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0006-403 (AR) Truss CalcsMIF. t �! i�u',.`..•= �`"'-k�f�'l: r..' . '4 .i�._u. - ' - �•,�ri= ;. ��,`-_•—,`�C:I;r.��. • :� L.a��.n�iSr"`T. `.`•�]�j;..v -~`—��---ti: � i _ �-- - �y_-v:,,-—mss..=='=1 ----'�-•�...c -- -� �-', _ ,..�L .i,��l.��+..__ir— � .'�-"'--c::_-=-• �� ^'�Y'.'__J. TNS'^—"— —+.. �-��•.. � �.' _ � ���-. �V— �1 -�:1rrraT T•'� _.,�U.'�',��_ USSWORKS. �G -A Company You Can. Truss X TROSSW*ORK. 7.i�.}.fiery �iY° ��'� i y9 x Y� P.0, Box Thousand P Phone (760) 343-3461 Fax (760) 3G3 -?491 CITY OF LA QUINTA BUILDING & SAFETY DEPT FOR CONSTRUCTION TE ��� �� BY ¢� o t I21�J Name. - bs], WESTF-SN INSPECTION SERVICe is PREFABRICATED TRIU&SES DATE INSPE)= PLATE iMANWAgluRE `:Z �,v-<I, PTXW MITACT ENGINEERS DES. Naq-SCj=u= IN -PLANT MDOD TRUSS LNSPE=CN .,z_S uNIE'CM . BU=LNG CODE STAjNDARDS SIDC.2321.3aund SEC.2343.7and in ACCORD,A.N« WITH ENGINE:= MAN SPE)=CAiICS S. ORDER NO: /OR NMME t) 1,9 eol v v can*IFNI'S: /4.;A eA r 1.-I. r. <nlee ArrivaliDept.. Siam= 1// P.O. B, 0 %, i 52 5 1 : PORTLAND, OREGON 97298 5031643-5916 FAX SCI611-7211 0ONFOR.UNG NCN CWMRMIW. REMARK NO: Lumacm GRADE CDNWECIOR PLATES SPAN XM P= WORMANTS= C?17 JOINT ACCb-,R,%CY BEARU[ G OF *.-?COD JOIWS K\(71rS IN PLATE AREA SPLIT LIMITAT Tl C, N PLATE PLAMEZ�'T PLATE SIZE OC)LNTD=G\'q.OF PLATE -JT= PLATE TO tsWD TOLERANCE .TN -PLANT HANDLLNG BUNDLING' AND, LOADING -7- STORA.C-E MAR1a1P. LEGIBILITY JIG & PRESS ADEQUACY A ORDER NO: /OR NMME t) 1,9 eol v v can*IFNI'S: /4.;A eA r 1.-I. r. <nlee ArrivaliDept.. Siam= 1// P.O. B, 0 %, i 52 5 1 : PORTLAND, OREGON 97298 5031643-5916 FAX SCI611-7211 oo�A� =cw6o % =xB�p mamma . 12_8 N an G D in 30 C N a) p r� 3 x m -1 a It c V (A (A O W A W W A Z7 t0 n II n n n II WG 11 II II n 11 II m m II II II II IIII � II II II A11 _ � •. , vz � II I1 II I aA3 m v N A3 A3 A r A3_ Al II 11 II II II II II II � N II I. II II II II II II I co O W W V V A A A A NK n m v O v NaQmrtl aN IL 11VZ.r- C O O C C IM a a N N N ` - Z 2 Np 4 v o vc v c 1m 1 o a �Nmn, Q —;0. C 3 i► Q N n�I D O .L 37 Q W pN.. C N 12-8 GJ0 00 N n N w V Job Name:.SEVERNS RES Truss ID: Al Qty: 1 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E .Plating spec : ANSI/TPI - 1995 6-4-0 This truss is designed using the 1 0- 1-12 -748 3.50" 1.50:: BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. UBC -97 Code. Scale: 13/32" = V 2 12- 6- 4 748 3.50^ 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES: ® Bldg Enclosed = Yes, End Zone = Yes Chk' SB Permanent bracing is required (by others) to PLATE VALUES PER ICBO RESEARCH REPORT #1607. Dsgnr: SB Hurricane/Ocean Line = No , Exp Category = C TC' FORCE AXL BND CSI prevent rotation/toppling. See HIB -91 and TC Live 16.0 psf Bldg Length = 40.00ft, Bldg Width = 20.00ft, 1-2 -1326 0.02 0.30 0.32 ANSI/TPI 1-1995; 10.3.4.5 and.10.3.4.6. Mbr Bnd 1.00 Mean roof height = 16.49ft, MPH = 70 2-3 -1326 0.02 0.30 0.32 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install Classification = 3, Dead Load = 21.0 psf Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOMT DETAILS' by Troswal,'ANSI/1'PI I','WTCA P- Wood Truss Council of America Standard Design Responsibi I ities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.0, psf - .. Phone (760) 343-3461 .----------LOAD CASE #1 DESIGN LOADS --------------- BC FORCE. A XL BND CSI The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Dir L.Plf L. Loc R.Plf R.Loc LL/T 4-5 1169 0.17 0.25 0.42 TC Vert 60.0 0- 0- 0 60.0 12- 8- 0 0.5 5-6 1169 0.17 0.25 0.42 BC Vert 29.2 0- 0- 0 29.2 12- 8- 0 0.0 . ..Type... Lbs X.Loc LL/TL WEB FORCE CSI WEB FORCE CSI - TC Vert 195.3 6- 4- 0 1.00 2-5 230 0.12 THIS PROFESSIONALIARCHITECTS CERTIFICATION TC Vert 170.9 6- 4- 0 0.00 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE 'PROVIDED By ( (HERS AND SHALL BE VCRIrICD ` AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. - MAX DEFLECTION (span) L/999 IN MEM 5-6 (LIVE) L=-0.04" D=-0.05" T=-0.09" - Joint Locations 1 0- 0- 0 4 0- 0- 0 6-4-0 6-4-0 2 6- 4- 0 5 6- 4- 0 6-4-0 12-8-0 3 12- 8- 0 6 12- 8- 0 6-4-0 I 6-4-0 l 2 3 500 n3664 -500 4-4 ARCN,�� Robert S. 2 1-1 AICUmbr3C j �Hno. C-10381 t t EN. 812001 I0 4-1 s OF C����°P 12-8-0 I 4 3 6 6-4-0 6-4-0 - 64.0 12-8-0 . 