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09-0521 (AR) Truss Calcs11 ET[ �J / 11 ET[ �J SYMBOL.. CAPACITY (LBS) B.C. USP SIMPSON 805 (DF) 675 (SPF) ' XXX JUS24 LUS24 L 2540 SPF XXX THD26 HUS26 2.100 (SPF) XXX HJH26UR THJA26 N..._ -- 2645 SPF -- ( ) - - -----=—_ -XX?C-- THD26-2 ,� HHUS26-2 -- -. - -::_- 4055 (SPF) XXX THD28-2 HHUS28-2 4930 (DF) XXX THDH26-3 HGUS28-3 -__ 1155 (DF) XXX MSSH217 THAS218 12000 (CSL) XXX THGBH3 GT3T8B NOTE: OPEN END JACKS LESS THAN 8'-0" REQUIRE (3)12d TOE- NAIL @ T.C. & (3)12d TOE- NAILS @ B.C. PER STANDARD DETAIL CUSTOMER: Jerry Santucci i DRAWNBY.- JW 3EN S LEGEND: AC HOUSTON JOB NAMF_.• Ryan Res. DATE: 06/11/2009 LUMBER COMPANY •��~� 'Lumberman Since 1884' OPT/ONS: ^84391 Cabazon Road, Indio, CAPLANFJ: .ECFV: SCALE: N.T.S.�(760) 347-8320 Fax: (760) 347.8515www.achoustonlumber.com JOBU: FT09-06008 oRILLORAITERTRUSSES A APPROVED ENOINER INo. i ■ o MiTek® • POWER r0 PERFORM." MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 Re: Designs JW_IT09-06008 Ryan , The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by A. C. Houston Lumber -Indio, CA. Pages or sheets covered by this seal: R30331908 thru R303319.16 My license renewal date for the state of California is March 31, 2011. �OQRpFESS/pN�l LU ��m L C 04 3 * EX . June 12,2009 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. 0 0 r n Job Truss Truss Type Qty-1Ply JW T09-06008_Ryan R30331908 DESIGNS A01 ROOF TRUSS S 1Job Reference (optional) A.C. Houston Lumber Co., Indio, CA 92201 2.0.0 6.40 3 7.060 s Jan 22 2009 MiTek Industries, Inc. Thu Jun 11 16:17:37 2009 Page 1 64-0 4 2-0-0 scale = c2es 1 � 8-40 � I r200 I r2e.o i i Bd-0 5-" 0$O Plate Offsets (X,Y): I5:0-2-9,0-1-81 LOADING (psf) SPACING 2-0-0 CSIDEFL in (loc) I/deft L/d a PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.06 2-7 >999 240 MT20 185/144 • TCDL 20.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.15 2-7 >988 180 1717 BCLL 0.0 Rep Stress Ina YES WB 0.15 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix)' Weight: 40 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-6 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-10-6 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD Mbracing iTek recommends that Stabilizers and required cross bcing be SLIDER Right 2 X 4 SPF No.2 2-10-0 installed during truss erection, in accordance with Stabilizer Installation guide, • I REACTIONS (Ib/size) 2=794/0-3-8, 5=794/0-3-8 Max Horz2=58(LC 12) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Uplift2=451(LC 15), 5=-451(LC 18) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE + Max Grav2=1031(LC 10), 5=1031(LC 9) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. t l FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. . TOP CHORD 2-8=-1813/821, 3-8=-1372/433, 3-4=-1326/395, 4-5=-1801/808 BOT CHORD 2-7=-741/1571, 5-7=-728/1626 WEBS 3-7=0/271 t NOTES (8) ' • 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS'(low-rise) gable end zone; cantilever left 1and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ! 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANS11TPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. QFESS 7) This truss has been designed for a total drag load of 110 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads OQ� /,, along bottom chord from 0-0-0 to 12-8-0 for 110.0 pit. Q� r�Et S. j/N FSG 8) Per ANS11TPI 1-2002, Cq=1.0 for plates on wide face 8 Cq=1.11 for plates on narrow edge of lumber.CO Q LOAD CASE(S) Standard UJO A M r �F • June 12,2009 ® WARNMO - Venijy d7 ign parnmefer d REW NOT= ON THIS AM MCLUD1W WrEK REPBRSNCE PAGE MU -7473 r , 10- 08 6SPORB USG Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component 6 responsibility of building designer. not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsbillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding eo.aa.o..a.9ae.- fobricalion, quality control. storage. delivery, erection and bracing, consult ANSIaPII Quatity Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312, Alexandria. VA 22314. CHWs Heights, CA, ne, 10 Su a • 1 • Job Truss Truss Type • Ply JW IT09-06008_Ryan ' BOT CHORD 2-5=-69/465 _ 110-10 11610 - • 1 • Job Truss Truss Type aty Ply JW IT09-06008_Ryan ' BOT CHORD 2-5=-69/465 _ 110-10 11610 - ti 10-12 WEBS 3-5=-093/67 R30331909 L DESIGNS CG01 MONO TRUSS 1 LOADING (psf) SPACING 2-0-0 CSI 4 s PLATES. GRIP ii TCLL 20.0 A.L,. rtou5tun Lumoer Lo.. Inuio, b.A uzzul -291 s 2-915 11a10 110-10 ob ran 'o0- 7.060 s Jan 22 2009 MiTek Industries, Inc. Thu Jun 11 16:17:38 2009 Page 1 &116 10-12 2x4 II Smle '1:19.7 4 1 FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. xr< _ a - - mw = ' BOT CHORD 2-5=-69/465 _ 110-10 11610 - ti 10-12 WEBS 3-5=-093/67 Plate Offsets KY): [2:0-0-12.0-1-81 • NOTES (7) LOADING (psf) SPACING 2-0-0 CSI DEFIL in NO , I/deb Ud PLATES. GRIP ii TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0.08 2-5 >970 240 MT20 197/144 • TCDL 20.0 - Lumber Increase 1.25 BC 0.28 Vert(TL) -0.19 2-5 >421 180 BCLL 0.0 Rep Stress Ina NO WB 0.08 Horz(TL). 0.00 5 n/a n/a • plates on wide face & Cq=1.11 for plates on narrow edge of lumber: BCDL 10.0 Code IBC2006/TPI2002 (Matrix).' 1 Weight: 24 lb LUMBER Uniform Loads (plo a BRACING Vert: 1-2=-80 TOP CHORD 2 X 4 SPF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end BOT CHORD 2 X 4 SPF 240OF 2.oE verticals. _ WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4 - MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer - nstallation Iside. - REACTIONS (Ib/size) 2=494/0-3-8, 5=334/0-3-8 + Max Horz2=84(LC 4) 11 Max Uplift2=-211(LC 3), 5=51 (LC 5) Max Grav2=494(LC 1), 5=468(LC 11) 1 FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. , TOP CHORD 2-6=-492/41, 3-6=-497/49, 4-5=359/76 - I BOT CHORD 2-5=-69/465 _ WEBS 3-5=-093/67 • NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI T. 5) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. i 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). , 7) Per ANSIIrPI 1-2002, Cq=1.0 for OQ�OFESS/�N 9� S. • plates on wide face & Cq=1.11 for plates on narrow edge of lumber: �Q� ��R t LOAD CASE(S) Standard 1 1) Regular: Lumber Increase=1.25, Plate Increase=1.25, Uniform Loads (plo LU C 6433 M Vert: 1-2=-80 Trapezoidal Loads (plf) 11r Vert: 2=0(F=10, B=10) -to -5=-35(F=-7, B=7), 2=3(F=39, B=39) -to -4=-139(F=-29, B=-29) OF At1 4 June 12,2009 A WARNING - Verify design parameters and READ NOTES ON TWS AND MMUDED A97EK REFERENCE PAGO MU -7473 ma. 20-'08 BEFORE US& Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an individual buldng component. Applicability of design peromenters and proper Incorporation of component's responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of. the MiTek erector. Additional permanent bracing of the overal structure is the responsibility of the building designer. For general guidance regarding - fabrication, que6ty control, storage, delivery. erection and brac,-W consult ANSI/TPII QuoBfs. Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute. 281 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Citrus reenba CA, Lane. Su • 1 61 *I • • 0 0 • A, Job Truss Truss TypeI]ty Ply JW_IT09-06008_Ryan w +. D, R30331910 DESIGNS CG01A MONO TRUSS 1 '^ 1 Job Reference r.�. noubton wmoer s u., inmo, VH `JZZV t , , • _ - • • r.1/bV s Jan ZZ ZUU`.f MI I eK Inaustnes, Inc. I nu Jun 7 7 la:l /:3`J ZUUB rage l .tats - �. - sto-to .l 6-tt-6 t ` 2.0.15 '�� .•{3-10.10 - 3-0-72 t • _. 1'' - . x.a II stele • tae.7 s 34 a J. zaa F2 -1P x y. t • �. See- 214 13 Maio r 0.0.13 _ 313 Plate Offsets MY): 12:0.1-12.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc),I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 - Vert(LL) -0.08 2-5.1>970 240 MT20 197/144 TCDL 20.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.19 2-5 >421 180 BCLL 0.0 Rep Stress Ina NO WB '0.08 Horz(TL) 0.00 5 n/a n/a ' BCDL 10.0 Code IBC2006rrPI2002 (Matrix) Weight: 24 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end BOT CHORD 2 X 4 SPF 240OF 2.0E verticals. WEBS 2 X 4 SPF No.2 BOT CHORD„ Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installed guide. REACTIONS (Ib/size) 2=494/0-3-8,5=334/0-3-8 Max Horz2=84(LC 4) 1+ r < Max Uplift2=-211(LC 3), 5=51 (LC 5) + Max Grav2=494(LC 1), 5=468(LC 11) t FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-492/41, 3-6=-497/49, 4-5=-359/76 t BOT CHORD 2-5=-69/465 WEBS 35=-493/67 NOTES (7) r. j 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 j 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads.' 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5) This truss has been designed for a moving concentrated load of 240.Olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any,other live loads.O FESS/ 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8) PR�Nq� S. 7) Per ANSIIfPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11, for plates on narrow edge of lumber. LOAD CASE(S) Standard �. r t 1) Regular: Lumber Increase=1.25, Plate Increase=1.25' ' 4: 0 fi Uniform Loads (plf) ,. i` • W' Lu C �4 3 M Vert: 1-2=-80 ' Trapezoidal Loads (plf) k E -11 Vert: 2=0(F=10, B=10) -to -5=-35(F=-7, 6=4); 2=-3(F=39, B=39}to4=139(F '29, B,=-29) Y4 " TFOF 1F • June 12,2009 A WARNINO - VeriJ)r design parameters and READ NOTES ON IWS AND LNCLODED AUTEK REFERENCE FAGS NU- 7473 lea. 10-108 BEFORE US& - Design valid for use only with MiTek connectors. This design is loosed only upon parameters shown, and is for an individual building component. - Applicability of design paramenters and proper incorporation of component is responsbBity of building designer - not truss designer. Bracing shown " is for lateral support of individuat web members only.. Additional temporary bracing to insure stabTty during construction is the responsibillity of the M(Tek' erector. Additional permanent bracing of the overall structure is the responsibTty of the building designer. For general guidance regarding fabfcotion, quofity control, storage. delivery, erection and bracing. consult ANSIM11 Qua 1Hy Crtteria, DSB-89 and BCSI Building Component 7777 Greenbade Lane, Suite 109 Safety Information available from Tens Plate Institute, 281 N. Lee Sleet. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95810 • 1 Job Ply JWIT09-06008_Ryan i ti �TrussType R30331911 DESIGNS C.101 ROOT 1 r A.G. Houston Lumber Go., InOio, GA 92201 - { 7.050 s Jan 22 2009 MITek Industries, Inc. Thu Jun 11 16:17:40 2009 Page 1 • - - - r.• . - - Scat. -1:146 • ...4.00 5: Y. .. I 2.4 i .:L Y 4 ♦ ' LOADING (psf) ` SPACING 2-M CSI DEFL in : (loc) ' I/deo Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 a , Vert(LL) -0.03 2.4- . >999 240 MT20 • 197/144 TCDL 20.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.08': 2-0 >727 180, BCLL 0.0 Rep Stress Incr YES , -WB' . 0.00 - Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2006rrP12002 (Matrix). Weight: 14 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 , TOP CHORD Structural wood sheathing' directly applied or 5-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD • Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be «:: y installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=148/Mechanical, 2=452/03-8, 4=48/Mechanical Max Horz2=119(LC 3) Max Uplift3=-56(LC 3), 2=-166(LC 3). Max Grav3=314(LC 11), 2=490(LC 10), 4=96(LC 2) ` FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. - ,NOTES (7) ,5 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 • 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit •between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. ' 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S)'Standard ' r y pFESS/pN�( • SER S. r,N F� G, 0 U m CO � L k 11 *^ June 12,2009 A WARNwo-Vcriry design pa refcis —d READ NOTES ON THIS AND MCLFIDED MTER REFERENCE PAGE M. 7473 nec. 10,T8 BEFORE US& Design volid for use only with Mitek connectors. This design is based only upon parameters shown. and is for an individual txrBdng component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown , ' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibilfity of the M)Tek' s erector. Additional permanent bracing of the overall structure is the respombifity, of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing consult ANSI/TPn quality Criteria. DSB-89 and SCSI Building Component o 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Sheet, Suite 312. Alexandria, VA 22314. • .Citrus Heights, CA, 95610 - i U m CO � L k 11 *^ June 12,2009 A WARNwo-Vcriry design pa refcis —d READ NOTES ON THIS AND MCLFIDED MTER REFERENCE PAGE M. 7473 nec. 10,T8 BEFORE US& Design volid for use only with Mitek connectors. This design is based only upon parameters shown. and is for an individual txrBdng component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown , ' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibilfity of the M)Tek' s erector. Additional permanent bracing of the overall structure is the respombifity, of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing consult ANSI/TPn quality Criteria. DSB-89 and SCSI Building Component o 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Sheet, Suite 312. Alexandria, VA 22314. • .Citrus Heights, CA, 95610 - 91 Job Truss * � i JW —1T09-06008_Ryan Job Truss Truss Type - , plyPly JW —1T09-06008_Ryan �. + a R30331912 DESIGNS" CJ02 ROOF TRUSS 3 I . I Job Reference A.G. Houston Lumber GO., Indio, L;A 92201 • F •b 2-ao a r ' a r 4.06 r y 7.060 s Jan 22 zoos MITex Inoustnes, Inca TnU Jun 11 16:11:41 zoos Page 1 i " • - 1-11-i1 S.I. -1.9.0 S Y 2114 • - - 1-11.11 LOADING (psf) SPACING 2_" CSI' DEFL' in (loc) 'I/deft L/d. PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL). -0.00 2 >999 240 MT20 197/144 TCDL 20.0 Lumber Increase 1.25 BC 0.04 „ Vert(TL) - -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2006lrP12002 (Matrix) Weight: 7lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be F installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=352/0-3-8, 4=19/Mechanical, 3=-13/Mechanical h Max Horz2=74(LC 3) " • Max Uplift2=175(LC 3), 3-13(LC 1) Max Grav2=426(LC 10), 4=39(LC 2), 3=233(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. T NOTES " (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable -end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit • between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. T. ( 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSVTPI 1. j 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. . . 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face 8 Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard OQROFESSI x .9 • '� S. COTjNc�F� LIJ C 6433 M a OF Al 'June 12,2009 • A WARNING - Verify design par-amaters and READ NOTES ON THIS AND INCLFIDED hBT EKREPERENCE PAGB MU -7473 red, 10-'08 BEFORE US& a Design valid for use only with MTek connectors. This design's based only upon parameters shown, and is for on intLvidual bulding component. Applicability of design paromenters and proper incorporation of component B responsbility of building designer- not truss designer. Bracing shown B for lateral support of individual weti members only. Additional temporary bracing to insure stability during constriction is the responsibillity, of the M(Tek' t erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 281 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 e a LZ • 171 ' F Job \/ 0.7.11 .I ids -sr 0.7-0 r-0-tr Truss Type Qty Job \/ 0.7.11 .I ids -sr 0.7-0 r-0-tr Truss Type Qty Ply JW JT09-06008_Ryan ' TrJ " PLATES GRIP TCLL 20.0 R30331913 DESIGNS A JACK 1 1 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 2-4 >999 180 I BCLL 0.0 obReference A.G. 1louston Lumoer Go., mato, GA 92201 I 6 I !`c 7.060 s Jan 22 2009 MiTek Industries, Inc. Thu Jun 11 16:17:41 2009 Page 1 3 S.I. - t:a.0 LIN A WARNNO • Verify design p -=t deru and READ NOTES ON THIS AND MCLUDED MEK REFERENCE PAGE MU -7473 rec. 10-08 BEFORE USS. