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10-0670 (RC) Truss CalcsRECEIVED SEP 3 0.2010 BY: MADISON CLUB LOT 1138 - "OLD WORLD" SUBMITTAL SET 09/20/2010 PATF-....L, FAB R R S WETSIGNED i 'C�aY=eTJ, BORM ASSOCIATES, INC. REFERENCE # kine Q A 1 4 W524 A37 _> UEAM 2 LU52G A42 -> A38 I W52G A43 -> A38 LU52G 52G A44 -> LEDGER 2 LU52G A49 -> LEDGER 5 W524 A54 -> LEDGER I WC2GZ A54 -> LEDGER ' USE I GD NAIL5 ONLY FOR MAXIMUM NAILING VALUE UCTION Plan / Elevation: Designer: Job Name: Manuel Cecena I.- A Project Manager: Madison Club Lot 113B Old World Marilyn Clardle PATES Job #: Address: M-639 SFABRICATORS All trusses to be cambered 1 6 1/2 times dead load deflection to ensure final deflection does not exceed 112" I VIII II III IIII M Thi�RICAT� fir) put Mut b� SPA LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 12'OC. LON, BC LATERAL SUPPORT <= 1210C. LON. Staple or equal at non-structural vertical members (uon). Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL: 9-00-12 >PL:10.00.12 TRUSS SPAN 29'• 0.0' LOAD DURATION INCREASE= 1.25 SPACED 24.0' O.C. LOADING LL( 20,0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF ADDL: TC UNIF LL+DL= 18.0 PLF 11'- 6.0' TO 26'- 0.0' V ADDL: TC UNIF LL+DL= 22.0 PLF 11'- 6,0' TO 26'- 0.0' I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. LOADS AS GIVEN 13-02-10 15-09-06 5-11 5-07-04 5-10-11 5-08-11 5-10-07 12 CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM 1. 2=( •472) 138 1. 7=(•180) 406 7. 2=( -377 22 11- 5=( 0) 307 2- 3=( •660) 125 7. 8=( •10) 16 2. 8=( -197 605 5.13=(-1447) 0 3- 4=(-1967) 0 9-10=(-280) 11 8- 9=( -988) 0 13- 6=( •186) 6 4. 5=(-1363) 0 10.11=( 0) 1910 9. 3=(-1134) 0 5. 6=( -190) 175 11.12=(-200) 1279 3.10=( 0) 1918 12.13=( 0) 1279 10. 4=( -225) 38 4.11=( -744) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BAG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 236V -289/ 622H 138.50' 0.37 SPF ( 425) 5'- 9.3' 0/ 449V -164/ 446H 138.50' 0.70 SPF ( 425) 11'- 2.8' 0/ 879V -93/ 897H 138.50' 1.38 SPF ( 425) 11'- 4.5' •265/ 856V 0/ OH 5.50' 1.34 SPF ( 425) 26'• 0.0' 0/ 146V •1203/ 807H 36.00' 0.23 SPF ( 425) 29'• 0.0' 0/ 843V •1043/ OH 36.00' 1.32 SPF ( 425) M -5x6 5-09-04 5-05-08 0-03-08 5-07-03 fiQ1IK11ID PROVIDE FULL BEARING1Jts:1.8 9 12-13 29-00 JOB NAME: Madison Club Lot 113B Old World - Al 5-08-11 3-05-15 17-05-12 2-08 Ix6 Scale: 0.2131 MAX LL DEFL = -0.049' (1-/3428) @ 17'- 4.6' L/360 = 0.467' MAX DL DEFL = -0.089' (L/1887) @ 17'- 4.6' L/240 = 0.700' MAX TL DEFL = -0.137' (L/1226) @ 17'- 4.6' L/240 = 0.700' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.136' MAX HORIZ. LL DEFL = 0.009' @ 28'- 8.5' MAX HORIZ. TL DEFL = 0.024' @ 28'- 8.5' 1COND. 2: 1500.00 LES DRAG LOAD. Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp,B, MWFRS, interior zone, load duration factor=1.6 Note: Out looker truss. Upper top chords require same material as structural top chord. Connect with M -3x5 min typical 36'oc (uon). Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/11 ?"6/3///.P'4 WARNINGS: GENERAL NOTES, unless otherwisenoted: Al 1. Builder and erection contractor should be advised of all General Nates ign parameters shown. Review 1. This truss design is adequate for theadesign Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 2. Design assumes the top and bollom chords to be laterally braced at DES. BY • AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c, respectively unless braced throughout their length by stabilil bractn must De desi ned b des' ner of com lets structure. Y 9 9 Y r8 P continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 4637714 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 293554 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for -dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the Iimitatrons set forth by 8. Plates shall be located on both faces of truss, and placed so their center IIIIII VIII VIII VIII VIII VIII VIII III' IIIICompuTrus, TP P CA In SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. e. Degas indicatecoincideith of plate to metres. I( COm uTrus, Inc. Software 7.5.3.1 F(1 L E 10. For basic connector plate design values see ESR -2520 (CompuTrus) ` and/or ESR -1311, ESR -1888 (MiTek). MAX LL DEFL = -0.049' (1-/3428) @ 17'- 4.6' L/360 = 0.467' MAX DL DEFL = -0.089' (L/1887) @ 17'- 4.6' L/240 = 0.700' MAX TL DEFL = -0.137' (L/1226) @ 17'- 4.6' L/240 = 0.700' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.136' MAX HORIZ. LL DEFL = 0.009' @ 28'- 8.5' MAX HORIZ. TL DEFL = 0.024' @ 28'- 8.5' 1COND. 2: 1500.00 LES DRAG LOAD. Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp,B, MWFRS, interior zone, load duration factor=1.6 Note: Out looker truss. Upper top chords require same material as structural top chord. Connect with M -3x5 min typical 36'oc (uon). Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/11 ?"6/3///.P'4 Thiqlllkogn IIIIIITIIIIIIR _' SPA EIRIAW C�putt ut b� LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <a 12'OC. UON. BC LATERAL SUPPORT <x 12'OC. UON. LETINS: 2.00.00 0-00-00 '• For hanger specs. - See approved plans M -3x4 where shown; Jts:2,10.15 Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series $$ ENGINEER OF RECORD IS RESPONSIBLE FOR THE DESIGN OF LEDGER OR BEAM. HANGER ASSUMES LEDGER OR BEAM CAN ADEQUATELY SUPPORT HANGERS AND LOAD FROM TRUSS. <PL: 8.00-12 >PL: 9-00.12 r` 0 0 i> N no� 1 o < M -4x5 M -2x4 L L 5-09-04 5-05-08 L 11-06-04 13-00-10 1.11-14 3-11-02 5-09 12 7.00 v TRUSS SPAN 28'- 10.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITEDSTORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. -06-12 4-09-04 15-09-06 CBC200711BC2006 MAX MEMBER FORCES 4WR/DHF1Cq=1.25 TCM I. 2=( -25) 0 1. 9=( 0) 877 1. 2=(-951) 0 13. 6=( 0) 250 2- 3=(-912) 0 9.10=( 0) 869 9- 3=( 0) 217 6-14=(-845) 0 3- 4=( -53) 134 11-12=( -83) 12 3-10=(-986) 0 14. 7=(-700) 0 4. 5=(-759) 0 12-13=( 0) 739 10.11=( 0) 261 7.15=( 0) 405 5. 6=(-515) 0 13.14=( 0) 465 11- 4=(-754) 0 15- 8=(-129) 29 6- 7=( 0) 294 14.15=(-212) 9 4.12=( 0) 758 7. 8=( -47) 5 12- 5=(-149) 26 5.13=(-312) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 01 461V -991 83H 5.50' 0.72 SPF ( 425) 11'- 4.5' 01 1063V 01 OH 5.50' 1.67 SPF ( 425) 26'- 0.0' 01 1199V 01 OH 5.50' 1.76 SPF ( 425) 28'- 10.0' -3041 OV -991 83H 1.50' 0.00 SPF ( 425) MAX LL DEFL = -0.040' (L13325) @ 5'- 10.7' L1360 = 0.369' MAX DL DEFL = -0.043' (1_13093) @ 5'- 10.7' L1240 = 0.554' MAX TL DEFL = -0.083' (L11602) @ 5'- 9.3' L1240 = 0.554' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.065' MAX HORIZ. LL DEFL = -0.010' @ 26'- 0.0' MAX HORIZ. TL DEFL = -0.016' @ 11'- 4.5' Wind: 90 mph, h=15ft, TCDL=9.O,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 5-03-08 2-06-08 M -2x4 4-08-08 4-11 17-03-12 6MI]WA 2-10 I$ v 28-10 IPROVIDE FULL BEARING'Jts:1 11 14 15 JOB NAME: M-6392 - Madison Club Lot 113B Old World - A2 - SPAT�SOF�RICATORSI INC. EXP. 3/31/11 \EN�1Nj WARNINGS: GENERAL NOTES, unless otherwise noted A2 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY ' BS 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by slabilfty brae ng must be designed by des gnat of complete st acture. continuous sheathing such as plywood sheathing(TC) and/or drywa0(13C). DATE: 9/7/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. 4637849 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, : TRANS I D : 293561 fasteners are complete and at no time should any loads greater then designloads be applied to any component. and are for -dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabricalion, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss. and placed so their center TP WVTCA in BCSI, copies of which will be furnished upon request. lines coode with joint center lines. coincide incid II I III I VIII VIII VIII 1111111111 I II VIII IN IIII 8. Digits size of plate to Inches. CompuTrus, Inc. Software 7.5.3.1 F(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). EXP. 3/31/11 \EN�1Nj IIID ' S ThiMp p4Wd frMputl"ut bp= SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 SPF 165OF BC: 2x4 SPF 165OF WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. Staple or equal at non-structural vertical members (tion). Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL: 9-00.12 >PL:10.00.12 TRUSS SPAN 29'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF ADDL: TC UNIF LL+DL= 18.0 PLF 11'- 6.0' TO 26'- 0.0' V ADDL: TC UNIF LL+DL= 22.0 PLF 11'- 6.0' TO 26'- 0.0' I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. LOADS AS GIVEN 13-02-10 15-09-06 6-03-12 5-02-08 5-10-11 5-08-11 5-10-07 1� CBC20071IBC2006 MAX MEMBER FORCES 4WR1DHF1Cq=1.25 TCM 1. 2=(-1036) 0 1. 7=( 0) 810 7. 2=( -2) 143 5.14=�-1432) 0 2. 3=( -420) 349 7. 8=( -3) 810 2- 9=(-1049) 0 14. 6= -186) 6 3- 4=(-1923) 0 8. 9=( O) 731 9.10=(-1423) 0 4. 5=(-1348) 0 10.11=(-345) 0 10. 3=(-1179) 0 5. 6=( -190) 175 11.12=( 0) 1867 3.11=( 0) 2082 12-13=( -56) 1265 11- 4=( -252) 36 13.14=( 0) 1265 4.12=( -701) 0 12. 5=( 0) 292 BEARING MAX VERT MAX HORZ BRG REOUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0' OI 393V OI 1179H 5.50' 0.62 SPF ( 425) 8'- 6.5' OI 114V -41 811H 35.75' 0.18 SPF ( 425) 11'- 2.8' 01 1597V -5331 136H 35.75' 2.51 SPF ( 425) 11'- 4.5' -5281 337V 01 OH 5.50' 0.53 SPF ( 425) 26'- 0.0' 01 145V -10671 1148H 36.00' 0.23 SPF ( 425) 29'- 0.0' 01 836V -10171 OH 36.00' 1.31 SPF ( 425) L 2-08-04 M -6x6 6-02 2-04-08 0-03-08 5-07-03 5-08-11 3-05-15 2-08 11-06-04 29-00 JOB NAME: Madison Club Lot 113B Old World - A3 17-05-12 Scale: 0.2211 �x6 MAX LL DEFL = -0.049' (L13428) @ 17'- 4.6' L1360 = 0.467' MAX DL DEFL = -0.088' L11909 @ 17'- 4.6' L1240 = 0.700' MAX TL DEFL = -0.136' (L11235) @ 17'- 4,6' LI240 = 0.700' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.132' MAX HORIZ. LL OEFL = 0.009' @ 28'- 8.5' MAX HORIZ. TL DEFL = 0.022' @ 28'- 8.5' COND 1500.00 LBS DRAG LOAD, Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M -3x5 min typical 36'oc (tion). Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. N O Q WARNINGS: GENERAL NOTES, unless otherwise noted: A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. DES. BY - AM 3. All lateral force resisting elements such as temporary and permanent braced at 2. Design assumes the top and bottom chords c be throughout their length by 2' and at 16' respectively unless bmcod stability bracing must be designed by designer of complete structure. (rC) anom hino.c conanuous sheathing such as plywood sheathing(rC) antl/or tlrywell(BC). conto.cinuous DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after as bracing and 4. Installation of tress is the responsibility of the respective contractor. SEQ. : 4637716 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 293554 design loads be applied to any component. and are for *dry condition* of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 6. Plates shell be located on both laces of truss,s,and placed so (heir center TPIAMCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. III IIIII IIIII IIIII IIIII IIIII I III III ILII 9. Digits indicate size of plate in Inches. CompuTrus, Inc. Software 7.5.3.1 F(1 L) -E 10. is connec oESRte sign(Mivalues see ESR -2529 (CompuTrus) aFor ntl oe a �x6 MAX LL DEFL = -0.049' (L13428) @ 17'- 4.6' L1360 = 0.467' MAX DL DEFL = -0.088' L11909 @ 17'- 4.6' L1240 = 0.700' MAX TL DEFL = -0.136' (L11235) @ 17'- 4,6' LI240 = 0.700' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.132' MAX HORIZ. LL OEFL = 0.009' @ 28'- 8.5' MAX HORIZ. TL DEFL = 0.022' @ 28'- 8.5' COND 1500.00 LBS DRAG LOAD, Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M -3x5 min typical 36'oc (tion). Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. N O Q 11111flT � '" � LUMBER SPECIFICATIONS TC: 2x4 SPF 1 65O BC: 2x4 SPF 1650F WEBS: 2x4 SPF 165OF TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 1.06.00 1-06-00 Connector plate prefix designators: C, CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL: 8-00.12 M M M M M M _Thi�gn pOWd fr=IputMWt b� TRUSS SPAN 9'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITEDSTORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF IAC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-06 4-06 1-05-15 3-00-01 3-00-01 1-05-15 12 12 2.00 v -2.00 M -4x4 4-06 9-00 JOB NAME: Madison Club Lot 113B Old World - A4 4-06 Scale: 0.5651 SPATES FABRICATORS (MC) CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM 1-2=( -52) 0 1.6= -466) 1115 1.2=(-989) 282 2-3=(-643) 0 6-5= -466) 1115 6-3=( 0) 145 WARNINGS: 3-4=(-643) 0 4.5=(-989) 282 A 4.5=( -52) 0 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZEINCHES (SPECIES) 01- 0.0' 0/ 378V -1500/ 1500H 5.50' 0.59 SPF ( 425) 91- 0.0' 0/ 378V -1500/ 1500H 5.50' 0.59 SPF ( 425) MAX LL DEFL = -0.074' (L/1310) @ 1'- 5.4' L/360 = 0.269' MAX DL OEFL = -0.032' (L/3031) @ 4'- 6.0' L/240 = 0.404' MAX TL DEFL = 0.076' (L/1276) @ 7'- 6.6' L/240 = 0.404' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.048' 3. All lateral force resisting elements such as temporary and permanent MAX HORIZ. LL DEFL = 0.009' @ 8'- 6.5' MAX HORIZ. TL DEFL = 0.013' @ 8'- 6,5' stability bracing must be designed by designer of complete structure. CO D. : 1500.00 LBS G 0 D. DATE • 9/3/2010 Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, CompuTrus assumes no responsibility for such bracing. Enclosed, Cat.2, Exp.B, MWFRS, SEQ. 4637717 interior zone, load duration factor=1.6 4. No load should be applied to any component until ager all bracing and Design checked for a 300 lb concentrated top chord : TRANS I D : 293 554 live load per IBC 2006 due to maintenance workers fasteners are complete and at no time should any loads greater than design loads be applied to any component. which is non -concurrent with other live loads. Scale: 0.5651 N r` 0 EXP. 3/31/11 3.6/a)/io" OF WARNINGS: GENERAL NOTES, unless oche wise e A 1. Builder and erection contractor should be advised of all General Notes a 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown *. truss designer or truss engineer. 2• Design assumes the top and bottom Chords to be laterally braced at DES. BY: AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c and at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE • 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown SEQ. 4637717 4. No load should be applied to any component until ager all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, : TRANS I D : 293 554 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for"drycondition' of use. 6. Design assumes full bearing at ati supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7• Design assumes adequate drainage is Provided. S. This design is furnished subject to the limitations set (Crib D 9 I 8. Plates shell located on both faces of truss, and placed so their center r TPUWfCA in SCSI, Caples of which will be furnished upon request. lines coincide with Joint center lines. a IIIIII VIII VIII I I III I VIII VIII IIII IIII 9. Digits Indicate size of plata In inches. CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) end/or ESR -1311, ESR -1988 (MiTek). N r` 0 EXP. 3/31/11 3.6/a)/io" OF IIII M M LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 165OF WEBS: 2x4 SPF 165OF TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 1210C. UON. LETINS: 1.06-00 1-06-00 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL: 8-00-12 M M M � M M M M _ ThiPMgn p"?d frummputiMut bf= TRUSS SPAN 9'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-06 4-06 1-05-15 3-00-01 3-00-01 1-05-15 12 12 2.00 v -2.00 M -4x4 4-06 9-00 JOB NAME: Madison Club Lot 1138 Old World - A5 4-06 Scale: 0.5651 SPATES FABRICATORS (MC) CBC2007/IOC2006 MAX MEMBER FORCES 4WRIDHF/Cq=1.25 TCM 1.2=( -52) 0 1-6=(0) 606 1.2=(-678) 0 WARNINGS: 2-3=(-643) 0 6-5=(0) 606 6.3=( 0) 145 A 3.4=(-643) 0 4-5=(-678) 0 1. Builder and erection contractor should be advised of all General Notes 4.5=( -52) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 01 378V -15/ 15H 5.50' 0.59 SPF ( 425) 91- 0.0' O/ 378V -15/ 15H 5.50' 0.59 SPF ( 425) MAX LL DEFL = -0.030' (L/3233) @ 4'- 6.0' L/360.= 0.269' MAX DL DEFL = -0.032' (L/3031) @ 4'- 6.0' L/240 = 0.404' MAX TL DEFL = -0.061' (L/1590) @ 4'- 6.0' L/240 = 0.404' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.048' continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). MAX HORIZ. LL DEFL = 0.003' @ 8'- 6.5' MAX HORIZ. TL DEFL = 0.007' @ 8'- 6.5' 3. 2x Impact bridging or lateral bracing required where shown + + Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.O, MWFRS, 4. Installation of truss is the responsibility of the respective contractor. interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord 5. Design assumes trusses are to be used in a non -corrosive environment, live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.5651 N n 0 EXP. 3/31/11 ",6/a)lio'( WARNINGS: GENERAL NOTES, unless otherwise noted A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +- truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 4637718 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 293 554 design loads be applied to any component. and are for y condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPINJfCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. IIIIII VIII I II VIII IIII IIII I III II I IIII 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.5.3.1 F(1Q-E 10. For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). N n 0 EXP. 3/31/11 ",6/a)lio'( 11111" M M M M M M M M M M M M LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 165OF WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL: 8-00-12 12 2.00 v TRUSS SPAN 9'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-06 M -4x8 4-06 _ ThiMgn pOWd frimputtIMut b$= SPATES FABRICATORS (MC) [COND. 1500.00 LBS DRAG LOAD, Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp 8, MWFRS, interior zone, load duration factor=1.6 Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M -3x5 min typical 36'oc (uon). Designchecked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 12 0 2.00 4 M -3x4+ M -2x4 M-3x4- 4-06 9-00 JOB NAME: Madison Club Lot 113B Old World - A6 4-06 Scale: 0.6776 N n O O EXP. 3/31/11 1i. 6/3/ //0 1 WARNINGS: GENERAL NOTES, unless oche wise noted: A I. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 20 compression web bracing must be installed where shown -. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY • AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stability bracing must be des goad by designer of complete siruaure. continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown - + SEQ. 4637719 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, : TRANS I D : 293554 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for -dry condition- of use. 6. Design assumes full beating at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. raDdcalion, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. S. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIIWTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. IIIIII I I I II II II I VIII VIII I I (III IIII 9. Digits Indicate size of plate in inches. CornpuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). N n O O EXP. 3/31/11 1i. 6/3/ //0 1 11111119 M " M LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1 65O WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT - 12'OC. LION. Staple or equal at non-structural vertical members (uon). Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN1B (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL:14.00-12 N •7 O N c n O TRUSS SPAN 14'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-00 6-07-06 12 3.00 v 09-04 M -6x6 M - Thi�gn p�d fr_nputt;_ut bM SPATES FABRICATORS (MC) CO D 500 00 LBS DRAG LOAD. Wind: 90 mph, h=20ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, �oad duration factor=l.6 Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M -3x5 min typical 36'oc (uon). Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 7-00 6-07-06 M -3x4+ M -3x4 6-07-06 7-04-10 14-00 JOB NAME: Madison Club Lot 113B Old World - A7 Scale: 0.5584 N n O R- EXP. 3/31/11 WARNINGS: GENERAL NOTES, unless otherwise noted A7 1. Builder and erection contractor shouts be advised of all General Notes 1. This Truss design is adequate for the design barometers shown. Review Truss : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown *. Truss designer or Truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY • AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by • stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). DATE • 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. SEQ. : 4637720 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used to a non -corrosive environment, TRANS I D : 293554 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at a0 supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by a. one 8. Plates shell be located on both laces of truss, and placed so their center ca TPWJTCA in BCSI, copies of which will be furnished upon request. lines ccwith joint center lines. Illlll IIIII IIIII IIIII Illll Illll IIIII Illi Illi 9. Digits Indicate size of plate in inches. CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (Mr TOT N n O R- EXP. 3/31/11 VIII" M M M M r M M= M M= M LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 165OF WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 1.06-00 1.06.00 Connector plate prefix designators: CCN,CI8,CN18 (or no prefix) = CompuTrus, Inc M:M20HS,Ml8HS,M16 = MiTek MT series 01-:14-00-12 TRUSS SPAN 14'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-00 1-05-12 5-06-04 12 3.00 I---- M -4x4 5-06-04 _ Thi�gn pOWd fr�nputf ut b_ SPATES FABRICATORS (MC) CBC20071IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM 1.2=(-66) 0 1-6=(0) 882 1.2=(-1014) 0 2.3=(-964) 0 6-5=(0) 882 6-3=( 0) 265 3-4=(-964) 0 4-5=(-1014) 0 4.5=( -66) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BAG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 588V -35/ 35H 5.50' 0.92 SPF ( 425) 14'- 0.0' 0/ 588V -35/ 35H 5.50' 0.92 SPF ( 425) MAX LL DEFL = -0.082' (L/1914) @ 1'- 4.9' L/360 = 0.436' MAX DL DEFL = -0,056' (L/2803) @ 7'- 0.0' L/240 = 0.654' MAX TL DEFL = -0,126' (1./1246) @ 7'- 0.0' 1./240 = 0.654' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.084' MAX HORIZ. LL DEFL = 0.008' @ 13'- 6.5' MAX HORIZ. TL DEFL = 0,018' @ 13'- 6.5' Wind: g0mph, h=20ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, 7-00 interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord 1-05-12 live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 12 a 3.00 7-00 14-00 JOB NAME: Madison Club Lot 113B Old World - A8 7-00 Scale: 0.4468 a EXP. 3/31/11 WARNINGS: GENERAL NOTES, unless otherwise noted: A8 I. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for thea design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. DES BY - AM 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by . stabil y brat ng must be des goad by designer of complete stmcture. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 4637721 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used In a non -corrosive environment, TRANS I D : 293554 fasteners are complete and at no time should any loads greater than design loads be applietl to any component. S. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition' of use. 6. Design assumes full bearing at a8 suppons shown. Shim or wedge it fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequatedrainage is provided. 8. This design is famished subject to the limitations sal forth by ca 8. Plates shag be locateddonon both faces or Truss, and placed so their center TPI CA in SCSI, copies of which will be fu upon request, lines coincide with joint center lines. IIII I VIII VIII VIII VIII VIII VIII IIII IIII (ish;tl 9. Digits Indicate size of plate in Inches. CompuTrus, Inc. Software 7.5.3.1 F 1 L E 10. For basic connector plate design values see ESR -2529 (CompuT us) and/or ESR -1311, ESR -1988 (MiTek). a EXP. 3/31/11 LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F; 2x6 SPF 1650F A TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. LION. LETINS: 1-06-00 0-00-00 Connector plate prefix designators: C CN C18 CN18 or no refix = Com uTrus Inc TRUSS SPAN 16'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. OTTOM CHOR CHEC ED FOR 10PSF IVE LOAD TOP ThiWgn pRAd ffflftputilMut bM SPATES FABRICATORS (MC) CBC20071IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM 1.2=( -72) 0 1-6=( -333) 1457 1-2=(-1350) 0 5-8=(-630) 0 2.3=(-1175) 0 6-7=( -335) 1452 6.3=( 0) 156 3.4=( -775) 0 7.8=(-1470) 1506 3.7=( -690) 306 4.5=( -777) 0 7.4=( -33) 106 7.5=( -73) 843 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' OI 686V -1500/ 1500H 5.50' 1.08 SPF ( 425 16'- 0.0' 0/ 658V -1500/ 1500H 5.50' 1.03 SPF ( 425 M,M20HS,M18HS,Ml6 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACTLNON-CONCURRENTLY. MAX LL DEFL = 0.138' (1/1311) @ 5'- 3.5' L/360 = 0.503' MAX DL DEFL - -0 162' (1/1117) @ 1'• 4 3' 1/240 = 0 754' <PL:10-00-12 v 0 0 m W� O O O 1 MAX TL DEFL = -0.254' (LI 712) @ 5'- 3.5' L/240 = 0.754' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.243' MAX HORIZ. LL DEFL = 0.021' @ 0'- 5.5' MAX HORIZ. TL DEFL = -0.030' @ 0'- 5.5' 0 10-07 5-05 Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, 1-05-06 3-11-14 5-01-12 5-05 interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord 12 12 live load per IBC 2006 due to maintenance workers 3.00 r a 3.00 which is non -concurrent with other live loads. M -4x4 A n- 5-03-08 5-03-08 5-05 16-00 JOB NAME: Madison Club Lot 113B Old World - A9 Scale: 0.4014 Ix5 N O N EXP. 3/31/11 ?. 81.3 / /io .4 WARNINGS: GENERAL NOTES, unless otherwise noted A 1. Builtler and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction Commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. DES. BY ' AM 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at to' o.c. respectively unless braced throughout their length by ' stabil ty brat ng must be designed by des finer of Complete sl acture. Continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + C SEQ. : 463 7722 4. No load should be applied to any Component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 293554 fasteners are complete and at no time should any loads greater than design loads be applied to any Component. and are for -dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if S.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by S. Plates shag be located on both faces of truss, and placed so their center TPUWTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. (IIIII IIIII IIIII I I III I IIIII IIIII (III III• 9. Digits indicate size of plate in Inches. COrnpuTfuS, Inc. Software 7.5.3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). Ix5 N O N EXP. 3/31/11 ?. 81.3 / /io .4 1111111R1r11R _ _ M Thi�gn p#Md fr�puttWut b� SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 165OF WEBS: 2x4 SPF 165OF; 2x6 SPF 165OF A TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. LION. LETINS: 1-06-00 0-00.00 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL:10.00-12 vl 0 0 co 1-05-06 TRUSS SPAN 16'- 0.0' COC200711SC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1,25 TCM LOAD DURATION INCREASE = 1.25 0 1-2=( -72) 0 1.6=( 0) 1077 1.2=(-1322) 0 5.8=(-630) 0 SPACED 24,0' O.C. I. This Truss design Is adequate for the design parameters shown. Review 2-3=(-1175) 0 6.7=( O) 1074 6.3=( 0) 156 and Warnings before construction commences. 3.4=( -775) 0 7-8=(-41) 60 3.7=( -409) 2 LOADING 4-5=( -777) 0 7-4= -33) 106 LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF 7-5= 0) 721 DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH I II lllll LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' 0/ 686V -531 70H 5.50' 1.08 SPF ( 425) REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. 16'- 0.0' 0/ 658V -53/ 70H 5.50' 1.03 SPF ( 425) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.099' (L/1828) @ 5'- 3.5' L/360 = 0.503' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX OL DEFL = -0.117' (L/1547) @ 5'- 3.5' L1240 = 0.754' MAX TL DEFL = -0.215' (L/ 841) @ 5'- 3.5' L/240 = 0.754' RECOMMENDED CAMBER (BASED ON OL OEFL)= 0.176' MAX HORIZ. LL DEFL = 0.008' @ 15'- 10.3' and/or ESR -1311, ESR -1966 (MITek). MAX HORIZ. TL DEFL = 0.017' @ 15'- 10.3' 10-07 5-05 Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, 3-11-14 5-01-12 5-05 interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord 12 12 live load per IBC 2006 due to maintenance workers 3.001 a 3.00 which is non -concurrent with other live loads. M -4x4 A n- 5-03-08 5-03-08 16-00 JOB NAME: Madison Club Lot 113B Old World - A10 5-05 Scale: 0.4044 x5 N O N EXP. 3/31/11 OF WARNINGS: GENERAL NOTES, unless otherwise noted: 0 1. Builder and erection contractor should be advised of all General Notes I. This Truss design Is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the DES. BY • AM DATE: 9/3/2010 2. 2x4 compression web bracing must be installed where shown +. 3. All lateral force resisting elements such as temporary and permanent stabil ty brectng must be designed Dy designer of complete structure. CompuTrus assumes no responsibility for such Dracin P P Y g• truss designer or truss engineer. 2• Design assumes the top and bottom chords to be laterally braced at 2' o.c, and at 1a, o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 463 7723 TRANS I D : 293 554 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 8. This design is famished subject to the limitations set forth by 4. Installation of Iruss is The responsibility of the respective conlrector. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "div condhion' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. is provided. 7. Design assumes adequatedrainage faces 6. Plates shell be located on both facces of truss, and placed so their center 11111 Illll Illll I II lllll IIIII 1111 Illi Illi TPUWTCA in SCSI, copies of which will be furnished upon request. CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E lines coincide with joint center inches. 9. Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1966 (MITek). x5 N O N EXP. 3/31/11 OF 11111" M M M LUMBER SPECIFICATIONS TC: 2x4 SPF 165OF BC: 2x4 SPF 165OF WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. Staple or equal at non-structural vertical members (tion). Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 01-:10.00-12 0 0 N 0 M-3 000 0 0 TRUSS SPAN 26'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 1-00-12 1 1 13-04 _ ThiXWgn p0*d fAMPAMut b"I SPATES FABRICATORS (MC) COD 2: 2000.00 LBS DRAG LOAD, Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M -3x5 min typical 36'oc (uon). Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 13-04 6-10-03 6-01-03 0-09-04 6-01-03 6-10-03 12 M -5x6 3.00 C::- M -5x6+ M -3x4+ 6-08-07 6-01-03 7-01-15 6-08-07 t 26-08 JOB NAME: Madison Club Lot 113B Old World - A11 Scale: 0.3202 -3x4 EXP. 3/31/11 ?.6/a)/io'< WARNINGS: GENERAL NOTES, unless otherwise noted: Al 1 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not me 2. 2x4 compression web bracing must be installed where shown •. truss designer or truss engineer. 2. Design assumes the lop and bottom chords to be laterally braced at DES. BY: AM 3. All lateral force resisting elements such temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by 2* stability bracing must be designed by designer of complete structure. sheathing such as plywood sheathing(rC) and/or drywall(8C). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. 4637724 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a noncorrosive environment, : TRANS I D : 2935 54 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over rand assumes no responsibility for the necessary. fabrication, handling. shipment and Installation of components. 7. Design assumes adequate drainage Is provided. 6. This design is turn subject to the limitations set forth by a. 8. Plates shall he located on both faces of truss, end placed so their center TPUVJfCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. III I III III II VIII III I II I VIII I II IIII 9. Dig's indicatecoincide size of plate in inches. CompuTrus, Inc. Software 7.5.3.1 F(1 L) -Z 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). -3x4 EXP. 3/31/11 ?.6/a)/io'< IIII"I - M M = M M = M M M M M LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F; 2x6 SPF 1650F A TC LATERAL SUPPORT <= 12'OC. LON. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 3.03.00 3-03.00 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL:10-00-12 0 N Co V TRUSS SPAN 26'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 13-04 M Thi�gn plMd frsllput�ut bm SPATES FABRICATORS (MC) CBC2007/I8C2006 MAX MEMBER FORCES 4WRIDHF/Cq=1.25 TCM 11- 2=( 0) 148 1. 8=(0) 2236 1. 2=(-2593) 0 2- 3=(•2375) 0 8. 9=(0) 1759 3. 8=( -227) 66 3. 4=(•2201) 0 9. 7=(0) 2236 8. 4=( 0) 448 4. 5=(•2201) 0 4. 9=( 0 448 5. 6=(•2375) 0 9. 5=( •227j 66 6- 7=( 0) 148 6- 7=(•2593) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1120V -67/ 67H 5.50' 1.76 SPF ( 425) 26'- 8.0' 0/ 1120V -67/ 67H 5.50' 1.76 SPF ( 425) MAX LL DEFL = -0.234' (L/1320) @ 13'- 4.0' L/360 = 0.858' MAX DL DEFL = -0.266' (L/1161) @ 13'- 4.0' L/240 = 1.287' MAX TL DEFL = -0.500' (L/ 617) @ 13'- 4.0' L/240 = 1.287' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.399' MAX HORIZ. LL DEFL = 0.039' @ 26'- 2.5' Tines coincidewith joint center lines. 9. lines indicate size of plate In inches. MAX HORIZ. TL DEFL = 0.081' @ 26'- 2.5' Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 13-04 3-01-12 3-06-04 6-08 6-08 3-06-04 3-01-12 12 12 3.00 v M -4X4 a 3.00 8-10-11 8-10-11 8-10-11 ) I 26-08 JOB NAME: Madison Club Lot 113B Old World - Al2 Scale: 0.2970 EXP. 3/31/11 ?"'6/ .81 //9'< WARNINGS: GENERAL NOTES, unless otherwisenoted: Truss: A DES. BY: AM DATE: 9/3/2010 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences, 2. 2x4 compression web bracing must be inslatied where shown +. 3. All lateral force resisting elements such as temporary and permanent slabilft brat n must be des' ned b des' ner of com tete st acture. Y 9 re Y P CompuTrus assumes no responsibility for such bracing. 1. This truss design is adequate for theadesign parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c, respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 4637725 TRANS I D : 293554 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. S.CompuTrus has no control over and assumes no responsibility for the labricalion, handling, shipment and installation of components. 6. This tlesign is furnished subject to the limitations set forth by 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for'dry conon' of use. assumes fditi 6. Designull bearing at aft supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on bath faces of truss, and placed so their center IIIIII VIII VIII IIID III II'll/ VIII IIII IIII TPWVTCA in BCSI, copies of which will be furnished upon request. Tines coincidewith joint center lines. 9. lines indicate size of plate In inches. I CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). EXP. 3/31/11 ?"'6/ .81 //9'< III r _this �n pr� frod�ter _ by = SPATES FABRICATORS (MLC) LUMBER SPECIFICATIONS TC: 2x4 SPF 165OF BC: 2x4 SPF 1650F WEBS: 2x4 SPF IS 50F; 2x6 SPF 165OF A TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON, LETINS: 3-03.00 3.03-00 Connector plate prefix designators: C,CN,C"ICN18 (or no prefix) =CompuTrus, Inc M,M20HS,MI8HS,M16 = MiTek UT series <PL:10.00.12 CO 0 N O V 3-01-12 TRUSS SPAN 26'• 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 13-04 3-06-04 6-08 12 l 3.00 o M -4x4 A nu CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM 1. 2=( -153) 289 1- 8=(-589) 2895 1. 2=(-2593) 0 2. 3=(-2375) 0 8- 9=(-331) 2166 3. 8= -382) 268 3- 4=(-2201) 0 9- 7=(•589) 2895 8. 4=' -98) 616 6- 7=�-?1531 289 6. 7=(-25931 260 BEARING MAX VERT MAX HORZ BAG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'• 0.0' 0/ 1120V -2500/ 2500H 5.50' 1.76 SPF 425 26'- 8.0' 0/ 1120V -2500/ 2500H 5.50' 1.76 SPF ' 425 MAX LL DEFL = -0.234' (L/1320) @ 13'- 4.0' L/360 = 0.858' MAX DL DEFL = •0.266' (L/1161 @ 13'- 4.0' L/240 = 1.287' MAX TL DEFL = •0.500' 'L/ 6171 @ 13'- 4.0' L/240 = 1.287' RECOMMENDED CAMBER (BASED ON DL OEFL)= 0.399' MAX HORIZ. LL DEFL = 0.049' @ 26'- 2.5' MAX HORIZ. TL DEFL = 0.091' @ 26'- 2.5' Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2 Exp.9, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers 13-04 which is non -concurrent with other live loads. 11, 6-08 3-06-04 3-01-12 12 a3.00 m-JnJ1J/ 8-10-11 8-10-11 8-10-11 ) I 26-08 JOB NAME: Madison Club Lot 113B Old World - A13 Scale: 0.3095 co O O O EXP. 3/31/11 "L. 9/ to/ /o ,< WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: ' Al 3' DES. BY: MJ DATE: 9/20/2010 1. Builder cirri erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. All lateral force resisting elements such as temporary and permanent ma stability bracing must be designed by designer of complete structure. CompuTms assumes no responsibility for such bracing. 1. This truss design is adequate for thea design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length )by continuous sheathing such as plywood sheattung(TC) and/or drywalllBC . 3. 2r Impact bridging or lateral bracing required where shown ++ SEQ. : 4648720 TRANS I D : 294598 IIIIII I III IIIII III IIIII IIIII III I III IIII 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater Than design loads be applied to any component 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handing, shipment and installation of components. 6. This design is furnished subject to the imitations set forth by TPINJfCA in SCSI, copies of which will be furnished upon request. CompuTrus, Inc. Software 7.5.3.1 F(1 L) -E 4. Installation of miss is the responsibility of the respective contractor. 5. Design assumes trusses ere to be used Ina non -corrosive environment. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center Dies coincide with joint center lines. 9.Digits indicate size of plate In inches. 10. For basic connector plate design valves see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). co O O O EXP. 3/31/11 "L. 9/ to/ /o ,< IIIIII _ ThJW9. p4od frMputtIMut bp= SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F; 2x6 SPF 165OF A TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. LION. LETINS: 0.00.00 2.00.00 '• For hanger specs. • See approved plans Connector plate prefix designators: C,CN,CI8,CN18(or no prefix) = CompuTrus, Inc M,M20HS,M181HIS,M16 = MiTek MT series <PL:10-00.12 00 CO O O N N O O M -2x4 TRUSS SPAN 13'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-06-04 4-10-09 12 a 3.00 CBC2007/IBC2OO6 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM 1.2= 54 53 5.6=(0) 818 1.5= -209) 7 2.3=1.894; 0 6.4=(0) 823 5.2=5 -877) 0 3.4=( 0) 38 2.6=( 0) 255 3.4=(-1012) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 553V -811 69H 5.50' 0.87 SPF ( 425) 13'- 4.0' 01 567V -811 69H 5.50' 0.89 SPF ( 425) MAX LL DEFL = -0.071' (L/2098) @ 6'- 8.0' L/360 = 0.414' MAX DL DEFL = -0,064' (L12328) @ 6'- 8,0' L/240 = 0.621' MAX TL DEFL = -0.134' (L/1111) @ 6'- 8.0' L/240 = 0.621' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.096' MAX HORIZ. LL DEFL = 0.008' @ 12'- 10.5' MAX HORIZ. TL DEFL = 0.016' @ 12'- 10.5' 1 11-03 Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4,2, ASCE 7-05, Enclosed, Cat.2, Exp 2, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers u,hirh .c nnn-rnnr„rrant with nthar 'live lnnd< 6-08 6-08 13-04 JOB NAME: Madison Club Lot 113B Old World - A14 Scale: 0.4700 EXP. 3/31/11 ".6/af//o" WARNINGS: GENERAL NOTES, less noted: Al 4 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review is adequate for the Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 20 compression web bracing must be installed where shown •, truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY : AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 4637727 fasteners are complete and at no time should any loads greater then 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 293554 design loads be applied to any component. and are for 'dry condition- cruse. B. Design assumes NII Dearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling. shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPInn7rCA In SCSI, copies of which will be furnished upon request. lines coincide with joint banter lines. to IIIIII I I I VIII I I VIII III I VIII IIII IIII 9. Digits indicatecoincide size of plate Inches. CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). EXP. 3/31/11 ".6/af//o" IIII I _ Thi�gn pffi0d fr�putAW.t b= SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650E WEBS: 2x4 SPF 1650F; 2x6 SPF 165OF A TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. ION. LETINS: 0.00.00 1.06-00 " For hanger specs. - See approved plans Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL:10-00-12 co co 0 0 N N O O -TI V M -2x4 TRUSS SPAN 12'- 10.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY: 6-03-04 5-01-12 12 a 3.00 CBC20071IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM 1-2=( -52) 54 5-6=(0) 709 1.5=(-207) 6 2-3=(-791) 0 6-4=(0) 713 5-2=(-767) 0 3-4=( -40) 0 2.6=( 0) 239 3.4=(-956) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 532V -81/ 67H 5.50' 0.83 SPF ( 425) 12'- 10.0' O/ 546V -81/ 67H 5.50' 0.86 SPF ( 425) MAX LL DEFL = -0.083' (L/1722) @ 6'- 5.0' L1360 = 0.397' MAX DL DEFL = -0.083' (1-11722) @ 6'- 5.0' L/240 = 0.596' MAX TL DEFL = -0.166' (L/ 861) @ 6'- 5.0' L/240 = 0.596' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.125' MAX HORIZ. LL DEFL = 0.006' @ 12'- 4.5' MAX HORIZ. TL DEFL = 0.013' @ 12'- 4.5' 1 -OS Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 6-05 6-05 12-10 JOB NAME: Madison Club Lot 113B Old World - A15 Scale: 0.4768 0 0 EXP. 3/31/11 OF WARNINGS: GENERAL NOTES, unless otherwise noted Al 5 I. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 2. Design assumes the lop and bottom chords to be laterally braced at DES. BY ' AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stability brat ng must be des fined by designer of complete sl udure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 4637728 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 293554 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for -dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. T. Design assumes adequate drainage is d. 6. This design is furnished subject to the limitations set forth D 9 I Y both faces f truss, a 8. Plates shag De located on Doth faces of truss, and placed so their center 7PI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. IIIIII I III II II VIII (IIII VIII VIII III III 9.Digits Indicate size of plate in inches. CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). 0 0 EXP. 3/31/11 OF IIII ThiXMgn pROd fr putLIMut bl= SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F Be: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F; 2x6 SPF 1650F A; 2x8 SP M-23 B TC LATERAL SUPPORT <= 1210C. UON. Be LATERAL SUPPORT - 12'OC. LION. LETINS: 0.00.00 1.00.00 .. For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL:10-00-12 m N O O O O V V M -2x4 TRUSS SPAN 12'- 10.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT'NON-CONCURRENTLY. 6-03-04 5-07-06 12 a 3.00 MAX LL DEFL = -0.090' (LI1588) @ 6'- 5.0' L/360 = 0.397' MAX OL DEFL = -0.103' (L/1388) @ 6'- 5.0' L/240 = 0.596' MAX TL DEFL = -0.193' (LI 740) @ 6'- 5.0' LI240 = 0.596' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.155' MAX HORIZ. LL DEFL = 0.006' @ 12'- 4.5' MAX HORIZ. TL DEFL = 0.013' @ 12'- 4.5' -1� Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2,'ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFAS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 6-05 6-05 12-10 JOB NAME: Madison Club Lot 113B Old World - A16 Scale: 0.4743 CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM I. Builder and erection contractor should be advised of all General Notes 1-2=( -49) 57 5.6=(0) 687 1.5=( -198) 13 SEQ. : 4637729 TRANS I D : 293 554 2.3=(-775) 0 6-4=(0) 691 5.2=( -752) 0 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -2529 (CompuTrus) 3.4=(-191) 0 and/or ESR -1311, ESR -1988 (MiTek). 2-6=( 0) 231 3-4=(-1002) 0 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01• 0.0' 01 515V -801 66H 5.50' 0.81 SPF ( 425) 12'- 10.0' 01 542V -801 66H 5.50' 0.85 SPF ( 425) MAX LL DEFL = -0.090' (LI1588) @ 6'- 5.0' L/360 = 0.397' MAX OL DEFL = -0.103' (L/1388) @ 6'- 5.0' L/240 = 0.596' MAX TL DEFL = -0.193' (LI 740) @ 6'- 5.0' LI240 = 0.596' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.155' MAX HORIZ. LL DEFL = 0.006' @ 12'- 4.5' MAX HORIZ. TL DEFL = 0.013' @ 12'- 4.5' -1� Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2,'ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFAS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 6-05 6-05 12-10 JOB NAME: Madison Club Lot 113B Old World - A16 Scale: 0.4743 O O EXP. 3/31/11 OF WARNINGS: GENERAL NOTES, unless Al 6 I. Builder and erection contractor should be advised of all General Notes (or the design 1. This truss design is adequate far the design parameters shown. Review adequate Truss: DES. BY AM DATE • 9/3/2010 and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown 3. All lateral farce resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. and approval is the responsibility of the building designer, not the buss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywa0(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 4637729 TRANS I D : 293 554 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and Installation of components.necessary. S. This design is fumished subject to the limitations set forth by TPUWTCA in SCSI, copies of which will be tarnished upon request. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used In a non -corrosive environment. and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. II I VIII VIII III VIII VIII III I III III CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). O O EXP. 3/31/11 OF IIID r� i M M ThilMgn pORd fr=lputAWt b0M SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F; 2x8 SP M-23 A TC LATERAL SUPPORT <= 12.00. UON. BC LATERAL SUPPORT <= 12.00. UON. LETINS: 0-00.00 1.00.00 •* For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18(or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = Mi7ek MT series <PL:10.00.12 2-04 2-04 M -2x4 M -5x6 TRUSS SPAN 12'- 10.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-01-04 10-06 CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM 1.2=( -32) 6 6-7=(0) 268 1-6=(-155) 4 4.5=(-1002) 0 2.3=(-343) 0 7-8=(0) 688 6-2=(-521 0 3.4=(-775) 0 8-5=(0) 690 2.7=( 0 283 4.5=(-191) 0 7-3=(-431) 0 3-8=( 0) 155 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0' 0/ 532V -67/ 53H 5.50' 0.83 SPF ( 425) 121- 10.0' 0/ 546V -67/ 53H 5.50' 0.86 SPF ( 425) MAX LL DEFL = -0,093' (L/1537) @ 7'- 7.0' L/360 = 0,397' MAX DL DEFL = -0.103' (1./1388) @ 7'- 7.0' L/240 = 0.596' MAX TL DEFL = -0.195' (L/ 733) @ 7'- 7.0' L/240 = 0.596' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.155' MAX HORIZ. LL DEFL = 0.005' @ 12'- 4.5' MAX HORIZ. TL DEFL = 0.011' @ 12'- 4.5' Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, 4-05-06 0 11 -O6 Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor=l.6 12 Design checked for a 300 lb concentrated top chord a 3.00 live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 2-07-08 4-11-08 5-03 I 12-10 JOB NAME: Madison Club Lot 113B Old World - A17 Scale: 0.4624 R. EXP. 3/31/11 n"$13)//9 / WARNINGS: GENERAL NOTES, unless otherwise noted: Al 7 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stability burring must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 4637730 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 293554 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for *dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIM?CA in SCSI, copies of which will be furnished upon request. lines coincide with join/ center lines. lines oincide IIIIII IIIII IIIII IIIII IIIII IIIII I II IIII IIII 9. size of plate in inches. CompuTrus, Inc. Software 7.5.3.1 F(1 L) -E 1e. is connector plate le ssee ESR -2529 (CompuTrus) aFor nalog 888ign vvalues R. EXP. 3/31/11 n"$13)//9 / IIII M ThiMBn p"MCATORS MCAWputtWut b� SPATES LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F; 2x8 SP M-23 A TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 0.00.00 1.00.00 For hanger specs, - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL:10-00-12 M -2x4 TRUSS SPAN 12'- 10.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-04 8-06 4-04 4-04-01 M -5x6 CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM 1.2=(-258) 265 6-7=(-843) 1381 1-6=( -187) 7 2.3=(-658) 83 7-5=(-593) 1232 6-2=( -805) 140 3.4=(-737) 14 2-7=( -107) 353 4-5=(-225) 56 7-3=( -596) 513 4-5=(-1217) 281 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 01 542V -1500/ 1500H 5.50' 0.85 SPF ( 425) 12'- 10.0' 01 550V -1500/ 1500H 5.50' 0.86 SPF ( 425) MAX LL DEFL = -0,145' (L/ 986) @ 8'- 8.5' L/360 = 0.397' MAX DL DEFL = -0.077' (L/1857) @ 8'- 8.5' LI240 = 0.596' MAX TL DEFL = -0,222' (L/ 644) @ 8'- 8.5' L/240 = 0.596' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.116' MAX HORIZ. LL DEFL = 0.014' @ 12'- 4.5' MAX HORIZ. TL DEFL = 0.020' @ 12'- 4.5' GOND. 2: 1500.00 LBS DRAG LOAD. 3-02-09 0-11-06 Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, 12 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 a 3,00 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 4-07-08 12-10 JOB NAME: Madison Club Lot 113B Old World - A18 8-02-08 Scale: 0.4749 0 0 R. EXP. 3/31/11 3,6/a///*'4 WARNINGS: GENERAL NOTES, unless otherwisenoted: Truss: A DES. BY: AM ' DATE: 9/3/2010 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. All lateral force resisting elements such as temporary and permanent slabil'n Dractn must be des red b desi mer of cern Isle structure. Y 9 19 Y 9 P CompuTrus assumes no responsibility for such bracing. ign parameters shown. Review 1. This truss design is adequate for theadesign and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o .c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown + + SEQ. : 463 7731 TRANS I D : 293554 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This desi n is furnished sub ect to the limitations set forth b 9 I 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corosive environment, and are for *dry condhion' of use. S. Design assumes full bearing at as supports shown. Shim or wedge If necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall located on nom faces of truss, and placed so their center TPIANICA in SCSI, copies of which will be furnished upon request. r lines coincide with joint center lines. a IIIIII VIII I II VIII III I VIII VIII IIII IIII CompuTrus, Inc. Software 7.5.3.1 F(1 L) -E 9. Digits Indicate size of plate In inches. 10. For basic connector plate design values see ESR -2526 (CompuTrus) antllor ESR -1311, ESR -1988 (MiTek). 0 0 R. EXP. 3/31/11 3,6/a///*'4 LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT - 1210C. LION. ** For hanger specs. - See approved plans Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M26HS,M18HS,Mi6 = MiTek Mt series <PL:10.00.12 CO 0 M - v co 0 O 6-03-12 12 3.00 (---- Thi�gn p�d fr�nputl ut b! SPATES FABRICATORS (MC) TRUSS SPAN 26'• 5.5' CBC2007/IBC2006 M4X MEMBER FORCES 4WR/DHF/Cq=1.25 TCM LOAD DURATION INCREASE = 1.25 WARNINGS: =-1801 1- 2=1-1 101 0 6- 7= -75 103 6. 1= -1075 0 80 0 0 4= •57227 SPACE265 D.C. 1. This truss design is adequate for thea design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2• Design assumes the top and bottom chords to be laterally braced at 2' o.c, and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywal)(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 4637732 TRANS I D : 293554 4. 8 7 95 44 1719 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used In a non -corrosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7, Design assumes adequate drainage is provided. 8. Plates shag be located on both faces of truss, and placed so their center IIIIII III I IIIII IIIII IIIII IIIII I I I II IIII TPInMCA in SCSI, copies of which will be furnished upon request. CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 9: 1980 2015 LOADING 4- 5= -2159 0 9.10= -67 2- 8= •259 5.10= -1075 LL 20.0 +DL 15.0 ON TOP CHORD = 35.0 ( ) DL PSF 8- 3= 0 441 ON) BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' 0/ 1111V -98/ 98H 5.50' ' 1.74 SPF 425) REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. 26'- 5.5' 0/ 1111V -98/ 98H 5.50' 1.74 SPF 425) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = •0.082' L13737 @ 19'- 7.0' L/360 = 0,851' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX OL DEFL = -0.091' L/3368 @ 19'- 7.0' L/240 = 1.277' MAX TL DEFL = -0.173' L/1771 @ 19'- 7.0' L/240 = 1.277' RECOMMENDED CAMBER (BA ED ON L DEFL)= 0.136' MAX HORIZ. LL DEFL = 0.020' @ 26'- 3.7' MAX HORIZ. TL DEFL = 0.042' @ 26'- 3.7' Wind: 90mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed Cat.2 Exp.B, MWFRS, load interior zone, duration factor=l.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads, 12-04 14-01-08 6-00-04 7-02-10 6-10-14 12 M-40 3.00 A n - 3x6 m-UAr1O/ 6-00-04 6-03-12 7-06-02 6-07706 26-05-08 JOR NAMF - Marti -,nn C1 i(h I nt 1 13R O1 rl Wnrl rl - A14 0 EXP. 3/31/11 1.s/a//io'< - acme: u.veau WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: Al 9 DES. BY: AM DATE: 9/3/2010 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown *. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 1. This truss design is adequate for thea design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2• Design assumes the top and bottom chords to be laterally braced at 2' o.c, and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywal)(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 4637732 TRANS I D : 293554 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and Installation of components. 6. This design is furnished subject to the limitations set forth by 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used In a non -corrosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7, Design assumes adequate drainage is provided. 8. Plates shag be located on both faces of truss, and placed so their center IIIIII III I IIIII IIIII IIIII IIIII I I I II IIII TPInMCA in SCSI, copies of which will be furnished upon request. CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E Tines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). 0 EXP. 3/31/11 1.s/a//io'< IIII ThiAW.plA dMC)�Iputf ut bM SPATES LUMBER SPECIFICATIONS TRUSS SPAN 26'- 5.5' CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM TC: 2x4 SPF 1650F LOAD DURATION INCREASE = 1.25 GENERAL NOTES, unless otherwise noted: 1. 2=(-1801) 0 6. 7=(-1451) 1525 6- 1=(-1075) 0 8. 4=( -608) 32 BC: 2x4 SPF 1650F SPACED 24.0' O.C. Truss: 2- 3=(-1658) 0 7. 8=( -166) 1982 1. 7=( 0) 1702 4. 9=( -265) 44 WEBS: 2x4 SPF 1650F 3- 4=(-1670) 0 8. 9=( 0) 2078 7- 2=( -381) 27 9. 5=( 0) 1989 DES. BY: AM LOADING 3. All lateral force resisting elements such as temporary and permanent 4- 5=(-2159) 0 9.10=(-1433) 1534 2. 8=( -395) 188 5-10=(-1075) 0 TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 15.0) ON TOP CHORD.= 35.0 PSF DATE: 9/3/2010 - 8- 3=( 0) 441 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses are to be used in a non -corrosive environment, TOTAL LOAD = 42.0 PSF fasteners are complete and at no time should any loads greater than design loads be applied to any component. BEARING MAX VERT MAX HORZ BAG REQUIRED BAG LENGTH " For hanger specs. - See approved plans 5. CompuTrus has no conlrol over and assumes no responsibility for the LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' 0/ 1111V -1500/ 1500H 5.50' 1.74 SPF ( 425) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REOUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. 26'- 5.5' 0/ 1111V -1500/ 1500H 5.50' 1.74 SPF ( 425) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP I VIII MAX LL DEFL = -0.082' (L/3737) @ 19'- 7.0' L/360 = 0.851' I III AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VIII MAX DL DEFL = -0.093' (L/3295) @ 12'- 4.0' L1240 = 1.277' IIII IN MAX TL DEFL = -0.173' (L/1771) @ 19'- 7.0' L/240 = 1.277' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.140' MAX HORIZ. LL DEFL = 0.030' @ 26'- 3.7' CompuTrus, CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) MAX HORIZ. TL DEFL = 0.052' @ 26'- 3.7' COND. 2: 1500.00 LBS DRAG LOAD. Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, and/or ESR -1311, ESR -1988 (MiTek). Enclosed, Cat.2, Exp.8, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord 12-04 14-01-08 live load per IBC 2006 due to maintenance workers R hiGh is non uncurrent with other live loads. <PL:10-00-12 6-03-12 6-00-04 7-02-10 6-10-14 12 12 3.00 C�_ M -4X4 v 3.00 A nu 6-00-04 6-03-12 7-06-02 6-07-06 8-09-13 26-05-08 JOB NAME: Madison Club Lot 113B Old World - A20 17-07-11 Scale: 0.2750 x6 N O O EXP. 3/31/11 � 6/3///9'< WARNINGS: GENERAL NOTES, unless otherwise noted: A20 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at to' o.c. respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9/3/2010 - CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 4637733 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses are to be used in a non -corrosive environment, TRANS I D : 293 554 fasteners are complete and at no time should any loads greater than design loads be applied to any component. assumes and are for *dry condition' of use. 6. Design assumes full bearing at ail supports shown. Shim or wedge if 5. CompuTrus has no conlrol over and assumes no responsibility for the fabrication, handling, shipment and Installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by S. Plates shell be located on both faces of truss, and placed so their center in SCSI, copies of which will be furnished upon request. lines coincide with Joint center lines. IIII I VIII VIII I III VIII VIII VIII IIII IN 9. Digits Indicate sire of plate in Inches. CompuTrus, CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). x6 N O O EXP. 3/31/11 � 6/3///9'< .IIII LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 12'OC, UON. BC LATERAL SUPPORT — 12'OC. UON. Staple or equal at non-structural vertical members (uon). Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 12 01-:18.06-08 3.00 C --- M• co 0 N co O p N m O TRUSS SPAN 8'- 3.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 2-00 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-03 1-07-06 0-09-04 5-10-06 M -2x4 M -4x6 9vA ThiAWn pdod fr�putAWt bW SPATES FABRICATORS (MC) CO D 1500.00 LEIS D AG LOAD, Wind: 90 mph, h=20ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp,B, MWFRS, interior zone, load duration factor=1,6 Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M -3x5 min typical 36'oc (uon). Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 1-05-10 [INS] 8-03 JOB NAME: Madison Club Lot 113B Old World - A21 5-10-06 Scale: 0.7183 r O CD EXP. 3/31/11 WARNINGS: GENERAL NOTES, unless otherwise noted: A21 1. Builder and ereUion contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM 3. All lateral farce resisting elements such as temporary, and permanent 2' o.c, and at 10' o.c. respectively unless braced throughout their length by - slabilil bracing must be designed b designer of complete structure. Y 0 i9 Y t9 P continuous sheathing such as plywood sheathing(TC) and/or drywal (BC). DATE • 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ S EQ 4637734 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, .: TRANS I D : 293554 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for *dry condition- of use. S. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center 7PW4TCA in BCSI, copies of which will be furnished upon request. Tines coincide with joint center lines. IIIIII I IIII III I IIIII IIIII IIIII IIII IIII B. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.5.3.1 F(1 Q -Z 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTeK). r O CD EXP. 3/31/11 111111" M M M = = = = M =..== LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 12.00. UON. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 0-00-00 1.06.00 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,418HS,M16 = MiTek MT series <PL:18-06-08 M CD 0 OD N O O co N O TRUSS SPAN 8'- 3.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 2-00 6-03 2-00 12 3.00 C___ M -4x4 4-09-04 12 a 3.00 1-05-12 1-10-04 8-03 6-04-12 JOB NAME: Madison Club Lot 113B Old World - A22 N O - Thi�gn pMd fr�tputt ut bM SPATES FABRICATORS (MC) CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHFICq=1.25 TCM 1-2=(-284) 0 5-6=(-22) 36 5-1=(-394) 0 2-3=(-323) 0 6-4=( 0) 270 1-6=( 0) 324 3.4=( -7) 47 6.2=(-108) 27 3-4=(-394) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 380V -43/ 31H 5.50' 0.60 SPF ( 425) 8'- 3.0' 0/ 361V -43/ 31H 5.50' 0.57 SPF ( 425) MAX LL DEFL = -0.074' (L/1189) @ 6'- 10.1' L/360 = 0.244' MAX DL DEFL = -0.028' (L13142) @ 6'- 10,1' L/240 = 0.367' MAX TL DEFL = -0.101' (L/ 871) @ 6'- 10.1' L/240 = 0.367' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.042' MAX HORIZ. LL DEFL = 0.001' @ 7'- 9.5' MAX HORIZ. TL DEFL = 0.003' @ 7'- 9.5' Wind: 90 mph, h=20ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed,Cat.2 Exp,B, MWFRS, interior zone, fdad duration factor=l.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.5183 EXP. 3/31/11 ?.6/31//0'4 WARNINGS: GENERAL NOTES, unless otherwisenoted: A22 1. Builder and erection contractor should be advised of all General Notes ign parameters shown. Review 1. This truss design is adequate for theadesign T ru s : and Warnings before construction commences. and approval is the responsibility of the building designer, not the S 2. 2x4 compression web bracing must be installed where shown +- truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY - AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. end at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. Design to be in : 4637735 TRANS I D : 293554 design loads be applied to any component. assumes trusses are used a non -corrosive environment, and are for "dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if S.CompuTrus has no control over and assumes no responsibility for the fabrication. lion, hantlling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 6. Plates shall be located on both faces of truss, and placed so their center TPIM?CA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 111111 VIII VIII VIII VIII VIII VIII I II IIII 9.Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. designvalues see ESR -2529 (CompuTrus) ando8 ESR 111ctoESR a EXP. 3/31/11 ?.6/31//0'4 I IID LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 12'OC. LION. 8C LATERAL SUPPORT - 12'OC. UON. Staple or equal at non-structural vertical members (uon). Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL:15-06-00 0 N < e M -3x4+ M -3x4+ M -3x4+ M-3x4- 4-00-08 12 3.00 0 M M M M M TRUSS SPAN 16'- 2.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - ThilWgn pd frminputl"ut b"N SPATES FABRICATORS (MC) CO D 3000 00LBS D G0 D Wind: 90mph, h=20ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Ex%B, MWFRS, interior zone, load duration factor=1.6 Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M -3x5 min typical 36'oc (uon). Note:Truss_designrequires continuous bearing wall for entire span. Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 1-00-12 8-01 8-01 3-07-14 0-09-04 3-07-14 M -4x5 M -2x4 M -2x4 4-00-08 7-06-10 8-07-06 16-02 JOR KIANII:' RAndi enn rl iih I nt 1 1 �R 01 ill Wnrl N - A9.q 4 V N O a EXP. 3/31/11 WARNINGS: GENERAL NOTES, unless otherwise noted A23 1. Builder and erection contractor should be advised of all General Notes 1. This Truss design is adequate for the design parameters shown. Review Truss: DES. BY: AM and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown *. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown - f /� S EQ . : 4637736 TRANS I D : 293554 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 8. This design is furnished subject to the limitations set forth by 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center IIIIII IIIII IIIII IIIII III I IIIII I I III IIIITPUWTCA in SCSI, copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. COrnpuTrus, Inc. Software 7.5:3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2528 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). 4 V N O a EXP. 3/31/11 VIII" -M.. M=M LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 165OF WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 1.06.00 1-06-00 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 16'- 2.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IAC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8-01 8-01 1-05-11 2-06-13 4-00-08 4-00-08 2-06-13 12 12 3.00 f7 a 3.00 M -4x4 <PL:15.06.00 a n-- CID0 N 71 r O O M Thi�gn pMWd fr�puttaut b� SPATES FABRICATORS (MC) CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM I. 2=( -101) 0 1. 8=(0) 1188 1. 2=(-1308) 0 2. 3=(-1281) 0 8. 7=(0) 1188 3- 8=( -243) 61 3- 4=(-1117) 0 8. 4=( 0) 279 4. 5=(-1117) 0 8- 5=( -243) 61 5. 6=(-1281) 0 6. 7=(-1308) 0 6. 7=( -101) 0 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 679V -40/ 40H 5.50' 1.07 SPF ( 425) 16'- 2.0' 0/ 679V -40/ 40H 5.50' 1.07 SPF ( 425) MAX LL DEFL = -0.074' (L/2472) @ 8'- 1.0' L/360 = 0.508' MAX DL DEFL = -0.080' (1_/2287) @ 8'- 1.0' L/240 = 0.762' MAX TL DEFL = -0.153' (L/1196) @ 8'- 1.0' L/240 = 0.762' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.120• MAX HORIZ. LL DEFL = 0.014' @ 15'- 8.5' MAX HORIZ. TL DEFL = 0.028' @ 15'- 8.5' Wind: 90mph, h=20ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord I live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 1-05-11 8-01 16-02 JOB NAME: Madison Club Lot 113B Old World - A24 8-01 Scale: 0.3929 N O EXP. 3/31/11 7".6/3)/io.4 OF WARNINGS: GENERAL NOTES, unless otherwise noted A24 I. Builder and erection contractor should be ativisetl of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be Installed where shown +, truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed b designer of complete structure. Y 9 Y 9 P continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE • 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. 4637737 4. No load should be applied to any component until after as bracing and 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a non -corrosive envfronment, : TRANS I D : 293554 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for •dry wndhion' of use. sfull bearing at all supports shown. Shim or wedge if 6. Design ass S.CompuTrus has no control over and assumes no responsibility for the necessary fabrication, fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center (IIII TPINVTCA to SCSI, copies of which will be furnished upon request lines coincide with joint center lines. lines i IIIIII VIII VIII VIII'IIII VIII IIII IIII 9. indicate size of plate in orches. I I CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. connector plate designvalues see ESR -2526 (CompuTrus) aFor nd oasis 88 N O EXP. 3/31/11 7".6/3)/io.4 OF LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 20 SPF 1650F WEBS: 20 SPF 1 65O TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL: 9.00-12 N N c0 co O O CJ V3 TRUSS SPAN 11'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-06-04 5-09-12 12 a 3.00 M ThilWgn pNod ff�putt§Wut b� SPATES FABRICATORS (MC) COND 500 00 BS G 0 D Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Note: Outlooker truss. Upper top chards require same material as structural top chord. Connect with M -3x5 min typical 36'oc (uon). Note:Truss design requires continuous bearing wall for entire span. Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 5-08 5-08 11-04 JOB NAME: Madison Club Lot 113B Old World - A25 Scale: 0.5803 EXP. 3/31/11 9//¢//o'4 WARNINGS: GENERAL NOTES, unless otherwise noted A25 1. Builder and erection contractor should be advised of all General Nates 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 2. n assumes the top and bottom chords to be laterally braced at Design DES. BY : AM 3. All lateral force resisting elements such temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stabil ty brat ng must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywa8(13C). DATE: 9/14/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 4643 829 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 294113 design loads be applied to any component. and are for "dry condilion' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center IIIIII VIII I II VIII II II VIII VIII IIII IIII TPUWTCA in SCSI, copies of which will be furnished upon request. lines coincide oinn c de tle with joint center lines. B. Digits size of plate to inches. c CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311. ESR -1986 (MiTek). EXP. 3/31/11 9//¢//o'4 IIII M ThiMgn p00d fAMputAW.t bW SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 12'OC. LION. LETINS: 0.00.00 1-06-00 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL: 9-oa-12 �I 0 0 m o 0 0 M (7 ** For ha M -2x4 TRUSS SPAN 11'- 2.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF BEARING TOTAL LOAD = 42.0 PSF LOCATIONS 0'- 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 2.5' REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-05-08 4-03-08 1-05-08 12 v 3.00 5-07.04 5-07-04 11-02-08 JOB NAME: Madison Club Lot 113B Old World - A26 Scale: 0.4987 CBC200711BC2006 MAX MEMBER FORCES 4WRIDHF/Cq=1.25 TCM 1-2=( -43) 51 5-6=(0) 682 1-5=(-191) 6 2.3=(-749) 0 6.4=(0) 687 5.2=(-731) 0 3.4=( -50) 0 2.6=( 0) 209 3.4=(-812) 0 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 463V -671 59H 5.50' 0.73 SPF ( 425) 0/ 478V .671 59H 5.50' 0.75 SPF ( 425) MAX LL DEFL = -0,045' (L/2744) @ 5'- 7.2' L/360 = 0,343' MAX DL DEFL = -0.039' (L/3166) @ 5'- 7.2' LI240 = 0.515' MAX TL DEFL = -0.083' (L11487) @ 5'- .7.2' L1240 = 0,515' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.059' MAX HORIZ. LL DEFL = 0.005' @ 10'- 9.0' MAX HORIZ. TL DEFL = 0.011' @ 10'- 9.0' Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. N lA 0 0 EXP. 3/31/11 ?. 940//o .< OF WARNINGS: GENERAL NOTES, unless otherwise noted A26 1. Builder and erection contractor shouts De advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is me responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown *. truss designer or truss engineer. 2. Design assumes the lop and bottom chords to be laterally braced at DES. BY - AM 3. All lateral force resisting elements such as temporary and permanent 2' and at to' respectivelyly unless braced their length by stability bracing must be designed by designer of complete stricture. (TC)throanout continuous sheathing such as plywood shealhing(TC) andler drywa9(BC). continuous ping DATE: 9/14/2010 CompuTrus assumes no responsibility for such braclng. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 4643830 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a norh-corrosive environment, TRANS I D : 294113 design loads be applied to any component. and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by S. Plates shall be located on both faces of truss, and placed so their center TPUVJfCA In BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. lines IIIIII I III VIII VIII II II VIII VIII IIII IIII 9. indicate size of plate in Inches. CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). CBC200711BC2006 MAX MEMBER FORCES 4WRIDHF/Cq=1.25 TCM 1-2=( -43) 51 5-6=(0) 682 1-5=(-191) 6 2.3=(-749) 0 6.4=(0) 687 5.2=(-731) 0 3.4=( -50) 0 2.6=( 0) 209 3.4=(-812) 0 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 463V -671 59H 5.50' 0.73 SPF ( 425) 0/ 478V .671 59H 5.50' 0.75 SPF ( 425) MAX LL DEFL = -0,045' (L/2744) @ 5'- 7.2' L/360 = 0,343' MAX DL DEFL = -0.039' (L/3166) @ 5'- 7.2' LI240 = 0.515' MAX TL DEFL = -0.083' (L11487) @ 5'- .7.2' L1240 = 0,515' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.059' MAX HORIZ. LL DEFL = 0.005' @ 10'- 9.0' MAX HORIZ. TL DEFL = 0.011' @ 10'- 9.0' Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. N lA 0 0 EXP. 3/31/11 ?. 940//o .< OF VIII" = = M r = = = = r = M LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 12.00, LION. BC LATERAL SUPPORT - 12'OC, UON. LETINS: 0.00.00 1-06.00 " For hanger specs. - See approved plans Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 0L: 9-00-12 >PL: 8.00.12 M -4x6 TRUSS SPAN 11'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-06-04 4-04-04 12 M 3.00 r Thi�gn p@Wd fr♦InputgWut b� SPATES FABRICATORS (MC) CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM 1-2=( -26) 60 6.7=(0) 663 5.1=(-193) 6 3-4=(-792) 0 2-3=(-728) 0 7.4=(0) 667 5-6=(-189) 19 3-4=( -47) 0 6-2=(-717) 0 2-7=( 0) 206 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -125/ 69V -44/ 62H 3.50' 0.03 SPF (1700) 0'- 7.0' 0/ 445V O/ OH 3.50' 0.70 SPF ( 425) 11'- 4.0' 0/ 473V -44/ 62H 5.50' 0.74 SPF ( 425) MAX LL DEFL = -0.042' (L/3023) @ 5'- 8.0' L/360 = 0.353' MAX DL DEFL = -0.035' (L/3628) @ 5'- 8.0' L/240 = 0.529' MAX TL DEFL = -0.077' (L/1649) @ 5'- 8.0' L/240 = 0.529' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.053' MAX HORIZ. LL DEFL = 0.005' @ 10'- 10.5' MAX HORIZ. TL DEFL = 0.010' @ 10'- 10.5- 1-05-08 Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 0-07 5-01 11-04 5-08 JOB NAME: Madison Club Lot 113B Old World - A27 Scale: 0.5126 N a0 CD EXP. 3/31/11 7". 9/ /# / /V 4 OF WARNINGS: GENERAL NOTES, unless otherwise noted: A27 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for thea design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer• not the 2. 2x4 compression web bracing must be installed where shown *. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM 3. All lateral force resisting elements such as temporary and permanent unless ih y length by eoniinuo stability bracing must De designed by designer of complete structure. Sheathing(TC) drhoul s sheathing such as ply ood sheathiinn g plywood g(r ) rywau(BC). DATE • 9/14/2010 CompuTrus assumes no responsibility for such bracing. 3. zx Impact bridging or lateral bracing required where shown - - /� SEQ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 294113 design loads be applied to any component. and are for 'dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set faith by S. Plates shall be located on both faces of truss, and placed so their center TPlnnrrCA in BCSI, copies of which will be furnished upon request. lines coincide with Joint center lines. lines to IIIIII I III IIII VIII I II VIII VIII IIII IIII 9. indicate size of plate inches. CompuTrus, Inc. Software 7.5.3.1 F(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). N a0 CD EXP. 3/31/11 7". 9/ /# / /V 4 OF IIISPATES (MC)puttWut ti0M LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 165OF WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 12'OC. ION. BC LATERAL SUPPORT <= 12'OC. ION. LETINS: 0-00.00 1.06.00 •• For hanger specs. - See approved plans Unbalanced live loads have been considered for this design. Connector pplate prefix des,gnators: C,CN C18,CN18 (or na prefix) = CompuTrus, Inc M,M26HS,M18HS, 16 = MiTek MT series <PL: 9-00-12 >PL: B-00-12 N CD O C7 TRUSS SPAN 11'- 4.0' CBC2007/IBC2006 MAX MEMBER FORCES 4WRIDHF/Cq=1.25 TCM LOAD DURATION INCREASE = 1.25 A28 1.2=(-351 362 6.7= •493) 1116 5-1=1 -193) 6 3-4=(-1284) 477 SPACED 24.0' O.C. 1. This truss design is adequate for the design parameters shown. Review 2.3= .833 113 7.4= -487) 1179 5-6= -3424))) 3258 and Warnings before construction commences. 3.4= 59 22 6.2= •972 227 LOADING 2-7= 0 206 LL( 20.0)+DLI 15.0) ON TOP CHORD = 35.0 PSF L ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES DATE: 9/14/2010 0'• 0.0' -3009/ 3001V •15001 1500H 3.50' 1.18 SPF 1700 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0 - 7.0' -2985/ 3497V 01 OH 3.50' 5.49 SPF 425 1 REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. 11'- 4.0' -5/ 498V -1500/ 1500H 5.50' 0.78 SPF 425 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Caution: Nate bearing area requirements. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5. CompuTrus has no control over and assumes no responsibility for the necessary. MAX LL DEFL = -0.115' @ 5- 8.0' L/360 = 0.353' fabrication, handling, shipment and installation of components. MAX OL DEFL = -0.198' LI 1 @ 9'• 11.3' LI 240 = 0.529'MAX TL DEFL = -0.151' LI 841 @ 5'- 8.0' L/240 = 0.529'RECOMMENDED S. Plates shall be loaned on both faces of truss, and placed so their center CAMBER (BA11.11,104 ED ON L DEFL)= 0.297' TPI1W TCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. MAX HORIZ. LL DEFL = 0.029' @ 10'- 10.5' IIIII I I MAX HORIZ. TL DEFT = 0.034' @ 10'- 10.5' 5-06-04 4-04-04 1-05-08 IIIII III Wind: 90 mph, h=15ft TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat. Exp. B, MW'FRS, 9. Dighs indicate size of plate in inches. interior zone, load duration factor=l.6 Design checked for a 300 lb concentrated top chord M -4X6 live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 0-07 5-01 11-04 5-08 JOB NAME: Madison Club Lot 113B Old World - A28 Scale: 0.5123 9 EXP. 3/31/11 WARNINGS: GENERAL NOTES, unless otherwise noted: A28 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 20 compression web bracing must be installed where shown truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9/14/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ I1 S EQ 4643832 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used In a non -corrosive environment, . : TRANS I D : 294113 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for "dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage Is provided. 6. This design is furnished subject to the limitations set forth by S. Plates shall be loaned on both faces of truss, and placed so their center TPI1W TCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. IIIII I I I I I III III IIIII IIIII III IIII 9. Dighs indicate size of plate in inches. CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MTeld. 9 EXP. 3/31/11 LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 165OF TC LATERAL SUPPORT <= 12'OC. UON. SC LATERAL SUPPORT <= 12'OC. UON. ** For hanger specs. - See approved plans Connector pplate prefix designators: C,CN C18,CN18 or no prefix) = CompuTrus, Inc M,M2bHS,M18HS, 16 = MiTek MT series 01-:10.00.12 v � N N O O V R M-2x4 TRUSS SPAN 6'- 6.5' LOAD DURATION INCREASE= 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL(( 15.0) ON TOP CHORD = 35.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-06-08 12 a 3.00 M -3x4 M -2x4 6-06-08 JOB NAME: Madison Club Lot 113B Old World - A29 X5 4 Scale: 0.5010 ThiJMgn plMd frMputtIMut bp= SPATES FABRICATORS (MC) CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHFICq=1.25 TCM 1-2=(-52) 54 3-4=(-80) 65 1.3=�-220) 14 2-4=(-223) 15 3-2= 71 42 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 272V -821 88H 5.50' 0.43 SPF ( 425) 6'- 6.5' 0/ 268V -82/ 88H 5.50' 0.42 SPF ( 425) MAX TC PANEL LL DEFL = -0.192'L/ 368 @ 3'- 3.1' L/180 = 0.392' MAX TC PANEL TL DEFL = -0.280' 3L1 2513 @ 3'- 3.1' L/120 = 0.588' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.131' MAX HORIZ. LL DEFL = 0.001' @ 0'- 3.5' .MAX HORIZ. TL DEFL = 0.001' @ 0'- 3.5' Wind: 90 mph, h=15ft TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat. Exp.B, MWFRS, interior zone, load duration factor=l.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/11 ?.9/lalio,< OF WARNINGS: GENERAL NOTES, unless otherwise noted A29 1. Builder and erection contractor should be advised of all General Notes 1. This Truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval Is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown *. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM 3. All lateral resisting elements such as temporary end permanent 2' o.c. and at 10' o.c, respectively unless braced throughout their length bycontinuous ng must be designed by designer of complete structure. stability bracing sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9/14/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ !� 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. S EQ .: 4643833 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment. TRANS I D : 294113 design loads be applied to any component. and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling,.shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on bothoth faces of Wss, and placed so Their center TPIM(TCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. lines coincide IIIIII VIII VIII VIII I II VIII VIII I II IIII 9. indicate size of plate in Inches. CompuTrus, Inc. Software 7.5.3.1 F(1 L) -E 10. For basiccon31«oEEr designivalues see ESR -2528 (CompuTrus) and/orSRte ThiJMgn plMd frMputtIMut bp= SPATES FABRICATORS (MC) CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHFICq=1.25 TCM 1-2=(-52) 54 3-4=(-80) 65 1.3=�-220) 14 2-4=(-223) 15 3-2= 71 42 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 272V -821 88H 5.50' 0.43 SPF ( 425) 6'- 6.5' 0/ 268V -82/ 88H 5.50' 0.42 SPF ( 425) MAX TC PANEL LL DEFL = -0.192'L/ 368 @ 3'- 3.1' L/180 = 0.392' MAX TC PANEL TL DEFL = -0.280' 3L1 2513 @ 3'- 3.1' L/120 = 0.588' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.131' MAX HORIZ. LL DEFL = 0.001' @ 0'- 3.5' .MAX HORIZ. TL DEFL = 0.001' @ 0'- 3.5' Wind: 90 mph, h=15ft TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat. Exp.B, MWFRS, interior zone, load duration factor=l.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/11 ?.9/lalio,< OF IIIIM =� M a= M M M= M M M LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.5' TC: 2x4 SPF 1650F LOAD DURATION INCREASE = 1.25 GENERAL NOTES, unless oche wise noted BC:2x4 SPF 1 65O SPACED 24.0' O.C. 1. This truss design is adequate for the design paramete is shown. Review WEBS: 2x4 SPF 1650F and Warnings before construction commences. and approval is the responsibility of the building designer, not the LOADING truss designer or truss engineer. 2. Design assumes the tap and bottom chords be braced al TC LATERAL SUPPORT <= 1210C. UON. LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF Be LATERAL SUPPORT <=1210C. UON. DL ON BOTTOM CHORD = 7.0 PSF DATE: 9/14/2010 TOTAL LOAD = 42.0 PSF For hanger specs. - See approved plans 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,CI8,CN18 or no prefix) = CompuTrus, Inc REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. M,M20HS,M18HS,A116 = MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7. Design assumes adequate drainage is provided: 6-06-08 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center 12 a 3.00 lines coincide with joint center lines. o nide 01-:10-00-12 7I N N O O V V M -2x4 M -3x6 M -2x6 6-06-08 JOB NAME: Madison Club Lot 113B Old World - A30 K4 O n O CV Scale: 0.5082 Thi�gn plMd fr�putl]Mut b! SPATES FABRICATORS (MC) CBC2007JIBC2006 MAX MEMBER FORCES 4WR/DHF/C=1.25 TCM 2 1-2=(-794) 797 3-4=(-1459) 1468 1.3=( -282) 93 -4=(-872) 680 3-2= -1586) 1574 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES(SPECIES) 01- 0.0' -632/ 919V -1500/ 1500H 5.50' 1.44 SPF ( 425) 6'- 6.5' -635/ 916V -1500/ 1500H 5.50' 1.44 SPF ( 425) MAX TC PANEL LL DEFL = -0.192'L/ 368 @ 3'- 3.1' L/180 = 0.392' MAX TC PANEL TL DEFL = -0.280' (L/ 251; @ 3'- 3.1' L1120 = 0.588' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.134' MAX HORIZ. LL DEFL = 0.014' @ 0'- 3.5' MAX HORIZ. TL DEFL = 0.014' @ 0'- 3.5' Wind: 90 mph, h=15ft TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed' Cat. Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/11 ?. 