4/20/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 13/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81215 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.0 psf DurFacs L=1.25 13=1.25 T R U SSWO utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Com an You Can Truss! p y is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.0 Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any - psf Rep P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.0 psf p O.C.S acin 2- 0- 0 p g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOMT DETAILS' by Troswal,'ANSI/1'PI I','WTCA P- Wood Truss Council of America Standard Design Responsibi I ities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.0, psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.0 psf Seqn T6.2.3 - 0 Joky Name: SEVERNS RES Truss ID: A2 Qty: 1 Drw : Eng. Job: .EJ. RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165017-1.51 Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 14143.50" 2.33" BC 2x6 HF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. TC Live 16.0 psf 2 12- 6- 4 940 3.50^ 1.55^ WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yea,' End Zone = Yes noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf Lumber shear allowables are per NDS -97. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Hurricane/Ocean Line = No , Exp Category = C Tc FORCE AXL BND CSI Permanent bracing is required (by others) to Bldg Length = 40.00ft, Bldg Width = 20.00ft, 1-2 -2116 0.06 0.51 0.57 prevent rotation/toppling. See HIB-91'and Mean roof height = 16.49ft, MPH = 70 2-3 -2132 0.03 0.27 0.31 ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. Classification = 3, Dead Load = 21.0 psf ' ----------LOAD CASE #1 DESIGN LOADS --------------- BC FORCE AXL BND CSI Dir L.Plf L. Loc R. Plf R.Loc LL/T 4-5 1915 0.18 0.65 0.83 TC Vert 60.0 0- 0- 0 60.0 12- 8- 0 0.5 5-6 1915 0.18 0.36 0.54 BC Vert 14.0 0- 0- 0 14.0 12- 8- 0 0.0 • ..Type... Lbs - X. Loc LL/TL. WEB FORCE CSI WEB FORCE CSI BC Vert 469.0 2- 2- 8 0.43 2-5 1209 0.61 BC Vert 469.0 - 4- 2- 8 0.43 THIS PROFESSIONAL ARCHITECTS CERTIFICATION BC Vert 478.0 6- 2- 8 0.43 IS TC VERIFY THIS TRUSS TO CARRY THE APPLIED COPOG. THE INPUT LOADS AND DIMENSION£ WfiRG PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION by THE PROJECT DESIGN PROFESSIONAL MAX DEFLECTION (span) L/999 IN MEM 4-5 (LIVE) L=-0.10" D=-0.13" T=-0.22" Joint Locations -- 1 0- 0- 0' 4 0- 0- 0 6-4-0 6-4-0 2 6- 4- 0 5 6- 4- 0 3 12- 8- 0 6 12- 8- 0 6-4-0 12-8-0 6-4-0 1 6-4-0 / 2 3 5� 5� 4-4 SED ARCy�Tc� Robert S. t t ICumbrac 0. C-10381 2-11-11 2-11-11 SHIP REN. 8/2001 3-6 3-6 I0-4-1 10 of 0 a n469# 469# 478# s � 6-4=0 6.4-0 4 6-4-0 12-8-0 4/20/2001 All plates are 20 gauge Truswal Connectors unless preceded by '•18•' for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 13/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: .EJ. WO: 81215 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.0 psf DurFaes L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCan Trl p iou uss is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.0 Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf Rep P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion.- Fabricate, handle, install BC Live 0.0 psf P O.C.S acin 2-0-0 p g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.0 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.0 psf Segn T6.2.3 - 0 Job Name: SEVERNS RES Truss ID: A3 Qty: 5 Drw : WO: 81215 RG x -LOC REACT SIZE REQ•D TC 2x4 SPF 1650F -1.5E Plating.spec : ANSI/TPIi- 1995 This truss is designed using the and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions 1 0- 1-12 469 3.50 1.50 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 12- 6- 4 469 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. , Bldg Enclosed = Yes, End Zone = Yes is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.0 Rep Bnd 1.15 PLATE VALUES PER ICBO RESEARCH REPORT 01607. Hurricane/Ocean Line = No , Exp Category = C Mbr TC FORCE AXL BND CSI BC Live 0.0 psf P O.C.S acin 2- 0- 0 P 9 Bldg Length = 40.00ft, Bldg Width = 20.00ft, and brace this truss in accordance with the following standards: "JOINT DETAILS' by Truswal,'ANSI/I'PI I','WTCA I' -Wood Truss Council 'HANDLING CONNECTED WOOD TRUSSES' 1-2 -736 0.01 0.24 0.25 Phone (760) 343-3461 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Mean roof height = 16.49ft, MPH = 70 2-3 .