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. , Applicability of design poramenters and proper incorporation of component's responsibility of building designer - not truss designer. &acing shown B for lateral support of indrviduat web members only. Additional temporary bracing to insure stability during construction is the responsbllity of the MiTek' - erector. Additional permanent bracing of the overall structure is the responsbifity of the building designer. For general guidance regarding fabrication, qualty control. storage. delvery, erection and bracing. consult ANSVTPII Quality criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Trus Plate Institute. 281 N. Lee Sheet, Suite 312. Alexandria, VA 22314.. Citrus Heights, CA, 95610 \/ 0.7.11 .I ids -sr 0.7-0 r-0-tr LOADING (psf) SPACING 12-0-0 CSI DEFL ' in (loc), 1/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC.' 0.37 Vert(LL) ,-0.00 2 >999 240 MT20 197/144 I TCDL 20.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 2-4 >999 180 I BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2006ITP12002 (Matrix) Weight: 7lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 ,TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ` recommends that Stabilizers and required cross bracing be [MiTek installed during truss erection, in accordance with Stabilizer s Installation guide. REACTIONS (Ib/size) 2=352%0-3-8, 4=19/0-3-8, 3=-13/Mechanical . " Max Horz2=74(LC 3) « • Max Uplift2=-1175(LC 3), 3-13(LC 1) - Max Grav2=425(LC 10), 4=38(LC 2), 3=233(LC 11) ° FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. { NOTES (7) 1 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1:33 plate grip DOL=1.33 ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) + This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fit •between the bottom chord and any other members. !• 4) Refer to girder(s) for truss to truss connections. Il 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. + +' 6) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. , J LOAD CASES) Standard - ,. • - �OQ,�pFESS/pN l r ��2- cCO m LU C04 3 X r * E - 11 •r OF 11i • y (' .Itinp v), gnnq LIN A WARNNO • Verify design p -=t deru and READ NOTES ON THIS AND MCLUDED MEK REFERENCE PAGE MU -7473 rec. 10-08 BEFORE USS. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. , Applicability of design poramenters and proper incorporation of component's responsibility of building designer - not truss designer. &acing shown B for lateral support of indrviduat web members only. Additional temporary bracing to insure stability during construction is the responsbllity of the MiTek' - erector. Additional permanent bracing of the overall structure is the responsbifity of the building designer. For general guidance regarding fabrication, qualty control. storage. delvery, erection and bracing. consult ANSVTPII Quality criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Trus Plate Institute. 281 N. Lee Sheet, Suite 312. Alexandria, VA 22314.. Citrus Heights, CA, 95610 4 •, 0 7 7 7 7. Ll • f Job Truss Truss Type Qty Ply. JW 1709-06008_Ryan PLATES GRIP • • TC 0.51 Vert(LL) -0.01 2-4 >999 240 830331914 DESIGNS CJ03 ROOF TRUSS 3 I 1 epolionall A.G. mousion LufrlDer GO., Malo, GA UZZul f.ubu s Jan zZ Zuuv mi I etc maUS[nes, Inc. I nu Jun 11 lb:l /:4Z ZUu9 rage 1 Salo - 1:12.7 31t -1t' LOADING (psf) SPACING 2-0-0 CSI DEFL in ° (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.01 2-4 >999 240 MT20 197/144 TCDL 20.0 Lumber Increase 1.25 -BC 0.16 Vert(TL) -0.03 2-4 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDC 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 12 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=95/Mechanical, 2=413/0-3-8, 4=38/Mechanical Max Horz2=103(LC 3) Max Uplift3=-30(LC 3), 2=166(LC 3) Max Grav3=288(LC 11), 2=465(LC 10), 4=76(LC 2) F FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (7) 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left ' and right exposed ; end vertical left and fight exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 4) Refer to girder(s) for truss to truss connections. } 5) This truss is designed in accordance with the 2006 international Building Code section 2306.1 and referenced standard ANSUTPI 1. 6) This truss has been designed for a moving concentrated load of 240.O1b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSIlrPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. , LOAD CASE(S) Standard t s FESSIS. ON�! . C 04 r * E 1 • � ' � .; gTFOFC . - June 12,2009 A WARNING - Verify design paroneel,t s and READ NOTES ON IWS AND TNCLUDE0 MITER REFERENCE PAGE NU -7473 a , 20-'08 BEFORE USE. Design valid for use only with Mnek connectors. This design is based onty upon parameters shown, and is for an individual budding component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not tons designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbddty of the - M )Tek' erector. Additional permanent bracing of the overall structure is the responslbTly of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection olid bracing, consult ANSI/11`11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 ` Safety Infonmalion available from Tens Plate Institute. 281 N. Lee Sheet. Suite 312, Alexandra. VA 22314. Citrus Heights. CA, 95610 4 • •! •1 01 Job Truss Truss Type ' - JW 09-06008_Ryan 1 w { -'S 1 °.. .. .. -�� Job Truss Truss Type ' - JW 09-06008_Ryan 1 -'S 1 °.. .. .. -�� 1 830331915 Job Truss Truss Type Oty Ply JW 09-06008_Ryan -'S 1 °.. .. .. -�� 1 830331915 DESIGNS CJ03A ROOF TRUSS - 1 " 1 ReferenceJob r A.G. mous[on LUMDer GO., Malo, GA V4NI Y . • y r.ubu s Jan zz zuu8 MI I eK inaustnas, Inc. I nu Jun T T 1b:I /:43 ZUUg rage 1 • T2'0'0 r I _ 111-11 d- 2-0-0` .. t. 1,. 3.11.11 • .. , - . " i - I ' - 3wle • 1:12.7 • -'S 1 °.. .. .. -�� ` ' '° � • ,4.0012. • 1 21.4 = - he II 4 0&0 - 3-3711 Plate Offsets (X,Y): [2:0-2-14.0-0-101.[2:0-1-4.1-3-41 ' LOADING (psf) SPACING 2-0-0, CSI , DEFL in (loc) I/defl 'L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 , TC 0.51 , Vert(LL) -0.01 2-4 >999 240 ,. M_ T20 197/144 TCDL 20.0 Lumber Increase 1.25 BC 0.16Vert(rL) r -0.03 2-0 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 , '" Horz(TL) -0.00" °.' 3 n/a n/a ` BCDL 10.0 Code IBC2006FrP12002 (Matrix) Weight: 131b " LUMBER i A BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc puffins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. , WEDGE MiTek recommends that Stabilizers and required cross bracing be Left: 2 X 4 SPF No.2 , ' installed during truss erection, in accordance with Stabilizer • I stallatio u'de ' REACTIONS (Ib/size) 3=95/Mechanical, 2=413/0-3-8, 4=38/Mechanical �. Max Horz2=103(LC 3) Max Uplift3=-30(LC 3), 2=-166(LC 3) - ` Max Grav3=288(LC 11), 2=465(LC 10), 4=76(LC 2) FORCES (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown." - NOTES (7) ', y, r 1) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DO11=1.33' .'. 4 . 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 • 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2006 International Building Code "section 2306.1 and referenced standard ANSI/TPI 1. t 6) This truss has been designed for a moving concentrated load of 240.0Ib live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Per ANSIfrPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. R LOAD CASE(S) Standard r c r OQ¢OFESS/IQM ,.LuC04 3 -11 rFOF �F June 12,2009 A WARNING • Verify design pa ,eters and READ N018S ON 7 WS AND INCLUDED MTE C REFERENCE P4GE M1-7473 lea, 10 'VS BEFORE US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Appficobllity of design paramenten and proper incorporation of component is responsibility of building designer- not muss designer. Bracing shown - - B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responslbillity of the - MiTek* erector. Additional permanent bracing of the overa8 structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing. consult " ANSI/71`111 Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Trus Plate Institute, 281 N. Lee Sheet. Suite 312. Alexandria• VA 22314. . 7777 Heights, k L ne, Su '01 Job Truss SPACING 2-0-0 Qty Ply JW 1709-06008_Ryan PLATES GRIP ( TCLL 20.0 �TrussType TC 0.24 Vert(LL) 0.03 R30331916 DESIGNS HGO1 ROOF TRUSS 1 2 Vert(TL) -0.08 A.G. Houston Lumber GO., Malo, GA 92201 7.060 s Jan 22 2009 MITek Industries, Inc. Thu Jun 11 16:17:44 2009 Page 1 -zoo l S." I - 74.0 l 12.a.o l 14-M � 2-00 5-00 2-6-0 5-", 200 - scare = s:2e.e W = . 4 - 4.4 = ° s 10 4 sao 2a0 4e" Plate Offsets (X,Y): 12:0-3-6.0-0-21. 13:0-5-4,0-2-01 oab Max Uplift2=-013(LC 3), 5=-313(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2 -9= -2324/412,3 -9=-2268/425,3-10=-2167/421,4-10=-2167/421.4-11 2259/421, 5-11=-2315/408 BOT CHORD 2-8=-355/2152, 7-8=-354/2184, 5-7=-342/2143 WEBS 3-8=-32/411, 4-7=-02/453 NOTES (12) 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: • Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 ' ° 5) Provide adequate drainage to prevent water ponding. , 6) This truss has been designed for a 10.0 psf bottom chord live load nonconoument with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit +' between the bottom chord and any other members. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. r 10) Girder carries hip end with 5-0-0 end setback. - 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 292 Ib down and 66 Ib up at 7.8-0, at 292 Ib down and 66 Ib up at, 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face 8 Cq=1.11 for plates on narrow edge of lumber. b LOAD CASE(S) Standard ,0 Continued on page 2 June 12,2009 A WARNMO - Verify design parvrmda and REW NOTES ON THIS AND INCLUDED Aff7EK RSPBRENCe PAGO MU -7473 W, 20•108 BEFORE US& ° Design valid for we ortwith Mnek connectors. This design B based on NuPo parameters shown, and is for an individual bidng component.nf. Applicabilityof design Paromenters and groper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilrily of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .--.-.aa _-.- fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify CrBedo. DSB•89 and BCSI Building Component 7777 Greenback Lane, suite 109 Safely Information available from Tnss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. citrus Heights. CA, 95610 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP ( TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.03 7-8 >999 240 MT20 197/144 • TCDL 20.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.08 7-8 >999 180 I BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.02 5 n/a n/a I BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 97 lb LUMBER BRACING f TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins: - BOT CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=1174/0-3-8,5=117410-3-8 j Max Horz2=-53(LC 4) Max Uplift2=-013(LC 3), 5=-313(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2 -9= -2324/412,3 -9=-2268/425,3-10=-2167/421,4-10=-2167/421.4-11 2259/421, 5-11=-2315/408 BOT CHORD 2-8=-355/2152, 7-8=-354/2184, 5-7=-342/2143 WEBS 3-8=-32/411, 4-7=-02/453 NOTES (12) 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: • Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 ' ° 5) Provide adequate drainage to prevent water ponding. , 6) This truss has been designed for a 10.0 psf bottom chord live load nonconoument with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit +' between the bottom chord and any other members. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 240.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. r 10) Girder carries hip end with 5-0-0 end setback. - 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 292 Ib down and 66 Ib up at 7.8-0, at 292 Ib down and 66 Ib up at, 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face 8 Cq=1.11 for plates on narrow edge of lumber. b LOAD CASE(S) Standard ,0 Continued on page 2 June 12,2009 A WARNMO - Verify design parvrmda and REW NOTES ON THIS AND INCLUDED Aff7EK RSPBRENCe PAGO MU -7473 W, 20•108 BEFORE US& ° Design valid for we ortwith Mnek connectors. This design B based on NuPo parameters shown, and is for an individual bidng component.nf. Applicabilityof design Paromenters and groper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilrily of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .--.-.aa _-.- fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify CrBedo. DSB•89 and BCSI Building Component 7777 Greenback Lane, suite 109 Safely Information available from Tnss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. citrus Heights. CA, 95610 0 • • Job Truss Truss Type ° Qty Ply.JW IT09-06008_Ryan, LOAD CASE(S) Standard 'Y 830331916 DESIGNS HGO1 ROOF TRUSS 1' , 2 Job Reference A.G. mouston LumDer GO., Malo, GA UZZUT - - - µ -+ /.ubu s Jan zz 2uu9 M11 eK InOustnBs, Inc. I nu Jun 11 1b:17:44 zuu9 Page z LOAD CASE(S) Standard 'Y 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 y Uniform Loads (pill Vert: 1-3=-80, 3-4=-134(F=-54), 4-6=-00, 2-8=-20; 7-8=-34(F=-14), 5-7=-20 ' Concentrated Loads (lb) ' Vert: 8=-292(F) 7=-292(F) • 1 • • 1 101 ® WARNING - Verify design parameters and HEAD NOTES ON THIS AND MMUDED bDTEK REFERENCE PAGE 111111.7473 lac, 20-'08 BEFORE US& ° - Design varid for use only with Mirek connectors. This design's based only upon parameters shown, and is for an individual buildng component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibilrity of the IV IiTek^ erector. Additional permanent bracing of the overa6 structure is the responsbTty of the building designer. For general guidance regarding - fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality CrBedo. DSB-89 and SCSI Building Component ? 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandra, VA 22314. - ' ' Citrus Greenback CA, Lane, Su . - + - t it � - � • .. • Symbols Numbering System ® General Safety PLATE LOCATION AND ORIENTATION .Notes 3/a Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury Dimensions are in ft -in -sixteenths. • (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing, is always required. See SCSI. O 2. Truss bracing must be designed by an engineer. For _1/1 T 1 2 3 TOP CHORDS _ Cl -2 C2.3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing sftould be considered. a WEBS 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. NC4 O > ; �y� O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate O =designer, erection supervisor, property owner and plates 0 -'Al' from outside a- U all other interested parties. edge of truss. CL 5. Cut members to bear tightly against each other. c7-8 co-? css O BOTTOM CHORDS + 6. Place plates on each face of truss at each .r This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of Slats In . • - - locations are regulated by ANSI/TPI 1.� Connector plates. �' 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. ' AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for 4 use with fire retardant, preservative treated, or green lumber. The first dimension is the late • - p CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. „ l0. Camber is anon -structural consideration and is the /� 4 X width measured perpendicular �T _ responsibility of truss fabricator. General practice is to to slots. Second dimension Is - camber for dead load deflection. the length parallel t0 slots. 1 V. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports:, 12. Lumber used shall be of the species and size, and . p • in all respects, equal to or better than that ' Indicated by symbol shown and/or ESR -1311, ESR-1352,ER-5243, 96048, specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Jcons vary but 3' © 2006 MiTek® All Rights Reserved 15. C6nnections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint G number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI(: National Design Specification for Metal 19. Review all portions of this design (front, back, words t Plate Connected Wood Truss Construction.M!Tek � and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 • • • 0 0 0 0 • • • GENERAL NOTES NOTAS GENERALES NOIOMNGQECOMMENDATIONS FORUM BUNDLES STEPS TO SETTING TRUSSES ` RECOMENDACIONES PAM LEVANTAR PA UETES DE TRUSSES. ' T,,,aes ara rot martin m am Har m MmDh tat D,nses ro esw, malomY ae w.pr PadP ae i Ii 'LAS MEDIDAS DE LA INSTALLACIUN DE LOS TRUSSES metr00Ve+WY Ivmbldn.Fdbry Waal kMD':@:t•nhrwerEaobmDrmMde�Vmdnnturl': QLYr.:u*y!L.:nT.,::q:.d Dc:ra't nnvabt a:d tronyOwl Er 'M.F-am rart Ab ,pa:: -K ,. is lnvle:canertlsbres! U•'t rsatt. •ra:V, L, F•.as! _ �;)!.»:+>ei:%=I•ry<,,.:;'c!::: n.c, o,t :.