSSES. j TAT ERECTION TOLERANCE During long term storage, trusses shall be protected from the environment m a manner that provides < I ` Length Length for adequate ventilation of the trusses. If tarpaulins or other material is used, the ends shall be left open N `:1 ° tt ° J— for ventilation. Plastic is not recommended, since it can trap moisture. % to T / / = Lesser of Lengths H 1' else or 2° Lenglh 16' to 32' = 1' Length 16' to 32' = 1' HOISTING i1 ° —Y Plumb Bob Length 32' & oven 2 Length 32' & over = 2' Q — _ .Complying with erection tolerances Is,critical to achieving an axeplable roof or door line, AND TO ACCOMPLISHINC ALL TRUSSES THAT ARE ERECTED ONE AT A TIME SHALL BE HELD SAFELY IN POSITION `C EFFECTIVE BRACING. Setting trusses within tolerance the first time will prevent the need for the hazardous practice c BY THE ERECTION EQUIPMENT UNTIL SUCH TIME AS ALL NECESSARY BRACING HAS BEEN W respacing or adjusting trusses when /riot sheathing or roof puriins are installed. Trusses leaning or bowing can cause nail: INSTALLED AND THE ENDS OF THE TRUSSES ARE SECURELY FASTENED TO THE BUILDING. f- to miss the top chords when sheathing is applied, and create cumulative stresses on the bmcing, which Is a frequent cause of dominoing. WHEN SHEATHING, MAKE SURE NAILS ARE DRIVEN INTO THE TOP CHORD OF THE TRUSSES. Q - BRACING c U.1 Q G Z Q i Q J M DO NOT INSTALL TRUSSES DO NOT WALK ON I DO NOT WALK ON TRUSSES Q ONTEMPORARILY UNBRACEDTRUSSES OR GABLE ENDS LYING FLAI ill CONNECTED SUPPORTS support wall ry scaffolding en Inatallin pan trusses) D. direction M of nailing Q All anchors, hangers, tie -downs, seats, bearing ledgers, nails HSei etc., that are part of the supporting structure shall be base 0accuratety l end properly placed and permanently �• Zattached before truss Installation begins. No trusses Wshall ever be Installed on anchors or ties that have tem - O Ce porary connections to the supporting structure. direction NAILING SCABS TO THE END OF THE BUILDING TO°f force iling BRACE THE FIRST TRUSS IS NOT RECOMMENDED. W All nailing of bracing should be done so that nails are i N NAILS IN WITHDRAWAL driven perpendicular to the direction of force, as shown WELL NAILED S i (PARALLEL TO FORCE) at right (PERPENDICULAR TO FORCE) Truss sling is acceptable where these criteria are met. I I F L- _ _ J k - - -__ _ k uI �_ t SPREADER BAR SPREADER BAR TOE INW OE IN TOE IN TOE IN Approx.Approx. 1/2 to 2/3 truss length up to 60 feet Tagline Tagline Use spreader bar in ALL other cases. It should be noted that the lines from the ends of the spreader bar 'TOE IN"; if these lines should "TOE OUT" the truss may fold in half. STRONGBACKI SPREADER BAR STRONGBACK/ ` f•� SPREADER BAR V Approx. tuss lento 314 ,� I 1 I Approx. l213 ento 3/4 truss length I __VIII f. buss length over 10U.— t over 60 feet Tagline Tagline r a rbarbe i For lifting it 'nexcessof 60 feet it is recommended that a strop bacWs a de o trusses with spans I 9 P 9 P h r n used as illustrated. The strongback/spreader bar should be attached to the top 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 (ceiling plane), and Plane 3) Web Member plane or vertical plane perpendicular to trusses. 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 bmcing 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 Cr Continuous Web Web members lateral bracing Continuous lateral bracing Continuous steal Bottom Cho I9 Diagonal ratio bracing Bottom Chord Minimum 2x4x70' 6° Minimum 224x10' lateral bracing lapped 5 lateral bracing lapped Over two trusses at a' to 1 ' over two Trusses a each end. each and. 45" 20' 20' - Connect end Not to scale. of bracing to rigid Diagonal brocln support or add diagonal repeated every 0' at bmcing et approximately 20' 456 angle to trusses' intervals at at both ends).' Long spans, heavy loads or other spacing configurations EXACT SPACING BETWEEN TRUSSES SHOULD BE may require closers ado between lateral bracing and S G E Y q spacing 9 closer intervals between die onels. Consult the building MAINTAINED AS BRACING IS INSTALLED to avoid the 9 9 designer, HIB DSB (Recommended Metal -Plate C n S eclllWood hazardous raetlee of removin bradn to etl'ust s ac- ( 9 P P 9 9 1 P for Temora Bmc/n of ssTechno Connected Wood Ing. This act of 'adjusting spacing" can cause trusses to Trusses) o �WTCA's Truss Technology for Builders topple if connections are removed at the wrong time. Temporary Bracing flyer. 