-736 0.01 0.24 0.25 TOTAL 37.0 psf Seqn T6.2.3 - 0 Classification = 3, Dead Load = 21:0 psf BC FORCE AXL HND CSI .` 4-5 624 0.09 0.16 0.25 - 5-6 624 0.09 0.16 0.25 WEB FORCE CSI WEB FORCE CSI 2-5 143 0.07 THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADG. THE INPUT LOADS AND DIMENSIONS WERE _ PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL' MAX DEFLECTION (span) L/999 IN MEM 5-6 (LIVE) L=-0.03" D=-0.03" T=-0.06" Joint Locations 1 0- 0- 0 4 0- 0- 0 6-4-0 6-4-0 2 6- 4- 0 5 6- 4- 0 6-4-0 12-8-0 3 12- 8- 0 6 12-,8- 0 6-4-0 6-4-0 ' J .. 2 3 F-500 5.00 d -A 12-8-0 ARC/yjT� F Robert S • �'� Alcumbrac NO. C-10361 REN. 812001 4 . 3 6 6.4-0 6-4-0 i 6-4-0 12-8-0 4/2.0/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 13/32" = V WARNING Read all notes on this sheet and give a copy. of it to the Erecting Contractor. Eng. Job: EJ. WO: 81215 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.0 psf DurFacs L=1.25 P=1.25 T R U S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCan Truss/ p you is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.0 Rep Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in.any psf Mbr P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.0 psf P O.C.S acin 2- 0- 0 P 9 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: "JOINT DETAILS' by Truswal,'ANSI/I'PI I','WTCA I' -Wood Truss Council 'HANDLING CONNECTED WOOD TRUSSES' BC Dead 7.0 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.0 psf Seqn T6.2.3 - 0 � r�� P.U. Box 473 e T'housand.Pahns, CA 92276 I C!S Plcone (760) 343-0045 fax. (760) 343-3637 ALTERNATE FRAMING DETAIL AROUND 3(r ACCESS USED ARC -6 TYPICAL ROOF- TRUSS LAYOUT v Robert S. Alcumbrac a M0..0-9Qjn1 EN. 8!200 3 ^t 24_' t 24- L 24- .J`_. ' l 241- 24• .� *- TRUSSES WILL SUPPORT HALF OF THE ON CENTER NOTE REFER TO APPROPRIATE ENGINEERING DETAIL FOR SPACING ON EACH FACE. THEREFORE. TRUSSES SHOWN TRUSS TYPES DESIGNED FOR OVERSPACING. -' WILL SUPPORT tY ON ONE FACE AND 17 ON OTHER FACE RESULTING IN A NET SPACING OF 24'm ADJUSTED ROOF TRUSS LAYOUT * A s single momber common (net 24' o.c.) I 24- L 24- 1 18' L JO- I Ur L 24' L 24' i J A Section A -A Ladder Frame Between trusses with 2x4 at 48' o.c. GENERAL NOTES, unless; otherwise noted: 1 Design to support loads as showrL 2 Design assumes the top and bottom chords to be laterally brooed at T -W o.c. and at 12'-0- o.c. respectively. J 2x4 Impact !ridging or lateral bracIng recom- mended where shown + +, 4 Installation of truss Is the responslWity of the ra- spedive oontrador. 5 Design assumes trusses are to bo used In a non- corrosi4e env1rotvnenl, and are for 'dry coMkion' of use. 6 Design assumes full bearing at aU wpports shown. Shim or wodge if neoessary. 7 Design assumes adequate drainage Is provided. 8 Plates shall be located on both faces of truss, and rered t.. "heir ce ter nne. r*L c ^ with jnIM center lines. 9 Digits Indicate size of plate In Inches. 10 For bade deign values of the CompuTrus Plate. 1 lnd'Kafod by the pnedx *C, see I.C.8.C. R.R. 4211 11 The CompuTnrs Net Section Plate Is Indicated by' the preflx'CN'. the designator (18) indicates 18 ga. Section A -A Ladder Frame Between trusses with 2x4 at 48' o.c. RECOMMENDED. CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECON,."'ENDED BY TRUSW 1L SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED, BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED TIiAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, -INCLUDING CONNECTIONS FOR UPLIFT REACTIONS.. TRUSS CONNECTION TO EXTERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP.) © BLOCK BLOCK BLOCK , Kn BLOCK ^i< ,¢— TOP PLATES SOP BOT CHORD TRUSS SECT. A A (TYP_.) PROCEDURE: 1 TO E -NAIL BLOCK TO TRUSS WITH 1=16d CO`LIION NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMihfON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK- WITH 1-16d COMihI0 N NAIL. 