9//4//0 '< R WARNINGS: GENERAL NOTES, unless oche wise noted A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design paramete is shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing mull be installed where shown +. truss designer or truss engineer. 2. Design assumes the tap and bottom chords be braced al DES. BY: AM 3. All lateral farce resisting elements such as temporary and permanent c throughout Their length by 2' and et 10' respectively unless braced - stabilit bracing must designed b designer of complete structure. Y 9 � Y 9 P hino.c (TC) and/or continuous sheathing such as plywood sheathing(TC) antl/or drywall(BC). continuous DATE: 9/14/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 4643834 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 294113 design loads be applied to any component. and are for *dry condition* of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, tion, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided: 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center In SCSI, copies of which will be furnished upon request lines coincide with joint center lines. o nide III II VIII VIII VIII VIII VIII VIII IIII IIIITPWJfCA 9. Digits indicate size of plate In inches. s CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). Thi�gn plMd fr�putl]Mut b! SPATES FABRICATORS (MC) CBC2007JIBC2006 MAX MEMBER FORCES 4WR/DHF/C=1.25 TCM 2 1-2=(-794) 797 3-4=(-1459) 1468 1.3=( -282) 93 -4=(-872) 680 3-2= -1586) 1574 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES(SPECIES) 01- 0.0' -632/ 919V -1500/ 1500H 5.50' 1.44 SPF ( 425) 6'- 6.5' -635/ 916V -1500/ 1500H 5.50' 1.44 SPF ( 425) MAX TC PANEL LL DEFL = -0.192'L/ 368 @ 3'- 3.1' L/180 = 0.392' MAX TC PANEL TL DEFL = -0.280' (L/ 251; @ 3'- 3.1' L1120 = 0.588' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.134' MAX HORIZ. LL DEFL = 0.014' @ 0'- 3.5' MAX HORIZ. TL DEFL = 0.014' @ 0'- 3.5' Wind: 90 mph, h=15ft TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed' Cat. Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/11 ?. 9//4//0 '< R VIII"=................MMM LUMBER SPECIFICATIONS TRUSS SPAN 6'- 2.5' TC: 2x4 SPF 165OF LOAD DURATION INCREASE = 1.25 BC: 2x4 SPF 165OF SPACED 24.0' O.C. WEBS: 2x4 SPF 165OF LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT - 12'OC. LION. OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF •• For hanger specs. - See approved plans Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-02-08 12 a 3.00 <PL:10-00.12 3 c M -2x4 M -3x4 6-02-08 M -2x4 JOB NAME: Madison Club Lot 113B Old World - A31 !x5 O O O N - Thi,�gn pl�d fr�put q It bM SPATES FABRICATORS (MC) CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM 1.2=(-52) 53 3.4=(-80) 64 1-3=(-213) 14 2-4=(-212) 16 3-2=( -71) 43 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 263V -821 88H 5.50' 0.41 SAF ( 425) 6'- 2.5' 0/ 254V -821 88H 5.50' 0.40 SPF ( 425) MAX TC PANEL LL DEFL = -0.159' (L/ 419) @ 3'- 1.1' L/160 = 0.370' MAX TC PANEL TL DEFL = -0.227' (L/ 293) @ 3'- 1.1' L/120 = 0.555' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.103' MAX HORIZ. LL DEFL = 0.001' @ 0'- 3.5' MAX HORIZ. TL DEFL = 0.001' @ 0'- 3.5' Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.4926 EXP. 3/31/11 1" 9//4//O'( WARNINGS: GENERAL NOTES, unless otherwise noted A31 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY ' AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stability bratlng must De des fined by des goer of complete st ucture. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9/14/2010 CompuTrus assumes no responsibility for such bracing. 3. Zx Impact bridging or lateral bracing required where shown ++ SEQ. 4643835 4. No load should be applied to any component until after l bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses are to be used In a non -corrosive environment, : TRANS I D : 294113 fasteners are complete and at no time should an loads realer than design loads be applied to any component. assumes and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 7.necessary. Design assumes drainage is provided. 6. This design is furnished subject to the limitations set forth D 9 I caequate a 8. Plates shall be located both faces of truss, and placed so their center 8. r TPUVYrCA in SCSI, copies of which will be furnished upon request. c lines coincide with joint center lines. III I VIII I I VIII VIII VIII VIII I II IIII 9. Digits indicate size of plate in Inches. CompuTrus, Inc. Software 7.5.3.1 F(1 LK 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). EXP. 3/31/11 1" 9//4//O'( IIIIIIIr}1RIIr SPATE F�ABRICATI�(MC)MputMWt b� LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. LION. For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL:10-00.12 o M-2 12 3.00 C:I- TRUSS SPAN 12'- 4,5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-09 7-07-08 4-09 1-00-12 6-06-12 M -4x5 4.0" 2 (-� M -2x4 12 a 3.00 5-09-12 6-06-12 12-04-08 JOB NAME: Madison Club Lot 113B Old World - A32 3x5 Scale: 0.4191 CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM GENERAL NOTES, unless e wise noted: 1-2=(-44) 58 5.6=(-71) 16 1.5=(-194) 8 6-4=( -52) 26 1. Builder and erection contractor should be advised of all General Notes 2-3=(-58) 2 6-7=(-85) 68 5.2=( -37) 74 4-7=(-184) 12 3-4=(-39) 79 2.6=( -83) 163 6.3=(-588) 29 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -1/ 251V -89/ 92H 5.50' 0.39 SPF ( 425) 51- 9.8' 0/ 631V 0/ OH 5.50' 0.93 SPF ( 425) 12'- 4.5' 0/ 221V -89/ 92H 5.50' 0.35 SPF ( 425) 4. No load should be applied to any component until after all bracing and MAX LL DEFL = -0.001' (1-/9999) @ 4'- 9.0' L/360 = 0,168' MAX TL DEFL = -0.001' (1-/9999) @ 4'- 9.0' L/240 = 0,252' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.073' MAX HORIZ. LL DEFL = -0.001' @ 5'- 9.8' �( MAX HORIZ. TL DEFL = -0.001' @ 5'- 9.8' Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord VIII live load per IBC 2006 due to maintenance workers (IIII which is non -concurrent with other live loads. 5-09-12 6-06-12 12-04-08 JOB NAME: Madison Club Lot 113B Old World - A32 3x5 Scale: 0.4191 0 0 N EXP. 3/31/11 \FNG�% WARNINGS: GENERAL NOTES, unless e wise noted: A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 2. Design assumes the tap and bottom chords to be laterally braced at DES. BY • AM 3. All lateral force resisting elements such as temporary and permanent 2' O.C. and at 10' o.c. respectively unless braced throughout their length by stabil ty brat ng must be des fined by des finer of complete structure. continuous sheathing such as plywood shealhing(TC) andlor drywag(BC). DATE: 9/14/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. 4643836 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a non -corrosive environment, : TRANS I D : 294113 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for"drycondition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design Is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPlnnrrCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. IIIIII IIID VIII VIII VIII (IIII f VIII IIII IIII 9. Digits indicate size of plate in Inches. I If CompuTrus, Inc. Software 7.5.3.1 F(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and or ESR -1311, ESR -1986 (MiTek). 0 0 N EXP. 3/31/11 \FNG�% I IIIIII _This_yn pl d fr�putei t bM I SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 SPF 165OF BC: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. " For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 01-:10.00-12 o C C) - o 0 M-2 12 3.001----- 01-:10-00-12 .001----- TRUSS SPAN 12'- 4.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0. O.C. LOADING LL( 20.0)+OL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITEDSTORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 4-09 AND BOTTOM CHORD LIVE LOADS ACT NON-C?NbyRFMCCTLY. 4-09 1-00-12 6-06-12 12 a 3.00 M -4x6 A n- CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1,25 TCM 1-2=(-411) 420 5-6=(-1060) 1041 1.5=( -194) 24 6-4=(-1175) 1158 2-3=(-342) 304 6-7=(-1971) 1978 5.2=(-1307) 1322 4-7=( -648) 490 3-4=(-594) 612 2.6=( -904) 929 6.3=( -588) 29 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -721/ 917V -2000/ 2000H 5.50' 1.44 SPF ( 425) 5'- 9.8' -99/ 759V 0/ OH 5.50' 1.11 SPF ( 425) 12'- 4.5' 453/ 685V -2000/ 2000H 5.50 1.07 SPF ( 425) MAX LL DEFL = -0.003' (L/9999) @ 4'- 9.0' L/360 = 0.168' MAX DL DEFL = 0.001' (L/9999) @ 4'- 9.0' L/240 = 0.252' MAX TL DEFL = 0.004' (1.19999) @ 4'- 9.0' L/240 = 0.252' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.074' MAX HORIZ. LL DEFL = 0,025' @ 0'- 3.5' MAX HORIZ. TL DEFL = 0,026' @ 0'- 3.5' 5-09-12 6-06-12 12-04-08 JOB NAME: Madison Club Lot 1138 Old World - A33 !x5 Scale: 0.4219 Wind: 90 mph, h=t5ft, TCDL=9.0,BCOL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/11 am WARNINGS: GENERAL NOTES, unless otherwise noted A33 I. Builder and erection contractor should be advised of all General Notes 1. This (mss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be Installed where shown •. truss designer or truss engineer. 2. Design assumes the lop and bottom chords to be laterally braced at DES BY ' AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at to' o.c. respectively unless braced throughout their length by . stabil ty brecing must be des fined by des finer of complete structure. continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE: 9/14/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown • + SEQ. : 4643837 4. No load should be applied to any component until after all bracing and fasteners 4. Installation of truss Is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 294113 are complete and at no time should any loads greater than design loads be applied to any component. and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if S.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the Ifmitations set forth by S. Plates shag be located on both faces of truss, and placed so their center TPIAnRCA in BCSI, copies of which will be furnished upon request. to lines coincide with joint center lines. IIIIII I III VIII VIII VIII VIII VIII IIII IIII 9. Digits Indicate size of plate inches. CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2528 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). Wind: 90 mph, h=t5ft, TCDL=9.0,BCOL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/11 am 11111"I � = � LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 165OF TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. Staple or equal at non-structural vertical members (uon). Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18(or no prefix) = CompuTrus, Inc M,M20HS,M18HS, M16 = MiTek MT series <PL:14-00-12 tb O eV M-31 r O O M M TRUSS SPAN 18'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 0-05-12 1`T - ThiMgn plMd fri flputilWut bw SPATES FABRICATORS (MC) CO D 1500.00 LBS DRAG LOAD, Wind: 90mph, h=20ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with (2x4 TC) M -3x5 or (2x6 TC) M -4X6 min typical 36°oc (uon). 9-03 9-03 4-07-08 4-02-14 0-09-04 4-02-14 4-07-08 12 1 3.001 M -2x4 M -4x5 a 3.00 RA 13 v M -3x4+ M -3x4+ M -3x4+ M-3x4- 8-08-10 9-09-06 iFIIiIl JOB NAME: Madison Club Lot 113B Old World - A34 Scale: 0.4534 x5+ EXP. 3/31/11 am WARNINGS: GENERAL NOTES, unless oche wise noted A3 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval Is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be Installed where shown +. buss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY : AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stabilxy brae ng muss be designed by des finer of complete sl udure. continuous sheathing such as plywood sheathing(TC) and/or drywa8(BC). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. 4637747 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses are to be used in a non -corrosive environment, : TRANS I D : 293554 fasteners are complete and at no time should any loads greater than design loads be applied to any component. assumes and are for -dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment ono Installation of components. 7. Design assumes adequate drainage is provided. 8. This design is furnished subjectto the limitations set forth by 6. Plates shall be located on both faces of truss, and placed so (heir center TPINJfCA in BCSI, copies of which will be furnished upon request. Tines coincide with joint center lines. III I I I I VIII VIII III I VIII I III IIII IIII 9. Digits indicate size of plate in Inches. CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1968 (MiTek). x5+ EXP. 3/31/11 am VIII _ ThiMgn p=Rd fMWputA=ut b= SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 165OF TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 1-06-00 1-06-00 Connector plate prefix designators: C,CN,Cl8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL:14-00.12 CO 0 N N r- 171 O O 1-05-12 3-01-12 12 3.00 C---- 9-03 TRUSS SPAN 18'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR iOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-07-08 M -4x4 A n 4-07-08 CBC200711BC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM 1. 2=(-128) 0 1. 8=(0) 1453 1- 2=(-1575) 0 2. 3=(-1561) 0 8. 7=(0) 1453 3. 8=( -292) 69 3- 4=(-1326) 0 8. 4=( 0) 343 4. 5=(-1326) 0 8. 5=( -292) 69 5. 6=(-1561) 0 6. 7= -1575) 0 6- 7=( -128) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZEINCHES (SPECIES) 01- 0.0' 0/ 777V -461 46H 5.50' 1.22 SPF ( 425) 18'- 6.0' 01 777V -46/ 46H 5.50' 1.22 SPF ( 425) MAX LL DEFL = -0.112' (L/1883) @ 9'- 3.0' L/360 = 0.586' MAX DL DEFL = -0.122' (1-11729) @ 9'- 3.0' L/240 = 0.879' MAX TL DEFL = -0.234' (L/ 901) @ 9'- 3.0' L/240 = 0.879' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.183' MAX HORIZ. LL DEFL = 0.019' @ 18'- 0.5' MAX HORIZ. TL DEFL = 0.039' @ 18'- 0.5' Wind: 90 mph, h=20ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.8, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers 9-03 which is non -concurrent with other live loads. 3-01-12 1-05-12 12 a 3.00 9-03 18-06 JOB NAME: Madison Club Lot 113B Old World - A35 9-03 Scale: 0.3615 N o O WARNINGS: GENERAL NOTES, unless otherwise noted: A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before Construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 Compression web bracing must be installed where shown +, Coss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stabil ty brat ng must be designed by designer of complete structure. Continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). • DATE 9 / 3 / 2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 4637748 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective Contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 293554 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for -dry condhion' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes is provided. 8. This design is furnished subject to the limitations sal forth by caadequatedrainage 6. Plates shell be locateddonon both laces o/ truss, and placed so (heir center IIIIII III I VIII VIII VIII VIII VIII IIII IIII TPINJfCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. I CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). N o O 111111" M M � LUMBER SPECIFICATIONS TC: 2x4 SPF 165OF BC: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 0.00.00 1-06-00 - For hanger specs. - See approved plans Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M26HS,M18HS, 16 = M1Tek MT series 01-:10.00.12 v e O o N N O O TRUSS SPAN 6'- 3.5' LOAD DURATION INCREASE= 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-01-12 1-08 1-05-12 12 a 3.00 M -2x4 6-00 6-03-08 _ SPA BRIC (MCINN" Imut b� CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/C�_g =1.25 TCM l 16 3.4=('536 249 5.4=(•739) 961 3.4 97E 710 BEARING MAX VERT (( MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES 01- 0.0' -177/ 438V -1500/ 1500H 5.50' 0.69 SP ( 4253 61- 3.5' •165/ 450V -1500/ 1500H 5.50' 0.71 SPF ( 425) MAX LL DEFL = 0.032'L/2015 @ 4'- 10.6' L/360 = 0.179' MAX OL DEFL = -0.004' L/9999 @ 3'- 2.2' L1240 = 0.269' MAX TL DEFL = -0.032' L/2015 @ 3'- 2.2' L/240 = 0.269' RECOMMENDED CAMBER (BA ED ON L DEFL)=-0.051' MAX HORIZ. LL DEFL = 0.007' @ 5'- 10.0' MAX HORIZ. TL DEFL = 0.008' @ 5'- 10.0' Wind: 90 mph, h=15ft TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.�2 Exp.B, MWFRS, interior zone, load duration factor=l.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. JOB NAME: M-6392 - Madison Club Lot 113B Old World - A36 - SP4,Tg§O.fA6BRICATORS1 INC. EXP. 3/31/11 `9/7//04 \ENG%% WARNINGS: GENERAL NOTES, unless otherwise noted A36 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2• Design assumes the lop and bottom chords to be laterally braced at DES. BY: BS 3. All lateral force resisting elements such as temporary and permanent 2' O.P. and at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE : 9/7/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 4637850 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 293561 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for "dry condhion' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage Is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shag be located on both faces of truss, and placed so their center in SCSI, copies of which will be famished upon request. lines coincide with joint center lines. IIIIII III I VIII VIII VIII VIII VIII II I IIIITPWVECA 9. Digits indicate sae of plate in inches. CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MTek). EXP. 3/31/11 `9/7//04 \ENG%% IIIIII pMMd (MC�putlWut bW SPATES LUMBER SPECIFICATIONS TRUSS SPAN 6'- 3.5' TC: 2x4 SPF 165OF LOAD DURATION INCREASE = 1.25 8C: 2x4 SPF 1650F SPACED 24.0' O.C. WEBS: 2x4 SPF 1650F LOADING TC LATERAL SUPPORT <= 1210C. UON. ll( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LETINS: 0-00-00 1.06.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REOUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-09-12 1-05-12 12 a 3.00 01-:10-00-12 N N M -2x4 6-01-12 6-03-08 JOB NAME: Madison Club Lot 113B Old World - A37 Truss: A37 DES. BY: AM DATE: 9/3/2010 SEQ.: 4637750 TRANS ID: 293554 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes Z4 Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown «. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design Is fumished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM 1-2=(-51) 17 4-3=(-32) 20 4.1=(-227) 14 2-3=( -4) 79 2-3=(-132) 6 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 01 269V -391 35H 5.50' 0.42 SPF ( 425) 6'- 3.5' 01 279V -39/ 35H 5.50' 0.44 SPF ( 425) Scale: 0.5995 GENERAL NOTES, unless otherwise noted: 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). 3. 2x Impact bridging or lateral bracing required where shown + 4 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used In a non -corrosive environment, and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). MAX LL DEFL = -0.087' (L/ 741) @ 4'- 10.6' L/360 = 0.179' MAX DL DEFL = -0.045' (L/1433) @ 4'- 10.6' L/240 = 0.269' MAX TL DEFL = -0.132' (L/ 488) @ 4'- 10.6' L/240 = 0.269' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.068' Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. EXP. 3/31/11 IIID M = M = = = M LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x6 SPF 161OF WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M/8HS,M16 = MiTek MT series (2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 11' oc throughout 2x4 top chords, 4' oc throughout 2x6 bottom chords, 12' oc throughout webs. <PL:10-06-00 TRUSS SPAN 5'- 7.0' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING ADDL: TC UNIF LL( 20.0)+DL( 15.0)= 35.0 PLF 0'- 0.0' TO 5'- 7.0' V ADDL: TC UNIF LL( 20.0)+DL( 15.0)= 35.0 PLF 0'- 0.0' TO 5'- 7.0' V ADDL: BC UNIF LL( 229.4)+DL( 252.3)= 481.7 PLF 0'- 0.0' TO 5'- 7.0' V ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 5'- 7.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOADS AS GIVEN AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-07 12 M -2x4 a 3.00 5-05-04 L L 5-07 JOB NAME: Madison Club Lot 113B Old World - A38 co to 0 0 ThiMgn plWd fAWputcWut bow SPATES FABRICATORS (MC) CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM 1.2=(-746) 742 3-2=(-1492) 1496 3.1=(-246) 88 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1472V -1500/ 1500H 3.00' 1.15 SPF ( 425) 5'- 7.0' 0/ 1647V -1500/ 1500H 5.50' 1.29 SPF ( 425) MAX TC PANEL LL DEFL = -0.048' (L/ 825) @ 2'- 7.8' L/180 = 0.220' MAX BC PANEL TL DEFL = -0.082' (L/ 473) @ 2'- 7.6' L/180 = 0.216' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.067' MAX HORIZ. LL DEFL = 0.004' @ 5'- 1.5' MAX HORIZ. TL DEFL = 0.004' @ 5'- 1.5' CON 500.00 L S G 0 D. Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.6320 EXP. 3/31/11 '..6/-31/io'4 OF WARNINGS: GENERAL NOTES, unless otherwise noted: A 1. Builder and erection contractor should be advised of all General Notes 1. This Truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval Is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood shealhing(TC) and/or drywall(BC). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. 4637751 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, : TRANS I D : 293554 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for 'dry condition' of use. S. Design assumes full bearing at all supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 8. This design is f=ished subject to the limitations sal forth by 8, Plates she" be located on bolhth flacces of truss, and placed so their center TPIANICA in SCSI, copies of which will be furnished upon request. to lines coincide with joint center lines. IIIIII I I I I II II IIIII IIIII I II IIII IIII e. size of plate Inches. Digit CompuTrus, Inc. Software 7.5.3.1 F(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). EXP. 3/31/11 '..6/-31/io'4 OF LUMBER SPECIFICATIONS TC: 2x4 SPF 165OF BC: 2x4 SPF 165OF WEBS: 2x4 SPF 165OF TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. LION. Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL:10.06.00 M M = M TRUSS SPAN 21'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-06 _ ThiA=gn pMd frl putt ut b� SPATES FABRICATORS (MC) CO NO 3800.00 LBSD G LOAD, Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M -3x5 min typical 36'oc (uon). Designchecked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 10-06 5-00-10 5-05-06 5-05-06 5-00-10 12 3.00 r--- M -4x8 A Au 12 ::m 3.00 M -3x4+ M -4x6 M-3x5(S) M -4x6 M-3x4- 7-00 7-00 10-00 JOB NAME; Madison Club Lot 113B Old World - A39 7-00 21-00 Scale: 0.4013 11-00 7-00 EXP. 3/31/11 ."'6 / q N C> WARNINGS: GENERAL NOTES, unless otherwise noted: A39 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: antl Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown *. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by • stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywa0(SC). DATE: 9 / 3 / 2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown - SEG. 4637752fasteners 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses are to be used in a noncorrosive environment, : TRANS I D : 293554 are complete and at no time should any loads greater than design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by S. Plates shall be located on both faces of truss, and placed so their center TPUVVECA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. IIII I VIII VIII II II III I VIII II I IIII IIII 9. Digits indicate size of plate in Inches. CompuTrus, Inc. Software 7.5.3.1 F(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). 11-00 7-00 EXP. 3/31/11 ."'6 / q N C> 11111" = = M M i' M M a M M M r LUMBER SPECIFICATIONS TC: 2x4 SPF 165OF BC: 2x4 SPF 1650F WEBS: 2x4 SPF 165OF TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. UON. LETINS: 1-06-00 1.06.00 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL:10.06.00 v 0 co O co N o1 O iQr161PM 10-06 3-09-04 TRUSS SPAN 21'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+OL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-03 5-03 Thi�gn pMd fr�put Mut bM SPATES FABRICATORS (MC) CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM 1. 2=( -171) 0 1. 8=(0) 1786 1. 2=(-1908 0 2. 3=(-1911) 0 8. 9=(0) 1399 3. 8=( -203i 52 3. 4=(-1749) 0 9- 7=(0) 1786 8. 4=( 0) 369 4- 5=(-1749 0 4. 9= 0) 369 5. 6=(-1911 0 9. 5=� -203) 52 6- 7=( -171) 0 6- 7=(-1908) 0 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 01 882V -52/ 52H 5.50' 1.38 SPF ( 425) 21'- 0.0' 01 882V -521 52H 5.50' 1.38 SPF ( 425) MAX LL DEFL = -0.165' (L/1460) @ 10'- 6.0' L1360 = 0.669' MAX OL DEFL = -0.184' (L/1309) @ 10'- 6.0' L/240 = 1.004' MAX TL DEFL = -0.349' (1.1 690) @ 10'- 6.0' L1240 = 1.004' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.276' MAX HORIZ. LL DEFL = 0.024' @ 20'- 6.5' MAX HORIZ. TL DEFL = 0.051' @ 20'- 6.5' Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.8, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers 10-06 which is non -concurrent with other live loads. 3-09-04 1-05-12 12 12 3.001---- M -4x4 a 3.00 A nii 7-00 7-00 7-00 f l 21-00 JOB NAME: Madison Club Lot 113B Old World A40 Scale: 0,3499 EXP. 3/31/11 ?.6/51 /io .< WARNINGS: GENERAL NOTES, unless otherwise noted A40 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown *. loos designer or truss engineer. 2. Design assumes the lop and bottom chords to be laterally braced at DES BY • AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by • stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown < < SEQ. 4637753 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, : TRANS I D : 293554 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for 'dry condition" of use. S. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling. shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations sal forth by 8. Plates shall be located on both feces of wss, and placed so their center TPUWTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. coincide III II VIII VIII VIII I'll/ VIII VIII II I IIII 9. Digits size of plate in Inches. I CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E ale s see ESR -2529 (CompuTrus) 10Co. values design988 . For basicor 11toE5R-1 EXP. 3/31/11 ?.6/51 /io .< VIII M _ Thismgn pXpd AMputLowut bM SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. LION. LETINS: 2-00-00 1.06.00 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL:10.06-00 v O c!) O cl) TRUSS SPAN 21'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-06 1-11-09 3-03-07 5-03 5-03 3-09-04 1-05-12 12 12 3.001---- M -4x4 a 3.00 A n 7-00 7-00 7-00 21-00 JOB NAME: Madison Club Lot 113B Old World - A41 Scale: 0.3518 CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM ) -1984 0 1- 2=( -75 42 1. 8=(-455) 2316 1- 2=( 2. 3=(-1921) 0 8- 9=(-268) 1729 3. 8=( -305; 201 3. 4=(-1763) 0 9- 7=(-469) 2309 8. 4=( -64) 490 4. 5=(-1748) 0 4- 9=( -75) 482 WARNINGS: 5. 6=(-1910) 0 9- 5=( -301) 207 A41 6. 7=( -171) 0 6. 7=(-1907) 0 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 882V -2000/ 2000H 5.50' 1.38 SPF 425) 21'- 0.0' 0/ 882V -2000/ 2000H 5.50' 1.38 SPF 425) and Warnings before construction commences. MAX LL DEFL = -0.153' (L/1575) @ 14'- 0.0' L/360 = 0.669' MAX DL DEFL = -0.246' (L/ 979) @ 15'- 9.4' L/240 = 1.004' MAX TL DEFL = -0.325' (L/ 741) @ 14'- 0.0' L/240 = 1.004' 2. 2x4 compression web bracing must be installed where shown +. RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.369' - DES. BY: AIV) MAX HORIZ. LL DEFL = 0.031' @ 0'- 5.5' 3. All lateral force resisting elements such as temporary and permanent MAX HORIZ. TL DEFL = 0.057' @ 20'- 6.5' Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, stability bracing must be designed by designer of complete structure. Enclosed, Cat.2, Exp.B, MWFRS, DATE: 9/3/2010 interior zone, load duration factor=1.6 CompuTrus assumes no responsibility for such bracing. Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers 10-06 which is non -concurrent with other live loads. 1-11-09 3-03-07 5-03 5-03 3-09-04 1-05-12 12 12 3.001---- M -4x4 a 3.00 A n 7-00 7-00 7-00 21-00 JOB NAME: Madison Club Lot 113B Old World - A41 Scale: 0.3518 EXP. 3/31/11 WARNINGS: GENERAL NOTES, unless otherwise A41 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the tlesign parameters shown. Review a design Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at - DES. BY: AIV) 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywag(BC). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 4637754 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 293554 design loads be applied to any component. and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shag be located on both faces of truss, and placed so their center TPUWfCA in BCSI, copies of which will be furnished upon request. lines concha with joint center lines. coincideto IIIIII VIII VIII VIII VIII VIII I II IIII IIII 9. Digits indicate size of plate Inches. CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. basic con31ctoEEr de gn values see ESR -2529 (CompuTrus) aFor nd/or SR a EXP. 3/31/11 IIII Thi�gn plad frIWputAW.t bo= SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.5' CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM TC: 2x4 SPF 1650F LOAD DURATION INCREASE = 1.25 WARNINGS: 1- 2=( -28) 0 1. 8=(0) 1600 1. 2=(•1838) 0 BC: 2x4 SPF 1650F SPACED 24.0' O.C. 1. Builder and erection contractor should be advised of all General Notes 2- 3=(-1720) 0 8. 9=(0) 1335 3. 8=( -166) 68 WEBS: 2x4 SPF 1650F and Warnings before construction commences. 3. 4=(-1605) 0 9. 7=(0) 1736 8- 4=( 0) 311 LOADING 2. 2x4 compression web bracing must be installed where shown +, 4. 5=(-1701) 0 4. 9=( 0) 383 TC LATERAL SUPPORT <= 12.00. UON. LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF 2' o.c. and at 10' o.c. respectively unless braced throughout their length by 5. 6=(-1858) 0 9. 5=( •202) 50 BC LATERAL SUPPORT <= 12.00. LION. OL ON BOTTOM CHORD = 7.0 PSF DATE: 9/7/2010 6- 7=( -165) 0 6- 7=(-1857) 0 CompuTrus assumes no responsibility for such bracing. TOTAL LOAD = 42.0 PSF 4. No load should be applied to any component until after all bracing and LETINS: 1-11-00 1.06.00 . : TRANS I D : 293563 fasteners are complete and at no time should any loads greater than design loads be applied to any component. assumes and are for "dry condhion' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH •• For hanger specs. - See approved plans REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Connector plate prefix designators: 8. Plates shag be located on both faces of truss, and placed so their center 0'- 0.0 OJ 863V -50/ 52H 5.50' 1.35 SPF ( 425) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 20'- 6.5' 0/ 863V •50/ 52H 5.50' 1.35 SPF ( 425) M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. I III I II Illll Illll II Il Illll Ill/ MAX LL DEFL = •0.151' (L11559) @ 13'• 8.3' L/360 = 0.654' 9. Digits indicate size of plate in Inches. MAX DL DEFL = •0.170' (L/1385) @ 13'• 8.3' L/240 = 0.981' MAX TL DEFL = -0.321' (L/ 733) @ 13'- 8.3' L/240 = 0.981' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.255' 10. For basic connector plate design values see ESR -2529 (CompuTrus) MAX HORIZ. LL DEFL = 0.022' @ 20'- 1.0' MAX HORIZ. TL DEFL = 0.046' @ 20'- 1.0' and/or ESR -1311, ESR -1988 (MiTek). Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord 10-00-08 10-06 live load per IBC 2006 due to maintenance workers -- which ie rWrl•4uTcurrCrr� with other live loads. 01-:10-06-00 v 0 M 0 co N ` CM O O O 1-10-04 3-02 5-00-04 5-03 3-09-04 1-05-12 12 12 3.00 o M -4x4 a 3.00 A n- 6-10-03 6-10-03 6-10-03 ( 20-06-08 JOB NAME: Madison Club Lot 113B Old World - A42 Scale: 0.3701 EXP. 3/31/11 :+,. 9 / -7 / AP ,4 WARNINGS: GENERAL NOTES, unless otherwise noted A42 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY ' AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stability bracing must be des goad by designer of complete structure. continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). DATE: 9/7/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ /� SE SEQ 4637852 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses are to be used in a non -corrosive environment, . : TRANS I D : 293563 fasteners are complete and at no time should any loads greater than design loads be applied to any component. assumes and are for "dry condhion' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if S. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design Is furnished subject to the limitations set forth by 8. Plates shag be located on both faces of truss, and placed so their center TPUWfCA in SCSI, copies of which will be famished upon request. lines coincide with joint cooter lines. Illlll I III I II Illll Illll II Il Illll Ill/ IIII 9. Digits indicate size of plate in Inches. CompuTrus, Inc. Software 7.5.3.1 F(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). EXP. 3/31/11 :+,. 9 / -7 / AP ,4 IIIIII _ThiJMgn pX"d frMputAWI: b0= SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT - 12'OC. UON. LETINS: 1-11-00 1-06.00 •• For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL:10.06.00 v 0 cv 0 M O TRUSS SPAN 20'- 6.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-00-08 CBC200711BC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM 1. 2=( -59) 41 1. 8=(-251) 1899 1. 2=(-1838) 0 2- 3=(-1720) 0 8. 9=( -77) 1469 3. 8=( -219) 191 3- 4=(-1605) 0 9- 7=(-131) 1922 8- 4=( -53) 374 4- 5=(-1701) 0 4. 9=( -14) 437 5. 6=(-1858) 0 9. 5=( -240) 140 6- 7=( -165) 0 6- 7=(-1857) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 863V -1500/ 1500H 5.50' 1,35 SPF ( 425) 20'- 6.5' 0/ 863V -1500/ 1500H 5.50' 1.35 SPF ( 425) Truss: MAX LL DEFL = -0.151' (1.11559) @ 13'- 8.3' L/360 = 0.654' and Warnings before construction commences. MAX DL DEFL = -0.230' (1.11023) @ 15'- 3.9' L/240 = 0.981' MAX TL DEFL = -0.321' (1.1 733) @ 13'- 8.3' 1./240 = 0.981' 2. 2x4 compression web bracing must be installed where shown •. RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.345' DES. BY: AM MAX HORIZ. LL DEFL = 0.023' @ 20'- 1.0' 3. All lateral force resisting elements such as temporary and permanent MAX HORIZ. TL DEFL = 0.047' @ 20'- 1.0' CONO. 2: 1500.00 LBS DRAG LOAD. stability bracing must be designed by designer of complete structure. Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, DATE: 9/3/2010 Enclosed, Cat.2, Exp.B, MWFRS, CompuTrus assumes no responsibility for such bracing. interior zone, load duration factor=1.6 SEQ 4637756 Design checked for a 300 lb concentrated top chord 10-06 live load per IBC 2006 due to maintenance workers . : TRANS I D : 293554 ^^n -concurrent with other live loads. 1-10-04 3-02 5-00-04 5-03 3-09-04 1-05-12 12 12 3.00 M -4x4 a 3.00 A f) 6-10-03 6-10-03 20.06-08 JOB NAME: Madison Club Lot 113B Old World - A43 6-10-03 Scale: 0.3465 N O O EXP. 3/31/11 ?.6/al/io'4 WARNINGS: GENERAL NOTES, unless otherwise noted: A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown •. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c, respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywan(BC). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ 4637756 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-comosive environment, . : TRANS I D : 293554 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for -dry condition. of use. 6. Design assumes full bearing at a0 supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by S. Plates shall be located on both faces of truss, and placed so their center III I III III III I III I VIII VIII'I I IIIII TPWVECA in SCSI, copies of which will be furnished upon request. lines coincide with joint banter lines. 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.5.3.1 F(1 L) -E 10. For basicdesignvalues see ESR -2520 (CompuTrus) and/orESR 1nectoESRte N O O EXP. 3/31/11 ?.6/al/io'4 = M M M M M M = = M = 111111" M LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F; 2x6 SPF 1650F A TC LATERAL SUPPORT - 12'OC. LON. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 1.06.00 0-00-00 .. For hanger specs. - See approved plans Connector pplate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M26HS,M18HS, 16 = MiTek MT series. <PL:10.06.00 TRUSS SPAN 7'- 3.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF L ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 1-05-07 2-02-01 3-07-08 12 3.00 v M -2x4 6-11.08 0-03-08 L L 7-03 JOB NAME: Madison Club Lot 113B Old World - A44 0 0 N Scale: 0.5913 _ThisMn pl_d fr�pute_ut b� SPATES FABRICATORS (MC) CBC2007/IBC200(6 M)AX MEMBER FORCES 4WR/DHF/(Cq=1.2)5 TCM WARNINGS: GENERAL NOTES, unless otherwise noted A44 1. Builder and erection contractor should be advised of all General Nates 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the BEARING 2. 2x4 compression web bracing must be installed where shown *. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by 01- 0.0' stab lily brat ng must be designed by designer of complete stmdure. continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown SEQ. 4637757 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, : TRANS I D : 293554 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPUWTCA in BC51, copies of which will be furnished upon request. to lines coincide with joint center lines. III I III I VIII III I VIII 11111111111111 III IIID IIII III) 2: 1500.OQ LBS DRAG LOAD, I Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, 9. Digits indicate sire of plate Inches. Enclosed, Cat.2 Exp.B, load CompuTrus, Inc. Software 7.5.3.1 F(1 L) -E 10, For basic connector plate design values see ESR -2529 (CompuTrus) interior zone, duration factor=1.6 end/or ESR -1311, ESR -1988 (MiTek). _ThisMn pl_d fr�pute_ut b� SPATES FABRICATORS (MC) a EXP. 3/31/11 ?"5/a///9'< CBC2007/IBC200(6 M)AX MEMBER FORCES 4WR/DHF/(Cq=1.2)5 TCM 150 1-5=(•721) 1-2=2-3=1-566) 981 292 3-5=1 8688) 5628 3-4= -417) 417 5.4= ) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES(SPECIES) 01- 0.0' -164/ 481V -1500/ 1500H 3.00' 0.75 SPF ( 425) 7'- 3.0' -166/ 479V -1S00/ 1500H 5.50' 0,75 SPF ( 425) MAX LL DEFL = •0.057' L11377 @ 1'- 4.4' L/360 = 0.218' MAX DL DEFL = •0.097' L/ 809 @ 1'- 4.4' LI 240 = 0.327' MAX TL DEFL = 0.058' L/1353 @ 1'- 4.4' L1240 = 0.327' RECOMMENDED CAMBER (BA ED ON L DEFL)= 0.145' MAX HORIZ. LL DEFL = 0.009' @ 0'- 3.0' MAX HORIZ. TL DEFL = •0.010' ICOND. @ 0'- 3.0' 2: 1500.OQ LBS DRAG LOAD, I Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2 Exp.B, load MWFRS, interior zone, duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. a EXP. 3/31/11 ?"5/a///9'< LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F; 2x6 SPF 1650F T2 BC: 2x4 SPF 1650F WEBS: 2x4 SPF 165OF TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 1-06-00 1-06-00 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 01-:22.01.08 t Z 1-05-11 12-06-00 HIP SETBACK 6.00.00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 30,0)= 70.0 PLF 01• 0.0' TO 6'- 0.0' V TC UNIF LL( 80.0)+DL( 60.0)= 140.0 PLF 61- 0.0' TO 61- 6.0' V TC UNIF LL( 40.0)+DL( 30.0)= 70.0 PLF 6'- 6.0' TO 12'- 6.0' V BC UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF 01• 0.0' TO 121• 6.0' V TC CONC LL( 200.0)+DL( 150.0)= 350.0 LBS @ 61- 0.0' TC CONC LL( 200.0)+DL( 150.0)= 350.0 LBS @ 61- 6.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 12' oc throughout 2x4 top chords, 12' oc throughout 2x6 top chords, 12' oc throughout 2x4 bottom chords, 12' oc throughout webs. 5-11-11 0-06-10 5-11-11 3-07-05 2-04 3-07-05 1-05-11 350# ,1350# 12 3.00 o M -5x8 M -8x8 12 a 3.00 5-01 2-05-12 4-11-04 12-06 JOB NAME: Madison Club Lot 113B Old World - A45 ThiMgn pNWd fr�puttWut bo= SPATES FABRICATORS (MC) CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM 1. 2=( -188) 0 1- 7=(0) 1922 1- 2=•2046) 0 2- 3=(•2042) 0 7- 8=(0) 2128 7. 3=' 0) 166 3. 4=(-2244) 0 8. 6=(0) 2126 7- 4=( •52) 186 4- 5=(-2240) 0 4- 8=( -6) 116 5. 6=( -234) 0 5- 6=(•2208) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 980V -40/ 40H 5.50' 0.77 SPF ( 425) 12'- 6.0' 0/ 980V -40/ 40H 5.50' 0.77 SPF ( 425) MAX LL DEFL = -0.097' (L/1432) @ 6'- 6.0' L/360 = 0.386' MAX DL DEFL = -0.107' (L/1299) @ 6'- 6.0' L/240 = 0.579' MAX TL DEFL = -0.204' (L/ 681) @ 6'- 6.0' L/240 = 0.579' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.161' and approval is the responsibility of the building designer, not the MAX HORIZ. LL DEFL = 0.009' @ 12'- 0.5' MAX HORIZ. TL DEFL = 0.018' @ 12'- 0.5' truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at Wind: 90 mph, h=25ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, 2' o.c. and at 10' o.c. respectively unless braced throughout their length by interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord continuous sheathing such as plywood sheathing(TC) and/or drywa8(BC). live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.4153 EXP. 3/31/11 OF WARNINGS: GENERAL NOTES, unless otherwise noted A45 1. Builder and erection contractor should be advised of all General Nates 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be Installed where shown +, truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by : stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywa8(BC). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 463 7758 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 293554 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if S.CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIM?CA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 111111111111111111 IIIIIIIIVIIIII I III I VIII I IIII I IIII 9. Digits indicate size of plate in Inches. idicat CompuTrus, Inc. Software 7.5.3.1 F(1 L) -E 10. For basic connector plate design values see ESR•2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). EXP. 3/31/11 OF IIII-......--..-........ LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 165OF TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. UON. LETINS: 1.06.00 1.06.00 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 01-:22-01-08 00 O N O N N n� O O 1-05-12 12 3.00 E::-- 6-03 TRUSS SPAN 12'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0. O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-09-04 M -4x4 4-09-04 _ ThiXMgn p"Wd frWputfflWut bpm SPATES FABRICATORS (MC) CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM 1.2=( -54) 0 1-6=(0) 755 1.2=(-878) 0 2.3=(-827) 0 6-5=(0) 755 6.3=( 0) 231 3.4=(-827) 0 4-5=(-878) 0 4.5=( -54) 0 BEARING MAX VERT MAX HORZ BAG REOUIRED BAG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0' 01 525V -31/ 31H 5.50' 0.82 SPF ( 425) 12'- 6.0' 0/ 525V -31/ 31H 5.50' 0.82 SPF ( 425) MAX LL DEFL = -0.060' (L/2316) @ 1'- 4.9' 1_1360 = 0.386' MAX OL DEFL = -0.039' (L/3564) @ 6'- 3.0' L/240 = 0.579' MAX TL DEFL = -0.096' (1-11447) @ 6'- 3.0' L/240 = 0.579' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.059' MAX HORIZ. LL DEFL = 0.006' @ 12'- 0.5' MAX HORIZ. TL DEFL = 0.013' @ 12'- 0.5' 6-03 Wind: 90mph, h=25ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, Ir Enclosed, Cat.2, Exp.B, MWFRS, 1-05-12 interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord 12 live load per IBC 2006 due to maintenance workers a 3.00 which is non -concurrent with other live loads. 6-03 12-06 JOB NAME: Madison Club Lot 113B Old World - A46 6-03 Scale: 0.4903 EXP. 3/31/11 ?.6/a/ /io .4 OF WARNINGS: GENERAL NOTES, unless otherwise noted A I. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval Is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY - AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c, respectively unless braced throughout their length by stabil ty Dra�ng must be designed by designer of complete structure. acture. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impart bridging or lateral bracing required where shown ++ SEQ. 463 7759 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses are to be used in a non -corrosive environment, : TRANS I D : 293554 fasteners are complete and at no time should any loads greater than design loads be applied to any component. assumes and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject 10 the limitations set forth by 8. Plates shell be located on both faces of truss, and placed so their center TPNNTCA in SCSI, copies of which will be famished upon request. lines coincide with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 9. Digits Indicate size of plate in inches. CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). EXP. 3/31/11 ?.6/a/ /io .4 OF IIIIM M LUMBER SPECIFICATIONS TC: 2x4 SPF 165OF BC: 2x4 SPF 165OF WEBS: 2x4 SPF 1650F; 2x6 SPF 165OF A TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 1-06.00 0-00-00 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL:22.01.08 TRUSS SPAN 11'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-09 1-04-14 3-04-02 12 3.00 M -4x4 6-03 6-03 _ Thi#Wgn pd frWputil"ut b"M SPATES FABRICATORS (MC) CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHFICq=1.25 TCM 1.2=( -26) 0 1.5=(0) 522 1-2=(-727) 0 2.3=(-585) 0 5.4=(0) 542 5-3=( 0) 183 3-4=(-627) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 462V -24/ 31H 5.50' 0.72 SPF ( 425) 111- 0.0' 0/ 462V -241 31H 5.50' 0.72 SPF ( 425) MAX LL DEFL = -0.064' (LI1890) @ 4'- 9.0' LI360 = 0.336' MAX DL DEFL = -0.074' (L/1635) @ 4'- 9.0' L/240 = 0.504' MAX TL DEFL = -0.137' (L/ 883) @ 4'- 9.0' L/240 = 0.504' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.111' MAX HORIZ. LL DEFL = 0.004' @ 10'- 6.5' MAX HORIZ. TL DEFL = 0.008' @ 10'- 6.5' Wind: 90 mph, h=25ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 12 Design checked for a 300 lb concentrated top chord a 3.00 live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 4-09 6-03 11-00 JOB NAME: Madison Club Lot 113B Old World - A47 Scale: 0.5094 N' ICD EXP. 3/31/11 3.6 / 31 / io ,4 OF C WARNINGS: GENERAL NOTES, unless otherwisenoted: A47 1. Builder and erection contractor should be advised of all General Notes 1. This Truss design is adequate for theadesign parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. DES. BY ' AM 3All lateral force resisting elements such as temporary and permanent . 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and 10' respectively unless braced throughout Their length by stability bracing must be designed by designer of complete structure. sheathing in and/or tlrywall(BC). continuous sheathing such as s DATE • 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ acingplywood meed ere s /� $EQ . : 4637760 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 293554 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over end assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes drainage is truss, d.a 6. This design is fumishetl subject to the limitations set forth by located one bothfaces f 8. Plates shall be located on both laces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. IIII IIII IIII I III IIII I I II IIII 9. Digits indicate size of plate In Inches. CompuTrus, Inc. Software 7.5.3.1 F(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). N' ICD EXP. 3/31/11 3.6 / 31 / io ,4 OF C III" _ _ - LUMBER SPECIFICATIONS TC: 2x4 SPF 165OF BC: 2x4 SPF 1650F WEBS: 2x4 SPF 165OF; 2x6 SPF 1650F A TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 1.06.00 0.00.00 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL:22-01-08 m 0 N O R N O O M M M r M M M _Thi�gn p_d fr�nput�ut bM TRUSS SPAN 11'- 0,0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C, LOADING LL( 20.0)+OL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-09 1-04-14 3-04-02 12 3.00 E:--- M-4x5 6-03 6-03 SPATES FABRICATORS (MC) CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHFICq=1.25 TCM 1.2=( -45) 24 1-5=('-662) 1220 1-2=(-1034) 273 2.3=(-585) 0 5-4=(-559) 1146 5-3=( 0) 183 3-4=(-795) 174 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' O/ 462V -15001 1500H 5.50' 0.72 SPF ( 425) 111- 0.0' 0/ 462V -1500/ 1500H 5.50' 0.72 SPF ( 425) MAX LL DEFL = -0.112' (L/1080) @ 1'- 3.8' L1360 = 0.336' MAX OL DEFL = -0.074' (L11635) @ 4'- 9,0' L1240 = 0.504' MAX TL DEFL = -0.137' (LI 883) @ 4'- 9,0' L/ 240 = 0.504' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.111' MAX HORIZ. LL DEFL = 0.014' @ 10'- 6.5' MAX HORIZ. TL DEFL = 0.018' @ 10'- 6.5' Wind: 90 mph, h=25ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, 12 interior zone, load duration factor=1.6 a 3.00 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 4-09 6-03 11-00 JOB NAME: Madison Club Lot 1138 Old World - A48 Scale: 0.5054 N C) EXP. 3/31/11 ?.6/3/ /io '4 WARNINGS: GENERAL NOTES, unless otherwise noted: A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for thea design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be braced at DES. BY: AM stability bracing must be designed by designer of complete structure. throughout 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 9/3/2010 CompuTrus assumes no responsibility (or such bracing. continuous sheathing such as plywood sheathing(TC) and/or drywaa(BC). 3. 2. Impact bridging or lateral bracing required where shown ++ I� S EQ 4637761 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, . : TRANS I D : 293554 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for -dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 6. Plates shall be located on both faces of truss, and placed so their center TPUVJTCA in BCSI, copies of which will be famished upon request lines coincide with joint center lines. de IIIIII VIII VIII ILII VIII VIII VIII IIII IIII 9. Digits Indicatecoincide size of plate in inches. CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10, is conn toESRte de ign values see ESR -2528 (CompuTrus) aFor nd/or ). N C) EXP. 3/31/11 ?.6/3/ /io '4 111111" = M M = M = M M M = M LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650E WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 12.00. LION. '• For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 01-:21.04-04 rb 0 0 0 C; co O M O M- TRUSS SPAN 7'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-04 12 3.00 v MP4 M -2x6 7-04 JOB NAME: Madison Club Lot 113B Old World - A49 M -3x6 MThi�gn plWd ff�NWput�ut b� SPATES FABRICATORS (MC) CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM 1-2=(-793) 802 3-4=(-1445) 1467 3-1=( -524) 307 4-2=(-297) 77 1.4=(-1497) 1465 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -256/ 572V -1500/ 1500H 5.50' 0.90 SPF ( 425) 7'- 4.0' -249/ 579V -1500/ 1500H 5.50' 0.91 SPF ( 425) MAX TC PANEL LL DEFL = -0.299' (L/ 262) @ 3'- 8.5' L/180 = 0.436' MAX TC PANEL TL DEFL = -0.453' (L/ 173) @ 3'- 8.6' L/120 = 0.654' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.242' MAX HORIZ. LL DEFL = 0.015' @ 7'- 0.5' MAX HORIZ. TL DEFL = 0.015' @ 7'- 0.5' COND. 2: 1500.00 LBS DRAG LOAD. Wind: 90 mph, h=25ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 0 N Scale: 0.5849 EXP. 3/31/11 1.'5/31//9.< OF WARNINGS: GENERAL NOTES, unless otherwise noted A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY ' AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed b designer of complete structure. Y 9 9 Y 9 P continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). DATE • 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ C(� S EQ 4637762 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a non-corosive environment, . : TRANS I D : 293554 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuT us has no central over antl assumes no responsibility for the necessary. fabrication, handlin shipment and installation of components. g. P P 7. Design assumes adequatedrainage is provided. 6. This design is furnished subject to the limitations set forth by 8, Plates shall be located onon both feces of truss, and placed so their center TPIMITCA in SCSI, copies of which will be furnished upon request, lines coincide with joint reeler lines. 111111 I I I VIII I III VIII (IIII VIII IIII IIII 9. Digits size of plate in inches. c CompuTrus, Inc. Software 7.5.3.1 F(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). EXP. 3/31/11 1.'5/31//9.< OF IIIIIIIIIIIIIII M =SPATE Wn piI (MC)Mputc=lt b� LUMBER SPECIFICATIONS TC: 2x4 SPF 165OF BC: 2x4 SPF 16 5O WEBS: 2x4 SPF 1650F; 2x6 SPF 165OF A TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 1-06-00 1-06-00 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL:21-04-04 m 0 0 0 Cl) coIo 0 0 1 TRUSS SPAN 17'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8-08 1-05-05 2-10-11 4-04 4-04 12 3.00 C--- M-4x4 A nu CBC2007/I8C20O6 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM 1- 2=( -71) O 1. 8=(0) 11011- 2=(-1362) 0 2. 3=(-1208) 0 8. 7=(0) 1101 3- 8=( -168) 123 3. 4=(-1115) 0 8. 4=( 0) 251 4. 5=(-1115 0 8- 5=( -168) 123 5. 6=(-1208) 0 6. 7=(-1362) 0 6- 7=( -71) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 728V -43/ 43H 5.50' 1.14 SPF ( 425) 17'- 4.0' 0/ 728V -43/ 43H 5.50' 1.14 SPF ( 425) MAX LL DEFL = -0.115' (L/1713) @ 8'- 8.0' L/360 = 0.547' MAX OL DEFL = -0.123' (L/1601) @ 8'- 8.0' L/240 = 0.821' MAX TL DEFL = -0.238' (L/ 827) @ 8'- 8.0' L/240 = 0.821' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.185' MAX HORIZ. LL DEFL = 0.014' @ 16'- 10.5' MAX HORIZ. TL DEFL = 0.028' @ 16'- 10.5' Wind: 90 mph, h=25ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 8-08 Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 2-10-11 1-05-05 12 a 3.00 8-08 17-04 JOB NAME: Madison Club Lot 113B Old World - A50 8-08 Scale: 0.3756 IC80 EXP. 3/31/11 ?.b/3///9'4 WARNINGS: GENERAL NOTES, unless otherwise noted A5 1. Builder and erection contractor should be etivised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences, and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be Installed where shown .. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY ' AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stabil y brat ng mu51 De des fined by des finer of complete st acture. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown - - SEQ. 4637763 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a non -corrosive environment, : TRANS I D : 293554 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for -dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it S. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on bath laces of truss, and placed so their center IIII in SCSI, copies of which will be furnished upon request, to lines coincidewith joint center lines. IIIIII III I VIII VIII VIII VIII VIII IIIITPI/WfCA 9. Digits size of plate Inches. CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) !II and/or ESR -1311, ESR -1968 (Mr Tek). IC80 EXP. 3/31/11 ?.b/3///9'4 III M-3. GENERAL NOTES, unless otherwisenoted: A5 1 N N _ThiAWn pr -d f1MPutCjMt b� n and Warnings before construction commences. 0 0 SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS 13.00.00 HIP SETBACK 6.00.00 FROM END WALL 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stabilfty Drectng must De des goad by designer of complete structure. CBC20071IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM TC: 2x4 SPF 165OF LOAD DURATION INCREASE = 1.25 (Non -Rep) 3. 2x Impact bridging or lateral bracing required where shown ++ /� S EQ 4637764 4. No load should be applied to any component until after all bracing and 1- 2=(-2551) 0 1. 5=(0) 2399 5. 2=( 0) 169 BC: 2x6 SPF 1650F fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for 'dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the 2. 3=(-2399) 0 5. 6=(0) 2395 5. 3=(-78) 89 WEBS: 2x4 SPF 165OF LOADING Design assumes adequate drainage is provided. S. This design is furnished subject to the limitations set forth D 9 J 3. 4=(-2555) 0 6- 4=(0) 2403 3- 6=( 0) 165 TC UNIF LL( 40.0)+DL( 30.0)= 70.0 PLF 01• 0.0' TO 6'- 0.0' V nche 9. Digits Indicate size of plate in Inches. TC UNIF LL( 80.0)+DL( 60.0)= 140.0 PLF 6'• 0.0' TO 7'- 0.0' V and/or ESR -1311, ESR -1988 (MiTek). TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 40.0)+OL( 30.0)= 70.0 PLF 7'- 0.0' TO 13'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF 0'- 0.0' TO 13'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1022V •501 50H 5.50' 1.60 SPF ( 425 TC CONC LL 200.0)+DL( 150.0)= 350.0 LBS @ 6'- 0.0' 13'- 0.0' 0/ 1022V -50/ 50H 5.50' 1.60 SPF ( 425; TC CONC LL( 200.0)+DL( 150.0)= 350.0 LBS @ 7'- 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.077' (L/1883) @ 7'- 0.0' L/360 = 0.403' MAX DL DEFL = -0.078' (1-/1858) @ 6'• -0.0' L/240 = 0.604' Connector plate prefix designators: REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. MAX TL DEFL = -0.155' (L/ 935) @ 6'- -0.0' L/240 = 0.604' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.117' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX HORIZ. LL DEFL = 0.014' @ 12'• 6.5' MAX HORIZ. TL DEFL = 0.028' @ 12'- 6.5' Wind: 90 mph, h=30ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2 Exp.B, MWFRS, 5-11-11 1-00-10 5-11-11 interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord 5-05 2-02 5 05 live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 350N 350 12 12 3.00 o a 3.00 <PL:24-08.08 c M-3. GENERAL NOTES, unless otherwisenoted: A5 1 N N ign parameters shown. Review 1. This truss design is adequate for theadesign n and Warnings before construction commences. 0 0 1 M -5x6 M -6x6 5-05 2-03-12 5-03-04 13-00 JOB NAME: Madison Club Lot 1138 Old World - A51 Scale: 0.4696 1x5 N O WARNINGS: GENERAL NOTES, unless otherwisenoted: A5 1 1. Builder and erection contractor should be advisetl of all General Notes ign parameters shown. Review 1. This truss design is adequate for theadesign Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown *. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stabilfty Drectng must De des goad by designer of complete structure. conenuous sheathing such as plywood shealhing(TC) and/or drywae(8C). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing, 3. 2x Impact bridging or lateral bracing required where shown ++ /� S EQ 4637764 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, . : TRANS I D : 293554 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for 'dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. Design assumes adequate drainage is provided. S. This design is furnished subject to the limitations set forth D 9 J bothfaces and placed so their center e. Plates shall located do bath feces of truss. 8. TPUWfCA In SCSI, copies of wttieh will De furnished upon request. r lines coincide with Joint center a III I I III I III I I III I (IIII I I IIII IIII nche 9. Digits Indicate size of plate in Inches. CompuTrus, Inc. Software 7.5.3.1 F(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). 1x5 N O IIIIII M-3: N N GENERAL NOTES, unless otherwise noted: r 1. Builder and erection contractor should be advised of all General Notes =ThiJW,, plod frmputimt bpW Truss: 0 and approval is the responsibility of the building designer, not the 1 c truss designer or buss engineer. DES. BY • AM 3. Ali lateral force resisting elements such as temporary and permanent SPATES FABRICATORS (MC) LUMBER SPECIFICATIONS 13-00-00 HIP SETBACK 6.00.00 FROM END WALL continuous sheathing such as plywood sheathing(TC) and/or drywag(BC). DATE ' 9/3/2010 ' CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ CBC2007/IBC2006 MAX MEMBER FORCES 4WR/DHF/Cq=1.25 TCM TC: 2x4 SPF 1 65O LOAD DURATION INCREASE = 1.25 (Non -Rep) TRANS I D : 293 554 fasteners are complete and at no time should any loads greater then design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if I. 2=(•2551 0 1. 5=(0) 2399 5- 2=( 0) 169 BC: 2x6 SPF 1650F fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is Provided. 6. This design is lurnkhed subject to the limitations set forth by 2- 3=(•2399; 0 5. 6=(0) 2395 5- 3=(-78) 89 WEBS: 2x4 SPF 1650F LOADING incide with joint center lines. lines coincide o III I I III I III I I III III I I II I II ILII 9. Digits size of plate to Inches. 3. 4=(•2555) 0 6- 4=(0) 2403 3. 6=( 0) 165 CompuTrus, Inc. Software 7.5.3.1 F(1 L) -E TC UNIF LL( 40.0)+DL( 30.0)= 70.0 PLF 01- 0.0' TO 6'• 0.0' V and/or ESR -1311, ESR -1988 (MiTek). TC UNIF LL( 80.0)+DL( 60.0)= 140.0 PLF 61• 0.0' TO 71- 0.0' V TC LATERAL SUPPORT <= 12'OC. LON. TC UNIF LL( 40.0)+DL( 30.0)= 70.0 PLF 7'• 0.0' TO 13'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH BC LATERAL SUPPORT <= 1210C. UON. BC UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF 0'• 0.0' TO 131- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1022V -50/ SOH 5.50' 1.60 SPF ( 425 TC CONC LL( 200.0)+DL( 150.0)= 350.0 LBS @ 6'- 0.0' 13'- 0.0' 0/ 1022V •50/ SOH 5.50' 1.60 SPF ( 425; TC CONC LL( 200.0)+DL( 150.0)= 350.0 LBS @ 71- 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.077' (L/1883) @ 7'• 0.0' L/360 0.403' @ 6'- L/240 = 0.604' Connector plate prefix designators: REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. MAX DL DEFL = -0.078' (L/1858) •0.0' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TL DEFL = -0.155' (L/ 935) @ 6'- •0.0' L/240 = 0.604' M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.117' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MAX HORIZ. LL DEFL = 0.014' @ 12'- 6.5' MAX HORIZ. TL DEFL = 0.028' @ 12'• 6.5' Wind: 90 mph, h=30ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, 5-11-11 1-00-10 5-11-11 interior zone, load duration factor=1.6 Design checked for a 300 lb concentrated top chord 5-05 2-02 5 05 live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. 350N 350 12 12 3.00c---- a 3.00 <PL:24.08.08 b M-3: N N GENERAL NOTES, unless otherwise noted: r 1. Builder and erection contractor should be advised of all General Notes O Truss: 0 and approval is the responsibility of the building designer, not the 1 c M -5x6 M -6x6 5-05 2-03-12 5-03-04 L � 13-00 JOB NAME: Madison Club Lot 113B Old World - A52 Scale: 0.4696 1x5 N O EXP. 3/31/11 7,'6/s1/io,1 OF WARNINGS: GENERAL NOTES, unless otherwise noted: A 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2. 2x4 compression web bracing must be installed where shown *. truss designer or buss engineer. DES. BY • AM 3. Ali lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stability brat ng must be designetl by designer of complete sl acture. continuous sheathing such as plywood sheathing(TC) and/or drywag(BC). DATE ' 9/3/2010 ' CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 4637765 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 293 554 fasteners are complete and at no time should any loads greater then design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if S.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is Provided. 6. This design is lurnkhed subject to the limitations set forth by es of truss, and placed so their center 8. Plates shag be located on bothoth faces TPUWTCA in BCSI, copies of which will be furnished upon request. incide with joint center lines. lines coincide o III I I III I III I I III III I I II I II ILII 9. Digits size of plate to Inches. CompuTrus, Inc. Software 7.5.3.1 F(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). 