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 breoing / Web members 14-15'+l max, max. X -bracing should be Installed on vertical web members wherever possible, at or near lateral bracing. Plywood sheathing may be substituted for X -bracing. dt`9 Web members z� c12 Brce the bracing P°�dj0 S Bottom chords DO NOT USE SHORT BLOCKS TO BRACE INDIVIDUAL TRUSSES WITHOUT A SPECIFIC BRACING PLAN DETAILING THEIR USE BRACING REQUIREMENTS USING THE SAME PRINCIPLES APPLY TO PARALLEL CHORD TRUSSES Note: Top chords and some web members ere 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 NEVER STACK MATERIALS ON UNBRACED OR INADEQUATELY BRACED TRUSSES A2L NEVER STACK MATERIALS NEAR A PEAK 49 NEVER STACK MATERIALS ON THE CANTILEVER OF ATRUSS sin�le s NEVER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION LOAD OVER AS MANY TRUSSES AS POSSIBLE. NEVER CUT ANY STRUCTURAL MEMBER OF A TRUSS. Platform must be rigidly braced L A Proper distribution of construction materials is a must during construction. Always stack materials over two or more trusses. Not to exceed 47 maximum from bearing 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 door system. Sleepers, FE=l IW 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 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 tractor. Any field modification that involves the cutting, drilling, or relocation of any structural truss member or connector plate t not be done without the approval of the truss manufacturer or a licensed design professional. The methods and procedures outlined are intended to ensure that the overall construction techniques employed will put floor and trusses SAFELY In place In a completed structure. These recommendations for bracing wood trusses originate from the collsdlve e neoce of leading technical personnel in me wood Wss Industry, but must, due to the nature of responsibilities Involved. be prase only as a GUIDE for use by a qualified building designer, builder, or erection contactor. Thus, the wood Truss Council of Ami expressly disclaims any responsibility for damages arising from the use, application. or reliance on the recommendations and Info Win oonalned herein. Selected text and figures referenced or reprodt from HIS and OSB by permission of the Truss F Institute, Madison, WI. WOOD TRUSS COUNCIL OF AMERICA One WTCA Center 6300 Enterprise Lane Madison WI 53719 608/274-4849. 608/274-3329 fax W ENT" wtca®waodtruss.com • www.woodtruss.com Copyright O 1986.2001 Wood Truss Council of America .....lir r r r r �r �r r r� �Ir r >� r r ■r r r� '.. • TYP. NOTCH -- @ 24" O.C. 1.5"/1 Max. SYM ABOUT �r I (P1) 12" Min. 24" Max. fI (G) ( (s) I I.._Gable Eud 16-O.S., (N) . Max. 1-11 1 Ledger 2X4 F.L. 112 or BTR Stronyback brace Varies ( •' Ind Cvulaf Max. Length --=VIA l(s Max. Web Lengtli__- trongback F (S1) 11,111 to ledger flA1LS UII'I'I.UUI(I•;I( 1.(.IIIIeF- i2" O.C.)/ _.._..... � ; --� A35 CRrri.11.1A (n;I1.1 to Vert. \-•-114(K) SCALE POP 0.5000 w/7. -10d n,1ils) `-Gable.. (S1) Splice plate to match common trusses. UCTAIL "A• \ «�I (T1 I.._Gable Eud 16-O.S., (N) . Max. 1-11 1 Ledger 2X4 F.L. 112 or BTR Stronyback brace Varies ( •' Ind Cvulaf Max. Length --=VIA l(s Max. Web Lengtli__- 1X3* 2-0-0_ (S1) - 0-1-0 N flA1LS 81' ftc CACII [III) f'l'TA II A, LIP, SEON-- 50006 Roof 011tluoker Gable end Detail 1 _ 1113" M, (C) y' -14 2X4 FL112 1 I.I. (G) Gable end design based on 00 MPII Detail VIV 45 ) r )c - wind load, exposure "C" at 0-20 F't. t mean height. 1 2X Let yer (C) 1X4 continuous lateral bracing for brace (strongback) member longer than 72". Attach at midpoint of each brace- f \0"M _ W/2-80 common nails. 9 braced at 60" O.C. TRUSSES (0) Option to web plating: -use (3)-2" BRACING DETAIL wire staples (0.072 Dia./15 GA. ) toe- nalled thru chord into web & thru web into chord on one face for a total of 6 staples. (P1), (S1), & (111) must (0) be plated. \ (T) Refer to Simpson Catalog C-9211-1 for product attachment specification (attach A35 in F1 direction). 2X4 SPF Max. Length Plnt-e— Max. Web Lengtli__- 1X3* 2-0-0_ (S1) - 0-1-0 3X4* 13-6-0-- 4-2-0 - 8-0-0 CONTINUOUS SUFIIOORT SEON-- 50006 REV (P1) Peak plate to match common trusses. SCALE POP 0.5000 NOTE: This detail may be used for (S1) Splice plate to match common trusses. 