••Js:t •�•,.:r!f -,i.4 7: barn sernorcrdatbnT wrMME^p. bBbDnp trd ae ,bRxbdSLrml¢Nnrename m:npodrk s�ak.,. %.. t:.s'r-S.:u...u.•.... if !^rqv:- i •I r.•._.�rcUJ::vdi. A'uM : Nov `x 0- E R b ( 5!t.: Du".:a. b' - d re tminsary rrs{min'vn.md DmdrO al tn,sses. bs ms5e. Vw d bDda Em_Eac1.Dt Rury gLw'o - ' 4 - 't''v :^•'v` O: a0: L� a s -Lp W 6Ai::au!:]s' ucA.•C Cosa a Ae1P!mB elf •wmfaod paean br rhle tn<(alafBn Pw+vL4n. A:d•areroM! fSp.:rte^G'C.1,. r:V :.M OF ,1 :rt+ --;r,,0:%, ftrr iN I !almw nw L.+ us coon n[•.t a,•a irs: un . c 1 t. n v :.. 1, 4 rnstt ,n •rt HaDR11Dp. Ia ,x, RrmalMm eXmdaasL Luaet4r n,n.•., t^.»�Wn.mr3Dx fiid ,de ) t I ... .'st cr U!o::,ta•:... J-�!t .. .. .•A• I aw.r.l M.ro f..nnemN �.•+:•••!ar O.9ra iNmnmOn mdS roOLLn. � :Jc hux:r. •:n n:n',, M!nn•r' k. LL I I moedmib0 mlortNtbR..: .•:'` I •:• I ImdDujah ®seliPde alrm>a Pue]enaRONarns ! Q •,L5 L4 sed f. f L I m5 7 :r ti- Desgn Drays 1 611 lomtlomd brebraoonesrk remfm6n WeNPamJO.mhOrdwm x• ak k 1-.. �. !. K. !.' k .. } pmmanNd btaxad_raWltrdim a rdnfOrONn•_nt for b mANUntlMQM4Edd0a4.MVan IO)ar[vmm irldtrlduN btm nembers. RCrr m d:e ESL B61 - RemrzdNA•:L.«•.g b. El : 1 B3 emmary Geer - Mmurenr RMraMU ' " Q tY,nurx: •% V ..tJ dh1,. I:'v] 4 a 1 t 1 -. rSte!ffim,.komm!9N.••yralkm'wnuddn.e !'. L.,:,: •:o r--:<•tr. ;.:s:.r><:._!, B[dDr9Jlf l]vdc 6 Web Mrmblq'•' br nmO -ft M NfCxaf ro almw E ParmaMAbS won ] '.>•t: •:':]•. NJ, :M1C ^:h: •:n i M1 N• . fJ rut n I ,1 Y.:. „' vdOrm,EOn. Av Olha Pesmanem bmdrp deafpn -pm, bf" dd DDea'miar Qi fL'f o. ;Ja.a a rJ:: d:•:xx!x <m ••V . 'NOM mRwrtaDNry dine BWtlinp Oa4w. re :n•::k•i:-Le Vub •: ®'. QLC^:r toDL:-D•:.••au!!!!!1;.:•.:rf:C":. ).YAA..su.k4.!D.L..^.:41f.4i.kaV.iM:ax'YSJ•••i„r v, 4 © 0.4 'n R' R vk :.1� ...✓ :':: r� -4• . � 4 L r. v::ra.v ._:F. L: _u�.. ,xx :r..nJG. I W_a'1 e..w',»,.1::'t�_.'lAtuL::.1G^.: '4D::SY.<f `-u=1:P::LY,.1••• pva m::w•• 3 ' �. �' "`� Via. . r s..�: �' � r Ir s - L :x• Ir,J :� tar r , a..s.. • tP::nr-0r,�.. pays, ! :, "A . <•ra ....+b...aT RES"MIM/BRACING FOR ALL PUN ES OF TRUSSES INSTALLATI EL RESTRICC16MIARRIOSTRE EN MOOS PIANOS DE TRUSSES Fln M J L an A4� ON OF SINGLE TRUSSES BY HAND •>1r r t !: r to 1� .60.' ; INSTALACION POR LA HAND DE TRUSSES INDIVIDUALES L'J r• - - 3 - a YI w c r6 •Y L. utf Pat, e_.:_LIP W<,a k..4a;, ! _ _ <�- _ ntiv:ltx :r ..:.. u•sJ a.nl. tax' .;:W max: .._..>. l:, rki,: '� !� !• Tr �� ©5. r•- 1)MP CHORD-CUER OR SUPERIOR Q d'nWnf nC lt+^t fi � ry:•1. C- x v r t FV. - ftr fi rMe' l.u:fi9 I 'I tr ) �1Lxla. l'`e- -...fM V ... rw¢6. Wit. tTNises upm2Pi :_c:tea. �-�YPm7D yl . M k5 emyoaJz, llussa Dssla 20 P'4. lhrses hasb ID pks ;HOISTING OF SINGLE TRUSSES- LEVANTAMIENTO DE TRUSSES INDMDUALES HANDLING - MANE30 i tbd,n:,:r-J a p;P .t. ! .,: •:::- Ma,!,:!.•:;!n:::,::;x .: ahusa nri!nn L,:.YS Id a Uu: t..rdn n..... . AN•I U!•d Sx^C'r .._f it 1i)Ns'•btr<') Ibi 1 C IC2tlP5 Gr F.:ra Vex. x __cYaS F• btC/ d •E: I k' CRGmt :LU•> a•,,Sla •L:k D Truss Span TOP CION Ta m v Lamm) Ra 1M jTLTLR) SPsdnB W itud de T. edamleam dd AMOatm T rai da n Cuerde S,PeAor Up m 3P 1P o.c rtaz. Nash 30 n 10 bs m6xb,0 11YW.S B'P.c.mm. 3D a 4 B Ns mBrMm .m 6P S Bot - ax. . .5060 ' D ks m6xim0 6D' IP BO• 4.. -max. and Be res 9 in ZIL S: b C -iie :}- I. L- .ra. -u.L>:Lal dr W (q:rsWt a PmrasbrW Enpinar la Irvsses R ttNn 6P ®'sc satt I Lir wt• S h W, p 3- t.; :. P -+:rt. --7 v 1 'Q-thl a un Ugedwo Dasa b,m ro W 60 Pia. LY^t• 1. 1 y TL Ih J �L 3 i k h k 1•,::fSJvt^'-Er TCIYA ,+v \ .��/ ,.J b J^' +Jrh3:.R: Q 'I' xY! tr iiv rd'aw`�..L•••'ra:e n:•.•. .. I7tk. hv/ \ R E (fi 30.1 L li.F.: ¢Ir•J VJw i.:2 C p41 trv51. ©b f lt_�i-RC54 Yc:1[A "L r Spreader bar 1 e HOISTING RECOMMENDATIONS FOR SINGLE. �• /O r• a TRUSSES _ w'e•I.aa N b rbt :...�k• 7 . 0.ECOMENDACIONES PAM LEVANTA0. TRUSSES- ! INOIVIOUALES , K :L t Ilk - Pam, z da 11 QU- J lk �ybc d4avuai3: - P 1S.ttaM•:.L4..L;.!'iE? "S for mdty k5 p .^ f G unO Dred not slwwn •':'��....r. Lry SA.:rrtL-moi r4L.+ia.! b!r.rt. 2) WEB MEMBER PLANE PLANO DE LOS MIEMBROS SECUNDARIOS kgo. 1 ' r,) I-- °�;,:;," .:na<-w awl r• �• ,'• �� LATERAL RESTRAINT BreDla� & DIAGONAL BRACING wmNarnbers ` ••\..,;r i ) _ 1 ARE VERY IMPORTANT IIA RESTRICCTON r'P"° Imw• _I LATERAL Y EL - #.."` f r[I, ARRIOSTRE =�ZZ ' 1 (s)r t: TEMPORARY RESTRAINT & BRACING y DIAGONAL �- + SON MUY ' ��mrcnm t3mW5 RESTRICCION Y ARRIOSTRE TEMPORAL I IMPORTANTESI - DL,Ganalemr[se.err•lD, iOI.:L.4¢54:J.r;L,aD`W' • s TPD CM1 N rur-0TIM' Q IC -IS m Same watllp ds be0o i dnrd Ua Red t Some d:oN aM waD membaas riv cl •e.a.. BvYLA7- ":Str`' :;•: M�-J rot xMwn mr mrtty. ^d .: t M l Szp: 3)BOTTOM CHORD -CUERDA INFERIOR tamml RaStraiNs • T hl2' a �:; „.I.+ DmJf[m IaP!Ad wn two inn / -� ��bB y R,xn Nery ,;' IO mos spares l2P maxJ 10 -IS SOme d,Ord m,d Nab mambas mars. noteMwn mr mrlly RESTRAINT a BRACING FOR 3x2 AND 0x2 PARALLEL CHORD TRUSSES N RE TT IM614 Y EL ARRIO5TRE PAU TRUSSES DE CUERO" PARALELAS 3X2 Y aXZ Qw & OiapHWOaaS sanain Y> IP 14•rP.M4D4pwWBrxmD 4 } Yz a I Q r,:s): �•_mt!az:1 APM Dawmlanum >,•:: ••m"�13u"LtJi. re'pfdnmal a0. f - L:!L:.Lk'^:2 tB. tarARrn aM U My ry PD W W Pai!fWD ..F L1 OG SOBS k[Smna, bpawdksO tW mniM. PA aRt- - •TDO cnaN Ttmpo:a YtaYIA R}Oraba sPwip LiWbo rt.L• nh.:: >aa::, ICO.e. max. br ]s2 cIDM aM I; Ot. brad emw. INSTALLING - INSTALACION OWd�m rWaca a H'N.;. OIR P1 Pb,mD•. Nu. Trvia 0/50 0114 Ya' 125' lenv! � mir br r ve• M.B• U 1 t-trd' t-Ua' A% Ph,mp 5 ,JIB• ]2P r r /°ab Inrr e• tors• 77 5 ,ya• T uv_ I,. � 060 eva t-]:.• 2PS CONSTRUCTION LOADING - CARGA DE CONSTRUCCION © tw, m! t+•::.ni.m: Lmm.N;nxny, Oram aB E m'n ... a,c i d :m, 4 b !i G .+xs ry - rY2 tax' L •^9 Nanri wNns :, v'Uf D!wLm eaN IT rl M rt .;..1 dr.R f: 39 ..:1:L> �iYOOanwO tP H L M.. : cauue s• fXS�Y WC�B.u..O:A.L.e..l'•D:v.. •,.a. Ulv.-.. r.V, Cbrri Hleer n� t : IN F-. B 'aY•mx Q •+ 5 b4.) m. u i f !. u.:hv :.f L c aaanx ALTERATIONS ALTERACIONES V N "I. IOBC 9L "Wff Liv:'C SkUi LrydLil•0 a:a" _mu-. It b • - rs +.r' s•s 7 y a x I P .. 1•L_s...:..m!.. : 4.. -E. �. GV;,r_•:.U.. a.•, a:.:v.f_ a:,.. la wvpe swonc:+q��„ra rtA am.n"t h�.wnl tOd'u:mamnVel.:me rma:rabne a:Na:>r RrarWu:m vpm+veJ mx�.�amwve�m:.m'v.�x nmr P•a Par<'��iee�.ovu.:cauwl�m •moa,b�r:uzGt �' mramm,•anaw uven:<oWu S.rli a ra0y aet►-q am�Ha N bM•q tray we aoa xo: ut aA-Jin: e•anme J YNq em ATm+.sameWh:�4anWne PeoNwen alrcgpebioa riw6a 4pr<•mt maw•tlfq�.a`""r� �a.wNeeera-pP,sPeaWsaacow�v'<vm,vu o.nv<a..eraeb.mmanw uo-:.:nwow�ani e�Ma<C.+se.ram:aFnr:raia ti.�O:m<r�oaay.uav;m.es9eomr..N.Lt w.:me n,y..ar+x* a.•s}<:may..a..m,,. m>ti �.u:.caa. rrm-.e :w emo�x.,o.osrn..na wu<•_m Ta,r, A'rrr.. rn roenm:etn.. nar.nn e.�P, r'.n a.:n. m✓t®L .:ma m q m.m.m�..e r,.:::.},:: a..:.a r.e. TAM PLATE I m UTE 6IM BavPxe l�'�ra•w mLm Slat9 }]9KIQYS¢]l}.Abawm, va Dlta f 1}ibtM3•.wwmQ6myun }4yeYYlala•nwLnuop tARRIOSTRE DEaOSiTRUSSES �X r raa Dn .. t..✓ v _,. .. .... ._a •L: Brom BrR trues h - T - J! t I• T....:r r; ysmdy DOmn.• -bcObn I "rP pa 01 a00tlmL �r am I 4 T t ,rn LaY2s I, rl'tn. 3)BOTTOM CHORD -CUERDA INFERIOR tamml RaStraiNs • T hl2' a �:; „.I.+ DmJf[m IaP!Ad wn two inn / -� ��bB y R,xn Nery ,;' IO mos spares l2P maxJ 10 -IS SOme d,Ord m,d Nab mambas mars. noteMwn mr mrlly RESTRAINT a BRACING FOR 3x2 AND 0x2 PARALLEL CHORD TRUSSES N RE TT IM614 Y EL ARRIO5TRE PAU TRUSSES DE CUERO" PARALELAS 3X2 Y aXZ Qw & OiapHWOaaS sanain Y> IP 14•rP.M4D4pwWBrxmD 4 } Yz a I Q r,:s): �•_mt!az:1 APM Dawmlanum >,•:: ••m"�13u"LtJi. re'pfdnmal a0. f - L:!L:.Lk'^:2 tB. tarARrn aM U My ry PD W W Pai!fWD ..F L1 OG SOBS k[Smna, bpawdksO tW mniM. PA aRt- - •TDO cnaN Ttmpo:a YtaYIA R}Oraba sPwip LiWbo rt.L• nh.:: >aa::, ICO.e. max. br ]s2 cIDM aM I; Ot. brad emw. INSTALLING - INSTALACION OWd�m rWaca a H'N.;. OIR P1 Pb,mD•. Nu. Trvia 0/50 0114 Ya' 125' lenv! � mir br r ve• M.B• U 1 t-trd' t-Ua' A% Ph,mp 5 ,JIB• ]2P r r /°ab Inrr e• tors• 77 5 ,ya• T uv_ I,. � 060 eva t-]:.• 2PS CONSTRUCTION LOADING - CARGA DE CONSTRUCCION © tw, m! t+•::.ni.m: Lmm.N;nxny, Oram aB E m'n ... a,c i d :m, 4 b !i G .+xs ry - rY2 tax' L •^9 Nanri wNns :, v'Uf D!wLm eaN IT rl M rt .;..1 dr.R f: 39 ..:1:L> �iYOOanwO tP H L M.. : cauue s• fXS�Y WC�B.u..O:A.L.e..l'•D:v.. •,.a. Ulv.-.. r.V, Cbrri Hleer n� t : IN F-. B 'aY•mx Q •+ 5 b4.) m. u i f !. u.:hv :.f L c aaanx ALTERATIONS ALTERACIONES V N "I. IOBC 9L "Wff Liv:'C SkUi LrydLil•0 a:a" _mu-. It b • - rs +.r' s•s 7 y a x I P .. 1•L_s...:..m!.. : 4.. -E. �. GV;,r_•:.U.. a.•, a:.:v.f_ a:,.. la wvpe swonc:+q��„ra rtA am.n"t h�.wnl tOd'u:mamnVel.:me rma:rabne a:Na:>r RrarWu:m vpm+veJ mx�.�amwve�m:.m'v.�x nmr P•a Par<'��iee�.ovu.:cauwl�m •moa,b�r:uzGt �' mramm,•anaw uven:<oWu S.rli a ra0y aet►-q am�Ha N bM•q tray we aoa xo: ut aA-Jin: e•anme J YNq em ATm+.sameWh:�4anWne PeoNwen alrcgpebioa riw6a 4pr<•mt maw•tlfq�.a`""r� �a.wNeeera-pP,sPeaWsaacow�v'<vm,vu o.nv<a..eraeb.mmanw uo-:.:nwow�ani e�Ma<C.+se.ram:aFnr:raia ti.�O:m<r�oaay.uav;m.es9eomr..N.Lt w.:me n,y..ar+x* a.•s}<:may..a..m,,. m>ti �.u:.caa. rrm-.e :w emo�x.,o.osrn..na wu<•_m Ta,r, A'rrr.. rn roenm:etn.. nar.nn e.�P, r'.n a.:n. m✓t®L .:ma m q m.m.m�..e r,.:::.},:: a..:.a r.e. TAM PLATE I m UTE 6IM BavPxe l�'�ra•w mLm Slat9 }]9KIQYS¢]l}.Abawm, va Dlta f 1}ibtM3•.wwmQ6myun }4yeYYlala•nwLnuop tARRIOSTRE DEaOSiTRUSSES AA r'tC FOR TRUSSES UP TO 2'-0" ON -CENTER AND 80'-0" IN LENGTH PARA TRUSSES HASTA 2 PIES EN CENTRO Y HASTA 80 PIES DE LONGI7WD 5;�ns over Go, require more complex Temporary Invitallatlar, Restraint Bracing Vanns nibs de. 60 pies requieren Instalacitir, Temporal cfe Restrilc6lim/ ArriastreProf wI- a 0 mis complejo. Consulle un lngenir orm-1 dbrac.m is the mz"�o, rz.�e of 'k Diw s-" k yam*osm! c-: -,w coava 10.1i ('"winw io-; I '�' . av Le.: .4 T,, 14 'V, QZ I:! 1z Vol 't A. 71 9W t 4ri 777 7777777' 77.77,77 77 77'�t I -e 1 " 0"I STEPS TO SETTI NG TRUSSES 1- T' --il" Establish Ground Bracing Proclt -dure: Exterior or Interior 4 - It At jj. 4- Estilble" Procedinliento de Affilostre de Werra: L 4 of Exterior a Tterior 0 AA r'tC FOR TRUSSES UP TO 2'-0" ON -CENTER AND 80'-0" IN LENGTH PARA TRUSSES HASTA 2 PIES EN CENTRO Y HASTA 80 PIES DE LONGI7WD 5;�ns over Go, require more complex Temporary Invitallatlar, Restraint Bracing Vanns nibs de. 60 pies requieren Instalacitir, Temporal cfe Restrilc6lim/ ArriastreProf wI- a 0 mis complejo. Consulle un lngenir orm-1 dbrac.m is the mz"�o, rz.�e of 'k Diw s-" k yam*osm! c-: -,w coava 10.1i ('"winw io-; I '�' . av Le.: .4 T,, t. 64 � %: .� t , I ' 141V *�- - - - I I - �r I t.- 1 4 - r Pj_ Deterintim the locations ft�r TCTLR 24d Gmind Bracia Verticals S."n L)Olx, R .1 x Detemiline las lobicaciones, para TCTLR y fas, Vetticafes de Arnfostre de T ierra, 7 ..y icli R 4 .4 Tc 'Ll il, .41p, MAXIMUM SPACING FOR TOP CHORD TEMPORARY LATERAL RESTRAINT (TCTLR). 't "ub...'Up 06m le-w-'Wi w. -j'.. ESPACIAMIENTO MAXIMO PARA ARRiOSTRE LATERAL TEMPORAL DE LA CUERDA SUPERIOR (TCTLR)T-i 'j. 14 1"4o"I ',:1YvJ poro,-, ljLual Ke. Lateral T", ? 4 1 t " ..- , , , .' I .0.'f 1, -'t " I, # , - , 4'. ' groph't, W IM ft"s the nra'f.".. an-mria spar�imq ew.' nt ....... . . ... . ..... eft) of Ti, rLR hostd till trl,ss roan firon, rhe table m Step 2 oil. page 2. i.(r !0' eim-mor-o-i lxitv. Ground brild"g not shm"! for C 8" Apo�f Doo -al Sminw; hTatted'..'eft" For. ¢r:I appyllig ieatt'IN Lm.rittiol• fy M Y ppmfe, rim metWl. W, t Vii; i .....d+ti•, .,_.:-..:''eaYx ... e�:- „ - �` .'d : • d'rrn<.+!.rRhrrWwoo�rr,mrLwrr>eo�:rrev.,yr,'h t,(j-/r ... 4`, r. diwyo i4,;ion1' "-ttS '4 '&jmo en to C;L". w' -k- - J, del TC7U bosildo ert los Ion" de m -sol ..'a C S. m,u 4e tabla m to Pam 2 en la pa;Lth, 2. r4lo in-les1ral 6 anlot,tr, do deiro para c"dad. -be Dilglinal Ell k- 4, Api4lim, 4-ediatlarente An%, latiao. F,-trucrj: Para ir4o; de --uml sh athing 60 Vies of ri-todo oref ..................... . .. . ...... ............ lti ertablarlo hirolatorrern, .......... r,<; CHECK THESE ITEMS BEFORE STARTING ERECTION/INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA ERECCZL6N/INSTALAa6N Y Comm COMO ES NECESSARiO 0. e, s7i. F.4 5Wd:n ,f:::.:.,,x.. gilel.1% in-*� 0"u::zmrit-;. 1-tt. R] Twm-�, an. tho! J. d N W, Lt; -X.1-11"a;t 'co !14io--.;;r de r.eannp n;P;,ilm: "i., t' le- tr.o Wo;fj"'.'r •jj'j vrt ro-iimu" y it N o. tel !'m'-! �arrixw;'. 4 7�- 4;1, j). •L wwmlli. 1teed;- .... ....... hit -m e i!: 'A"', ii,w o rl et First Truss and Fasten Securely to Ground Brace Ve -ft" u, ymr: lk Coloque of Primer Truss V Fijelo SLTuramente a los Verriwies life AM t 77 fro. Got Mit tn- ill, Gi.ri> E.nd and xoj zi�r el; 'fli 'o.- 'lk rildni. mat'-+�fo llir. or. rge, o ."'n; A--6, y z his "A,!!""." vt.- cio, -'a V. ';:%ql;;) r'. • A, l�hx-191:..'.""' '��Artei d�ii r u-eo Lam low w .:cur v": le 4 44t iir au . . i , S ol id, W-1 i,; too rx antc -m-ol S -0g. ro,nif.grad:yF 1• j laqvg': 11'td 04, AT sa.dit tiam m Tor, pt .To a-: -frorft.:._. .�.i ro'd lru .1 F. rv, to d. s:: i:. till? F.::1id:,')Nt:1.1r4e2 Tr;;ti't re - .41 ff 'me 14 'V, QZ I:! 1z Vol 't A. 9W . . 4ri t. 64 � %: .� t , I ' 141V *�- - - - I I - �r I t.- 1 4 - r Pj_ Deterintim the locations ft�r TCTLR 24d Gmind Bracia Verticals S."n L)Olx, R .1 x Detemiline las lobicaciones, para TCTLR y fas, Vetticafes de Arnfostre de T ierra, 7 ..y icli R 4 .4 Tc 'Ll il, .41p, MAXIMUM SPACING FOR TOP CHORD TEMPORARY LATERAL RESTRAINT (TCTLR). 't "ub...'Up 06m le-w-'Wi w. -j'.. ESPACIAMIENTO MAXIMO PARA ARRiOSTRE LATERAL TEMPORAL DE LA CUERDA SUPERIOR (TCTLR)T-i 'j. 14 1"4o"I ',:1YvJ poro,-, ljLual Ke. Lateral T", ? 4 1 t " ..- , , , .' I .0.'f 1, -'t " I, # , - , 4'. ' groph't, W IM ft"s the nra'f.".. an-mria spar�imq ew.' nt ....... . . ... . ..... eft) of Ti, rLR hostd till trl,ss roan firon, rhe table m Step 2 oil. page 2. i.(r !0' eim-mor-o-i lxitv. Ground brild"g not shm"! for C 8" Apo�f Doo -al Sminw; hTatted'..'eft" For. ¢r:I appyllig ieatt'IN Lm.rittiol• fy M Y ppmfe, rim metWl. W, t Vii; i .....d+ti•, .,_.:-..:''eaYx ... e�:- „ - �` .'d : • d'rrn<.+!.rRhrrWwoo�rr,mrLwrr>eo�:rrev.,yr,'h t,(j-/r ... 4`, r. diwyo i4,;ion1' "-ttS '4 '&jmo en to C;L". w' -k- - J, del TC7U bosildo ert los Ion" de m -sol ..'a C S. m,u 4e tabla m to Pam 2 en la pa;Lth, 2. r4lo in-les1ral 6 anlot,tr, do deiro para c"dad. -be Dilglinal Ell k- 4, Api4lim, 4-ediatlarente An%, latiao. F,-trucrj: Para ir4o; de --uml sh athing 60 Vies of ri-todo oref ..................... . .. . ...... ............ lti ertablarlo hirolatorrern, .......... r,<; CHECK THESE ITEMS BEFORE STARTING ERECTION/INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA ERECCZL6N/INSTALAa6N Y Comm COMO ES NECESSARiO 0. e, s7i. F.4 5Wd:n ,f:::.:.,,x.. gilel.1% in-*� 0"u::zmrit-;. 1-tt. R] Twm-�, an. tho! J. d N W, Lt; -X.1-11"a;t 'co !14io--.;;r de r.eannp n;P;,ilm: "i., t' le- tr.o Wo;fj"'.'r •jj'j vrt ro-iimu" y it N o. tel !'m'-! �arrixw;'. 4 7�- 4;1, j). •L wwmlli. 1teed;- .... ....... hit -m e i!: 'A"', ii,w o rl et First Truss and Fasten Securely to Ground Brace Ve -ft" u, ymr: lk Coloque of Primer Truss V Fijelo SLTuramente a los Verriwies life AM t 77 fro. Got Mit tn- ill, Gi.ri> E.nd and xoj zi�r el; 'fli 'o.- 'lk rildni. mat'-+�fo llir. or. rge, o ."'n; A--6, y z his "A,!!""." vt.- cio, -'a V. ';:%ql;;) r'. • A, l�hx-191:..'.""' '��Artei d�ii r u-eo Lam low w .:cur v": le 4 44t iir au . . i , S ol id, W-1 i,; too rx antc -m-ol S -0g. ro,nif.grad:yF 1• j laqvg': 11'td 04, AT sa.dit tiam m Tor, pt .To a-: -frorft.:._. .�.i ro'd lru .1 F. rv, to d. s:: i:. till? F.::1id:,')Nt:1.1r4e2 Tr;;ti't re - .41 ff 'me 6 'V, QZ I:! 1z Vol V. xt oF 4. rZlkf'N-k"'." F;K cil;. 