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1TEROUGH 3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35r (OR EQUIV.) FRAMING ANCHORS. SEE 21_NUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS O 'X' BRACING�� STUDS @ B.C. OF TRUSS OR ` END VERTICAL RUN A L 16" O.C. I N A ( TYP . 1 1 h-L_T L MUST BE AT -HEIGHT SPECIFIED ON •TFE DESIGN DR.hWING OR, [L � 045982 77 y ,¢— TOP PLATES SOP BOT CHORD TRUSS SECT. A A (TYP_.) PROCEDURE: 1 TO E -NAIL BLOCK TO TRUSS WITH 1=16d CO`LIION NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMihfON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK- WITH 1-16d COMihI0 N NAIL. 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1TEROUGH 3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35r (OR EQUIV.) FRAMING ANCHORS. SEE 21_NUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS 'X' BRACING�� i B.C. OF TRUSS OR ` END VERTICAL RUN THROUGH TO BEARING. -- I N A h-L_T L MUST BE AT -HEIGHT SPECIFIED ON •TFE DESIGN DR.hWING OR, [L � 045982 77 y MUST BE SFI?�.ED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLAT K+• 12:31102 THROUGH EACH TRUSS. L'i'V�` DIAGONAL 'X' BRACIP� _ G IS rZEQU_RED AT :NDS OF THE BUILDING `; (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL, 'X' BRACING IS MIN. 2x3 MATERIAL WITH 2-Bd NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOENDED. TRUSS CONN ECTION TO NON-BEARING PARTITION R'LJLS HALL PERPENDICULAR TO TRUSS -z-BOT CHORD � r 2X f TOP PLATE I; SECT. B 1-16d COMMON NAIL OR SIMPSON STC (OR EQUIV.) TRUSS CLIP FILE NO. CD -1 DATE: 9/10/92 %F. 1 .._... .�.. �._ Cis. �.. W'iLL D A LT L— -L TO 'TRUSS 2X4 BLOCKING BOT CH 2X S ECT. C C i f TOP PLATS ' 1- I6d CO_M*i0N NAIL OR 24" O.C. SZJ.PSON.STC (OR EQUIV.; (TYP•) TRUSS CLIP HIP RAFTER HEEL STAND JACKS 4 o�FIRST COMMON TRUSS SEESECTION 'A' CKINC HIP TRUSS SIDE JACK - �— CONTINUOUS 2x4 HIP RAFTER BLOCK W/(4)16d TO TRUSS (ALTERNATE BAYS) JJ1 HIP I 2 PLY TRUSS AS REOUIRED, REFER T ENGINEERING SETBACK TO 8'-0" END JACKS 2X BLK. 6 0 UNDER HIP RAFTER W/(4)1 Gd HIP RAFTER 1ST HIP TRUSS 2X BLKG..B/O (ALT. BAYS) Rob rt Sl�l��� i Alcu pbrac NO 3 1 .RE SECTION 'A' PLAN VIEW T S W-0 R- K N C 'ro\ - U 0 27-995 RIO DEL SOL, THOUSAND PALMS, CA - 922 6 (760) 343-3461 W CAL�C� CALIFOR NIA HIP DETAIL ,r T yA I l 0 w AS OCCURS SHAPED 1 ( BLOCK I EXTENDED HIP TRUSS ' — TOP CHORD 7 AS OCCURS 1X CONT. LATERAL BRACING BY OTHERS AS REQUIRED. REFER TO ENGINEERING. TOE NAIL (1)16d EACH SIDE FROM TOP CHORD TO HIP FLAT OCCURS AT GUILD UP FLATS) �— CONTINUOUS 2x4 HIP RAFTER BLOCK W/(4)16d TO TRUSS (ALTERNATE BAYS) JJ1 HIP I 2 PLY TRUSS AS REOUIRED, REFER T ENGINEERING SETBACK TO 8'-0" END JACKS 2X BLK. 6 0 UNDER HIP RAFTER W/(4)1 Gd HIP RAFTER 1ST HIP TRUSS 2X BLKG..B/O (ALT. BAYS) Rob rt Sl�l��� i Alcu pbrac NO 3 1 .RE SECTION 'A' PLAN VIEW T S W-0 R- K N C 'ro\ - U 0 27-995 RIO DEL SOL, THOUSAND PALMS, CA - 922 6 (760) 343-3461 W CAL�C� CALIFOR NIA HIP DETAIL 0 TRUSWAL QVA"MAMA SYSrEW TRUSINAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS COI mann anon -7 PLAN VIEW A CENTER RIDGE DETAIL A P,AFTER 1 4� VALLEY RAFTER / (TYP ) 2 -16d Z r TOE NAILS (TYP) I 2 X 4 BLOCK 4 • 16C PLAN V)E'w Notes: r+' The maximum Total Top Chord Load = 48 PSF TRUSSES @ 24" O.C. Minimum Top Chord Dead Load = TPSF The design for lateral loads and Ihei; connections is GIRDER DESIGNED TO SUPPORT the responsibility of the Building Designer. The details THE "TIE-IN' TRUSSES Provided address gravity and rind uplift loads only per the UBC. The maximum wind speed is 85 MPF.i, 25 fl IA9,2n Roof B Height (max.), Exp. C. 16d box nails are typical throughout, 7xceP1 as noted ( in details) The Center Ridge Rafter ( CRR ) is c x 6 stud. Attach this to C the 1 x 8 with 4-16d toe nails ( 2 from each face ). ACach the oPoosite end to the truss the same. ELEVATION VIEW The Valley Rafters, purlins, and bloc6ing material are 2 x 4 stud. 1 X .y DE AIL ,' The blocking mus: be spaced 24' O.C. and be adequately braced PURLIN in the Iatenl direction at 6-0-0 O.C. A.".achthis blocking to the Valley Rafter w with 3-16d. A7ach this C.locki�g to the pu.lin Nil 2=16d. The trusses below'Ihe valley are spa --d 24.O.0 RUNN:R The puriiris•are full length under the v::lloy set and nusI be installed at 24O.C• They are to be attached to each overlapping IrLss top chord with 2-16d nails. If they are not one ccntinuocs length, add a 12' long VALLEY nailer to the face of the truss lop chore vnih 4..154 End on DETAIL B on the truss and begin the additional s.