1411155(5 u(OUI O,( (AIP[wE CA n( WARNING WARNING III IIAInN.IIG, [n[f.11141 A'Al trusses with pitched B.C. also. (111) 11cel plate to match common trusses. (K) Spacing for 114 = 71.0" o.c. Span to match common trusses 0nAC1ur, SEE Ul0-91 Of IPI. SEE n;IS UF.SIC11 .�\�A -/,oA �i• TC LL 30 PSF PATE 7/20/93 r� C� 2X4 SPF Max. Length Plnt-e— Max. Web Lengtli__- 1X3* 2-0-0_ 2X4* - 0-1-0 3X4* 13-6-0-- 2X4 SPF Max. Length Max. Length lumber without W/strongback grade- bracing (N) brace (S) STANDARD 4-2-0 - 8-0-0 NOTE: Chords to be 2X4 Fir -Larch 112 Minimum SEON-- 50006 REV 15.6.5 SCALE POP 0.5000 1� (� AInUK CUO Iu[In(11 Pnlllllna s, Ilf, xm imPoRTANTKH 711ALL Intl OE of 51'41115,101( FU;1 A"f 1411155(5 u(OUI O,( (AIP[wE CA n( WARNING WARNING III IIAInN.IIG, [n[f.11141 A'Al N�� OESIG14 C(TIT: UBC REF 8304 49442 OFv1Al10n FnON "tis 41(51CI; On tnCSE SO'(CIFIC-Allow I, wl Ant 0nAC1ur, SEE Ul0-91 Of IPI. SEE n;IS UF.SIC11 .�\�A -/,oA �i• TC LL 30 PSF PATE 7/20/93 r� C� .0 C=3 C_I FAILUPF 10 GUILD I1rt muss III C01110nwA110E VIVO, IISInO Of IPI FOP AIXIIIIOI1AL SPECIAL I-EIINAbllll LIIAI:IIG PC I�7 L=7 L7 [=l AIPIIrt CDurttlp115 AOE HAVE OF 700E Chv. Si@EL NC[1 Wt A57w 0111nENEln S. URE SS OLrtnxl s[ 11At1 CA IE0, 1 r p IC DL 15 .0 PSF DRWG CDIOB C`1 O A446 Ln A EACEOF AS IU1t0. ArMl C(limACCllllli 11) (ACIt FAC( uF CI1Un0 S11ALL Of LAI(IIALLY 1111AMI Vlltt 11;41 11 OWC No. C043845 C OL (UI 5. PSF _�-• -••- CA-ENGt.!!r 17=3ALPINE P141SS A1U UIIL[SS 0111(ItN15E tOCA1F01111 11115IIF50C1( POSIIIWI LY AIIACIKII PLYNOIIO SIKAIIIIIN, 001111N CIU 63091 * I L'ut"C1O11s "EnUIIAAt 110, 190 C IrIOA-f. IIESICII SI&In1A11Uf KIM 010PEl<f AIIACIIED PIC10 L•EILI"r -- SE( * Fes, TOT.LO. 50 O PSF 0/A LEN. TRUSS CO-WonN V/APPLICABLE PnOvI%IOni r IUs t 11'1, AO E"c11KFn'S 11115 APIIIFS IO 111( CUNIt01K111 ALPUIE I(Cn1ICAL IIDIIAIF U/Voll F011 rnol•En UnYNALL AI'PLICAlP011. rIL-Ils;; A 11117 ( _VARIES - PITCH LJ � SFAL 0.1 OnAN111C IKnIP.I(P)11C11[ "1 UPI,. A141 SnALL 1411 Of PEEPED 1001111 In Anf (IIIN.n wxf. Co" 11F VCSIC11 to utC InUSS (11ECIIU11 CmnnAClnn, jr, y10- Q�\� �TE UUf1•FAC • I . I5 _VARIESr— G C:7 C= O O C7 .-IPI - InUss PtAI( I115tnOIf. 1415 - 1791 1;AllurrAL Urslc" 511trtrtCAtIOu FU11 oon41 nort1nK:11WP QF C� `O �'\ SPACING - - - - - •- TYPE GABLE END rr r r r r ala ar r rr r ar alp a� Mao m M. r ar Job: 41. /. 111P JACK RAFTER DETAIL( RIPPED 2X6) 0119 D110. PREPARED FROM COMPUTER INPUT 4LOADS. C DIMEN IONS) SM111EO BY 1It RUS9 MFR. LUMBER GRADES TCLUTCDL MAX SETBK TCLUTCDL MAX SETBK SPF 1650E -1'.5e"- 16/7 = 23# 8-8-0 _ 16/14 = 301E 8-0-0 SPF 2100P -I .Se '. 16/7 = 230 8-10-0 _ 16/14 = 3011 8-4-0 • NOTEs MAXIMUM SETBACK IS FROM INSIDE OF BEARINGS. PLATINGWITCH 2.82-3.00 3.00-4.60 4.60-6.00 A 3X8 3X7 3X8 (B 3X5 3X5 3X5 C 3X8 3X8-- 3X8 "" CANTILEVER HEEL (A) 2X4 3X4 PLATES OVER SUPPORT" 2X4,'2X6, 2X8. 2X10 BLOCK FL GRADE 2.82 6.0. 2X6 HIP RAFTER DETAIL THIS HIPJACK DESIGNED TO SUPPORT CONVENT'IONALLY'FRAMEO 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 Wt L/240 TOTAL LOAD - L/180 2X4 EXTENSION TO BE SUPPORTED (C) - EVERY 2-0-0. lSS)� . 1, (B) VARIES WITH PI'T'CH 1 "" RAISED HEEL "4 (B) (P) BLOCK PLATE 2X4 — 2X6 2X6 — 2X8 2X8 — 2X10 2XIO - 2X12 �• y 4*-- TC LL PSF RUW95-90581 y TC OL LOADING PSF DATE 06/20 5 BC DL SEE PSF DRN CD 119 * 8C LL ABOVE PSF CA -ENG POC TOT.LO. PSF A DUR.FAC. 1.25 SPACING 24.0" MIN 1 VARIES WITH PITCN OVER 2 SUPPORM 1MIN R -.3471. MAX w 1.9/1 MIN R 6941 MAX W - 1.511 - 1I :'LT. TYP - ALPINE DESIGN CHIT UQQOF 0 0 to 1= t=) c= KKIMPORTANT 1 NAl"'m t110 w""O awtn)C19. life. WARNING1INn"ssts n"Ouln" E9,nE14 un11 Q SnAII Not OE PESPON91111 ran ANY lunm1110, EnECIION A11 �0� O cc== 1=1 of VIAIICN /PON 11115 DESIGN On 11451 SP[CIf ICAIIdIS. On ANr OnACINa. 