1, A; "et IMPORTANT SAFE -TV WARNINGI Mrst truss lnils; I)tk attilehed secilrely at -;,ch ti -mg nd to all Gr.m.d Broce Vedirils prior to mil- ng tne 1'.15L,nq 'UpportoL ;ADVERTENCZA rMAORTANTI7 jD17 SrSUAIDAW w Lrsop�&" de leiralitaI. v 4�l 77,1777-777, 7 eL e t 4sat Trusses 2, 3, 4 & 5 with TCTLR In Line with Ground Bracing . Coloque'los Trusses 2, 3, 4 y 5 con TCTIR en Linea con los, Arriastres de Irferm zi;Nirht,,,. shinvmmp klmip5m Ex -nu-, o, fbi t In LVI Option I sh,:!t Memb<: T,.,ppo,;,f.- uvmi on Top oflhri- 0iodii. 1 Lit-, r,-;-.1 do kt M, -b- roto, mm.rd"s- r — 'I., it, ft IV inm- *,in 111on"' 2-K M —do, 2 ia- option Z S,th--. To.- has L 4 MIT— ok— 4'. V k? Option 3 P,,U, d,! de �Gcy^MC:T Kent 7 h— totori,�� Ek. d, -Ad. rrWk4b, Mo-, v tk-innv, A" & IMPORTANT --;Arm. WARNING! & ' Each truss must be attached securely at each bearing and III Top Chord Temporary Lateral Ra tral.tS instilled before removing the h.I,H.g -ppns. &iADVERTENCZAIMPO$7'AIVTEDESf-GUR,rDAD!&- ("da foss coda voloorte ToippoIIr1vsd&.las Cuenfav -Fupe,rfores imtafadas antes do rentom, los soporteo de tetania,. 0 0 Install Top Chord Diagonal Bracing ■ Instate Ardostre Diagonal en la, Cuerda Superior 6Install Web.Member Diagonal Bracing .- Instate elf Arriostle Diagonal de Miembros Socondarivs, mz*;ir� -Iomvo---.� Dixyml F-mfloila* -.1, t.."j) chpfd L,le. imo tim vnzsct fruf.t; .1 Fiq, �A:c�c- cimcbt- t.l!r.,Y-i:."est.,7��;�."�:!",��: AFji ii--* 31 of -Af t.--t-o iv,,,31 . 11311" kw ml -ru� 5,u, -vlt.,os f;sw% vif�s 4y seq, ,4E do -bii oe, 'rhe , t:12 a"tm,,:s for xseu member I" P. i r -n m In[!.`. J t, a W-nilx�r keso,,,hit are s;pedfli�-d on the Truss De-�Ign b;u.�!N. -,Z* Irl of CIoifN for nim, u4umi�n.-, ticIcio. Lei pl RfigtriTji,j Fev,nanemv a*e!,1-h'en1b,vs 7;,S, j;,fa espe- e.,' d& Do&Ao do Tirig.s. V -.J mr.,.-rwo 0 do -I.S, &ji.s BCSI-N ;110r�joq; . ' - .1i L iv Mow -I o.• St,,:irida, 1 -- Moo,) p wh E; U."s, 'i, -,�w p flac an--! other ty,,�,.; oftrum.s o4idt def�,- -,nds also f. J, ", 1�.-Mpmli,;y U-14 Refarawit am! UlEt 1:6(1'j -.10.11 irieolltkrt 1.1if: dMP r.mi :if iiie mj�,` ,0�.V,S lk zyvs��n, vla-,1cs vvnv� tv,,)5 x, 6xv, en vxS va"t jfxLa, tan nbiv, i fv�j u"wri-m Rest'. A i ; ivsm? 0.,Z•Pnij! er? k)s -,ru-1--;,-,,b1(,,S BGS-02SUNiMARYS}1EE13 "42SUM AO'httzN 5ENF"777777 77y ,S, _ Install Bottom Chord Lateral Restraint and Diagonal Bracing ALTERNATE INSTALLATION METHOD: BUILD 1T ON THE GROUND AND LIFT IT INTO PLACE 7w Instate la Rrstricrfdn Lateral y el Arrlostre Diagonal de to CueMa Inferior METO00 ALTERNO DE INSTALAC16N: CONSTRUIRLO EN LA TIERRA Y LEVANTARL0 EN LUGAA TM ryy . r.,. r . . r _... tn:ar:n(I: 1Y:t. {x s tWn; t4o,lb a :rr m_atmfn nn? I- Ir,= !,..: cf tn)s!e:; rr: tl ..h.•!,! V: ?„•:: v,• t, ao C.;_':aim:au) IN:r a„I drY..!!',a!i2Zbal_:e the !X•tlo.n .,•:�.\ :af D ,c�t.., :i,.Y'YCi•_: di:f: t!• "; '1^::if: (.: niV,:!,!,.' ::: YS•;fp� 1^'Ye•+'•: .'tS. ._ r , .:..,.a .......7. p! eml0o6n.'a v'T> n...•. • ".a,: 4 :Y"'r,?:va... .. . :nt!!d p!,+nc ciuihn inst �Fas�xr a::'1 h!:ip.: n':o:.^:G.u? pr,•pr:r �:..::�l.i !n,- t!sn,1s. C••: ••' _ P -A n, ., stfnt':i:+L:2•:u! 7taYip:m)Iy Ani?qtr., r,.„ c �,Jcr.?a L^'cku tc,La4tidn :a �; •.. '••: `' sl . :- :.. ...,... ',..., - T .0 • : , �, ,,: • ,: ;;:;;• ' Q r„i!A....:.t1t.i::! ir,!•<:!11.:!;{ L••r .::I h F:r.;Ia. n, Ili^ i:r.=! act! :JMr:.:v: 9tS' tri s ss:,,.p ,. ... F . 4s'+a# .. , ;mer:::de!etY*�i):r!ea;^::Ar:ar•:e.<:.•.,',::'"1:.:-, :..:.,e er•;:u^::vx'r c•.i r,. : ,,,: ,,, ,;•^y _ - ....,... ..:.::.....:..:. r,.s ia:.t v ; x L• .i ;•a: .r! ::( Rl.n.crt_n..t..•r..,!.:::; ,.• f/ .:. !!!v ...!. ,! .,t r lh.,N .:: ,,, :h., .r... ::•. ,:!:' : rr:... .;i. • .,; v�:\>� _ _ !Y:'7!,:y d •,� - Q ! ..,.. n.9 a, c,}..tr.^ , a) d tatr n-ro:•:t .::•d D!o:}i!u” B•n^!!•a :!.; )•r the Erna! .• <. t. r._6e..,..nr..,,t yt 7 , s:n ...,a.. .J� � t • :.......,• ;,_._a;.. /. ••, „, ,T ";•)7r T•. 3 .+WY:>::r.ice;i'•e:.. rA s:rrCer:)r!:!1tir.It::en,.:rtY,:r.. ,1., y .,, c+r.,. ...y J:a,±..x_ur.e,•.tx,irt!;:*-p r.!-vxr.'e. (,rns:;:, ,` „•.?' / t 5 . • • :: eat t. SLY : mr.,ze did tk.:ha wins tctiXALyi- rr'',� !maaR i'•rmurr.•rt 1 1f Itl::!Y-.T.reSi' rn3Ylrnein. �.;/.� /. „s>�G: / mom n a a ❑ :< ;-. tie' asa:mc pax'c. "+`'K..`"i` - . . pJ !hit r!?a.'f.:'<':}nt, .:t}!itlN3 f.a !`:!i.lay „i -.�/ Sun (;'Mi•..; * t+na: TM t9 aaL:mibsn.•l+:.;y., ,.r, .' r 01! Ifrs ::h1!:; uiih !R,...u!...)a::!!n ^:. i-!; : ,. the ^lata*:i/ L•t:;iy!u!!: --c--" ^. iY 1 f., r:•i C+.:.... ...,,;.;....r.v.._.,:1..:..<. :._.,:,.......n.. ri :..., lY:.+ --v .,.• �'I•i.'S'Jir.t)JI.`t til(`I,.):a..D!C+Y:.r:.:t•INII.4''Y�,t:?r:::7!:).ti::P !.}!:tT Li :1: l:!1!::...r^A,.- ..S.,J.t. d. f. •C.4.r JI C.>,_c: .,... .n. 1 Ie . ......... ......... I...Xr..•. t`i"nl•i Ua� ;�nlpmsn .ark! Jl . h a .9?R.veE fir .. .:.n -v. l... ,:r :r.t` ; Y.Ft;•.,i!y:,!!L-!4:,:i li<'.'i?.f!':L: (k'Thi L, i i' ;::. ", • - ' y , • 4r:'j} t,! %•a:all::e::%!'rt::tgt:!":e,:',:::.rn^::Si:pi)::>:3;.!:,?<':1:.S::S :e;•)t:3:'fi'i:t t:me f!!.!:SL'i' :fY::4X,y:'t:T.i .. ♦ ♦ w a ^ ^ a:rran.- ,.. � - ' y , ' ' :,.:,.r 4'^n!bna :� zr^--r 9:rmsv9s,ic ::v n}tr rar:r.r. - '�`• ' i` r ' •�.n ® IMPDRTANT5AFETy WARNING! ® - - - HIP SET ASSEMBLY & BRACING - ° ' '+ mrnd{n;h wNu - Do not remove ground bfadng until al{ top chord, bottom Mord and web LAteml Restraint and Bradng is Installed on at least the first , crm!e tcmiavm ra / ` _ ` - live lrooseti, •. 1, - ENSAMBLA)EYARRIOSTRE DEL GRUPO DF CADEAA atm vimm W pinta bt•y:¢ IADVERTEFiCTA IMPORTANTL DE SI.rGURnmwAl ' - * - "• Permanent: connecting the end )adts to the end wall and ender as No remtreva el aniostr. do Uene hasty que hello la Resbicc/d. Lateral y Arrlos'tre do Ile cuefda superlar, 1.7euerda l.reefor y los In the installation proms m pt!. !bo dmmatirnlly Inne s the stability of, \ T e r M Ilknrlrros'soc—cf-io, esti. i.iWladoa err per to mammos las' Prirnwos einae trusses. „ - rF ' . .rte h1p gl d, -r and it. sa ey of d ilanvcture. r t' ; W. - .. --- '-'--- ..__....-'--_—'_'_'--..._._ ...�..-'—'_'—__ • .. Lane ,:r•'A.'o 3!emrortenl le,t Lsam tem qs', apanv exrta.^..v . . • Q Repeat Slops Four Through Seven on Groups of Four Trussas Using Option A'or B •� " .. • tim" 'rr:s an femoro ro cit d prurew o:, mate, J:Jn curia sL4t p.stbu. v • Reytta hos Pasos Cuatro a Siete en Gruyas de CLaho Trusses Usando Ra OPtin NA o la OpNdn 8, �. �1 d •I,•.:u tfrus:iC9)nw,:e a ,?si9frrrddf(tA: tr9v<.•s>P.a de CJJer9 'nip !v.d a�`"tl+.. - 1 ash • T>._ ', +J• r �. t} h)seguddad d2 id ester um. t Opt!.. A: L Gull la44,,rpet Cni' drl.. intent Cem ' F1,u aa- Edd) w Opd::a R: laa pial.nal U.&.92 earn qm.p of (E:a Irt:sylY v., h— o.— v_(++M ' 9 group of fm, Ov— put N:m EOve. x,•N, SMrt 1- btu fvm� r}Yf L`. - - Jq:t+h!mtF.Y T_nl}:i::,ry Llai J! P2fa:1!nt ,MY Snit •: On !1:3gL' ! • " 1 "9 )cn r • -u .. ,,� J X Itik/i,I C:,::EolN per Step d ar: l:i)rjC.i. Retall Di,gM-0i Rni P.'W !C - opdllill a 1. '? •i:YJS•T: &W" _1 f,vp,' dl, ru•J.'••J aLKSvK a. tY4lo d.::•n fe t:^,'4 .'1 La!C i Tu`r•(ti':dl &' *1_nrbe> C1, to, GY a r' : is F.ry^:%q 3. ,' • a< ( M1,4ia�•,(. q �. ' .. y ` 4..k _ `•. ` Qncitfo e. aWuk f.Kt:rcaY. L. M. ,Ca;Ye¢a<a?s: q..^.vds{n un . t • e � rr• J.?`.S� V �,Z". ' i ' • ars; cads a„tx' dl, o.•9ap Cusses q. thin sdd ln4ks da cev'att in WARRING! Aftt!r Me falli.1 set. of five trusser oranM.eal ;.dand braced ' t • , g �2 Y'��, r• 51ap 3 il,5tai1 all d)L coati a, Ln d jack. mt!: all pi rh coni Cu.'.; IJ. •abJal(a:,00,&F de PlernCet tlY. ;w d fw 9m at Fay51a J. 11aUla (Le., LOteral Re'sdafntand Diagonal Bracing), DO ND7' set more Man '� r t �\^} �j. dtcdngvm)eem'1i,( 6 lingers and ae-du:ms). four pusses when using Shirt Member Temporary Lateral Restraint � f • + e .a:Lur.,s !k!g.rtarer raM mprs ntA.�-n. - , - '^ + pa'a g "mewe e tedi3 ;v WS a -•nMF y grips tie ort`,J'f, 4 -rad.. M ,j t' E t r �• before you STOP, and Diagonally emet, shown. This approach will - y r ~+r . � Y � trrx kxv W,!J,, .tes dle trnsusnorvre (Fi. Cojljadu,.•s ♦ L �'JJ ' NOT work without Diagonal Bracing applied early and tdten, ' S. ,- - is ° ...,r wiaevs de rr eja • ♦ . ." ' •* t cax:ms s+u +o>n /mru!rns+v ter+tin" iADVER'TENCIA! Des udt de ue el k - •' a .. Step 4!m:aa Ne ne.t hep Una tui'.: 2z4 Shan Member T-_rnpelale Lateral / t'm aw.ea •wu r V < D ) 9 primer prat V de duce t rabies s ), ->r Insb3lado srriostrado (E . Restriecidn Lateral Y Arriastro O;:It unci , # 1 � a � � � a Restraints aR M a m:ritnum of 320 long. n;,atiT Pen SI•,nrl ' s• •, s.es' m:a . - ext .!. m )CCs r s t ,.mire d adja!a!y th!) p F:^ub: t tr, d!e'a Chard pr Whip NO CAifkitre lnSY de Castro cru%Cr Cnandn !4B nfia Rl'fitriCCF4n Lateral �' d t s; Temporal de los Miembras Gortco antes que PARA, V arrtdstre,la ' t girc;er and J;aA.G?nt n!!,)'JW.S a id) 1NJ IWii: d[ gddr B: W. PU:1 la Aiagowimente come mosirado. Este entoque NO Ponciorusrb sin apacar ' • te the Foltcm9ng mgc:eJ)CP.: , , .y Slgn Namtx 7 vary (.Leta _stra'r!t at tap Mrao' ane! so3ce el Arrloatra Diagonal tem Dmno Y con,irewenc{a; . a Use. la ceu•rnte setuenc-1a: t. , - )l accordingto the euWd.nes aP Mrs bamant. - .Step IF os!tbn pia I;ip t i dv a: Ne bt>,dne ,w!Is M the spexife-0 .M w..11 Pas) a hslafe N cvdwn:n tr ss de ca.erd <-.u! 2t4 :$•sLntzipr,es 4 w . t a, I.Ra •sFcu V I 4)a a - >etoa:k and palmanently airar,h al A)pp(ats. levrvp ales L9remles para Ailort'ms Cone:' canddas a 12 vulg.?d,s • i V a S. 4'fa I. - .f da 12Ig0 P.T:n!nq..t�t':P rddd Reslr:ddn Ldle,di lfn',n.al dot + ,r j' - • .^•�� • V ' l 4 Z. 1: )ai—tre et tr at^Sa:p Ce f.'NJe:a 2n las N ,kht de-V^.,wa: at • - 7 ii ° kii cmb, turn, a Id C wdd �v:M+icY •JYJ tra:Y_LI.'M: de GNI<Ya 'r • ti p n a ,\ _ - 'sr,;ti?ck°de la total rXrtrm esmclIcTdr.'. trfr3e dlos tyates, ..\ - 3, W.S fe :.R?p8 <rrt a Cnn% CLrhJF J c Js lc v,_ ?ttse' i 41. pwvancrt=:rerte. • d'r t i •T"`"• '••� =•!r , r „ ^ �• i• Restretiur tr.!r. at Tempa ai dc'I t!+embr) C,,.^u s oiu_ts c e wc4id po ene,rer ssihlc e, an�extmulti-ply Oi(dar l'Ivsrea , r the weaFslvt=tn'S! su'gun lar rwdm:s Jr.u: WARMLNG!Whuuun�ltc. `. together anti install the end Ind( hangers (ih raquim l) prior to, - cectimt/ir,stadatian. e '•' , _ •. •'r .1 fADVERi'ENCIA! Siempre quo sea posibie, collects e lbs trusses „ • - ! '::;�,>-'• de travesaaio da vanaswq)as juntas V mstalo las caigadons de gafo extreme (at requerido) antes de to eroccibo/tnstalacian. t i4 • - , '�--�: e m C.,rt ta!E, Note: All pii.•s of a tnu:d•Fty glider s'mil be attadled per the huY:nirw • - _ - - - . Shc•-Juli' En the TDD t eftam, ateidt(!g any Fromr;g ndn)tiri or apel ng - • .r ENSURE THAT ALL TRUSSES ARE PROPERLY DIAGONALLY BRACED any Wads. ., t t Ft t :'?3.;, ' Nota: Tadas repaf do ua t.-atltsailo dr ✓fa, wpas surferminW el Step S Insla➢ remaWrq tap trusses. For the Ra! portion of each hip puss e - C" y Apply Structural Sheathing early and often. DO NOT wait until all trusses am set to rt'. i _r F : v, homrto da f' r en d D;b• d at Dls vTo de %,;s anus dt'.iu ,. a' units use Short ML-mr T, r S,' y fa lip h• Xi th.Dnty WieralottMemb that Araatlea$( ' • ' apply Structural Sheathing. - - �• � + ;aEcvr•Gm' p de ayar a4lwrus arg;u. double the !coed: of the. frr51 set of SMrt Member Temporary . ASEGURESE QUE TODOS LOS TRUSSES ESTEN ARRIOSTRADOS DIAGONALMENTE - A_ Step 2 Install Hip )acts, and End Jocks at IV on center Mule Oana tAtIral De_saa!nts (sex F*,:e on next parte;. Fol !rte sloped tires - APROPIADAMENTE. - ?; ., Leniirues to Imitl gnt4r n! pldrn. .1 the trate es, Iretlaff Short Member Trn{wr,ay Wterol Reshaints A 1 ue Ent,blado Estnrctural temprano y con rrecutmda. NO ESPFRE 0.ista uo , """' P.YpU.n.I!iSt3tL` GCLGf re tJd:-+a Ca•.F Etmrmas n f u acooNirtg m one of die dlr •e opibr!s on pane 3. P 1Q q ....... -.- '.' • rm L—ts la:;rda co *uk, it+lt: f bar,"io En lujctr� cmtf) -• Per:) rostate U fat. do le, uusafs de cadet. ?9:a L3 parte Iota de } todos los tmsses esten colowdos para aplJrar Entablado Es[nrctural. "`' • NoW: Atlad) Irussr.!: W'R! O,aN and Eatlam (fuN of Gudrr'Frts.'I. csdd fr„a de cora. cute R •s✓! fo as ,,, ares R:r.)par'M;' © WARNING! Rrmove. only as muds top chord Ttsmpemry L36tn1 Restraint cone Diagonal Dradng as r. Iutaeosa to nail down ton i p de pA w- tp pr ve que mm -, ip.'nwas cbi ..Ia prdh;d ry c;f :t Connection at Na top K u:,p.rtant as a Helps to stdb!li:r. W. 'Top (7u!rd Mi pr?nrr g�u;x, h• ltrstdrev:!as !e'ri.�t'rd.=s td;erdks r.'e - s next sheet of SWQural Sheathing. DO NOT EXCEED TRUSS DESIGN IAAU WITH CONSTRUCTION LOADS. (SEE el5b 84)"' a} ;ht. eider. - ! p)i,p,rhrt!; Ccvts lila 1a :45vra ?n !d pruiu'na pi.^,in:Q.: ora fes • : v • "®iADVERTENC.fAI QWte salla hvna REKhicckir, Lafxrat 7en,yonl y Artiostn! Dlagnrmt illi la rwsda superior nrron sea nererario para NOGx 5k -se [mss d:! g9te'+, d is t]Jtxdt Sqe: rev y a Cr^.•c':, ?:!2n✓ tA: 40las prro ,t s de les tro x, lro's4 Rtsp*,iunn L9te+'9l's - diivar la s'lgaiente hojitde Entablitdu Estruetu,it NO EXCEDA LA CARGA DF DISENO DE TRUSS CON CARGAS OE CONSTRUCCION. Th:ss Jd R9.es'afa 19 «rtxcilr• Pur Enrirra' s i:uv: tent' ctr.Iu ain••dt! a I re!ryo!ales de n;fa:rtrs Conn; soya. um. de las ler e>^axa;s en r + (VEA DCSI-DJ)"' - ec. Lv;(rdr „i CLtrdi Sura ^.r dei traves•,:%w. - opiigiv.7. 771 . + It - e . all FIELD ASSEMBLY AND OTHER SPECIAL CONDITIONS VALLEY SET FRAME INSTALLATION '.110i Cl.'.' MONT4JEDECAMPO YOTROSCONDICIONESESPECIALES toi�::n-: ZNSTALLAa6N DE ARAfAZ6N BE CONJUNTO Of VALLE of"falrii:," Ut,q LAI Tim k;p:m�-1 •'f •!:r C.:Iai,tri:�or,.iui,e!;C.f".Xitmsw�,eq.:.r�,,,�m�,r,:I,aI to os--.,�,T� le,;ou, ]PI -S e... C� ry T a, -1j Step 6 Install owed -- d,. gwdeli- P-oeti Ie item 2-P. on - „ages 2-5 tif til,v dmu-nt. Step 6 initale tnsrw T-4.etz,tfs vsit,,d. pviistw, _n Pas;,., :!-a e,' 2-5 J. este 1. ON Warninill DO NOT stack materials or stand on and jacks as It causes i-tabliltv in ine hip lli,de,. FArf-tencf.! NO ...... It ... ... fo,ialasni pisoo,, tots 9.f- e,tmtaos por wV causa inestabilWd er, ef tnrvesafio de caden, LONG SPAN TRUSS INSTALLATION iNsTALAo6iii DE TRUSSES DE VANOS LARGOS WARNINGI TRUSSESOVER 00' IN LENGTH ARE EXTREMELY ,DANGEROUS* To INSTALL AND REQUIRE 14ORE DETAILED SAFETY AND HANDLING MEASURES THAN SHORTER SPAN TRUSSES 1ADVER TENCIAI TRUSSES NIAS DE &0 PIES Of LARGO SON EWREMAMENTF PFLIGROIGSA IN.SrALAR Y RF.2UZF.RrN "FEUrVAS Of SE1.11810AD Y J11ANE10 MAS DETALLADAS QUE OF YANG.,; NAS rom,5 BEFORE STARTING ANTES DE EAIPEZAR t M! ne. usie:. uQ. 6. son umi vm:; umie., qn.-ale., d'An its is syn E-tin:0-ait ti, WAs f.&Ibi': arol an qx: !u,, I-A;.�: �7wl .I TIPS FOR SAFE AND EFFICIENT INSTALLATIONS CONSEJOS PARA INSTALACIONES AEGURAS Y EFICIENTES 6:1 it ..... . ............ . .... .. . .. . . ................ Fel t, olf, t -o: dr 1 rl-rus-setl U10, 11.0-itz) M P; sv;h!: IV de J.ti..Ite. fa- those to ,res, refer to -Im- Th,,, Design 0—gs :rlrspli-;!.Iii Stn�,.--i Instr �-ma,% in o�-abN'fa-thodS, -IMS tli.Calle-twl Docerien. S sp4geJ m'sne z:V'. zl-ma R , H indict- otheririse. felt. rsre1.-,g nri 1C4t tni,i'TD.,-,:rtg, s;nd Csiyo:i,,l 0-,tr,, -An " fears a ms -, Peau-I&en atnir -oole -riz. erg fa it" A., 'Was its s"; "I" o, a k. nbukev Get 1015 -Fra de pVss' Sahni nelvds cfe.V,t4e, a menus qW F. do Is Canes: r0:]n ird:gt:.'n de is Cie, zfv,*��:vf-.-� V ezA� y, e:1 Fae.:oFi40!LZ: Z, - The Certnxtof is resoorzible 1.1' N-10 ss,.rably. f!.., 0h Aff..,! F (bavaLsta ni 'eswmat;1, I.. ei aa;,,W1, M c'-po snag p!ad:i. PIGGYBACK TRUSSES TRUSSES BE PIGGYBACK ;-,e It! N. t: .^. Al wr-l" ne 'i 11 F-:ry :0 bff(VE MvA*: �n i�, s�q :f;t eu: Valley Sets and Over -Framing ati-m de This document applies to all 2._oriented sloped and fIatchord lm.s.s such as: Este docurnento apffw a todas trusses de cuerd.7 pendleate y ceF PI -Inas do 2. onf-c-idn Lai- carna: Same Irma orating not shown lot dority Gan,lord T,.- M-07russ WARNING! Adeq..botly restrain t(I brare th0 flat portio. of dw supporting trusses to prevent buckling. Schsiv Truss Hat Truss For parallel chord trusses manufactured with 3x2 or 4X2 lumber, see BCSI-B? Summary Sheet- Temporary & Permanent As v Restralmleracirig I., Parallel Chord Trotsses.