>c:icn on the nailer. a Pu .in sec.;cr,. VALLEY RA -TER A 1 x 8 perineler runner mus: be attac�ed ih;ovgh the sheathing and into each lrlres bels• v i(,h 3-Sd box nails. This i x 3 roll- ,s the outside pro;iie Iolthe valley. I t The Valley Rafters are spaced 24• O.C_ Attach then to (he CRR wi:h 1 5 2-16d Ix nails. Attach (he oPPcs+te envy to the 1 x 8 w.ih 3-8d toe nails. 2 X < BLOCK PLAN VIEW WITH 3 . 16d 0 ��� �. MFStiq�c DETAIL C 1 X .y DE AIL ,' �43gaz PURLIN w RUNN:R xP•�'12/31/02 2 X 4 VALLEY BLOC RA= tt ER " CWIL WITH 6d 2 I — 2 15C � C_ F�yNP NAILS TRUSS C- 4'T TOP 0.0 CHORD 7/16' O SHEATHING ..._.......... ..... EL_:ATION \11..=v, 5TA�4DA-RD. 8Lo(KjN-G oF-CA�C,s �h(�E Nei�'L`�`� . ey TRUsswoRKs PER Pt,/ -445 C L\0 11 6 �0 / 2x4 TOP C(jo-RD 2-K6 gLccx i,v/ 2x6 TOP CEfoRD \/ 5NDwN Fat LOCAT(W ONLY ; s(�rr � TI�AciSFF� �11a P50N A3SF A(,1: b'LOCK �N TF;� GUTSI D� o(, L 'o ON ii+C Lo6ATio,f ItJSIDE MA'f 51�: 3Y 02-.y�(', OF 2cCp(ZpJ S�oPED GLoCK (�ET/�1(. SPacr ��.2 N �, rlre THIS Tye Sc� E� Tf�v55ujo2K: A lo-6-5s- 4 o-6-9Sq -Iq-�- 5KOAL ofl,9F(Z 2X QEVEC �3LOC� 14E(G1+-1- .A5 (ZEAD. &35F) IF 5PEc(F(ED ��4 r�(Q-CN'ITFCTS P�NS� S1�ow N LOCATION, a cvc� GLacI< QE-(A(L DEADLINES ENGINEERING 9E PEAK PLAlI;: 3.4 (2x4) 5-5 (2xG) G•G (20) \1.5.3, 'I, PICAL CONNEC110N BC SPLICE: 3.4 (2x4) 5-5 (2xG) NG -G (2.xn) A . MAXIMUM 40 I'SF LIVE LOAD. DO MPII WIND EXPOSURE C. LESS THAN 20'-0" WALL.IIEIGHT. cY:,OF=SS1pNa; y �. FSS Ftc, to N - 0 5982 M 9 Ekp.pt ?/31 /02 = aIsFC 20 13RACING DETAILS G'-0" MAXIMUM BRACE SPACING MAXIMUM 1'-0' EAVE WITI1 BLO.CKS Cu) 32'o.c. 011 2'-0" EAVE-, M/\XIMUM, WI'flI 4x2 #2 OR 01-R. OUTLOOKEnS CUT INTO GABLE [rot 32'o.D. 7.x4 y2 MINIMUM CONTINUOUS / c;-rnrlhif, !)ACK ORACfD TO n001" STRUCTURE ATG' -0' MAXIMUM. STRONGDACK AT: 2x4 STRONGDACK BRACED \4'-10" CLEASPAN. 70 MPH AT EVERY 6'-0' MAXIMUM 4'-1.5'CLEARSPAN, 00 MPH MINIMUM GRADE CHORDS AND STUDS 2x4 STUD/STANDARD: l� STUDS TO BE* MAXIMUM 24'o.c. CONTINUOUS BEARING WALT. HEEL PLATE: 3.4 (2x4) 5-5 (2xG) G -G (2X0) /s r� -1,2x4 BRACE WALL BRACING PER DUILDI DESIGNER. 2x4 CONTINUOUS RACKING WITH 1 Gd NAILS AT 24" o.c. TO THE WALL PLATE. SECTION A GABLE END FRAMING CONNECTION DETAILS (MIN. NAIL nEOUIREMENTS SHOWN) 2.x4 SOLID BLOCK WITH 3-1 Gd NAILS0d AT G' o.c. GABLE STUD SHEATHING TO GABLE. [A. END AND Dd NAILS FROM SHEATHING TnUSS, Oct AT G" ox. l'0 BLOCK AT G'o.c. 1-16d 16d AT 24' o.c / 2.1 Gd 16d 1 NOTCH 32• o,c• SOLID BLOCK AT WITH 2-1 Gd TOE-- 24'o. 7.x4 BRACE 2-1 Gd NAILED EA. END '2-1Gd WITH 4,1Gd NAILS CODE SPACING DAIS WAnNING nead'all notes on flits sheet and give a copy of It to the Erecling Contractor. UBC CONTINUOUS 2/1 1 /99 This design Is for an Individual building component. 11 has been based on Specifications pfonded by Tho component manufacture, and done In aecnnfan.co wilh the current versions of IN and Ar PA design standards. No responsibility is assmned for dimensional accuracy Dimensions aro ._. to be vedhnd by the component manufarturer And/or budding dnsiuner prior to fahrmahon the building deslgngr shah ascertain that the bads rygrq �/Q} . utilized on this timign. meet or eyceed fire Inadlng ImpnsM by the IpcAI hudding Code h it Assumed rival the lop chord h faloraay braced by the _ (s®t-.jEfFi LUqlg tlC Ipnf 01 anOt Shnalh-ng and the bminm cunni 11 hdowly Jrare•l by a dguf shrathmg mAter01 d,Wlly affACACd. Unlgft OIheMISe noted orAcuy NOTE ,: Vent Chocks n,ay be omitted where no vent is required. U -J1, T -J4 Alternate Stud Connection with St:,III e.; \yp. Stud Connection l" Crown II� 1 i/a"long 5/1; - T-:11 nr rrinnl 12 varies x DESICN CA BLE END TRUSS rc � 5nQ7 :•u k 17'31 '02 �"ofiiDoi `O 4 t " o `�'/. !