6[E 1116-01 Or IPI. SEE INH OE91 O O FAIL11111 10 81111,0 lift I"S IN COWO MAI" MIM 09100 8V IPI. ran A0011IONAL SPACIAL PfamAntN1 OnAC1N0 0 1= AL)NK Cd"lCIOnS APE KAIII Or SOCA OALV. SIC[L NCCIIIIO A51N 0111rLER"n. MESS OnllgrsE 111t1[CAIEO. No. 0 0 1446 al O t[CEP1 AS Toho. APPLY COI84CIOAS 10 [Ar,N ►Ace or C)oPo SRALL of LAIEnALLE OnACEO 81N1 P h C O 11Rrss A10 "Is OP4aw1sE loc"ll" On 1141: on1c11. Irosnlo" Lf AIIAolO PLrNOad SnEAnullo. Conan O COivKClOn9 P[q OnANIICf 170. ISO C IOOA•r. n[SIGN 91APOArt)S NII" "011Ll AIIAC140 PIC10 Clllllf0 -- Sit [o" O1M M /A►RICIM ►110V1911N9 Or no% 8 IPI. AN ["OIN[tn•9 ALP114 1[CUIICAI 010411 I//I/SII rapt moms APT. (, i� o i� c= 0 CM $111 OPAW1100 111IIIAdlf.IAlO tll DIA(1ts to 1llICO111IO1O11MfI011lnCNAf.to 14PE O[91GNAIL110P11lCI N/ 71 tKtlldl COIIIfPACO�lllli 9ntclncAllal ran NINm cnn;lrn N;Ilnu__ Or r ...IPI - IIUSS PLAtt Il1S111111t, 11113 - 1091 IIAJ1dul ntS1611 (B) (P) BLOCK PLATE 2X4 — 2X6 2X6 — 2X8 2X8 — 2X10 2XIO - 2X12 �• y 4*-- TC LL PSF RUW95-90581 y TC OL LOADING PSF DATE 06/20 5 BC DL SEE PSF DRN CD 119 * 8C LL ABOVE PSF CA -ENG POC TOT.LO. PSF A DUR.FAC. 1.25 SPACING 24.0" MIN stud r 'MIIII,W'RI.PAWR11H "tR 1ll ((toAnS s DINENSIONS) SUBNI� BY IRIrMIR.' STANDARD JACK DETAIL (REPLACES CO101, CD101A) DESIGN CRITERIA: [1] (**) LIVE (CONSTRUCTION) LOAD DEFLECTION LIMITED TO L/180. LIVE (SNOW) LOAD DEFLECTION LIMITED TO L/240. TRUSSES SPACED AT 24" ON CENTER. REPETITIVE MEMBER INCREASE (1.15) USED FOR BENDING STRESS. (LIVE LOAD OF 16 PSF APPLIES ONLY TO ROOF PITCH AT LEAST 4:12 LIVE AND DEAD LOAD APPLIED TO HORIZONTAL PROJECTION. (A) 2X4 STO, STUD. #3 OR BETTER END VERTICAL WEB WITH W1.5X4 CONNECTORS REQUIRED IF UPPER BEARING POINT IS NOT USED. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FABRICATOR TO REVIEW THIS DWG PRIOR TO CUTTING LUMBER TO VERIFY THAT ALL DATA, INCLUDING DIMENSIONS AND LOADS, CONFORM TO THE ARCHITECTURAL PLANS/SPECIFICATIONS AND FABRICATOR'S TRUSS LAYOUT. 12 Pitch [ / W1 .5X4 0 W2X4(A1) W3X4 FOR CEILING JOIST SPAN>8'0" I -C-2 - 6.0-a, 4 ----SPAN VARIES MAXIMUM Maximum Rafter Span Table Horizontal measure in FT -IN -SX Ceiling Joist Rafter Pitch>4 Rafter (Pitch),4) Rafter Rafter Rafter Rafter _REF R795--54135 .. .._ ._. DATE 07111100 . D111•I (;A 11 X11 /rl !r (IIII rI II.111 ._....... _....._ .. CA -ENG GWII - -...- -- -- / AlPinc Cnb'inccfcd ProdOUs, Inc. SnaunlcnUl,Cn9iN2R CUNNICIURS All NA11t III 70GA ASIM A6S.l GRAD I:A11. 51111, t11:IPI AS NU1111, APPII 1:0111111,111115 111 I ACII IACI 01 IR IISS, AND II" S OII1111Y1 Sf IItf,A it 11 UN IIIIS OI SI I,N, p11S 1111111 Clit"ll (10S PIN PRANINGS 160 A /, 1Ut St AI 011 IIIIS IINAYING IND11IA11S Ar.C1PIANCI UI PRUIISS10NA1 INGINIINING 11111.11X1 Lan I lr 50111 r ION II+I (Rosi NC "POP ll Ut SIf.N 111011X. Inl SUIIAll n 111 ANU UNI UI 11115 UUNPON111l rn11 ANI CIIIIIUTAR 111IIIIIIRG 1S IN, 111SPII0'1If III OI 1111 it MNG NISIGNI11. 1.111 ANSI/1►I 1 1.145 SI I:IIUN >. 9 CIVIL P '9 C►-C:AUF TOT. SPACING LD. _.._... 24.0" STANDARD STANDARD .._ REPLACES 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 M1 (S) 8-11-4 8-4-12 7-7-8 7-9-8 7-5.0 6-2-4 5-7-8 2X4 SPF#1/#2 (Canadian) 9.4-12 8-7-4 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 8-0-0 8-0-0 8-0-0 6-8-0 5-9-4 2X4 Item -Fir #1 9-7-8 9-0-12 8-2-12 B-4-12 8-0-0 6-11-8 6-0-12 2X4 Ooug.Flr-Larch #1 10-0-4 9-2-4 B-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 #2/Hem-F1r #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 8-8-4 2X6 Doug.Fir-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,Fir-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 1 14-0-8 14-0-8 11-1-12 10-1-8 W1.5X4 M PLT TYP. Wave TPI -95 _2am CAII/-/-/-/-/- 1 Rev. 8-1 -00 GIJII AL ((`` I N L -----1 "YARNINf,•• MISSIS Rl NI1111t 111111 Ni CANI IN IAOR IC AI 111N• II ANIII IMG, SIIIPP1116. INSIAII INr, AN II RN AI;IN .. gILIt IU IIIN 91 INANUI ING INSIAI I'll Affil URAI.IR,J. PUIII ISUIU 111 11.1 (INIISS 1'1 A,. INSIIIUI(, •iR] O'UN(tl NIO 1111„ S,II I( 100, MAOI SPM, YI 531141. IUN SAII It PRAI:l II:IS PNllln III PI 11111NNINr, IIII SI 111111:1111115. 11X1155 II 111111"INI INIII I:AI111. I11P 1, IInRII SIIAII IIA/I 1'11111'1 NII AI IA1:11I 11 11X111, IIIN At PANI11. (IIII III II f,11PN11 SIIAII ItAl) A PR Ir1•I RIY All Al 11111 NII:IU r'1111N1:, IMP -1111 I Alli I1+1111151, A I:UI•Y 111 IIIIS UI SIGN 111 1111 INTI AIIAIII.. r11N IN Ar,I,R. AII•INI INI:INIININ PNUIIUI:Is, IML'. SIIAII NUI 01 RI5PUN511111 INR ANY IIIIIA1111N INU11 IIIIS 1115IGN: ANY IAIIIINI lU OU 1111 )tit 1110SSIS IN CONIURIIANCI Willi IPI: 011 IAtIRICAIING, IIAN01 INr. SIIIPPING, INSIAIIIND AMU BRACING 01 I11USSI5. IIIIS III SIGN C0111 1111"S IIII11 APPIICA1111 I-NOVISI(INS 111 NITS (NA IIIINAI III SIGN SP[C11 ICAi1RN PUYtitSNtD by 111( ANtItICA11 IuRt SI AND PAPI11 ASSUI:I AI MIN) AND If- 1, AIPINI OLD W. t. '7 �P� �'pC No 5 006 E a- } - IC �• TC !' DC r • BC I.L DL DL LL -- SI'f �SE 11411E _REF R795--54135 .. .._ ._. DATE 07111100 . D111•I (;A 11 X11 /rl !r (IIII rI II.111 ._....... _....._ .. CA -ENG GWII - -...