- Pam trusses do "ardas parafelas fabntcadas . .,ad. 3,2 FIELD SPLICED TRUSSES 0 4Y2 Resumon SCSI -B7- RestriccidnlArrifostim Tempor.if V. Permanente Pam Trusses de Coardas Paralefas. TRUSSES EMPALMADOS EN CAMPO -1 efw SV*fn1',•a- f: f ",�;wa 'e.d o 'M.-;;!L,.��r. Cr rit" i I i"Wo. I: iet 6-011 lin, r,: - rim vrql 1-z For trus5es spaced more than T-0- on conter, see BCSI-810. Summary Sheet- Past Frame Truss Installation St Temporary. R estrol.t/Bracing. Pam Trusses espaclados muls do 2 pies on ul centro, vita at Resmen BCST-830 - Jinstatincl6n y RestkciiialA,rifostra. Temporal (to Armarb. do Posta."' "'Contact the component manufacturer for more Information or CO.S.It . Professional Engineer for assistance. -1 siAsro C, -W-. Srz;ryl--ft,,-ft!, Ec5l Woo Cd -h t:-- Cr ou-,s, e2 Or 2i'lle v- Rmee,isiqhargi,4: sot RloP--. a-, quid e,_,,,,t:sm.rv,u, ol u- TR1155 PLATE INSTITUTE 0 • • 0 i ps e r • Ni 2 g$" *S4 JJ: pG t i t Y Y 'ydL, 0 8 p 5� • n4 %tf G 32W y a ,• i< .. e $ 5 t { - � Edi? 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Y 4 aJ> � a S ZQ5�y6 • �9FtY C� • ,• {�. � �a �4y�, � i �d 'Z1j _,�fr ••�G �o� gid •#" � � HY �v a t 4 t p tl s� # .p E �E QHQW 9'. _Faa apt S` 3 F t 5y, �i+l. > Y 2 T.zW.�.8�ssee@ IQsLtr k rZ>.�'a•� I33 5 :n�. a 3 _� u �' ;e} yh �j .,, @� _ '•� a A P �� "� s s a z�iW. � $d aT•s p., u P.:FS f 1x & �a9 },{�- aS. >Fz. vc §w1L y ,P n �ga� ,y r -t•te FF IX t¢ Y'q ,8:�oW>-t , s it • s,.� r 3 fi a. 5. d,;t 94 a 6' e113e; n3n iS W a; � a a� t � Ffk�' 8 e h '�3 � zo c�k S��F � f.'.•� 3,t .t,:. za Z aoz pp}tai 1� gg 3aS.;s 3a_ r��. • ,4 SHEET"" 4 AC HOUSTON � . ire-. • � - �, r . -^ � ..f Z'.. .. , ., ,. •� � ,• ' - 0r 26 . LUMBER COMPANY 'LumDvmwn V. 1691• If 114 Yin �n •ln •v i1CWn1 r..:uon autmo i.: lnn uiiu 8 ,E 1M, OP1IOt16: AA": QiM AT9t o9AwN 9T' =�•'�«��- 40.a.aarr¢ 1 4. •1BOUmrtlormma 6}9Rm.lO�Q - amraaAmaan.� rowomOu.n GiCwo..awiaa0 aCMwc —� 16EVf60r16: Wt(fi0O10.OMJMwG— wltAmN w xiW O CLNwe CONTENTS -A. ' �71 - ,.. • PAGE EXPLANATION OF.ENGINEERED DRAWING ... :.�., ........ A.. `.. �-.: 2=5. SOLID BLOCKING BETWEEN TRUSSES .......... ........ Y • : TRUSSES WITH STAPLED NON-STRUCTURAL GABLE STUDS...,.,,..-.,?: 7-9 STANDARD GABLE END DETAIL'.:.......,..'.......rt................ :............... :.. 10, 11 ; STANDARD DROP TOP•"CHORD DETAIL .................... ` PURLIN GABLE DETAIL ............... ........... :..... ....::.....:...:.....:.......... :. 13 FALSE BOTTOM DETAIL .........:.:.....................................: ................... 14 CORNER JACK DETAIL ...... :.:...:...........:..:..:...... ....................".... 15, 16 L ,n VALLEY TRUSS DETAIL ................................ .....: ,..: ..... 17 INTERIOR BEARING OFFSET DETAIL'..;......... ................ 18 WEB BRACING RECOMMENDATIONS-' . .. . 19 .. ' LATERAL AND ALTERNATE BRACE DETAIL .... ..:..i.. :?..:. j.::..'.:..:20 .r FLOOR TRUSS REPAIR -_T.C. DRILLED, CUT OR NOTCHED'.:.`,.:..:.::'. 21 SNCMA LETTER REGARDING TRUSS OVERLOADING:..'..-.,: .................. 22 -, PIGGYBACK ATTACHMENT DETAIL..:.... ... .................. ..:.......... 23 - .. ;. : r BEARING BLOCK DETAIL..... ......:....._..`................ .. , LATERAL BRACING RECOMMENDATIONS'... �..:...::..a.... 25, ^ II....... ' � '. • .':lid .V .6 • �, • .. 4., .. - « � ^ SHEET"" 4 AC HOUSTON i ""' ^ m��.mo�°�° WALL TYPE LEG END - 0r 26 . LUMBER COMPANY 'LumDvmwn V. 1691• If 114 Yin �n •ln •v i1CWn1 r..:uon autmo i.: lnn uiiu 8 ,E 1M, OP1IOt16: AA": QiM AT9t o9AwN 9T' =�•'�«��- 40.a.aarr¢ 1 4. •1BOUmrtlormma 6}9Rm.lO�Q - amraaAmaan.� rowomOu.n GiCwo..awiaa0 aCMwc —� 16EVf60r16: Wt(fi0O10.OMJMwG— wltAmN w xiW O CLNwe y - :f. ,.q 7. r 3hl) lriril +„/ �: Sl �',i ! r• :'?,. 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'J� E SAI+1I LE . ,. h� Fl o°b 7 t °� {x a 5� lk>{lti;iEgfit9'9 tics si NOT FOR Pf1GC1ULTION �?}�•'�} �W 4� � - �tt e' i a 3'�n i ^' '� ;T .�..+. - .,.v..W....,..,.,.�. ,......,..«..,.,.,.... .....,�..,... .. "+ v °i � v s �'•�istayr�,' r l OF 2. Akit • 1 L v 0 •1 • Jo russ Truss Typey W , • t DISPLAY R00F1 I COMMON - - 1 1 i I 4 s -5.000 e'KeF �0 lvliYek Industr- res, n�AAon Mar 1 14 ' 373-�OZT3 pa y 7 g A 5-4-5 70-2.3 15-0-0 19-9-13 24 -7 -it 30-0-0 32-0-0 B 2-0-0 5-45 4-9-13 .. 4-9-13 4 4.9-13 - 4-9-13 • - 5-4-5 2-0-0 4x4 = _ . - . ./ -\\� 12,r r .. • .C:6.00 ., x 1.4 II. r` . ' 3xd4 5 / .�/ \� .. ��• 7 7x4 : .. 1 x4 to v( \ _ 3.6 34. c i 14 < ^ 13 12 _ 34' _ 3x6 = - .. 3x6 = r t .. + .. A 10-2-3 , 19-9-17 - 30-0-0 " B10-2.3 9-71.1 A A. 10-2-3 Plate Offsets MY):, [2:0-3.0,0-1-41, [10:0-3.-0.0-1.-41 H LOADING lost) ( SPACING 2-0-0 J ! VI CSI - . N DEFL in • (loc) Well P PLATES GRIP TCLL 20.0 Plates Increase 1.15 tti TC 0.29 VertILL) -0.09 14 >999 '-0.39 M1120 249/190 TCOL - 10.0 Lumber Increase 1.15 K BC 0.83 Vert(TLI 12-14 >907 BCLL 0.0 • Rep Stress Incr YES WB 0.36 Horz(TL) 0.07 10 n/a . O SCOL 10.0 Code SOCA/ANS195 L. 1st LC LL Min Udell = 240 Weight: 158 lb LUMBERBRACING - TOP CHORD 2 X 4 SYP No.2 U TOP CHORD Sheathed or 4.2-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 n- BOT CHORD -Rigid ceiling directly applied or 8-6-11 oc bracing. WEBS 2 X 4 SYP No.3 - . .. R S ; REACTIONS (lb/size) 2 = 1317/0-3-8. 10 = 1317/0-3-8 Max Horz 2==-17511oad case 51 •'� - • - •• Max Uplif12 =-341 (load case 4), 10=-3411load case 51 - t V FORCES (lb) - First Load Case Only .. TOP CHORD 1-2=26, 2-3=-2024. 3-4=-1722.4-5=•1722, 5-6=-1722, 6-7=-_1722, 7-8=-1722, 8-9=-1722, 9-10=•2024, 10-11=26 BOT CHORD 2-14=1794.. 13-14=1140. 12.13=1140, 10-12=1794 .. WEBS 5-14=-294. 7-12=•294; 3.14=-288, 6-14=742, 6-12=742.9-12=•283 NOTES y ` 1) Unbalanced roof live loads havebeen considered for this design. - "• 2) Wind: ASCE 7-98 per BOCA/ANSI95; 90mph: h=25ft; TCDL=S.Opsf: BCDL=S.Opst: occupancy category It: exposureC; enclosed:MWFRS gable end zone; cantilever left and right exposed ; end vertical lett and right exposed;Lumber DOL =1 .33 plate grip DOL =1.33. 3) Provide mechanical connection Iby others) oftruss to bearingplate capable of withstanding 341 Ib uplift at joint 2 and 341 lb uplift at joint 10. ` A Cumulative Dimensions Ai Tr, SC. and V:eb Paarimurn Combined St. ass Indices BPanel Length (feet = 7che s • sixteenthst PJ Deflections {inches; and Span to Deflection: Ratio LOAD CASEISI Standard r C Slope _ O Inp,ur Span to Defl6a6on, Ratio• s D Plate Size and Orientation " P Mi-rek Plate Allowables (PSI! 'E Overall Heirht G Lunihpr Requirements F Bearing Lor-at;on R Reaclior, (pounds) G^ -Truss Spar. (feet - inches • sixteenthsi S Minunum Bearing Roquired (in. -hes) ' H Plate OFf,ets. ' T fAaximum Uplif- and/or Horzontu! Reaction if Applicable I Design Loading iPSF) U Required Memhr-r °racing J Spacing O.C. ;feet - inches - sixteenths) w. V Mernbar Axial Forties fur Load Casa 1 4 Ultra Ll0n UT Load 1Ur rldtr erru luri n! ..Utt:a L Code _ - X Additional Loeds1oad Cases -� a � .i __�... !.7 n , r Job y '. .. ali. 1 - u „s. ,,,1 Tluas-, r r� `TType t > t Qll ..PI Y 1417k Ww, Site ` VeEb SITE. I FT -01 FLOOR 1 P' 1 3 peadng fiuoi Tnus t C - ., ...-.. 14U R.Pli:ranrg (nppPnal) i _.......... 3_ m 26 30U hliiek Industries, Inc.Ina. Sun tui 37 o5.59cu0.11103 Page I 5 OU s h .. ,., � t. Ak aTe• . -{ _ • f. + .• g?p• 1.. ` ke tr ,•�', ?.� .+,',a r ,iµ. . _d 4 x . 1`...`h L rtl 1 r ',y. Y+ (•i>c ..< �� sem, ,'a% } tea rfk Qui ,r7.� I• t_ : ,;, q. )1". 41- ' ,.`j•.,i`..' I i, 3' 11 a .1.)V 4..i r M•R' '.4 d Y� ,,•� • 9 .k d'"..e�f, , is i.i .1.) . 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S%• i^ _ ��-. :!{ • :,'L . r �, ,. ,.� , r }i ' p ,,. `r: S ;tyy`F: �i++ . t«<• .. a( `r� �li .�1 r. . 'v. 1. /• r J %:. •. ,it k 4ii ,-4 i+ . l' ? 4 i• ' f•' - -•. d, " :' ' fi^" �, :'v : ,'• +, •ti .' ✓ 2 i f F x 3.y �' r i.�3 ` R -,•„ < rz * r1 ..ti• _ .'f. Y� {1.. ai ,ys ).tAf.. ',,,,,. •' , I�L 1 nr1': 1 ;. tr' •. "�' 'r ' •..., :';R. "'�:� .' •. .. ,: i U%. .' I�w . ,.i. . ,,. �g '9°.FV: ��7r�si&. •..... + ,, L,:.i, Jo.r, :,i k...r. ...tlr-4 ter. •Y soa )1 �� •+ •} +,o, t )P1. 3 ,,.. -L• tE. ie :6.t,. l,' 3L• tM Xrl�: .R. PInICOffgd!?(�X.Y).tlJ.3}q;l.PaglFU:o-3A,tA31 i _ - • v.' - 1 _ Fi. ,t33. •; t J ..• i2 ': c, f YzvPL•ATES GRIPr ... x..". "!LOADINQoifl' '5'PACING rv'-,2.00 CSIs ., OEFL In (Io.i.•ldc0 Ud.,�y: .�- • - 4+ I . • , • . ,`: - O' - 'e ' ,-r:. ;TCW 40.0 i +. `Flores Incren'se ', '7.QJ { TC 0.97-- ^rq. t'crt(IAJ •0.40AE-AF;. %5419, 3G0 , : 14(120 249!19/ '•c•- } „ r ` •' r,. d; .nt p S : 7COL''•:':]U:0 Lumber Increase 1•oO r IBC+ 0.99 Vert(TL)-0.62AE-AF-, 41.392, 2•i0 tall_OH?' 187/143 •'`�. i. '/ -', . , "` .. �° 9CLL rx -0.0- .~ Rep 5tfess'Fncr f YE5 i IVR 0.82;4; .Hort(11.j K 0.07, AA Ma n/a. d -,r ,r„'�94� rG s7.- ,«2.. �• . Y . 9COLr 5:0 .•':'-+ coda FlUCA/'fV12UU2. :.ltlatrix). - t Weigh: 77816•UI- ty r ,. a. 7 Lip Y +f {..eo,• J _az t- + •rNi is ,r , r , f''i"'5k'p;T }`•Ath. . . •' �. •l�= ,Q' ,`�`li-Jn� N)1 `hl 1) �, r<I,bi 3 ,G� .1 J i ` ` J,•",n '� • - - .`ig.. i ' LUMBER r �' BRACING. '»3 f. - Yq tI -o C ;.TOP.1_HORO. 4 k 3 S rP Hn.2 + � TOP CJlORO-1' S6vcUu'al wts(IdrSheaUdng'.rllicctly API) 1zi Uf 2-2 J CNORU 4.X I SVP Moa''CxcepLr:' - _ .:purlins, UXcept'end velUcals.�., . J 4, r)• etS ,� % f?l. p.�.!i^� `'I, ` - 'I Q. f 1 * -rtl 4 \ 2 Syf. P16.2 4,'' -r BOT 01011,D ' fUgm cmlin0 du'dctly epDlird of 0-(1-0 ec Aiacilig,' r - ., r; 'F :47 1 �` ":'� , . +. F 'r YlE05. r:4 %2 S'iP No.].,,;lr.-TKA w.y ".i• s".,iN. r'y' .,y ir`. r` :r• _` _ SeP Stud0YiER9 ✓4 i 4 ,.4 •.r •" .. rt `, .} 'F' • )k. 41',3, .rr• Va : ' �'. ,# i.,).;(.1 ,.�i.. 4: ,z�.��" ,,' _ 1 r '. .e-; ' 'Ri •( . '1 ':r , r, f a'".T . r f I ;.. L. - )` - . t 5+�� E„:.,{}1 •'2'(. 2 1s. -. t•r.,• L••e-- - , �•.• 4:''t: r '_!�, , 4 ~L . i" - A 'S•z•s• .• ,Y7'y'r .}lIY 66/0.3-8, U.2/0]•6 4:cyj'` RACTONS(lbisiie) 1.1-937/0-3-8, AA -20 hlac uplinu. • lUO o d case 2) AHr956(lond cnso 21, AA-.2066(lood' castiAl. U-43I(looas4d c -.� u- .,S')., P^..�. Q Q ��<-xj : x. �;� ,i�f,'-rl. � ;..• - �,r:: - tr. '�'r*,x:4..ti: �>r.`. '>t'- •r:f' +iyM;,w.. ),�rry�t.. •{slC -i• ��n •trr• 'tsx ..�I ) _ i•. -. _ 5 'f .'}- rt• i F `.z.�"'i' l', 7 u;?L". `y��4'.;. ..`i' •)'^: • r r• ) _ �� - : - h •im m' -b r' -io Maulmum Tans ".. s �"�. ixri t .3� FORCES.(ID) las u C mp e.0 n/ - -" i r:-- '•,,. !'+t.� t,. "-ii �'=. a •• `� (. `. M;a `• '[; f11 • "�.f �g #Y i'rOP CHORD U -AL --36!11. T -ALP 36/0, A -13--J l79/O, O•C=•7875;0,. C -D--11175/0, D•E--3.149/,0; •s`'.`r' ^t+ a •`-h'' r"d4 r. ,.3 ,s= .. �. r' yam- i. a. / _ J s: ` .r •,f �. px-e. -. :u. i - r _ ,.:.. i ri E•1` -3.149 0; P C '•.1445!0; G•M-•271010, N-l�•2684 O, Jr.I�-1644,/0, 1•K 392/250 ..' • i'H 1i Ss•t tt'a a ,•f• C+ 1 K,L=OJ2371, 1•M=0j22')G, L1•fd=0/1 )4i, fe-O�•37UJ11g3; O,V� 373/1394;'P -Q= 750/bc4; 6 •�<:�. ,E ? TI}i l' �r� Q -R.+.-759/964. R -S- 77rr1374, S.Trr..2/O, A -01-95610- w. i+•r? a5 Qn. .1 Ap'Ir a .F+•`1.>-,. c' '.EOT CHORD AJ -AI -AJ -012936, All -Al -0/3355, AF -AG -013340, AE-AF.=O/1844,, ! .-,� t'F��A..k -4' > •'`•rz { r; r , i .'i �-,.• .• ..- p" f ( u :. err' . � � r. ' •� � -,.�, - . AD•AE -O, IF143, AC-ADD0/1844. A6-AC�•1177/0, AA.P.8--1164/U, L -AA --_376. J: r f � Y, k g�.,. 1'•2-,17:4!0..::-y-.1065,592. 'N•X.: 1.0/.5/592. V:VJ-..626i95U, U -V••'-166/553' 'r� .++, • �i+ .. - L,= `� . + ter: aS' +•l.�'v.,y.'Jr, i ;'r j'� k _, ,'j).. �' +,. -'t..: Ei�, c. V:'E'85,_S'b 4AE•:7'4l°U 1•AOrJ 749 M-An.;_102:0 P-X=JJ3A- , A1.A/203n,C-Alt:.237/0,. :Tr- •fir'.". ., /.: g Q7�.'� Y f . t,.- F-:•84 t1 11-0-52W',',. 't,. .. ft• 7_ :«�'R i. -(t!„ ''r.S4 �.' - ',,:L, - •rl 7 • A. , ,,., ,,. ,r 4.Lr,4 - , ). : ,.D•A1--1173/U, I7 -Al all/556, E•A1 -•250/0, G•AI:wJ/I%9, . A / !.; -J _ - 6 ' .. u :;' :E94•i'P�.1 �. • :+v i .� +' J/2U.3, S -V -.261i 2: ,t-Af oO/l$Bi, V. -AA --148 810, K-,ACr, 011604, .)•Al-.o-:Jo9/0, S.0 •,.67 e' r: P-W..g/4JO, O•YR 11.6/34, H-Z-.63510,-Id•Im0/907, r I y e':._._ r i; {�• Istyy�t, E'Sr r.. '�P' •y:. it. ? r. �F .^:. ';• ''r t. ?I•.. •tib ' s3 `.'i r_ x' ,, : P'. y u Y-11/lJ?3. P,Ta,.,sl/6 S0 STq firs�1,.f"., , F' , rr ,•'- 1. .i.- ,, \-.. .. F:� .•+w,rty. .r .. r' "• 'err •.P\.. •,.cr.. ss s.`. r. .= t• `g''vrk(r. _ A ,,.. � air •u. � kr�`�?� =•'�2s �1't8 rlores '' S � � -'�'` �.:_'J' ii - i ; ° '•f , I Unbalanced Boor live loads have been considered Fri this'design `�,. ) , -ver w: to 7 All plates are Mlr_U latex Unless othen':ISU Indicated. ' F f ,0.r t1 f '. !{(a.� i ar -) P plates „w:. +Ct s !. n'"P., �t'`� _ g) Tn. s truss requires into Ins euros crinC `foots CdunfJ4ctnod �lvhen this truss is�rhosca for Datil - i 82a x'Ius:� S P P', P Q Y lr (,°.5$ :}•vYI Fs� s' assurancelnspect'1oo, a L�.A(/IlTely •..* Jt1 .F' {''^ �'Y•. -"'k?' i 't�+ "�;.x at .4 Bcadli at` clnr'a nM con4ld erY arcual to rain value Oils ANSI/TPI 1-.1995 -osis to grain furmum •:'y. .�- ., Y`, .C::d - r 6� a"a J ., S - 9 S er P 9 9 - .:•• # `• ., r ,u 7 0 r 'p^Y 2� �K fe!'R)a!�1� n"s»k � t . T aI CI ust a es I C, wus^' One RI designer should verity caprlut' dl Collne sditnctto • pa y �•^• �:..�.� �� ; .. �,�_ .. :. � .3 � S : 5) One Rl7 llSP CPnneCtDrsreCPliJrlsEndtil In CUlnne{t lru t: Cd'UCering t•2alts iIVr to uplift at jtli) ll, ' : ,• lb, a ::� ..;� a�,' •i AtT•M:�,' .E . '!+. § .r .r ,p ; S .C; A �t •} f0' - Fi I. 2 - ._. ;s ' �$) Design assunte5 4x^_ (flat orientation) Purlins, a: uC SP3ein(j lndiwtxd, fa§l'uned to truss TC w/ ?•1041 nmis: /$.S3 j� !3 +� • '�'.' t.~r 6 • lr' FH• g� ; ^.�{7:, , : 7) Recommend 2x41 slrasghack.r„ on ed.)a. spaced It IU•0-0 cc snU fastened to each taus with. 3.760 W413, 'r.. j'' S: ,.r'' c•4 ?ri, `� �'` ` 'strongbicks to be altarned to vrails at their outer' eaft or restrnlned Uy Other meas. r "; SAt4PLE �' I �^u.5a,,+F.,,�r�}L! .r',�,� f�kT�. ' 77J�. �:&4e •�°` �3) Cdt1T1OIJ: Ou nut cren truss backwarOs... � ^ s, . , - r ,► � .. - s l ' NOT. PRODUCTION ((((rr••• ` Y N 1 7 T' i' �I€,0 one: .. .:........... %.Y°f"WW%i v ,.§'r x w ;F 4f `LO_AD'CASE(S)"StanderO.y, �. +L �t � O /r r. .L � t. - c . r •.' - ;}`�' t,,..taA , ' a, i ,_.,i r 4i L �C. �- -+ r.I ,.�. �' *'�ir` .+• `' _ h. ': ' •r:•: ,' Y r r �•+ - _ „� c Ya,-'� u Y : • fi • , irW.-Y - ar• • r 0 ob r russ Truss Typely, - DISPLAY FLOOR[ FLOOR 1 1 Job Reference (optional) x 0 s Feb -OUJ MiTek Industries,Inc. Thu Mar 133 09:1 7:2=0'J- age 1x3 11 p 3x6 FP ='- ` •, , - _ _ 14 11 C 1x3 = 3x4 = 7x3 =" 3x3 = 1x3 II 1x3 11 3x3 ? 3x3 = 4x4 = 3x3 II 7x4 = 3x3 = 1x3 11 3x3 = 34-= 3x3 = 1.3 = C 1 2 3 4 5 6 7 8 9 10 11 12 13' 14 15 16 17 16 c v yt f *% .; fir. �, .. • / v.. \`/ Q. , ice`. 3S - 33 32 ]i, - 30 29' 28 27 26 •25 • 24 23 22 _ 21 x 20 19 3x6 = 3.4 = 3.3 = 3x3 = 3-3 = 3.3 = +' 4x4 = 3.6 FP= 3x4 = 3x3 = 1.3 II 3.3 = 3x3 = 3x6 = - 3.6 1-9-0 5-3-0 - 6-6-0 7-9-0 9-48 11-10-8 14-4-8 17-0-0 19-7-8 22-1-8 23-6-0 24-9-0, 27-3-0 30-0-0. - B30-" r LOADING Ipsf) SPACING 2.0-0 I L•CSI TC 0.71 M DEFL in (1ocl 1/defl Vert(LL) 30-31 999 O PLATES . GRIP M1120 249/190 TCLL : 40.0 Plates Increase 1.00 -0.18 > TCDL 10.0 Lumber Increase 1.00 J BC 0.75 VertlTLI -0.24`30.31 >829 8CLL 0.0 Rep Stress Incr YESWB K 0.46 HorzITL) 0.04 26 n/a N I/dell 360 Weight: 156 Ib BCDL 5.0 Code SOCA/ANS195 [Matrix) 1 st LC LL Min = LUMBER - i BRACING TOP CHORD. 4 X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SYP No.2 P k - 4 BOT CHORD Rigid ceiling directly applied or 5.0.0 oc bracing. WEBS 4 X 2 SYP No.3 Q R - REACTIONS IIb/sizel 33 = 774/0-3-8, 19 = 508/0-3.8. 26 = 1978/0-3-8 ` r S Max Grav 33=80311oad case 21, 19=610(load case 31;26 1 9781load case 1) - FORCES (lb) • First Load Case Only - TOP CHORD 33-34=•37, 1-34--37, 19-35=-43, 18-35=-43, 1-2=-2. 2-3=-1353, 3.4=•2098, 4.5=•2186, 5-6=-2186. . ' 6-7=-2186: 7-8=-2186, 8-9=-1264, 9-10=63; 10-11 =2035, 11-12=2035.12-13=467, 13-14'=-732. 14-15=-732, 15-16=-951, 16-17=•784, 17-18==2 BOT CHORD 32-33=826, 31-32=1859, 30-31 =2282. 29-30=2186. 28.29=1785. 27-28=743, 26-27=-894„^ 25-26=-1091, 24-25=-1091, 23.24=183, 22-23=732. 21.22=732: 20-21=1032. 19-20=517 WEBS 11-26=-100. 2-33=-1097, 2-32=734, 3-32=-704, 3-31 =332, 4-31 =•256. 4-30=-130, 5-30=27, 10-25=-1519, 10-27=1157, 9-27=-1121, 9-28=725, B-28=•724, 8.29=546, 6-29=-271, 12.26=•1257, , 12-24-867, 13-24=-904. 13-23=747, 14-23=•299; 17-19=-685. 