• _ tea- _ w` �- L > o U Alternate Stud Connection with St:,III e.; \yp. Stud Connection l" Crown II� 1 i/a"long 5/1; - T-:11 nr rrinnl 12 varies x DESICN CA BLE END TRUSS rc � 5nQ7 :•u k 17'31 '02 �"ofiiDoi `O 4 CNS `�'/. !• _ tea- _ w` �- i Varirn - t►t[ o�'��. CA 131,1. END TRUSS to suit vent or outlonker Cutout for 2x4 laid flat t r 2-16d nails { .Cutout for 2x4 lnld flaf �i ✓ Mt {�� (Spacing per building Aans) (Spacing per bulldine plrtnR) �Q L♦,,11ltk .� i n TRUSS ,:u U� 2-16d talTruss l. 1x4 Add-on t 4� •; 7070 • with Odn+,ilr. at 16"o. C. 2-Ilid nails '1•+ (by builder) "OFF STUI!'>:UTOU•rs `,ON STUD"CUTOUTS 4��•y+'t4 !;n"r\ DETAILS FOR 2 x 4 OUTLOOKERS Plete Line y CA ULE END BRACING Yn IL FUt 110. Cable End Trust t ttv.w.tto^.weto"itnkT Ib)r7oI...da.^..Ih•.r.n.v�:....r.,....n-...o .wPost*—.c:rr,rb.wr,w.nu.w..ww� TRJwnDile: 12/4/78 r.+.•T1:...«I—MK•Ir.A-".l.hrWIo^.lr.]-..t I,.rr1,1;-. ANAHEIM ^,­..•w.r.,. Dons Mtx�tt tat orrurt W V<ML. F2 D N E L DETROIT Rer. Dr.e.Dy•JN Ck.Ay• 4 ^7o'",•n.ww►rr.t• nt:+b.., w.�a...tv.ar-+e.rot•.,hr.we..toorrw,.w.r5 ..rt ..c He.,...:,t:. fsn.ro..s.�r,Itp.en..eMa.s..tep 'n'r ir.«.^.t...:rl,..ppp,ow.,e.•...n....T +,.r..e+e,,..+l. r.A ter. .•..:..e e..y,.w., .« ic.t o. Aftnnr ... nn n.r ATLANTA .j • Altcrnatc Stud C:unnt•ction with 1;1:,pl •.; \ NOTE: Vent Blocks may bem oinylt• Stud ed CoMeCtion where no vent• is required. \ AMIN U -J4, T-34 DESIGN GAIILE END TRUSS Yt 1 K j 1 CrownC? �4 ) 1/4"long MESS C D-2. S/1 - T-31 or equal w �, o rt Q 5982 �7 'L L .h A 'I1 o /7 I2 Xp, 12 3',;02 U >< varies Cni\\- rM O h r' O -74, T-)4 r�%rg1,t;..�a�T a U 4 ICAI)L1: ENL) 'I'IIUSs = a: •• ".) i to suit vent or ouIlook er Cutout for 2x4 laid flat Asmil'. '2-16d HallsCutout for 2x4 lnld flat ♦(Spacing per building Clans) (Spaci.ng per bulldine plant)(�L illTruss 1x4 Add-on 1 t.ti; (a i010with Unzils at 16"o. c. 2-IGd nails f / (by builder)%; a.' ;r/ '.,,,, .,• "OFF STUU'CU'IUU I'S "ON STUD"CUTOUTS DETAILS FOIL 2 x 4 OUTLOOKERS Plate Line '++ '`t!j i,,.•E� '' GABLE END BRACING J 'lit 110. Gable End Truk:' 1".n co—Aclon,ItA%.Y ...lr.•...r.r,r»...ell�..l•o•.•:.....«...i...e...s..,,a,,:...a..kna..: rovin•.O:r�r.r.raw.a.+w>*.o.r...ov..rwe l\ -l. '`! I�olr M 1..n C nM h r.•,'T l: 11...w ,•+ q, ti„I r . A I- le•y. T MA ... y,...w.I n.• W b4 ,. , IC . t-,.� r•..... , In 1:H, T R U s W A L ., ......., .. ,,., ,.... , ,... ,. , .�, • ,. ANAHEIM )r.lt: 12/4/78 u::iwlw.�w►rr.r.vi:....r�.o.w_.n...chat...no.w.•.lt...�.,.wn....wto.r..w.... uantracsttuuo.nARMP< k ter: Ike.Il JN Ck.BY• , r.ff�+,.n,Mt�Na.,aoo.o+.w.r.w,,.wry1w. A.. d1..IL •,.e 1••M •...+..G ..Idw.rb.g1 .•ula.w.....rov RONEL DROIT le., O. nnI,i ATLANTA .i ry . TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (80.0) 322-4045 FAX:(719) 598-8463 9/9/99 Users of Truswal engineering: The TrusPlusT'" engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on me;nbers for which it is required to reduce. buckling length. Sealed engineering drawings from Truswal will show the required number and approximate locations ,of braces for each member needing bracing. In general, this bracing is done by attaching a 2x member (top or bottom edge of member) running perpendicul'dr to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following -are other options (when perp. bracing is not possible or desirable) that will also satisfy bracing needs for individual members (not building system bracing): 1. A 1x or 2x structurally graded "T" brace by be nailed flat to the edge of the member with 10d common or box nails at 8" o.c. if only one brace is required, or may be nailed to both edges of the member if two ; braces are required. The "T" brace must extend a minimum of 90% of the member's lenoth. 2. A scab (add-on) of the same size and structural grade as the. member may be nailed to one face of the member with 10d common or box nails at 8" o.c. if only one brace is required, or may be nailed to both faces of the member if two braces are required.. A minimum of 2x6 scabs are required for any member exceeding 14'-0" ir., length Scab(s) must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular bracing ora combination of scabs and "T" braces, but must be analyzed on a.case=by-case basis. 