- -- -- / AlPinc Cnb'inccfcd ProdOUs, Inc. SnaunlcnUl,Cn9iN2R CUNNICIURS All NA11t III 70GA ASIM A6S.l GRAD I:A11. 51111, t11:IPI AS NU1111, APPII 1:0111111,111115 111 I ACII IACI 01 IR IISS, AND II" S OII1111Y1 Sf IItf,A it 11 UN IIIIS OI SI I,N, p11S 1111111 Clit"ll (10S PIN PRANINGS 160 A /, 1Ut St AI 011 IIIIS IINAYING IND11IA11S Ar.C1PIANCI UI PRUIISS10NA1 INGINIINING 11111.11X1 Lan I lr 50111 r ION II+I (Rosi NC "POP ll Ut SIf.N 111011X. Inl SUIIAll n 111 ANU UNI UI 11115 UUNPON111l rn11 ANI CIIIIIUTAR 111IIIIIIRG 1S IN, 111SPII0'1If III OI 1111 it MNG NISIGNI11. 1.111 ANSI/1►I 1 1.145 SI I:IIUN >. 9 CIVIL P '9 C►-C:AUF TOT. SPACING LD. _.._... 24.0" STANDARD STANDARD .._ REPLACES JACK DETAIL •-.. ..___ _ _ ORN COIOIA . . .... 2 HIP -FRAME" DETAILS IVAVA THAI 1YOx4, n+ln. 1 -IIP FRAME*. 'R' �-1 MIP FRAME STOPS AT PLUMB CUT OF JACKS TO MAINTAIN PITCH CON'T'INUITY. .INS IIIP DRAM COMMON TRUSSES STEPPED HIP SYSTEM TRUSSES T BA CI< IN) J C ' ---#I HIP s a == s a a — PITCHED AND SHEATHED CHORD AREA / MIP FRAME* D BO'l"I'OM CHORD — ATTACH HIP FRAME TO FLAT CHORDS OF STEPPED HIPS AT ALL OVERLAPPING POINTS WITH 3—Od (0.131"X2.5") OR 2-10d (0.140"X3") COMMON NAILS. BOTTOM CHORD OF HIP FRAME TO BE ATTACHED 1'0 #1 }IIP NAILS ® 8" O.C. MAXIMUM SPACING. WITH 10d COMMON 1 -IIP FRAME SECTION 13-8 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 DURATION FACTOR REQUIRED. • THIS HIP FRAME MAY BE USED WITH A MAXIMUM 120 PSF WITH TOP CHORD LOADING. 'R' HIP FRAME CIIORDS MAY DE TRIMMED U13 TO 2" '11'0 FI'T. PURLINS MUST DL IN'TAC'T AND PROPERLY ATTACHED. —VARNING— TRUSSES REOUIRC EXTREME CARE IN I'ABRICATING. HANDLING, S111P1'1 AND BRACING. REFER IU 1118-91 01ANULING INS IALLING AND BRACING). PUBLISHED PLA IC 1NSIIIUIE. 507 D'UNUFRIU DR., SUITE 200, MADISON, Vt. 37719) FUR SAFET 111111 UR IU PCRfIIRMING THESE FUNCTIONS. UNLESS 0111CAVISE INDICATED. TOP GU PR(IPERLY ATTACIIED SIRUCIURAL PANELS AND BUT IUM CIIURD SHALL HAVE A PROI CCILING. ■•IMPORIANi— 1'URNISII A COPY OF 7111S DESIGN 10 TIIE INSTALLAIIO ALPINE CNGINCCRE0 PRODUCTS. INC. S11ALL NOT BC RCSPONSIBLC FOR ANY DCVIAI DCSIGNI ANY FAILURE TU BUILD NIC TRUSSES IN CONFORMANCE VIM TPII OR FAIT IIA1IDLING. SHIPPING. INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS 1 PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISIICD BY 1111[ AMERICO PAPERASSOCIATION) AND 1P1. ALPINE CONNECTORS ARC MADE OF 20GA ASTM A633 EXCEPT AS NOTED. APPLY CONNECTORS IU EACH FACE OF TRUSS AND, UNLESS OT Nns OF,sIFJI, POSITION CONNECTORS PER DRAVINGS 160 A-2. 111C SCAL ON 11115 D 7)1 nCCEPINICE (1F PR(1FCSSIO)IAL ENGINEERING RESPONSIBILITY SULCLY FOR IIIc 1111, DESIGN S11UVN. 1110 SUITABiL11Y AND USE 1111' 11111 COMPONENT FOR ANY PARTIED _ Ts_s1t._etseaaslDl>.11�uFs►I�vltcmrL..Dcsl�t�sta�lslut�j :us�Lstutu SETBACK __ STEPPED MIP SYSTEM TRUSSES —� HIP FRAME! — PROVIDED BY 'TRUSS MANUFACTURER. HIP FRAME- IS DESI`ICNED 7'0 PROVIDE BRACING FOR FLAT TOP CI4ORDS OF HIP FRAME SYS'T'EM WHERE INDICATED. STRUCTURAL PANEIS MUST 13E PROPERLY A17ACHED DIRECTLY TO MIP FRAME PURLINS. THIS DRAWING REPLACES DRAWING CD126 IPI (TRUSS I TREQ AM 13$$10 S11I unTE 06/25/9) ICEIIAVE • (� IRACIOR.D RIGID FROM UOS h 9 _C / TEEL EXp. I12002 TES Eu1 �OQ MIP FRE � URwG 1�IIPFRAME069 ►^ -ENG DLJ 1(AR 11 XE PERMANENT BRACING START OF TOP CHORD FLAT TOP CHORD. PURLINS. EXTENSIONS. (SLOPING (TYPICAL /(CONTINUOUS) TO FLAT) #1 Y * SET A BACK PER STAR']' OF TOP CHORD EXTENSIONS. (SLOPING TO FLAT) i BRACED BAY A ROOF' SHEATHING. PERMANENT DIAGONALS FORM BRACED BAY. REPEAT AT ALL HIP ENDS, MAXIMUM INTERVAL EQUALS 20'. (NO'T'E: THE IST BAY OF' PERMANENT DIAGONALS FORMING BRACED BAY AT THE #1 HIP CAN BE EXCLUDED WHEN ALL OF THE FOLLOWING CONDITIONS ARE MET: 1) THE CONTINUOUS TOP CHORD PURLINS ARE ATTACHED '1'0 THE FLAT 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 OF 'TRUSSES CRIPPLE COMMON SPACING (C) (D) SETBACK * (s) (c) (B) (B) (B) (D) (B) (D) (B RACING - DETAI CRIPPLE SUPPORT LAYOUT SETBACK �1 * SE'T BACK SETBACK COMMON TRUSSES CALIFORNIA HIP SYSTEM TRUSSES �# 1HIP PITCHED AND SHEATHED B CHORD AREA. 