17-20=371,16-20=•346, 16.21 =-113. , 15-21 = 298, 15.22 =-234 NOTES t ' 11 Unbalanced floor live loads have been considered for this design: '• 21 Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss.with 3.16d nails. Strongbacks to be attached to .walls at their outer ends or restrained by other means.` 1 /• 31 CAUTION, Do not erect truss backwards. , LOAD CASES) Standard W A CuniulativeMDimensions �• M Ge;lectiuns ;inches) and Sl;an to Oe,flertion Ratio t B Panel'Lengtfi {feet inches - *sixteenths) N Input Span to Deflection. Ratio - _'.0 Chord Splice Face Plate + r O'MiTak Plate Allowables ;PSI! ' ' G Plate Size and, Oriertarpr: P Lumber Requirements E Truss Depth 0 Reactirr,;poundsl F Searing Loration J R Minimum Bearing Required (inches! 7 G Truss Spar (feet - inches - 3i.c rnths) - .S F:1tax4num Uplift :3nc/or Horizontal Rear dr;n if App',"bfe H Design Loading IPSP • T'Required PQ BreC:rg t 'vibe rt t - * I Spacino G.C. (feet inches , sixteenths) IJ ,,Member Axial Forces for Load Case 1 J Duration of Load for, Plate and Lumber Design ' . V Notes ': Cede , r ` W Additional Loa-Js/Load Cases L' TC, SC, 'xVeb t•11aX7mLn1 Combined Stress Indices • F y , I �•�® MiTak Industries, Inc. N -0M 7777 GREENBACK LANE _.. ... SUITE 109 CITRUS HEIGHTS CA 95610 USA . i T ® FAX (916) 676 1909 TELEPHONE (916) 676 1900 August 19, 2003 A.C. Houston Truss Company 2912 East Lamadre Way North Las Vegas, NV 89031 RE: Solid blocking between trusses To Whom•It May Concern: Solid blocking provided between trusses usually serves two purposes. First, it is provided during the construction phase to help position the truss in place and keep the truss plumb. Second, solid blocking is provided in a lateral force. resisting system, through proper nailing to transfer the horizontal forcer If -the trusses have been erected in plumb condition, and all the lateral force resisting S elements have been installed to form a system, solid blocking maybe omitted without causing any problem to the structural system. Project •engineer approval on.this issue is required. , If you have any questions, please contact me at 800-772-5351. ,,\G1i:EER,S, ' Sincere T yROFIS$fo RED.7 1G 9�c� �owe O O �� 2 -n W �` G7 p tun) v�/34/G4 m No Com;--1?19 EXP. 4 30-04 Redon Chief Eng . 1QQ2h sr, CIVIL.c Western Divis),o OF CAuf�a� RY/rd 91 * 1 P.O. Box 335009 North Las Vegas; NV 89033 E;.,nn 'Z C 17 Gil' EE,4,s � Z No:` C, 05 7a' Exp ? 6!30!2005 /a., 005 I ovember 31 1.999 MICHAEL .-n co A.C. Houstou'Lumber Company W. M �LETT mOf� A 10 2912 East La Madre Way 0 N16rth Las Vegas, NV 3903 1, L A., CIVIL AU 18 003 �_A Re: Trusses with -non=structural gable's ud Na.• co -4743 Exp. 613u, To Whom It tylay;Concerir' .,GV/0 3 1999 This letter is in response to your recent in q4 ion of staples rather than metal gusset plates that are shown on the =s engineering drawings for rion-structural gable studs. The trusses in question must meet all of the following criteria for this detail to -be valid I ;%�-_T.he trusses must have been designed by this office using ANSI(TPI 1-1995 and UBC -97 criteria with and increase of 25% for lumber and plates, 24" O.C. spacing, 16 to 20 FSF top chord live bottom chord dead load, design wind speed is :.'7.t,3 14 PSF top chord dead load, 7 to, 10, FSF b k load 'VfPH maximum, and be sinoe ply L-russes only. - uhiSses must be structural trusses and be approved by the building designer for the intended n — _application pp. Li6tion prior to fabrication- ,W partes involved in the project must accept their 'responsibilities 'onsibilities and perform their work as specified in ANSIMI 1-1995 and 7CA 1-1995_ es p p are es to the be installed in the top chord of the truss, must be out -looker notchY '•-;addressed specifically in the truss design -.drawings. Out -lookers that extend longer than 12 10 beyond the end of the gable truss are not allowed. There mus . t be ao'out-lookers within 24" from the end of the truss, or in any top chord overhang No plates may be damaged or cut. 4. The trusses must be handlid and insta[led properly in accordance with IM -91 criteria . . If trusses have bem handled i.mproperly, consult. pro f6ss ionals before proceeding with installation. All persons involved in installing should read and understand HIB -91 before attempting to handle trusses. It is recommended 'that the truss installer should consult OSHA if there are questions about jobsite safety concerning trusses. The fabrication, installation, and handling of trusses is outside the scopeofrespoosibilit-/ of the truss designer. 5. Never sit or stand on trusses laid flat- Never stack construction materials on trusses laid flat. Never lift truss using non-structural members I as connection points. Trusses are not intended to resist lateral, loads perpendicular to the trusses.- This is true for all truss members, but is especially true for all non-structural gable studs. They are called "non-structural" because they are not specifically' designed to. support loads. The structural 'Member-, of the truss are 0 adequate to support all of the loads applied in .the plane of the truss. 6. The trusses must be adequately braced! The truss designer specifies only the location of the r individual truss members, to prevent out of plane buckling of that bracingthatis required for 'bilit, Lh . j of e building member. Additional bracing is always required and is always the,respons, Page 'I of 3 .... . . ...... . . . . . . . . ... . . . . . . . . . . . . . . '`:Foci::: .143 ... 1.n .... ori 00 d L 1 T7 S: e I ... ........... 4.4 r 'k- 0) 0; November 3, 1999 Page 2 building designer should provide Che contractor with a bra plan for the designer. The buia - bracing building. This plan may be included in the contract documents or may need to be specifically requested by the contractor. Refer to WTCA 1-1995 for 'questions regarding scope for responsibility. TYPICAL GABLE -END BRACING DETAIL. 7. If the truss design drawings specify CUMSULT BUILDIMC OESIUVER FOR WECIFIC DETAIL. seismic or wind load had been applied, it is applied in directions that are, BLOCKING parallel 'with the plane of the truss. ROOF SHEATHING Trusses which are exposed to wind GABLE END acting perpendicular to the face of,TRUSS. the truss must be braced to resist the lateral forces due to wind load acting on the face of the truss. The building designer should perform lateral calculations to determine'where braces are required. HII-91 should be consulted for geacrai guidance with WIND �' / regards to bracing of trusses. An IN OUT OF, additional publication entitled _ PLANE "Commentary for Permanent. Bracing DIRECTION of Metal Plate Connected, Wood Trusses" written by John E. 'Meeks, P.E. is available from ViTCA (WoodTruss Council of America). In this LATERAL' XDIAGONAL WliND publication on pages 8 1 and 9, the BRACE BRACE BY bracing of gable end frames are BUILDING DESIGNER., discussed. It is recommended that the building read this g7i publication. Also consult the "Mitek Standard Gable EndDetail" for additional information. I All of these 'BLOCKING publications specifically recommend a 'GABLE TRUSS CONNECTION detailright ' similar to the sketch to the -ht VIALL TO DESIGNED AND DETAILED. BY BUILDING in many situations. END WALL DESIGNER. 3. All connections must be applied -in conformance, with A_NiSI/TPI 1-199.5, current accepted NDS, and/or NES National Evaluation Report(s). 9. The trusses must be fabricated properly with no gaps at stud. connections except as allowed in AINSVITI. 1-1993. If the a*brjve conditions are meet, then (3)-16ga :x 2" p6wer driven staples may be substituted for the specified metal gusset plates. This connection is intended.to hold the non-structural gable studs in place during delivery and installation. These studs are intended to provide nailing surface for drywall and/or sheathing and transfer vertical loads from sheathing into the truss. If these non-structural gable studs must:resist lateral loads as noted above in note 6, additional nails or connections may be're'quired and must be specified -by the building designer. Plated 'connections are recommended at all hip oyer -framing, Dutch hips with setbacks greater than 2' -0", --all girder trusses, piggyback, and valley trusses. Plated connections are also recommended in any situation uation where a ledger is to be applied to the truss (Ledgers and their connections are. by, others.) This lette'r applies only to .16" or O.C. spaced. vertical'non- (5 November, J. 1999 Pa;e 3 structural members and not to diagonal or horizontalmefnbers except at vent locations., If there is . any question about the applicability of this letter. to the intended situation, please feel free to contact this office. This lever may be used to address this issue subject to the conditions until informed otherwise by this office, or until accepted codes or specifications chane. If you have any questions concerning this matter, please let me know when I am in,your office or write me at the above address. I can also be reached by telephone at (702)-232-0099: Sincerely, GINEF �� R.ST O . ,Lj4 ,,. MICHA.EL A. ° , )31 Michael A. Mallett, P.E. rn. „z Professional Civil Engineer � AjLL m !/ , C0557 ,/ / �� . ,Exa.6/30/2005 CIVIL �0 .1 +� c=i.yij �e L A. L �Fc i ASG• 13334 r o'f C 14 No. co ids 04 3 1999 Exp. Uv2C,at;/ G�F CALIFi' • FILENAME: TDGAB100XB STANDARD GABLE END DETAIL 'PAG.ES1 OF 2 *DIAGONALORL-BRACING _ 9/5/2002 }I�RIES RErcrc 10 1ABLE ocwry Jr]CA1111Nh }� COM. 1 2 .2X4 N0.2 OR BTR DF -L 1 1/2° (BY OTHERS) TRUSS 4x4 = �— Ix4 OR 2X3 (TYP) 3 X1//2/ t \7` - ` / "`• • 24" MAX J \ / NOTCH AT' 24" O.C. (MIN.) 3" A A \\\ ` TOP CHORD 2x4 LATERAL BRACING ' AS REQUIRED PER I DG NOTCH DETAIL TABLE BELOW. T , 3x \ 3x5 = - DNT. BR 160 — 1 TPAN TUMATCH COMMON TRUSS !I 24" O.C. • END. ! �IGID /%�WALL CEILING MATERIAL DETAIL -'A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 71-011 2 - OVER 8'-611 4 - 16d I LUMBER TOP CHORD 2 X 4 HF 165OF 1.5E BOT CHORD 2 X 4 HF 1650F 1.5E OTHERS 2 X 4 HF - STUD/STD MAXIMUM -VERTICAL: STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE 12 INCH O.C. 6-8-0 13-4-0 7 16 INCH O.C. -)- - - WITH L - BRACE Q -1-n NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 80 MPH WIND, EXP. B, HEIGHT 25 FT ` 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. I - 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 8.-6... TOP CHORD NOTCHING NOTES J 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT 8" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. lip 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. ' 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING -IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued an page 2 0I " F OF CALIFOQ ' 4 ,10 SPACING 2-0-0 LOADINC{pso TCLL 50.0 Plates Increase 1.15 - TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress incr -YES SCOL 10.0 Code . UBC97/ANS195 , 24" O.C. • END. ! �IGID /%�WALL CEILING MATERIAL DETAIL -'A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 71-011 2 - OVER 8'-611 4 - 16d I LUMBER TOP CHORD 2 X 4 HF 165OF 1.5E BOT CHORD 2 X 4 HF 1650F 1.5E OTHERS 2 X 4 HF - STUD/STD MAXIMUM -VERTICAL: STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE 12 INCH O.C. 6-8-0 13-4-0 7 16 INCH O.C. -)- - - WITH L - BRACE Q -1-n NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 80 MPH WIND, EXP. B, HEIGHT 25 FT ` 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. I - 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 8.-6... TOP CHORD NOTCHING NOTES J 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT 8" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. lip 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. ' 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING -IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued an page 2 0I " F OF CALIFOQ ' 4 ,10 L2 *I 91 L2 7 0 FILENAME: STDGABt00XD STANDARD. GABLE. END DETAIL'' PAGE 2 OF 7/1 700 _ 4- 10d NAILS MIN -„PLYWOOD SHEATHING �. TO 2X4 STD. DF -L BLOCK 2- 10d - (TYP) 1 i 2X4 BLOCK` ” .. ' . � , - v. •iii � i .\. µ SIMPSON A34 OR EQUIVALENT ►i +_ 45 `12X4 SFpD OR BTR SPACED @ S-0" O.C. r SHAL E PROVIDED AT EACH END OF LEDGER '`',- BRAC EXCEPT FOR BRACE EXTENDED STROM 313ACK INTO E CHORDS & CONNECTED TO I CHO S W/ 4- 10d NAILS. ` . I MAX. ENG.TH = 7'-0" 4 GABLE END i STANDARD TRUSSES T ' SPACED @ 24" O.C.' , NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK.NAILED TOGETHER WITH 10D NAILS @ 6" O.C. ' 2)2X4 LEDGER NAILED TO EACH STUD WITHA- 10d NAILS. - ' 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2-10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBAC.K'ARE 10d BOX NAILS (0.131" DIA,,X•3.0" LGT)' THIS DETAIL IS APPLICABLE TO STRUCTURAL GABLE'END F THE FOLLOWING CONDITIONS AREVET: �t. i AUG I' ��0� I. MAXIMUM HEIGHT OF TRUSS = 8'-6" t. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS ='T-0"" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4--0-- O.C.MAX:. {. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. O?2OI cwlrMq �� R:►^L u Y o r , iI N� t . C '1^.9919. � '�C� �� aO ; • • i MITEK INDUSTRIES, INC. CA 4x4 .�27c Liu e (same � To�a r [�sd6T 'ol N. �z �K� rlat AUG 1 2003 h 0,20 - @ 49' o,c . ,Qbl. Anr,J R R {iGFM/o ID Ne 0 14"n 19 9-30-04. A r cin. 12 TO O n Yl n(AL 'Teu,svm' l��l re.. l►u"r r J E€,q -0- O, C.. I'0r, zv 1' �2. RFDONG ��\ j?` C+�o►er 8s .(D G o4Ii.o G �� Ca-1.1�t1ibG�l2 O W P.T ►� pyo o- c��o� r��s 4►.=t5 LleI H.ndlm 6-Erealian Ui•cell•ncou. lnlarm.11on • , Br,clno lnlorm•Jan Come " H•rd.— Lumber mjT'gk Industries. Inc. C..lm. h—. ,g d oar. lr.. .bJ nd Damplmild Tlu .,. d lbb ml%l rut b p.dld by II,. d. fgu d 0. N La J vr�.P.dl.d b b Can.ao ,i..n r. l.,n.I.a..d h W,E. m.0 D...a•d• ]140 Cold C.m Ur. /140 Tr,pa.ry rq prm.nor b,�r.e lu ltltiy rtpau.. m,T/u. uno..• b.rLV 1vJ mrrbn .rd smro.ru .in TPt Im. .n .p(�u..1 p pp w b .W.ry 41nY berm .b.r W dm{P.d .b 41.n d noema.o md.�m,plura., .Ppw.b ,d i.e,.sbr learn n,nl b n..as1. Ia.n nu. b ......d an Dab l.or 1nP+- G.u.. rd nua H.neln Cordo.ti CA 95670 kW:l.d q aruv. lal tad. r. ID u. Drv. �lw m,pon.n. W.b W. .n...d..d .• p d Yu 1..o...W l...b h4r n6. f.d. b. d 0r r,. ..d p.u.. (e60)T71.5151 FAX (f 1�[] 1.a72S m.7p.W. —1 r.r d b�av .nd I...nip. r. m,pL.l.. 1 1M da oi, t.lDd da. nu. kc l h liN md. b .0.+1 .P.n.d --9 .tL L/pD. nn4 ma b d Ilr W., 9. . rd ro.n rW .q.J a a W.r N na un..r..l lead. vw. d... d.. on u.d. w .Pysd n ..q.:.na,..•o�,.ar uJET115oeelul. Qn mores,...—W n c. .P� rn.n. d...I llr a.a..P.rJ�od Cap)r16h1 (C) 1M dr unys.o.. V.l..n do Jl.wq 4 tw :b uJm, arr, FYauM, k.e b 1....1r t.d q rrdlkq,� RJ lti /u.ninna pn J • n ner• CHMTER Uel eg JUII le, if fi C.. m,7..— . PmPo pp ' 17 ody Ib. Yw..J d.. b. d rom m Ib. u.r d d.. pnt..c�.LV m+.;.h. r+m kr aa:v.n, d Wr. Irpa, �w W pr. Y n1/• .:d. _ W. .nd p.yul. D.�d. W d J pu.n.J D, Y.. o..a.r ..n .Ae..o en rL a�..tq. P.. v.:. W re w. ibe. Pe•: b. W – ' Ud J .�n.�r.�J, .Dal pM. via eIv nJ, p.urd m h �q fr ITC t.l ...lu..ink, b du I.btvlm, IurYty, Y�,..rY .nd drbudd.. m.7Ya. . AJ TPI 4 C� tAPRIL 23, 1998 I PURLIN GABLE DETAIL _ ST-HIP01 -' * _ _- - SHEET 1 OF CI = go MTek Industries, Inc. STUD SPACING ON PURLIN GABLE -0• BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING., ON THE GIRDER OR HIP TRUSS. 1 w 5x5 • PURLIN GABLE ; .. FIRST COMMON - m'rlcAL) H04 II H02 H01 3xS ALL PLATES TO BE 7x4 UNLESS OTHERWISE NOTED 3X5 TYPICAL '"PURLIN GABLE" - REFER TO ENG114EERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS ' � • . G�NEE' THE PURLIN GABLE TO. LAID ON TOP OF THE • �� SEE DETAIL.#3 �� sur 'sr ; = _ Z PED NG ` BE ��.� _ = O HIP TRUSSES AND- s• p Y) - .,ATTACHED WHERE IT HAS CONTACT WITH THE ��,��- QJ n ..0/04 TRUSSES BELOW. .