90%(L) EXAMPLES. SCAVAIII 90%(L) Please contact a Truswal engineer if there are any questions. c: nso`5celwinNor'-1xace-new.le. r I/ ` STANDARD BOTTOM CHORD FALSE FRAME DETAILS 12' )AIN DLOCK VENT. DO NOT PARTITION WALL Gl)PPOR 1 (TYP.) SHOP APPLIED - SPECIFIC TRUSS DESIGN IS SEPARATE FROM THIS DETAIL - USE #2 OR BETTER (1450F FOR MSR) MATERIAL FOR FALSE FRAME CHORDS - USE STANDARD OR STUD (90OF FOR MSR) MATERIAL FOR FALSE FRAME WEBS - LOCATE VERTICALS AT 6-0" O.C. MAX., OR SEE NEXT OPTION. - IF FALSE,FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR -17' OF THE PANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 6-0" D.C.). - USE A TRUSWAL 20 GUAGE 2.5-3 MIN. - PLATE AT THE HEEL CONNECTION. USE TRUSWAL 20 GUAGE 1.5-3 MIN. PLATES AT EACH END OF EACH VERTICAL. WEB. ALL PLATES ARE REQUIRED ON BOTH FACES OF EACH JOINT. - IF NEEDED, A 2X4 FALSE FRAME BOTTOM CHORD MAY BE SPLICED WITH A TRUSWAL 20 GUAGE 3-4 MIN. PLATE AT ANY CONVENIENT LOCATION, OR A TRUSWAL 20 GUAGE 5-5 MIN. PLATE AT ANY VERTICAL (JOINT SPLICE). APPLY REQUIRED BRACING (SEE BELOW). - OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP TO 24" MAX. - FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES "LATERAL BRACING IS NORMALLY REQUIRED ON THE STRUCTURAL BOTTOM CHORD OF THE ORIGINAL TRUSS. SINCE MANY FACTORS AFFECT THE NUMBER of REQUIRED BRACES, SUCH AS LUMBER SIZE AND GRADE, WIND LOADS, BEARING LOCATIONS, ETC. IT IS NOT POSSIBLE TO DEVELOP A STANDARD FOR BRACING, EXCEPT TO SAY THAT IN NO CASE MAY THE BRACING EXCEED 10'-0" O.C. FOR A SINGLE -PLY TRUSS BOTTOM CHORD. REFER TO SPECIFIC TRUSS DESIGNS TO DETERMINE THE REQUIRED BRACING FOR THE STRUCTURAL BOTTOM CHORD (MAY BE INDICATED AS BOTTOM CHORD PURLIN SPACING). BRACING SHOULD ALSO BE.APPLIED TO THE FALSE FRAME CHORD AT 10'-0" O.C. IF THERE IS NO SHEATHING MATERIAL APPLIED DIRECTLY TO THE FALSE FRAME CHORD. BRACING MATERIALS AND THEIR CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER PER THF I ATFcT VFAc)nKI nc AKicirroi THIS DETAIL APPLIES TO ANY PITCH, ANY SPAN, ANY TOP CHORD LOADING AND ANY TRUSS WEB CONFIGURATION FOR 24" O.C. MAX. SPACING AND 10 PSF MAX. CEILING LOAD., WITH THE EXCEPTIONS NOTED ON THIS SHEET. DO NOT USE THIS DETAIL FOR: 1. STRUCTURAL BEARINGS UNDER THE FALSE FRAME (NOT PARTITIONS). 2. INTERIOR BEARINGS AT ANY LOCATION ON THE TRUSS. 3. LOADS IN EXCESS OF 10 PSF CONNECTED TO THE FALSE FRAME. 4. DRAG LOADS CONNECTED TO THE FALSE FRAME. 5. TOP I^HnRn APPI IF,n FALSE FRAMES. 6. LUMBER GRADES LESS THAN SPECIFIED ON THIS DETAIL. 7. VERTICALS SPACED APART MORE THAN PANEL POINTS (IF > 6'-0"). 8. FALSE FRAMES ON CANTILEVER SECTIONS OF A TRUSS. FIELD APPLIED SPECIFIC TRUSS DESIGN IS SEPARATE FROM THIS DETAIL USE #2 OR BETTER (1450F FOR MSR) MATERIAL FOR FALSE FRAME CHORDS = IISE STANDARD OR STUD (900F FOR MSR) MATERIAL FOR FALSE FRAME WEBS - LOCATE VERTICALS AT 6-0" O.C. MAX., OR SEE NEXT OPTION. -IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR - 12" OF THE PANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 6'-0" O.C.). PLACE FALSE FRAME CHORD IN -PLANE WITH THE TRUSS. - CUT VERTICALS TO LAP BATH THE STRUCTURAL CHORD AND THE FALSE FRAME CHORD, TO BE PLACED AT EACH END IN ADDITION TO ABOVE REQ. - JOIN VERTICALS TO ALTERNATING FACES OF THE TRUSS WITH (3)10d OR 16d NAILS AT EACH END OF EACH VERTICAL. (17' MIN. VERTICAL BLOCK) MAY USE A 12" LONG 7/16" PLYWOOD (OR OSB) GUSSET AND 0d NAILS 0 3" O.C. AT THE FALSE FRAME HEEL JOINT IF DESIRED. IF NEEDED, THE FALSE FRAME BOTTOM CHORD MAY BE SPLICED WITH A 12" LONG MIN. BLOCK SCAB, CENTERED ON THE SPLICE JOINT, ATTACHED WITH (4)10d OR 16d NAILS ON EACH SIDE OF THE SPLICE JOINT (ONE FACE ONLY). 