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. CHORD EX'T'ENSION (TYPICAL) .#I 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. (B) T MANUFACTURER SSL RICATOR. PERSOUSS NS SERECTINGIGNER LTHE (CONTINUOUS 2X4) FABITY NORPOTRU TRUSSES CAU'T'IONED TO SEEK ADVICE OF A LOCAL PROFESSIONAL ENGINEER (C) CRIPPLES SPACED 48" O.C. '1'YP. AL I REGARD*NOTE: (D) BUILT—IN FILL CRIPPLES SEE ORIGINAL DESIGN FOR SETBACK, LUIMBER, PLANG TING, LOADING AND DURA'T'ION FACTOR REQUIRED. (HORIZONTAL MEMBER OPTIONAL) THIS DRAWING REPLACES DRAWING CD110 --WARNING-- TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING CALIF. BRACE TC PSF REF AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TI'1 (TRUSS PLATE INSTITUTE, 583 D'ONOFRID DR., SUITE 200. MADISON, WI. 53/19) FOR SAFETY PRACTICES LL Ess! O PRIOR TD PERFORMING THESE F- UNCTIONS. UNLESS OTHERWISE INDICATLD, TOP CHORD SHALL HAVE QCZ _ R TC DL PSF DATE 06/25/99 ATTACHEDTURAL LS LCONTRACTORATTACHED RI CEILINGPROPERL INSTALLATION �0�'DwhllC' ) BRCALHIP0699 ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RLSI�ONSIBLE FOR ANY DEVIATION FROM THIS BC DL PSF DI2WG BUILD THE WITH OR BWITHTA PLICABLE BC LL PSF -ENG • HANDLDESIGNNGNSHIF'I'1NGEINSTALLINGANDTRUSSES BRACINGIOfC�RU�SESNCL DESIGNTCONFO MS PAPERVI SSSOCIIATION) AND&S OF NDS ION�LALPINENCONNECTIORSION ARLI,MADLSOFDBY 20GATHE ASTMMERICAN FOREST A653 GR 0 GALV.NS E NO 5 TOT.LD. PSF LXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOC .6 THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SLAL ON THIS DRAWING INDIC ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT * DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING S THE RESPONSIBILITY OF TH BUIL USE DESIGN R PER ANSI/TPI -1 5 SECTION 2. DUR.FAC. Mar 20 2000 SPACING OF CAL11F = s m it m m m m m a == m= m= r r I -IIP - FRAME* DETAILS WA VA 1IIA1 lrjx'1, mIN. HIP FRAME•, 'R' 1--� MIP FRAME STOPS AT PLUMB CUT OF JACKS TO MAINTAIN PITCH CON'T'INUITY. .INS 111P FRAME MMON USSES ;PPED MIP 'TEM TRUSSES MIP FRAME• LUMBER IS SPF, SO. PINS, IIF, OR DFL S'PANDARD, STUD GRADE, OR BC'I"I'ER. SCE ENGINEER'S SEALED DESIGN FOR SETBACK, LUMBER, PLATING, LOADING AND DURA'T'ION FAC'T'OR REQUIRED. • TIIIS IIIP FRAME MAY BE USED W1'TI-1 A MAXIMUM 120 PSF WITH TOP CHORD LOADING. R' 1111' FRAME CIIORDS MAY BE 'TRIMMED UP TO 2" 'I'0 F1'l'. PURLINS MUST BE INT'AC'T AND PROPERLY ATTACHED. �— SE'I'BACIC d"—" CTRUSSES SYSTEM HIP FRAME! - PROVIDED BY 'TRUSS MANUFACTURER. HIP FRAME- IS DESIGNED 1'0 PROVIDE BRACING FOR N1 HIP T BACK I OF IIIP FRAME; SYSTEM WHERE INDICATED. STRUC'TUI'tAL PANELS MUST IN) DIRECTLY TO HIP FRAME PURLINS. J/ C - 'TIIIS DRAWING 1113PLACES DRAWING CD126 _1 - s a a :RCI-IORD PITCHED AND SHEATHED ARCA / MIP FRAME* D BOTTOM CHORD U — ATTACH HIP FRAME TO FLAT CHORDS OF STEPPED HIPS AT ALL OVERLAPPING POINTS WITH 3-8d (0.131"X2.5") OR 2-10d (0.148"X3") COMMON NAILS. BOTTOM CHORD OF HIP FRAME TO DC ATTACHED TO 11 }IIP WITH 10d COMMON NAILS ® 6" O.C. MAXIMUM SPACING. 1-111' FRAME SECTION 13-I3 MIP FRAME• LUMBER IS SPF, SO. PINS, IIF, OR DFL S'PANDARD, STUD GRADE, OR BC'I"I'ER. SCE ENGINEER'S SEALED DESIGN FOR SETBACK, LUMBER, PLATING, LOADING AND DURA'T'ION FAC'T'OR REQUIRED. • TIIIS IIIP FRAME MAY BE USED W1'TI-1 A MAXIMUM 120 PSF WITH TOP CHORD LOADING. R' 1111' FRAME CIIORDS MAY BE 'TRIMMED UP TO 2" 'I'0 F1'l'. PURLINS MUST BE INT'AC'T AND PROPERLY ATTACHED. �— SE'I'BACIC d"—" CTRUSSES SYSTEM HIP FRAME! - PROVIDED BY 'TRUSS MANUFACTURER. HIP FRAME- IS DESIGNED 1'0 PROVIDE BRACING FOR FLAT TOP CHORDS OF IIIP FRAME; SYSTEM WHERE INDICATED. STRUC'TUI'tAL PANELS MUST DE PROPERLY ATTACHED DIRECTLY TO HIP FRAME PURLINS. 'TIIIS DRAWING 1113PLACES DRAWING CD126 AND PLA ICR111SIIlUICCF50)ER TD'UNUFNIUO 1119-91 (DR., SUITE 1200. MAD SON,OVIRS]719) FORLSAFETYISHED BPRACTICy IN ESUSS QQIQFESs/ pp� REF IIIP FRAME I' IT, PCRFIIRKING I11CSF. FUNCIIOUS. UNLESS OIICRVISC INDICATED. IUP C110RO SIIALL IIAVC �Q . 