- F j SEE DETAIL # r Z 0. - �-Q 1G2Q 5 `= 0 SEE DETAIL # R JACKS C:)_ U_ p _ W s Nr' Cr.7cio .9 SEE SHEET 2OF2 FOR ALL DETAILS > • -� Eti � r1�►S�. a�C' • - •I • PURLIN GABLE DETAIL MIUSAC - 12 3/31/2004 PAGE 2 OF 2 W e In Division, Inc. 0® O Western Division' RAN THE TOP OF THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN GABLE IS DROPPED LESS THEN ALL THE OTHER HIP 16d NAILS _ TRUSSES. THE BOTTOM EDGE '15" O.C. • OF THE PURLIN GABLE ALIGNS WITH THE LE \� FACE OF THIS TRUSS I 16d NAILS AND BEARS ON TOP. 6" O.C: G? ALTERNATE DETAIL s 0 091 I? DETAIL #1 I - t CONNECTION OF JACK ATTACH 2x LEDGER TO FLAT TOP CHORD DEESIGNED BY OTHERS I WITH 2 ROWS OF 1 O NAILS (.131" DIAM. •x 3") F ` SPACED 9" O.C. HIP GIRDER r GPO APEX STEPDOWN HIP TRUSSES ON ROOF SLOPES OF 2/12 TO 6112 \�GQO ATTACH PURLIN GABLE WITH (2) 10d RING SHANK OR 16d COMMON WIRE JQ� •- z - FLAT TOP CHORD PORTION OF THE LOWER TRUSS - Oli}gQ104 -%r1 TRUSS TOP CHORD 0 CIVIL DETAIL #4 d No: 10. APR -2 7 0 �- 3 6 • WARMNG • Verify design parameters and RF 0 NOTFS ON TRIS AND V!CLUDED bDTZ.X REFERENCE PAGE WI.7473 BEFORE USF- 7777 Greenbads Lane 109 Oesign valid far use only wilh ANTek conneclon. This design u based only upon parameters shown, and is far an indrviduat bulk ing component. Suite Citrus Heights. ghla, CA, 9561 y Applicability of design pararnenlers and proper (ncarpwallan of component Is responu'bi91y of budding designer •not truss designer. Brading shown is for laleral support of individual web members only. Addlllonol temporary bracing to Insure stability during construction is the responsibi0ty of the re ector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. Fw general guidance regarding ' fabrication, quality central storage, delivery, erection and bracing, consult ANSIy1'Pll Quality Criteria, DSB-89 and 3CSII Building Component m Safaty Information available from Truss Plate Institute, 583 O.Onoirio Drive. Madison. WI 53719. - M ATeEk General Truss Details and Information - Page 17 t NAILS. THESE NAILS MUST ACHIEVE A 2 INCH MINIMUM PENETRATION INTO Q/ ' -7 .• O THE TRUSS TOP CHORD. IF THE ROOF/ THAN THEN a _ SLOPE IS GREATER 6112 USE UI vi A USP RT3 FRAMING ANCHOR OR EQUIVALENT. gCZ ALL NAILING SHALL BE DONE IN ? ACCORDANCE TO APPLICABLE CODES AND STANDARD BUILDING PRACTICES. b' DETAIL #3 . DETAIL #2 .. THE PURLIN GABLE DOES NOT IMPORTANT NOTE: ALL CONNECTION NAILING SHALL ALIGN WITH THE END OF NOT SPLIT ANY LUMBER THE F TTOP CHORD SECTIONON.\\\ SHROOF - � SHEATHING ER ST ��G, NG F Y O 41PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS - Oli}gQ104 -%r1 TRUSS TOP CHORD 0 CIVIL DETAIL #4 d No: 10. APR -2 7 0 �- 3 6 • WARMNG • Verify design parameters and RF 0 NOTFS ON TRIS AND V!CLUDED bDTZ.X REFERENCE PAGE WI.7473 BEFORE USF- 7777 Greenbads Lane 109 Oesign valid far use only wilh ANTek conneclon. This design u based only upon parameters shown, and is far an indrviduat bulk ing component. Suite Citrus Heights. ghla, CA, 9561 y Applicability of design pararnenlers and proper (ncarpwallan of component Is responu'bi91y of budding designer •not truss designer. Brading shown is for laleral support of individual web members only. Addlllonol temporary bracing to Insure stability during construction is the responsibi0ty of the re ector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. Fw general guidance regarding ' fabrication, quality central storage, delivery, erection and bracing, consult ANSIy1'Pll Quality Criteria, DSB-89 and 3CSII Building Component m Safaty Information available from Truss Plate Institute, 583 O.Onoirio Drive. Madison. WI 53719. - M ATeEk General Truss Details and Information - Page 17 t I y STANDARD REPAIR FOR ADDING IST-REPTO A FALSE BOTTOM CHORD r - ` N"ek Industries; Inc. Chesterfie I-Id, MO. 0 00 MAIN TRUSS (SPACING = 24' 0.C.) r MAIN TRUSS MANUFACTURED WITHOUT, t FALSE BOTTOM CHORD • BRACE (T-(P.) @ 10': 0 O-C. (MAX..) FOR SINGLE TENSION . BOTTOM CHORD WHERE RIGID CEILING ISNOT APPLIE DIRECTLY TO THE MAIN TRUSS BOTTOM CHORD: BRACE AS SPECIFIED FOR BOTTOM CHORD IN �, r COMPRESSION OR MULTIPLE PLY, MAIN TRUSS. `S VERTICAL STUDS @ 48O.C. ATTACHED _ WITH TWO - 10d (.148- OIA..X 3-) COMMON. • WIRE NAILS ATEACH END OF VERTICAL. • i7 7. 2X 4 STD. (OR BETTER) SPF, HF, f 2X 4 No.2 (OR BETTER) SPF, HF, OF OR SYP VERTICAL WEBS. ' OF,.OR SYP BOTTOM CHORD' + •FALSE BOTTOM TRUSS SPAN : a 1 L •r_rA � . 1 � , may•^.f Jjl*, � - i dC�_C tiic3 .09 NOTES: r 1. LOADING: LIVE LOAD , DEAD LOAD TOP CHORD: (REFER. TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING)* \ '' / BOTTOM CHORD: 0 PSF 10 PSF 2 REFER. TO THE MAIN TRUSS DESIGN FOR LUMBER.ANO PLATING' REQUIREMENTS , 3: MAXIMUM BOTTOM CHORD PITCH = 6112 • 4. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH ' I WARNING . V—tft; design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. �® Design valid for use only with MlTek connectors. This design is based only upon parameters shown. and is for on incfMduol building component•to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsbifity of building designer . not truss -- designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsiblfily. of the building designer. For general guidance regarding fobrtcaflon. quality control. storage. delivery. eiectton and bracing. consult QST-88 Quality Standard, DSB•89 Bracing Specification. and HIB-91 Q Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 O'Onotrio Drive. Madison. Wl 53119. y, • M iTe k r . t - J 40 I 0 Job Job ,. Truss Type - ' Ply; T -End Comer Jack P / - _ • - x +. J 40 I 0 Job Job Truss Truss Type - Oty Ply; T -End Comer Jack P / - _ • - x +. t General Details - All comer jacks and end jacks ALL JACK MONO TRUSS - - 1 1 meeting requirements listed below. Job Reference (optional) A.C. Houston Lumber Company 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Mar 19 09:16:01 2004 Pagel . -213-0- 2 0-0 8-0.0 -� _ . `, • - 2x4 II - •- ' ' Scale: 318.=T Slope may vary, from 3:12 to 8:12 , m _ + 8.00 12 •. LLI) max. - r - = • May be ommitted per Note 4. 4 May be supported by girder truss joined 2x4 = 1 2x4 \\ with Simpson LU24 or USP JI -24. Alternate plate positioning �' - 2x4 II When end vertical is ommitted (note 4), * t Simpson A35, USP MP34, or 3-104 toe '` - - • • `. M-0 Max. - • nails (per 1997 NDS) may be used. Plate Offsets KY : [2:0-2-0,0-3-21 LOADING (psl) SPACING 2-0-0 CSI , DEFL• in (loc) , Vdeft Ud. PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC' 0.70 - ' Vert(LL)' -0.20 2-4, >468 360 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC, 0.44 Verl(TI-) OAS 1 :>59 240 ` BCLL 0.0 ' Rep Stress Inc YES WB 0.00 - Horz(TL) 0.00 4 n/a n/a BCOL 8.0 Code ISC2000/ANS195' (Matrix) Weight 29 lb s BRACING LUMBER , - • TOP CHORD 2 X 4 SPF 165OF 1.5E ` TOP CHORD Sheathed or 6-0-0 oc purlins; except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E f BOT CHORD • Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud " REACTIONS (lb/size) 2=497/0-3-8, 4=302/0-3-8 Max Horz 2=177(load case 4) ' + Max Uplift 2=-63(load case 5), 4=30(load ease 5) r FORCES (lb) - Maximum Compression/Maximum Tension `, y TOP CHORD 1-2=0f78, 2-3=161/106, 3-4=240167 BOT CHORD 2=4=-33/51 r t e NOTES 1) Wind: ASCE 7-98; 90niph; h=25ft; TCDL=8.4psf; BCDL=4.8psf, Category Il; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL=1.33 plate grip DOL=1.33. ` 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any'otherlive loads per Table 1607.1 of , IBC -00. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 Ib uplift at joint 2 and 30 Ib uplift at a joint 4. . . bearing is added 4) End vertical may be ommitted on jack trusses less than 7.10-0, provided that d at JT -3.. Connection by others or utilize Simpson A35, USP MP34, or 3-10d toe, nails (per 1997 NDS): LOAD CASE(S) Standard •. G4NEERs� OQROFESSfOL ' Also valid for UBC 97 and IBC 2003' P ` jA �� \PM T. ? WILLIAM T. r _ BOLDUC O - , Exp, 12/31/06„ w C.34229 n1 nCIVI r EXP. 6/30/07 a kP A10. C/ II- /ANY, 1629 yT j Mar. 23. 2004 13 [ 15 13 0 7 • 7 • 7 S 0o I fuss ruse ypa - . - lyy TYPICAL 8-M SETBACK CORNER GIRDER uooa -I.,, .' CORNER GIRDER USSES GENERAL DETAIL -MEETNG ALL CGI MONO TRUSS 1 REQUIREMLL ENTS SLSTED .. • (apllonal) BELOW,_ A.C.ouston Lum8er Company, North Las Vegas, NV 89031 4.201 1 s ep 1 0 VL ek nduslnes, nc ue Sep 18 09:47:24 2001 Page - -7.160 MAX 0.1-0 t 1.117 MAX 110-0 o -l-0 sl -0 .. Srale • t:36. SLOPE MAY VARY FROM 283112 TO 5.66/12.' 2:4 II • x r -.. • • : 4 S ` • U .»4 12'SEE NOTE • 3x4 5 . dv W2 a i w 2 . f SUPPORT REQUIRED AT. 1 rd 7 e JT -1 WHEN TRUSS LENGTH 3x4= IS LESS THAN 3-0-0. 1.411 a 3x4 = CONNECTIONS BY OTHERS EXCEPT ' 0.14 AS NOTED 1 '• I1SII MAIL '. • r 3 0.1-0 I • 0.7-0 -Pl ate Offsets (X.Y): (2:0-1-12,0-1-81MAXIMUM - ' LOADING (Psf) SPACING 243.0 - CSI OEFL In (loc) Mad, PLATES GRIP TCLL 20.0 Platas Increase 1.25 TC •0.82 Verl(LL) -0.03 7 >999 M1120 1851144 TCOL •15,0 Lumber Increase 1.25 . 8C 0,49 Verl( I-) 0.16 1-2 . >232 - BCLL 0.0 Rep Stress ha NO 'WB 0.61 • Horz(TL) 0.02, 8 Na ' SCOL 10.0 Coda UBCS71ANS195 tat LC LL Min Udell = 360 Weight: 41 Ib ' LUMBER - - • - BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E - TOP CHORD Sheathed or 6-0-0 cc purlins, except and venkab. " BOT CHORD 2 X 4 SPF 165OF 1.5E • � BOT CHORD Rigid ceilingdirectly applied of 10-0-0 ac bracing. WEBS 2 X 4 HF Stud u _ REACTIONS (Ibhtre) 2=67SM-3-8, 6=92E/0-2-4 Max Harz 2=210(laad rase 4): r R FORCES (Ib) - Firil Load Casa Only - TOP CHORD 1-2=28, 2-3=1041, 3-4=10, 4.5=-E, 4.6=152 - - BOT CHORD 2-7=1009, &7=1009 WEBS 3-7=143, 3.8=1077 NOTES (6-4) • - • • . 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 15.0 psf lop chord dead load and 10.0 pal bottom chard dead " load, In the gable and roof zone on an occupancy category It, condition I enclosed building, with exposure C ASCE 7.95 per USC971ANS195 1f and verlicals or cantilevers exist, they are exposed to wind. If porches exist they are not exposed to wind Tha lumber DOL increase Is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf ballam chord Bve toad noncan Trent vAlh any other live loads pair Table No. 16-8, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8.. 41 This truss has been designed with ANSVTPI 1-1995 criteria 5) Webs 3-0 and 3-7 may be ammitted when and jades are 5-0-0 or laps in length. - 6) Ail cannectlons must be per 1997 NOS requirements. - - x LOAD CASE(5) Standard 1) Regular Lumber Increa3e=1.25, Plate Increase=125 - . • .. Uniform Loads (plt) Vert 1-2=70.0 Trapezoidal Loads (plq - L + . • y Vert 2--&04o-6=45.3, I=4.5-10-4=189.4, 4=189.441 5--194.3 - 40 Til. ES ) e • . . �q(( �c MI ' AE �� SPE` za AETT r u rll No. CO_ a� Exo. 61301200S/ v CIVIL d %' ' •./ �- •. 1 •, 9rF C 1 V 1� o� '1r0. 11 24 ' O F -r d1_ .16 25 2001 5 Il I G t 1 IIUTLS* , I-FROVIC•E LATERAL' SUPPORT FOR TOP CHGRO WITH SHEATHINC (BY OTHERS) HOTL.fOHCONNLCT1oN - Of VALLEY ThUSS IU 2 --`<.AS. WEB. LENCTI-I WITHOUT BRACE - COuuON lhuSi Crt 7'-9" WITH BRACE 12'-0'. f OLlliGli n' SS uIIHD DESICN CHECF.ED FOR 120TM.P.H, } sl' ALL Va1LLt MAX. SLOPE /GRADE FOH BEVELED BOTTOM CHORD 2'( 110.2 DF -L 12 /12 2.6 N0.2 DF -L (DET.D) 12/12 • Il I G t 1 IIUTLS* , I-FROVIC•E LATERAL' SUPPORT FOR TOP CHGRO WITH SHEATHINC (BY OTHERS) HOTL.fOHCONNLCT1oN - Of VALLEY ThUSS IU 2 --`<.AS. WEB. LENCTI-I WITHOUT BRACE - COuuON lhuSi Crt 7'-9" WITH BRACE 12'-0'. f OLlliGli n' SS uIIHD DESICN CHECF.ED FOR 120TM.P.H, } sl' ALL Va1LLt MAX. SLOPE /GRADE FOH BEVELED BOTTOM CHORD 2'( 110.2 DF -L 12 /12 2.6 N0.2 DF -L (DET.D) 12/12 1 I I COMM 011 • _ c".OI. - h. I JI rNusst5 1NU.3 J S'V�' PLAAF' TES ATO BE HITEK-20 S _ - t�L Nlrhul , IV,�LLkY 5i1 I- I a - _ OLIeIL-O •1 ( I I 1 I — _ 5-RE:'EL VALLEY TRUSSES FOR PLACEMENT' 'f LIN CIi;L.LI. TRUSS, OR USE DET. "A' .p1[ � TNu55VALLCY - "uiE 2-IG'd HAILS fT---EINOEN 1Nu5d , 1(wEUGLtwtLu i111XX. Ila U.F.H.YIhD1 II II t 6 -FOR COUIIECTIIIC VALLEY TRUSSES TOTNu5sW/2 TO CGr-SOH TRUSS, USE DET.'.6' on 'C- IOa nJAL 1L9 T -IF TOP CHORD LATERAL BRACING 11 )I REQUIRED 15 LESS TRAY �PACIHG OF + Y r I I+ • VALLEY TRUSSES$ I21' 0. C.) THEN IuYcl"HO of COuu IUGE ADDITIOHAL 1•{ BRACING IS 'REQUIRED. M1 "Thud �•q 3;. 1 . PAHTIAI. HOOF LAYOUT 4 ' -O-I. TERV. BRA[[LNC SHALL BE NAILED' +z UkTaIL�A — k W�nIH. 2-lOd HAILS. DETAIL- r U S.L Iu ILI .. / I s• - -jVPI LLY, AUG Ih�ss — -- — - -i- 9 200 3-5 (fit r,9 NUf1RICAIIE CLT P, ------ ---- �— ----- --- REDONG 1P YU ; Q UE TA IL -C .� - �l - _ - d o to II o' • 1- �� y Exp: 0613010. �O civi y'\ Or Y. srLICL 2'ro'11 3'S( \ / ' — 1U Ic VY' w 1a 1.1 I[ -U UOUI ALLEY TRUSS DETAIL 3"i .•-0, u if. — • - �$Sioi�ra . .� - 2 • SLC NOTE Ilo.2/ 3.3 41 oNG fZ�c. (/�/�; I•L'In�1:1f= -- --- — - .------- 10'-u- TO 36'-0 vp 9-W434 n, u,.... 1 -cl lu[ .nccul hluma.un DI•Cal IUolm.lion Cmncclu Hard..,. Lum L,v AiTek Industries. Inc. - a • a✓'r.. - 'r. r, n.. , �. r.� .-.K pl a. o...I— u e .l I..f 1.-..�Y�..1 l 4 C:..-.,.. rrnn .• n.•Jwa..J n Wa4.n .1-• pJ• I.,..., L.•... .•...a,I ._II,... . .am... -,n ln• _.. 11ea G..Ia Ca.- Or. ISM ••c • • • j>,. •1 m,c•-.� .sem>.e •.....,<�..e I II. ... ..... u .we, v.... .7= R.ncIw.CPrdu., CA 15{10 •�.n.a .u•'t. n I. �. .N .per-. . 'c�+•Y-�K-.•+w-�. I••u•, n... ll..+w��n. •u..uw• (foolY7l S1SI FA.�(I11QL11-f'_11 �•q ..e o-..ru ..a.• o � � O:.a n..,r-.. ... w,wob ure..1a ✓o-•. ...,tiprw w-oIV (L;y Y lYaalal � CFpJr1,h1 IC11H1 • M •-•,p • ).�1 .. L1, -n I,LVM I,e h Vr•.:( •.•+1 q .la.rnl y, Pdr a IM IUY Iu.I kJn e.0 , DC,Ion 0itect. CtMIM HFI.UfR YU[tl 1. 111] w [.. J> ..< o AJ m.�r,n • pu:r .rwn,9 n•r I uI !••../, u ve ♦ -a a •. t. ,n d t.. .n ryn,. w4.11 J.•. V Orn..Tl J yll rV• .a ' •Y o .-T _^ •. ••Y P'.✓'I ea..r 4a w <qn-cn.-„•.a r.o-.., en •n i• -..y' WIP., -. d L�.I L<1�] M N. ki•�u.. M.W r,. 4.n � y. - - r� �wi • . .o .41.. u✓y L. •. •,.•�r J; •ual� ., ur,l. I.. /. WD—SS�U J y. a p,,:r_f hl - .. .. 1�.,yla+ n..rn 105, .� .L v• .r m.r/.. ate.. W IC N rfl n n -r. n T W r .. 17- 7 2 JULY 2003 INTERIOR BEARING OFFSET DETAIL • LIA-UX000 +t.. .•.. - • a xx MiTek Industries, Inc. . • ` 1. - . NOTE: ,INTERIOR BEARINGS MAY SHIFT -TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH -y OF THE BOTTOM (d). (7 1/2" MAX) ' BOTTOM CHORD PITCH.. MAY VARY DOUBLE WEB JOINT SINGLE WEB JOINT t�03 �rG114E /�•ST TRIPLE WEB JOINT 2 REQ10 / v^ _ O Ex / •�ROFESSIO�w ONG w. rcr NO. C049919 p EXP 9-30-04 • - w . �.".. y ``' � Y' � . \ s� CIVIL P . r q�OF CALlFO�� r NOV 13, 2001 WEB BRACING RECOMMENCIATIONS ST -VV - E 8 80 R A CE: •1 •1 • * -CONTROLLED BY CONNECTION TYPE BRACING MATERIALSGENERAL Mitek Industries, Inc. • -' i 1. X-BRACINIS REOVIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE X -BRACE ' ROOF AN I,OR CEILING DIAPHRAGM. THE DIAPHRAGM 6 TO ¢E OE 9GNED BT A aUALIFIED MAXIMUM WEE FORCE (lbs.) PROFESSIONAL. 2. THESE CALCULATIONS EASED ON LATERAL BRACE CARRYING 1% OF THE WEE FORCE. A -OR- SAY SIZE 1 X 4 02 SRS (OF, HF, SPF) - + 24"O.C. 49"O.C. TRUSS WITH 7.16d COMMON WIRE NAILS. (3.16d NAILS FOR ]XB MATERNLI 72" O.C. BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE z A -E C D BRACING MATERIAL TYPE C D 10'-0" 3E3U 4600 4600 6900 1344 4600 4600 7 6.900 4034 638? 12'-0" 3154 � 3942 3942 5914 1344 3942 � 3942 5914 � 3942 5914 14'-0" r 2)5U 3450 a. ME 16d NAILS SPECIFIED SHOULD BE 3.3 -LONG AND 0. tar W DIAMETER, W ACCORDANCE 3450 5175 1344 3450 3450 . 5175 3450 5175 16'0" 2453 3066 3065 4600 1344 3066, .3066 4600 3066 4600 18'-0" 220P, 2760 2760 4140 1344 2760 • 2760 --41 i0 2760 •" 4140• 2007 2509 2509 J7Fi3 1344 2509 • 2509 3763 '2509 3763 * -CONTROLLED BY CONNECTION TYPE BRACING MATERIALSGENERAL NOTES • -' i 1. X-BRACINIS REOVIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ' ROOF AN I,OR CEILING DIAPHRAGM. THE DIAPHRAGM 6 TO ¢E OE 9GNED BT A aUALIFIED 1 X 4 IND. 45 SYP PROFESSIONAL. 2. THESE CALCULATIONS EASED ON LATERAL BRACE CARRYING 1% OF THE WEE FORCE. A -OR- 3. X-BRACIMG MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE 1 X 4 02 SRS (OF, HF, SPF) - + MATERIAL, AND SMALL BE INSTALLED IN'UCHAMANNER THATIT INTERSECTS WEB MEMBERS AT APPROX. 