'APPLY REQUIRED BRACING (SEE BELOW LEFT). OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP TO 24" MAX. FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES _(OR FLAT 6OTTOe1 LHO$ SQ ECTIONS OF A RUSS). NOTE: FALSE FRAME MEMBERS MAY BE CUT AND FIELD MODIFIED AS NEEDED WITHOUT THE NEED FOR REPAIR DETAILS, PROVIDED THE MODIFICATION DOES NOT INVOLVE CUTTING OR DAMAGING STRUCTURAL MEMBERS, OR CHANGING LOAD CONDITIONS OR SUPPORT CONDITIONS. BRACING REQUIREMENTS MAY CHANGE BASED ON THE NEW _E�egF-hpCATIONS AFl-ER MODIFICATION, THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION ®_ ® SHOWN OLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR m DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL ® IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT S9ME 4M APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL•SYSTEMS ASSUMES NO RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. � RI�� brae h�- EF: FF -1 TBETRUSS ENHANCERSING TBE FASTENER SCHEDULE Model Truss Plys Fasteners per each TBE No. No. Raf:er Plate TBE4 1 ( 10-10dx1',z 10-10dx1'/2 F, F2 2 or more 10-10d 10-10d . TBE6 1 T 10-10dxi' z I 10-10dx1r/2 11,x13/4 2 or more I 10-10d 10-10d TBE6 Installed on Double 2x8 Top Plate illation Allowable Loads'., V Spruce -Pine -Fir (1331160) 2 F, F, TBE4 „ `5 TBE6 300 1000 .260 F8670 See opposite page for table footnotes. 3Es installed with F girder truss ST�/ST��TCMS C PS TRUSS For alignment control between a roof truss and nonbearing walls; the 11/2" slot permits vertical truss chord movement when loads are applied. MATERIAL: STC, STCT, DTC -18 gauge; DS -20 gauge FINISH: Galvanized INSTALLATION: ■ Use all specified fasteners; see General Notes. ■ Use STC or DTC depending on required loads. STC, installed with Drywall Stop (DS), helps prevent fasteners tearing through the ceiling sheetrock (see illustration). ■ Use STCT where truss or rafter is separated from the top plate of the nonbearing wall. ■ Install slot nails in the middle of the slot. CODES: BOCA, ICBO, SBCCI No. NER-413 (DS). 5 Model Dimensions Fasteners Allowable Loads' (133 & 160) No. Plate Base I Vertical Leg Base Slot se o Without Gap= IVith'"Gap s /4 F1 Ft F, F2 STC 1'/4x17/, 11/4x23/4 2-8d 1-8d 1 85 50 35 35 STCT 11,x13/4 1'./4x4'./4 2-8d I 1-8d — — — — DTC 2'/2x1l/8 21/,x23/4 4-8d 2-8d 125 210 85 135 1. Loads may not be increased for short-term loading. 3. Installed with maximum'p" space between 2. Truss or rafter must be bearing rafter or truss and top plate under 'WITH'/," GAP.' Where bads are not on top plate to achieve the allowable loads under "WITHOUT GAP., required, space is not limited to 714". DTC STCT STC ^,'�:..�� ..;�: C_` `. NAY •�, •,_ �• T o� Typical STC Installation with DS '�STMPSON SEc+ong 15e, DS 31 r�. rf"" °d'i TRUSS DEARING ® ENHANCERS TBE FASTENER SCHEDULE Model Truss Plys=110-10dxll/2 ch TBE No. No. Plate TBE4 1 1'/4x1 /e 1'/4x2/a 10-10dx1'/Z F1 Ft F, F2 85 50 35 35 2 or more10-10d 1'/4x13/4 1'/4x4'/4 12-8d 1-8d T6E6 1 21/2x17/a 21/2x23/4 0-10dx1'/22 _ 125 210 85 135 or more10-10d 3Installed with maximum '/4'space between 2. Truss or rafter must be bearing c TBE6 Installed on.Double 2x8 Top Plate Ilation Allowable Loads1•4 1 Spruce -Pine -Fir " (1331160) SEs installed with girder truss A� `c$.a p, i rZ Fr Ft TBE4 TBE6 300 1000 260 860 See opposite page for table footnotes. r+, ROOF ��C/STCT/DTC/DS CPS TRUSS For alignment control between a roof truss and nonbearing walls; the 11/2" slot permits vertical truss chord movement when loads are applied. MATERIAL: STC, STCT, DTC -18 gauge; DS -20 gauge FINISH: Galvanized INSTALLATION: ■ Use all specified fasteners; see General Notes. ■ Use STC or DTC depending on required loads. STC, installed with Drywall Stop (DS), helps prevent fasteners tearing through the ceiling sheetrock (see illustration). ■ Use STCT where truss or rafter is separated from the top plate of the nonbearing wall. ■ Install slot nails in the middle of the slot. CODES: BOCA, ICBO, SBCCI No. NER-413 (DS). Model Dimensions Fasteners Allowable Loads' (133 & 160) No. Plate Vertical Base Leg Base Slot Without Gap With'/4"'Gap3 STC 1'/4x1 /e 1'/4x2/a 2-8d 1-8d F1 Ft F, F2 85 50 35 35 STCT' 1'/4x13/4 1'/4x4'/4 12-8d 1-8d — — DTC 21/2x17/a 21/2x23/4 4 -Ed 2-8d _ 125 210 85 135 1. Loads may not be increased for short-term loading, 3Installed with maximum '/4'space between 2. Truss or rafter must be bearing rafter or. tii,ss and top plate under 'WITH '/4" GAP: Where loads are not on lop plate to achieve the allowable loads under VITHOUT GAP.' required, space is not limited to I/,". DTC STCT STC A" YT Typical STC Installation with DS Nj Y DS 31 r Z m O C rn