11 �� DATE 06/25/99 RJURCCILIUG.Y n1 IACIM PORTANT-- VURNISIIAAECOPYI+OrB1111S DES UIIDH GN0101 TIIE IINSIALLAIION CONTRACTOR. AVE A PROPERLY D RIGID ALPINE ENGINEERED PRODUCIS. INC. Ss ALL NOT BE RSPONSIBLE FOR ANY DCVIAIION FROM 11115 Q' 9 URWG IIIPFRAti1E069 -� OCSIGNI ANY FAILURE TO BUILD I11C TRUSSES IN CONFORMANCE VIIII TP11 OR FABRICATING, C7 rn -ENG DLJ/KAR IA IIDLING, S111PPING, INSTALLING AND DRACING Of TRUSSES. DESIGN CONFORMS VII11 APPLICABLE PROVISIONS 0f NDS (NATIONAL DESIGN SPECIFICATION PUBLIS)IED BY INC AMERICAN FORCST AND PAPER ASSOCIAIIUN) AND TPI. ALPINE CONNECTORS ARC MADE Of 20GA ASIM A653 GR/0 GALV, STEEL [llp. x2002 EXCEPT AS NOTED. APPLY CONNECIORS IU CACII FACE Of TRUSS AND. UNLESS 0101ERVISE LOCATED ON IIIS DrSIGN. POSITION CIVNNCCIORS PER DRAVINGS 160 A -F. 111E SEAL ON 11115 DRAVING INUICAIES * !� A[CEPLANCE Of PRUfESSIVNAL ENGINEERING RCSPUNSIBILIIY SULCLY EON TIC TRUSS COMPONENT UCSIGN SHOWN. ]TIE SINIIANI1IIY AND USE IIF IIIS COMPONENT FOR ANY PARTICULAR WILDING _ IS,!(iHi3CaJ510111LLLLFJI1t IT I D11fG.-OLSIIas-ag dtSlatt- -. m-si' lm 2. 1.1 1n UeLd 1`1 - J6UIILt UtIAIL) DETAIL FOR TRUSSES OFFSET FOR 30" SCUTTLE OPENING. (TRUSSES EACH SIDE OF SCUTTLE OPENING SHALL BE DESIGNED TO SUPPORT THEIR FULL TRIBUTARY LOAD. FOR AN OPENING OF 30", WITH TRUSS SPACING OF 24" ON CENTER, TRUSSES EACH SIDE SHALL BE DESIGNED FOR 28" 0/C. (30 + 1.5 + 24) / 2 - 27.75. ADEQUATE SPAN -RATED DECKING SHALL BE USED. BLOCKING AS SHOWN SHALL BE INSTALLED IF THE TRUSS SPACING EXCEEDS THE SPAN -RATING OF THE DECKING MATERIAL, OR AT THE DISCRETION OF THE BUILDING DESIGNER. THIS DETAIL IS NOT TO BE USED IN CONJUNCTION WITH PULL-DOWN OR PERMANENT STAIRS. I(B) BLOCKING LUMBER DF -L STUD (GREEN) OR SPF #2. ATTACH BLOCKING WITH TWO 10d COMMON (0.148X3") NAILS, TYPICAL. PARTIAL ROOF TRUSS LAYOUT u[♦ cot uYTirn not Tatice urD SEE ORIGINAL DRAWING FOR LUMBER, CONFIGURATION, CONNECTOR SIZES, AND SPACING AND LOADING INFORMATION. TOP VIEW 24"I TYPICAL BOTTOM VIEW L X30" ESS OPENING 24" 124" 124" I 24" 1 31 .5" I 24" I 24" I 24"1 31.5" 31.5" (R_Detall - T12A) PLT TYP. High Strength,Wave TPI -95 CA 2 1 R F pales F01ttICOlOFS RS-035MiddlClonStrcct,'I11cm1nICA " WARNING " IRUSSES REOUIRC EITREME CARE IN FABRICATION, HANDLING, SHIPPING, IIISIAIIING AND GRACING. RFf[R 10 1118 91 (((ANGLING INSTALLING AI1I1 BRACT llf,), PIIOIISIIfU UY 11'1 (IRIISS PI Ali W T C L L R E F 8 7 9 5--77901 INSTITUTE. 580 D'ONOfp10 DR., SUITE 200, NADISON, NI 57719). TOR SAFETY 1`RACIIC(5 PRIOR 10P PCRIORMING THESE FUNC110N5. UNIESS OIHCflMISE INDICATE((, IOP CIInRO SIIA11. IIAVL PROPTRIY At1ACH[D �O�D lC_ `.9 T C D L DATE 01104102 SIRIIC TUR AI DANE1.5, BOIIOM CIIOpO SHALL HAVE A Pp OPCRLY AIIACII F.0 RIfiID CF.IL IIIfi. ci "IMPOR IAN," TURNISII A COPY OF ,NIS DESIGN 10 IIIE INS]At I AI ION COIIIRACIOR. ALPIN[ LNGfNEf RLD BC DL DRW CAUSR795 02004021 ALPINE PROIIIIf.IS, INC. SIIAIL NUI BE RESP(INSIBIE FOR ANY U[VIAII0N IRON THIS of SI GN; ANY FAt DIRT 10 8111LD IIIE TRUSSES IN f.ONFORMANCC NIM IPI: OR FARRICAIING. IIANDI1NG. SIIIPPINfi. INSIALI.ING AND BRACING OF 1RUSSES. THIS DESIGN CONFORMS NI III APPLICARIE PROVISIONS DI NDS (NAIIUNAI IIESIGN No. 5 005 E �D g L L C A -ENG / G W H Alpine Engineered Produces, Inc. Sacra CA 95828 SPCCIFICATION PUBLISHED BY IIIE AMERICAN IORESI AND PAPFR ASSOCIATION) ANI) IPI. ALPINE CONNC CI ORS ARE MAOI OF 20GA ASTM A650 GR40 GALY. SIEEI. C10EP1 AS NOIf. D. APPLY CON14ECIORS IU EACH FACF 01 IR USS, AND UIILISS OIII ERNISE LOCA IED Ott IVIS I)CIPGN, POSITION APPLY PER GRAN INGS IGO A 2. INSEAL ON 1111S (RANI NG INDICATES AC PTAIICE OI PROCESSIONAL INGINIFRING RISPONSIB R IlY SOILIY FOR 111E 1RUSS COMPONENT OCSIr,N SHOWN. IIIE SII(IA8I L11, AN0 USE Of 11115 COMPONENI FOR ANY PARTICULAR BUILDING IS THE RFSPONSIBILITY OF IIIE BUIIDING OFSIGHLR, PER ANSI/TPI 1 1995 SECTION 2. .A C'VIL P � C+AUF TOT . L D . S E O N - 27046 FROM P S [SPACING See a b o v e ,,SPECTIOq ------------- FfjsC \ • O�r�4N0. CREDO ef J1ne4e �xo�� ����cad d l J ma4 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 r!