45 DEGREES ANO SHALL BE MAILED AT EACH ENO AND EACH INTERMEDIATE TRUSS WITH 7.16d COMMON WIRE NAILS. (3.16d NAILS FOR ]XB MATERNLI I, COWECT LATERAL BRACE TO EACH TRUSS WITH TWO tad COMMON MIRE NAILS. (THREE I6d B 2 X 3 103, STD, CONST )SPF, OF, MF, OR SYP) NAILS FOR 2X6 LATERAL BRACES) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONrWjITY, 6. FOP ADDITIONAL GUIDANCE REGAROING DESIGN AND INSTALLATION OF BRACING, CONSULT TEMPORARY LC 2 X 4703, STD, CONST (SPF, OF• HF, OR SYP) BRACING OF METAL PLATE COMa•IECTEO WOOD TRUSSES AAD N,NSU OSB•B9 NAMOLWG INSTALLING AND BRACING FOR RECOMMENDATIONS FROM TRUSS PLATE INSTf"F_ 553 O'ONOFRIO DRIVE, MADISON. WI, 537-19. D7, • 2 X 6 KJ OR BETTER (SPF, DF, HF, OR SYP) SEE SEPERATE.TRUSS ENGINEERING FOR DESIGN OF WEB MEMBER. a. ME 16d NAILS SPECIFIED SHOULD BE 3.3 -LONG AND 0. tar W DIAMETER, W ACCORDANCE WITH as 1991. - NOTE: FOR A SPACING OF Z4- O.C. ONLY, MITER STABILIZER TRUSS BRACING SYSTEMS CAN BE - 't;- '.,�1� �� •-�'• SUB..: TrTEO FOR TYPEA S. C AND O BRACING MATERUL CROSS BRACWG FOR STABILIZERS .• ! L. ;7" .•"�"-Nqi ARE i0 BE PROVIDED AT BAY SCE INDICATED ABOVE WHERE DIAPHRAGM BRACING IS REOUIR ED •/: AT PITCH BREPX s, STA00.4'£RS MAY BE REPLACED WRIT WOOD BLOCKING. SEE STABILI•AER TRUSS BRACWG INSTALLATION GUIDE AND PRODUCT SPECIFICATIO11, •�: 'L FXF :`UNE 30, 200: CIVIL t LATFRAI h0. ess�'�./tf -' HonZontal Blocking X•BRACING MATERIAL (One leg of bracing shown dashed for drawing clarity. A This leg will require horizontal blocking next to the top and bottom chord so it attaches to the brace plane.) 7 .TRUSS WEB MEMBERS �?t,7FcSSlp�� 10C �ft:�. �r uj C4FJ01 D *1 EX.P.Ot71�a0107 -k i ` ® WARNING - Verb design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only With MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and looded verfically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss { designer. Bracing shown Is for lateral support of Individual web members only Addhfonol temporary brecfng to insure stability during construction is the 1 responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance 1 regarding fabrication, quality control, storage. delivery eiectlon ond.brocing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 I Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 O'Onofrlo Drive- Mockryn lea S1710 -. 191 XMI MiTek° V 0 C 0 • • •! • • 0I TPU�;�FS 2u IOD, b" O. G.-. T TP. PAGE t�'P- WITH wed c2xb Hai.: o.�. TYPTIO.N NOTA . �PaGyE' HUST bE I�0 % T;IE LENGTH OF Tj4l;b DETaIL, Ib T.0 USED as a , pLT %0R a�T�o C��.Ir; Lf�TEFZ,A , REDONG - YU 0 ��, ; 2 4'' O.G. TY cn _ 4 2 �r. p: OR LATEPAL_ i�RaG� Pt;R TRU55 ,9tocNG yGFtiQ dESIGM WITH 2-10D (S�" A P:R WEA TYP_ NO. C01109W N D T 'EXP 9-30,4A PMHT l;aG �Nn 0P 1>Pa F i2�L 0'-0' REPEP T0" I-ilk—ai .SUMHaPY 5>yE�T POR P�GOHH�HPaTIOH OP THE, TPUSb• PLAT. INSTUTI AUO 1.9 2003 FLOOR . I F01 I FLOOR 11 11 • I GENERAL DETAIL 6720 2-54M u. T.C. CUT, DRILLED OR NOTCHED IN 1ST PANELL-0IAT EITHER END MIN. 6", FROM END OFT.C. MAX. Sale=1 SPAN AND HEIGHT AS SHOWN IN CHART BELOW, NO OTHER EXISTING DAMAGE TO TRUSS. P4 NOT DISTURBED NOT DISTURBED Q� 13 11 4-0-0-� 1x3 II 3x6 FP= 4-0-0 ix] II ti3 4x8 _ 1x9 II 3x4 = W 11 ' 3x4 = 1x3 II 4x8 = 1 — 1 ADD ON 2 3 , — 0 t Jxu min Fr'= • 3x4 _3x4 = MAX LENGTH OF DAMAGE TO BE NO MORE THAN 5" AND PLATES ARE NOT DISTURBED. 19 1 MIN. LUMBER SIZE AND GRADE: MAX LOADING: (PSF) T.C. = 4X2 SPF 165OF 1.5E SPACING = 24. O.C. B.C.= 02 SPF 165OF 1.5E LOAD CASE(S) STANDARD WEB = 4X2 HF STUD 21-0-0 —� ae ses a, e, e LOADING% j SPACING 2�0 CSI DEFL in (loc) I/de0 PLArES GRIP TCLL 40.00 Plates Increase 1.00 TC 0.51 Vert LL -0-41 IN -604 M20 185/144 TCOL 10.0 Lumber Increase 1.00 BC 0.99 Vert�TL; -0.63 14-16- >394 M16 127182 BCLL 0-0 Rep Stress Incr YES W8 .0.73 Harz(TL) 0.12 11 n/a SCOL 10.0 Code UBC971ANS115 (Malrlx)" 1st LC LL Min Ilde(I = 360 Weight 84 Ib LUMBER -BRACING TOP CORD 4 X 2 SPF 1650F, 1.5E TOP CHORD Sheathed or 6-0-0 cc purlins, except end verilcals. VERS 4 X 2 HF Stud BOT CHORD 4 X 2 SPF 165OF 1.5E . BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. REACTIONS (Ib/size) 17=1239/0-3-8, 11=1239/0-3-8 FORCES -(ib) -First load Case Only - � • TOP CHORD 17-18=101, 1-18=-101, 11-19=101, 10-19=101, 1-2=5, 2-3=3528, 3-4=-3528, 4-5=1726, 5.6=-0726, 6-7=-4726, 7-8=35?'d, et�� E X10"-5� BOT CHORD 16-17=2049, 15-16=4366, 14-15=4366, 13-14 4726, 12-13=4366, 11-12=2049 a l WEBS 9-11=2320, 2-17=2320, 9-12=1688, 2-16=1688, 8-12=237, 3-16=237, 7-12=956, 4-16=956, 7-13=411, 4-14=411, =�d 13=147 7�A NOTES - O MICHAEL A. � 1 This truss has been checked for unbalanced loading conditlons. MeALLM. -- G 2 All plates are M20 plates unless otherulse indicated, 3 This truss has been designed with ANSI/TPI 1-1995 criteria. w exp. 12 11'0.3 4 Recommend 2x6 strongbacks, on edge,.spaced al 10-0-0 on canter and ladened to each truss with 3-16d nails. Slrongbacks to a`f ed to halls a�l�etr outer restrained by other means. 0, LOAD CASECIVIL S) Standard I�t�:i��'j �j•J)'I 3.5' A,% �•;.,ta"w_P cre; 'eta:+1413:'_ 0. N 133 6' 5 • 5' MITEK PLATES NOT DISTURBED NOTCH OR f� . General Repair Notes: CUT AND REMOVED OR DRILLED HOLE 6720 • This repair is for cutting, drilling or notching T.C. in I" panel at either end as shown, 6" of T.C. at either end ��pf f s I J;q and plating must not be disturbed. All other lumber and plates are intact and undisturbed. ,y¢y 6� �( P • THIS REPAIR IS FOR FLOOR TRUSSES WITH SPAN AND' HEIGHT SPECIFICATIONS AS +„`k 4e SHOWN ON ENGINEERING. • Truss must be hvo point B.C. bearing, have webs from B.C. (bearing) to T.C. in first oanel, truss symmetry ., m �i � ^, may vary and chase location must stay within center 1/3 of truss— see original truss engineering. Truss may' C9547431 C954s431 have no other existing no other existing damage• r} Erre. 61a0i-2005 • Shore truss to original geometry prior to repair. • Attach 2x4 SPF 165OF 1.5E add ons as shown nailed to each face of truss w/10d gun nails (0.131" dia. By 3" ��q� t Rtl�O4 long) I row@s) 3" o.c, chords and webs. Nails to be placed with sufficient edge distances and end distances as to prevent splitting of wood members. Attach bracing and sheathing to repair. Add an to one face may be used in lieu of add on to both faces where conditions allow only one face to be repaired. Do not damage �� '1 9.2QQ� repair. • if vertical load at end of truss exceeds 1000 lbs. and no blocking panel iYIIN. TRUSS • MAX. TRUSS IYfAX. TRUSS exists, vertical blocking (by others) is recommended. HEIGHT HEIGHT SPAN • Mechanical, if in the way, is to be relocated to accommodate repair. Do not use below 1-4-0. This repair was designed using a description of existing conditions as. 1-4-0 1-5-15 13-0-0 provided by others- 1-6-0 1-11-15 21-0-0 The truss designer performs no field inspection of trusses./ 2-0-0 -2-0-0 26-0-0 -Do not use above 2-0-0. SOUTHERN ERN N f SNCMA COMPONENT. SNC�IA MANUFACTURER'S -ASSOCIATION- To SSOCIATION,To Whom It May Concern: " Re: Floor and Roof Truss Overloads ' The members of the Southern Nevada Component Manufacturers Association will NOT • warrant any products that have been overloaded during construction by "stacking' of gypsum wallboard, plywood or other types,of sheathing or•various building materials.' The amount of materials that may be ,*supported without overloading is the roof or floor " truss design live load. As an example,, 20 sheets of material.weighing 2 1bsjsq.`ft. will total 40•psf, the typical' • residential floor design live load_; and the entire floor area may be loaded.with stacks of 20 sheets or less. Typical residential floor -trusses will'support'20 sheets of 1/2" gypsum wallboard, 16 sheets of S/8" wallboard or 16 sheets of 3/4",structural'sheathing. • Typical residential roof trusses will*support 10 sheets of.Y2" structural sheathing. Additional materials may be stored if: ` ✓ The trusses are adequately shored'.(prior. to :"stacking' materials.) through to the slab below. - .. ; • �`" • ✓ Shoring is in place before the loading -occurs. f ✓ Shoring placedat the bottom'cho�d of the truss will not prevent overloading. ✓ Shoring is located a't the underside -of the roof or floor sheathing, or is located at the underside to the truss top chord: Care shouldbe takewto avoid crushing of the truss member. , • ✓ Shoring is properly designed, supported and installed by others: Repair of trusses that have been overloaded. is not feasible. 'Trussed that have been overloaded must be replaced or all' warranty is voided: Please refer to each member's { proposal and contract for specific warranty provisions. SOUTHERN NEVADA COMPONENT MANUFACTURER'S ASSOCIATION 4915 N. Berg Street North Las Vegas; Nevada 39031 /� r L2., 0 # . .. Joh Trues Tnue Typo DE6(0 . C.d? fLr-ujj j PIGGYa4CK PROVIDE ADEQUATE CONNECTION TO TRANSFER OUT -OF -PLANE LOADS FROM PIGGYBACKTO MAIN PIGGYBACKTRUSS, REFER TO SEALED • TRUSS. ENGINEERING DRAWING. FOR PITCHED > 8/12 ATTACH A 10`-(r LONG 2X4 92 'mow ppp� H.F. OR BTR SCAB TO ONE FACE OF TRUSS WITH 2 -ROWS OF Iod.yOMMON WIRE NAILS'SPACED AT w . 6' O.C. - BASE TRUSS, REFER TO SEALED ENGINEERING. VZd Ufa 2X4 CONTINUOUS PURLINS. ATTACH WITH 2-10D B-XB-Xifr CDX PLYWOOD, ATTACHED TO EACH " .'NAILS INTO EACH MEMBER. FOR SPACING REFER FACE WITH 4-8D NAILS INTO EACH FACE OF EACH -TO TOP CHORD BRACING'REQUIREMENT ON MEMBER BASE TRUSS ENGINEERING (48' D.C. MAX) -OR- t ' r _ 6'X4' 20GA NAIL ON PLATE ATTACHED TO EACH ' FACE WITH THREE 1-1f7• LONG 11 GA NAILS INTO ; THIS TRUSS IS DESIGNED TO SUPPORT VERTICAL LOADS AS DETERMINED. f EACH FACE OF EACH MEMBER ' BY OTHERS. VERIFICATION OF LOADING, DEFLECTION—OR— ION LIMITATIONS, —OR— CT FRAMING METHODS, WIND BRACING OR OTHER LATERAL BRACING CONNECTING OF NGSIMP URL N T (OR EQUAL).ONE r THAT IS ALWAYS REQUIRED, IS RESPONSIBILITY OF THE PROJECT CONNECTING ING THE P PIGGY BACKTRUSSANO .* ARCHITECT OR ENGINEER.ADDITIONAL TEMPORARY AND PERMANENT ONE CONNECTING THE PURLIN TO THE BASE �- BRACING FOR STA'BILITY'DURING AND AFTER INSTALLATION THAT IS TRUSS (48. O.C. MAXIMUM) ' 1 ALWAYS RECOMMENDED, IS THE RESPONSIBILITY OF THE PROJECT*PLYWOOD GUSSETS O.C. SPACING AT REQUIRED- _ ARCHITECT OR ENGINEER (FOR GENERAL GUIDANCE SEE HIB -91 FROM TPI). TIC BRACING FOR BASE TRUSS (48"MAX.)- g. - SSTANOARD PIGGYDACK CONNECTION DETAIL AUG 1 '9. 003 1 OT. E_ EAcFl PM of ,PL`f UJ GM�Y i` M�il_%�:n'1CJ �,�G�MEER �Oftisslon A�avE IAA,/ iiIIb+rl(rii� UP fro 1.0-4 LAT(I;:AL• Ft)( -c,.- `' s�9�+. ��°R�C" �'1� REDONu Yu _0 LLj Exp: 06/30/04 : ^ 4 Oda CIVIL CN1V t0.G25 Xr"'IcOF CI>O, I 1 i EB. 1, 2000 I BEP.P,ING BLOCK DETAIL. • WARNING • Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. ST-BLCK1 Design valid for use only with MITek connectors. This design is based only upon parameters shown. and is for on individual building component to be • Page 1 of 1 REFER TO INDIVIDUAL TP.USS DE -SIGN Installed and loaded vertically. Applicability of design parameters and proper incorporaffon of component Is responsibility of building designer • not truss _ FOR PLATE SIZES AND LUMBER GRADES designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the �y �J lJQ IMPORTANT - • 0 00 This detail, to be used only with one ply trusses regarding fabrication. quality control• storage. de8very eiection and bracing. consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 /� LMU with a D:O.L. lumber increase of 1.15 or higher. . Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 O'Onofrlo Drive. Madison. WI 53719. - � 1/ �� Trusses not fitting these criteria should be examined.individually. MTek Industries, Inc. 3-3 ACTUAL BEARING SIZE DTTOM CHORD SIZE LUMBER ALLOWABLE ' BEARING BEARING BLOCK. BLOCK a WOOD BEARING ALLOWABLE LOADS Np AILING PATTERN REACTION GRADE .(1b)ALLOWABLE LOADS k ALLOWABLE LOAD (lbl TOTAL EQUIVALENT BE. -,RING LENGTH SYP 2966 + 929 3895 0-4-9 ,4 80TTOM CHORDDF ROWS @ 3- O.C. 3281 855 4136 0- -6 TOTAL NAILS) HF 2126 - 736 - 2862 _ 04--1 1 SPF 2231 726 2957 0-4-10 SYP 2966 1393 4359 0-5-2 OF 3281 1282 4563 0-4-13 x6 60TTOM CHORD HF 2126 1104 3230 , 0-5-5 ROWS @ 3- O.C. 12 TOTAL NAILS) SPF" 2231 1089 3320 0-5-3 SYP 2966 1858 4824 0-5-11 x8 BOTTOM CHORD OF 3281 1710 - 4991 0-5-5 ROWS @ 3- O.C. 6 TOTAL NAILS) HF 2126 1472 3598 0-5-14. SPF 2231 1452 3683 0-5-12 • /� / -• \ CASE 2 MINIMUM i i • • EL HEIGHT l ` F,� rj' �1;•. - _ �.,� ICY V. -' '' r EXP j—, �`y r�1V.L �• BAG BLOCK. TO BE SAME lr.•'. " 17- BLOCK SIZE. GRADE. a SPECIES .AS EXISTING BOTTOM CHORD. 17. 8LOCt` •.,,�•� I APPLY TO ONE FACE OF TRUSS. Ala. 0eyllv _ TES: USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. THE END DISTANCE. EDGE DISTANCE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. NAILS OESIGNATEO ARE iod (.131" DIAM, x 3-) 1 FOR BEARINGS NOT NEARER THAN 3- TO THE END yg0FESS;p \ OF A MEMBER (CASE 2), THESE VALUES MAY BE W� c F p�2 MULTIPLIED BY A BEARING FACTOR OF 1.10/,: I 2 C 46901 rn LOADS EASED ON FOLLOWING Fc PERPENDICULAR VALUES: �', 4% \ EXP, 06!30/07 SYP.= 565 psi f <t ' DF ' = 625 psi ��'• '' •�� _ ' 11 + HF = 405 psi - j SPF = 425 psi OTE: VALUES DO NOT INCLUDE N1SR LUMBER WITH "E" VALUES- - `SREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER.. 24 • WARNING • Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. — —® Design valid for use only with MITek connectors. This design is based only upon parameters shown. and is for on individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporaffon of component Is responsibility of building designer • not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the �y responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control• storage. de8very eiection and bracing. consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 /� Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 O'Onofrlo Drive. Madison. WI 53719. - � 1/ �� k 1 0 0 ST-STRGECK LATEP,AL�6RACING P,ECOfv1MENDATtOf'JS AUG. 16 2001 ' TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW'FRAMING SYSTEMS, 2x6 "STRONGBACK" LATERAL SUPPORTS SHOULD BE LOCATED EVERY '8 TO 10 FEET ALONG A FLOOR TRUSS. \ i STRONGBACK rMAY BE POSITIONED DIRECTLY UNOEP. THE TOP CHORD OR DIRECTLY -ABOVE THE BOTTOM CHORD. SECURELY FASTEN TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH SCAB WITH (3) - tOd EDGE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE APIGHOR TO ATTACH WEB WITH (3) - 10d COMMON WIPE NAILS DRYWALL TYPE SCREWS)^,. :- TO TOP CHORD COMMON WIRE -NAILS/ r E::'r. JUNE 30, 20G: \ * • _ CIVIL------------ .. %�•••......• • v BLOCKING BEHIND THE , ATTACH Z:4 VERTICAL TO FACE V a 09 .VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND ATTACH TO CHORD RECOMMENDED WHILE BOTTOM CHORD WITH (2) - 10d WITH TWO #12 x 3- NAILING THE STROIJGBACY, �\ COMMON WIRE NAILS IN EACH CHORD WOOD SCREWS (.216- OIAM.) f r ' USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD 1 TRUSSES t ATTACH TO VERTICAL ATTACH TO VERTICAL WEB WITH (3) - 10d SCAB WITH (3) - 10d COMMON MIRE NAILS .COMMON WIRE NAILS • i r 4-0-0 (TYPICAL SPLICE) V INSERT SCREW THROUGH OUTSIDE EDGE OF CHORD INTO EDGE OF STRONGSACK (00 NOT USE DRYWALL TYPE SCREWS.) - 2x6 AS REQUIRED , / BLOCKING / SIDEWALL rc+ r67 (2--1l2'-.1 1251 THE STRONGBACKS SHOULD EITHER, BE SECURED TO ADJACENT PARTITION WALLS OR ALTERNATE "X" -BRIDGING SHOULD BE USED TO TERMINATE THE BRACING MEMBERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG SCAB CENTERED OVER THE SPLICE AND JOIN WITH (12): 10d NAILS EQUALLY SPACED: - ALTERNATE METHOD OF SPLICING: ` OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" ANO FASTEN WITH (12) - 10d COMMON WIRE NAILS STAGGERED AND EQUALLY SPACED. ,(TO BE USED ONLY WHEN STRQNGBACK ISNOT ALIGNED WITH A VERTICAL) STP.ONGBACK. BRACING ALSO SATISFIES THE LATERAL BRACING \' REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS. ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Oesign valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for on IndMduOI building componentjo be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Addtional temporary bracing to insure stability during conshuction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance I regarding fabrication, quality control storage, deaveM eiectlon and bracing, consult QST -88 Quality Standard, OSB -89 Bracing SpeciBcalion, and HIS -91 Handling Installing and Bracing Recommendation available from Tors Platelnstttute. 583 D'Onotrfo Drive. Madison, WI 53719. 25 MiTekm