� 1 ' J't10N Bt ,•`�.io.": Accredited by the o dam` R Inc. American National Standards Institute I C B O Evaluation Service 7 � 5360 WORKMAN MILL ROAD 9 WHITTIER, CALIFORNIA 90601-2299 n 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 SQ, Grade 40, structural - quality steel with a hot -dipped galvanized coating designated G60. The WAVEplate 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 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 ofANSI/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) for the 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, OR, 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 ClassA members ofICBO, utilizing the code upon which the report is based Evaluation reports are not to be construed as representing aesthetics orany 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. Pagel 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 tan 0-2.0) where: 0.6515HR<0.85 9 = 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- catorwho has an approved quality assurance program cover- ER -5352 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 ANSI/TPI 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-hourfire-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 - I Page pf.5 - ER -5352 TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES FOR THE WAVE- METAL CONNECTOR PLATO F, PLATE MODEL LUMBERSPECIES DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE2.3 Species Specific Gravlly AA IEA AE IEE I Allowable Load Per Plate (pounds per square Inch of plate contact ares)z WAVE " METAL PLATE VALUES RATED BY GROSS AREA METHOD Douglas fir 0.49 206 156 145 153 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 -NET 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 1 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa. ISee Figure 1 for a description of plate orientation. 2The 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. I ;Metal connector plates must be installed in pairs on opposite faces of truss members connected by plates. t 4For metal plates rated by the semi -net area method, the end distance of 1/2 inch, measured parallel to grain, must be excluded when determing the metal plate coverage for each member of a joint. See Figure 2 for examples of joints affected by the mandatory reduction of plate coverage. y4 i ' Load _ _ _ _ _ _ Load Load t Load 111111141111., _• _ _ _ _ _ _ IIIIIIIIIIII I AA Orientation EA Orientation AE Orientation EE Orientation FIGURE 1—PLATE ORIENTATIONS Page 4 of 5 ER -5352 For SI: I inch - 25.4 mm. FIGURE 2—END DISTANCE REDUCTION REQUIREMENTS FOR SEMI -NET AREA METHOD TABLE 2—ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR THE WAVE- METAL CONNECTOR PLATO PLATE MODEL DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE _ 0°1 90° 0° 90° Allowable Tension Load (pounds per linear Inch per pair of plates) Tension Load Efficiency Ratio WAVE " 895 1849 0.512 1 0.486 For SI: 1 psi = 6.89 kPa. I See Figure 3 for a description of plate orientation. 2The 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. Length Width L Load — — — — _ Load Load Load (a) 00 Plate Orientation (b) 900 Plate Orientation FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION . TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR THE WAVE' METAL CONNECTOR PLATE For SI: 1 psi = 6.89 kPa. DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE PLATE 0° 30° 90° 90° 120° 1S0° 0° 30°1 80° 90° 120° 150° MODEL Allowable Shear Load (pounds per linear Inch per pair of plates) Shear Load Efficiency Ratio WAVE- 656 1 861 1 969 1 567 1 529 1 556 0.563 0.739 1 0.832 1 0.487 0.454 0.477 For SI: 1 psi = 6.89 kPa. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Page 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 For SI: 1 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 FIGURE 4—HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HR, APPLIES Plate Length 0 0 0 a o 0 C= a a 0 0 0 Plate Width O O O C r_\1 I t in (25.4 nn) s 0.5 in (12.7 nn) between slots offset between slot length adjacent slots 0.06 in (1.52 nn) For SI: I inch = 25.4 mm. b 0.25 in (6.35 nn) o.c. between slots 0.12 in (3.05 nn) slot width 0.0356 in (minimum) PLATE AVAILABLE IN INCREMENTS OF I IN (25.4 mm). FIGURE S—WAVE PLATE- DIMENSIONS LUMBER SPECIES DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE PLATE MODEL 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: 1 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 FIGURE 4—HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HR, APPLIES Plate Length 0 0 0 a o 0 C= a a 0 0 0 Plate Width O O O C r_\1 I t in (25.4 nn) s 0.5 in (12.7 nn) between slots offset between slot length adjacent slots 0.06 in (1.52 nn) For SI: I inch = 25.4 mm. b 0.25 in (6.35 nn) o.c. between slots 0.12 in (3.05 nn) slot width 0.0356 in (minimum) PLATE AVAILABLE IN INCREMENTS OF I IN (25.4 mm). FIGURE S—WAVE PLATE- DIMENSIONS