1x5 N O EXP. 3/31/11 7,'6/s1/io,1 OF 111111" = M M = = M M'M M M M M. LUMBER SPECIFICATIONS TC: 2x4 SPF 1650F BC: 2x4 SPF 1650F WEBS: 2x4 SPF 165OF TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL: 9.00.12 N N M -3x6+ O O c7 M TRUSS SPAN 2'- 0.0' LOAD DURATION INCREASE = 1,25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 2-00 12 a 3.00 M -3X4- 2-00 JOB NAME: Madison Club Lot 1138 Old World - A53 - This�n pi -d fr�put eut bM SPATES FABRICATORS (MC) COD : 1500.00 LBS BRAG LOAD s� Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7.05, Enclosed,Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M -3x4 min typical 36'oc (uon). Design checked for a 300 lb concentrated top chord live load per IBC 2006 due to maintenance workers which is non -concurrent with other live loads. Scale: 0.7272 EXP. 3/31/11 'L. 5 /:F1 /to '4 WARNINGS: GENERAL NOTES, unless otherwise noted A53 1, Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: and Warnings before construction commences. and approval is the responsibility of the building designer, not the 2, 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY ' AM 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by • stability bracing must be tlesignetl by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). DATE: 9/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. 4637766 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, : TRANS I D : 293554 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus hasno control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage Is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIIWTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII g, piens indicate size of plate to inches. Ij CompuTrus, Inc. Software 7.5.3.1 F(1 Q -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). EXP. 3/31/11 'L. 5 /:F1 /to '4 IIID plOd SPATES b0=(MC)MputJWut b LUMBER SPECIFICATIONS TC: 2x4 SPF 1 65O BC: 2x4 SPF 1650F WEBS: 2x4 SPF 1650F TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. '• For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series <PL: 9-00-12 co 0 0 0 0 0 M -2x4 TRUSS SPAN 2'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 a 3.00 M -2x4 2-00 I/lR AIAAAG' RAnrli cnn ('1 llh I nt 1 1 4R ill rl Wnrl rl _ Arid N 7 O 0 CBC2007/IBC2006 MAX MEMBER FORCES 4W'R/DHF/Cq=1.25 TCM 1.2=(-26) 7 3-2=(-11) 8 3-1=(-45) 6 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 57V -17/ 14H 5.50' 0.09 SPF ( 425) 2'- 0.0' OI 103V -17/ 14H 5.50' 0.16 SPF ( 425) MAX TC PANEL LL DEFL = 0.001' (1.19999) @ 1'- 3.2' L/180 = 0.115' MAX BC PANEL TL DEFL = -0.001' (L/9999) @ 0'- 10,1' L/180 = 0.060' RECOMMENDED CAMBER (BASED ON DL OEFL)= 0.002' Wind: 90 mph, h=15ft, TCDL=9.0,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 ....... .......�. .......,.�...... .,�....� __ ..._ ___ .._. __ .._ scaie: l.uuuu WARNINGS: GENERAL NOTES, unless otherwise noted Truss: A54 DES. BY: AM 1. Builder and erection contractor should be advised of all General Nates and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o,c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9/3/2010 SEQ. : 4637767 - TRANS I D : 293554 CompuTrus assumes no responsibility for such bracing. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibi8ry of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if De 7. Dessignign aas. ssumes adequate drainage is provided. 8. Plates shag be located on both faces of truss, and placed so their center IIIII I TPUWTCA In BCSI, copies of which will be furnished upon request. o nc dt iae with joint center lines. Tines coincide 9. Digits size of plate in inches. Indic-ate IIII I II IIIII IIIII IIIII IIIII IIII IIII CompuTrus, Inc. Software 7.5.3.1 F(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). EXP. 3/31/11 1 �l i t t ►J�L t ( r Do not store on No almacene en s� Para trusses usses 9uardados por mils de una uneven ground. tierra deli ua . semana, cubra IDs paquetes para prevenir - �! los trusses en 6rea de trabajo. p W A R N I N G BCSI-B1 SUMMARY SHEET - GUI+DE FOR Spans o_v_er 60' may require compiex permanent bracing. GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identity Los trusses no es16n marcados de ning6n modo que frequency r location f m I I i n 'fi I n i I lizaci6n de restricci6n lateral theooto ora atera deb ue a frets( c a o ora temporary q restraint and diagonal bracing. Follow the y arriostre diagonal temporales. Use las recomendaciones recommendations for handling, installing and de manejo, instalaci6n, restricci6n y arriostre temporal de temporary restraining and bracing of trusses. los trusses. Vea el folleto BCSI Guia de Buena Pr6ctica Refer to BCSI Guide to Good Practice for Data el Manejg, Instalaci6n. Restriai6n y Arriostre de los Handling. Installing. Restraining & Bracing of Trusses de Madera Conectados con Placas de Metal*** *** Metal Plate Connected Wood Trusses for para information m6s detallada. more detailed information. Los dibujos de diseno de los trusses pueden especificar las Truss Design Drawings may specify locations of localizaciones de restricci6n lateral permanente o refuerzo permanent lateral restraint or reinforcement for en los miembrosindividualesdel truss. Vea lahojaresumen individual truss members. Refer to the BCSI- BCSI-B3 - Restriai6n/Arriostre Permanente de Cuerdas *** B3 Summary Sheet - Permanent Restraint/ Miembros Secundarlos era mas information. EI Y P *** Bracing of Chords &Web Members for more resto de los disenos de arriostres permanentss son la information. All other permanent bracing design responsabilidad del Disefiador del Edificio. is the responsibility of the Building Designer. © The consequences of improper handling, erect- ing, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. EI resultado de un manejo, levantamiento, instalaci6n, restricci6n y arrisotre incorrecto puede ser la caida de la estructura o a6n peor, heridos o muertos. Banding and truss plates have sharp edges. Wear gloves when handling and safety glasses when 0 sm® cutting banding. Empaques y placas de metal tienen bordes afilados. Ueve guantes y lentes protectores cuando corte IDS empaques. — HANDLING — MANEJO A Avoid lateral bending. — Evite la flexi6n lateral. The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. EI contratista tiene la responsabilidad de recibir, descargar y almacenar adecuada- mente IDs trusses en la obra. Use special care in Utilice cuidado windy weather or especial en d!as near power lines ventosos o cerca de and airports. cables electricos o de aeropuertos. Spreader bar for truss � " O O Use proper rig- Use equipo apropiado ging and hoisting para levantar e p' equipment. improvisar. r If trusses are to be stored horizontally, place blocking of sufficient height beneath the stack of trusses at 8' to 10' on center. For trusses stored for more than one week, cover bundles to prevent moisture gain but allow for ventilation. Refer to BCSI Guide to Good Practice for Handling. Installing. Restraining & Bracing of Metal Plate Connected Wood Trusses*** for more detailed information pertaining to handling and jobsite storage of trusses. Si los trusses estar6n guardados horizon- talmente, ponga bloqueando de altura suficiente detr6s de la pila de los trusses a 8 hasta 10 pies en el centro. Do not store No almacene unbraced bundles verticalmente IDs upright. trusses sueltos. aumento de humedad Pero permits venti- laci6n. .: i�( •C_iif[--TiFI' , s ;,;,c_'=•sr--.-•' r,�.�.at�t HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. QWarning! Don't overload the crane. iAdvertenda! iNo sobrecargue la gr6a! Never use banding alone to lift a bundle. Do not lift a group of individually banded bundles. Nunca use s6lo IDs empaques para levantar un paquete. No levante un grupo de paquetes empaqueandos individualmentes. A single lift point may be used for bundles with trusses up to 45'. Two lift points may be used for bundles with Q Warning! Do not over load supporting structure with truss bundle. trusses u [0 60'. P Use at least 3 lift points for bundles with iAdvertencia! No sobrecargue la estructura trusses greater than 60'. apoyada con el paquete de trusses. Puede usar un solo lugar de levantar para paquetes de trusses hasta 45 pies. Q Place truss bundles in stable position. Puede usar dos puntos de levantar para Puse paquetes de trusses en una posici6n paquetes hasty 60 pies. estable. Use por to mens tres puntos de levantar para paquetes m6s de 60 pies. INSTALLATION OF SINGLE TRUSSES BY HAND INSTALACION DE TRUSSES INDIVIDUALES POR LA MANO -"ti Trusses 20 ',`. Trusses 30' or - - ' tt or less, sup- less, support at } port at peak. quarter points. Soporte Sop orte de del pico los los cuartos trusses de de tram0 los 20 pies o I F Trusses up to 20' ♦ I trusses de 30 1.*- Trusses up to 30' � mens. Trusses hasta 20 pies pies o menos. Trusses hasty 30 pies OISTING OF SINGLE TRUSSES — LEVANTAMIENTO DE TRUSSES INDIVIDUALES QHold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posici6n con equipo de gr6a hasta que la restricci6n lateral temporal de la cuerda superior este instalado y el truss est6 asegurado en los soportes. Q Warning! Using a single pick -point at the peak can damage the truss. iAdvertenda! EI use de un solo lugar en el pico para levantar puede hacer daho at truss. HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES 60' or less RECOMENDACIONES PARA LEVANTAR TRUSSES INDMIDUALES / �— Approx. 1/2 _I truss length Tegline TRUSSES UP TO 30' — reader bar TRUSSES HASTA 30 PIES Toe -in i L_T..9 Attach Locate Spreader bar 10' o.c. Spreader bar 1/2 to I above or stlffback max. 2/3 truss length —� I mid -height Tegline TRUSSES UP TO 60' TRUSSES HASTA 60 PIES 494,4 ZZ Spreader bar 2/3 to �— 3m truss length —i Tegline TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL 0 Refer to BCSI-B2 Summary Sheet - Truss Installation & Temnorary Restraint/Bracing"* Top Chord Temporary for more information. Lateral Restraint (TCTLR) Vea el resumen BCSI-B2 - Instalaci6n de 2x4 min. Trusses y Restricci6n/Arriostre Temporal*** para m6s informaci6n. Locate ground braces for first truss directly in line with all rows of top chord temporary lat- eral restraint (see table in the next column). =90' Coloque los arriostres de tierra para el primer truss directamente en linea con cada una de Brace first truss las filas de restricci6n lateral temporal de la �— securely before cuerda superior (vea la tabla en la pr6xima erection of additional columna). trusses. Do not walk on unbraced busses. Q No camine en trusses sueltos. HO]A RESUME' DE LA GUTA DE BUENA PRAC' Vanos mod as de 60 pies pueden requerir arriostre permanent( IDLI+NG, I+NSTALLING, RESTRAI+NTNG AND BRACI+NG OF TRUSSES always consult a Prlofessional Engineer. STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 1 Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process on groups of four trusses until all trusses are set. 1 Instale los arriostres de tierra. 2 Instale el rimero truss at arriostre de p y e seguramente al ar ost e tierra. 3) Instale los pr6ximos 4 trusses con restricci6n lateral temporal de miembro corto (vea abajo). 4) Instate el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre diagonal para los pianos de los miembros secundarios para estabilice los primeros cinco trusses (vea abajo). 6) Instale la restricci6n lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta ue [odos IDS trusses esten instalados. QRefer to BCSI-B2 Summary Sheet - Truss Installation & Temporary Restraint/Bracing*** for more information. Vea el resOmen BCSI-B2 - Instalaci6n de Trusses y Restricci6n/Arriostre Temporal*** para m6s informad6n. RESTRAINT[ BRACING FOR ALL PLANES OF TRUSSES RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metodo de restricci6n y arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Lon itud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasta 30 pies 10 pies m6ximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies m6ximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies m6ximo 60' to 80'* 4' o.c. max. 60 a 80 pies* 4 pies m6ximo *Consult a Professional Engineer for trusses longer than 60'. 'Consulte a un Ingeniero Profesional para trusses m6s de 60 pies. See BSC I -B2*** for TCTLR options. Vea el BCSI-B3*** para las opciones de TCTLR. Refer to BCSI-B3 Sum- mary Sheet- Permanent Restraint/Bracing of Chords & Web Members*** for Gable End Frame restraint/bracing/ reinforcement information. Para informad6n sobre restricci6n/arriostre/refuerzo para Armazones Hastiales vea el resumen BCSI-B3 - Restricci6n/Arriostre Ground bracing not shown for clarity. Permanente de Cuerdas v Miembros Secundari 2) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS 46 LATERAL RESTRAINT & DIAGONAL BRACING Web Members ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY RESTRAINT ,& BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 Q Refer to BCST-BL Diagonal Bracing Summary Sheet 10' or 15'*� flepeat Diagonal Bracing - Temporary & `����� every 15 truss spaces (301) Permanent Restrain[/ � Bracing for Parallel Chord Trusses*** for more information. Vea el resumen BSUL- B7 - Restricci6n/ Apply Diagonal Brace to Arriostre Temporal vertical webs at end of y Permanente para cantilever and at bearing All Lateral Restraints Height Gypsum Board Trusses de Cuerdaslocations. laPP ed at least two trusses. 16" Asphalt Shingles 1 *Top chord Temporary Lateral Restraint spacing shall be mas informaci6n. 10' o.c. max. for 3x2 chords and 15' o.c. for 4x2 chords. INSTALLING INSTALACION - *Consult a Professional Engineer for trusses longer than 60'. 'Consulte a un Ingeniero Profesional para trusses m6s de 60 pies. See BSC I -B2*** for TCTLR options. Vea el BCSI-B3*** para las opciones de TCTLR. Refer to BCSI-B3 Sum- mary Sheet- Permanent Restraint/Bracing of Chords & Web Members*** for Gable End Frame restraint/bracing/ reinforcement information. Para informad6n sobre restricci6n/arriostre/refuerzo para Armazones Hastiales vea el resumen BCSI-B3 - Restricci6n/Arriostre Ground bracing not shown for clarity. Permanente de Cuerdas v Miembros Secundari 2) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS 46 LATERAL RESTRAINT & DIAGONAL BRACING Web Members ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY RESTRAINT ,& BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 Q Refer to BCST-BL Diagonal Bracing Summary Sheet 10' or 15'*� flepeat Diagonal Bracing - Temporary & `����� every 15 truss spaces (301) Permanent Restrain[/ � Bracing for Parallel Chord Trusses*** for more information. Vea el resumen BSUL- B7 - Restricci6n/ Apply Diagonal Brace to Arriostre Temporal vertical webs at end of y Permanente para cantilever and at bearing All Lateral Restraints Height Gypsum Board Trusses de Cuerdaslocations. laPP ed at least two trusses. 16" Asphalt Shingles Paralela5*** Para *Top chord Temporary Lateral Restraint spacing shall be mas informaci6n. 10' o.c. max. for 3x2 chords and 15' o.c. for 4x2 chords. INSTALLING INSTALACION - Out of Plane 21 Tolerances for Out -of -Plane. Out of Plumb Max. Truss Tolerancias para Fuera-de-Plano. Bow Length Max. Bow D/50 D (ft.) 3l4" 12.5' Length 11 1/4" 1' 7/8" 14.6' " Mm. Bow —►LH 1/2" 2' Max. Bow 1" 16.7' 3/4" 3' 1-1/8" 18.8' rtT� Length1 4 1-1/4"20.8' Plumb 1-1/4" 5'1-3/8" 22.9' Tolerances for J bob 1-1/2" 6'b. Out-of-PlumTolerancias 1-1/2" 25.0' Para D/50 max 1-3/a" 7' 1-3/4" 29.2' Fuera-de-Plomada. 2" z8' 2" 233.3' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION QDo not proceed with construction until all lateral restraint and bracing is securely and properly in place. No proceda con la construcc16n hasta que todas las restric- clones laterales y IDs arriostres esten colocados en forma apropiada y Segura. F7Do not exceed maximum stack heights. Refer to SCSI -B4 Sum- m� Sheet -Construction Loading*** for more information. No exceda las alturas m6ximas de mont6n. Vea el resumen BCSI-B4 Carga de Construod6n*** para m6s informaci6n. Repeat diagonal braces for each set of 4 trusses. Repita IDS arrisotres diagonales para coda grupo de 4 trusses. Bracing Chords IMPORTANTES! Diagonal Braces Qmxcg s every 10 truss 10'-15' a. Same spacing aspaces (20' max.) bottom chord Lateral Restraint Some chord and web members not shown for clarity. 3) BOTTOM CHORD — CUERDA INFERIOR Lateral Restraints - 2x4xl2' or greater lapped over two truss( Bottom chords' Diagonal Braces every 10 truss spaces (20' max.) 10'-15' Some chord and web members max. not shown for clarity. Maximum Stack Height for Material on Trusses Material Height Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles concrete Block 8" Clay Tile 3-4 tiles high v \ LO w Do not overload small groups or single trusses. KA No sobrecargue pequenos grupos o trusses individuales. Never stack materials near a peak. Nunca amontone IDs materiales cerca de un pico. QPlace loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posible. 1-7t Position loads over load bearing walls. IJ Coloque las cargas sobre las Paredes soportantes. Truss bracing not ALTERATIONS — ALTERACIO N ES shown ler clarity. © Refer to BCSI-BS Summary Sheet - Truss Damage. 3obsite Modifications & Installation Emo Vea el resumen BCSI-B5 Dafios de Trusses. Modifications en la Obra y Errores de Instalaci6n.*** Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No torte, altere o perfore ning6n mtembro estructural de un truss, a menos que este especificamente permitido en el Dibujo del Disefio del Truss. _ © Trusses that have been overloaded during construction or altered without the Truss Manufacturers prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcoi6n o han sido alterados sin la autorizad6n previa del Fabricante de Trusses, pueden hacer nulo y sin efectD la garantia limitada del Fabricante de Trusses. "'Contact the Component Manufacturer for more Information or consult a Professional Engineer for assistance. To view a non -printing PDF of this document, visit www.sbdndustry.com/bl. NOTE: The Truss Manufacturer and Truss Designer rely on the presumption that the Contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the Contractor belleves it needs assNutnce In some aspect of the construction project, It should seek assistance from a competent party. The methods and procedures outlined in this document are Intended to ensure that the overall construction techniques employed will put the trusses Into place SAFELY. mm These receendatlons for handling, Installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with Lass design, manufacture and installation, but must, due to the nature of responsibllitles Involved, be presented onty as a GUIDE for use by a qualified Building Designer or contractor. It is not Intended that these recommendations be interpreted as superior to the Building Designer's design specification for handling, Installing, restraining and bmdng trusses and It does not preclude the use of other equlvatent methods for restraining/bracing and providing stability for the walls, columns, Boors, roofs and all the Interrelated structural building components as determined by the Contmctor. Thus, WTCA and TPI expressly disclaim any responsibility for damages arising fmm the use, application, orrrellance on the recommendations and Information contained herein. m�0"pp QS°w" TRUSS PLATE INSTITUTE 6300 EnterpriseLane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandira, VA 22314 608/274.4849 • www.sbdndustry.com 703/683-1010 • www.tpinst.org BIWARN31x17 070724 PARA EL MANE�]O, IINSTALAC�ION, RESTR+IC ejo. P5r favor, sliempre Consulte a un Ingeniero Profesional. LI 11 TIMBER ODUCTS INSPECTION May 17, 2010 To Whom It May Concern: This is to verify that Spates Fabricators, Inc. of Thermal, CA is a Subscriber in the Timber Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program since June, 1990. The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (IAS) with the assigned number of AA -664. TP and the GTI quality assurance marks have been recognized in the West by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third party audits at Spates Fabricators, Inc. of Thermal, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. Spate's Fabricators, Inc. personnel are authorized to apply the GTI quality mark to ' trusses that are manufactured in accordance with the latest revision of the ANSI/TPI Standards. All stamping takes place at the truss manufacturing facility, under supervision of qualified plant personnel. ' If you have questions regarding the status of any plant in the TP/GTI Program, please contact me on my cell 208.818.7869. ' Sincerely, TIMBER PRODUCTS INSPECTION c Brian Hensley ' Truss Manager —Western Division /j r Xc: File 1105 SE 124th Avenue 0 N P.O. Box 919 o 1641 Sigman Road Vancouver, Washington 98684 Zi ji Conyers, Georgia 30012 360/449-3840 o FAX: 360/449-3953 %--. ln.-IIT 770/922-8000 o FAX: 770/922-1290 ALTERNATE FRAMING DETAIL AROUND 30" ACCESS Z� i-C[3�0�rUS,�InC,�� Custom Software Engineering Manufacturing TYPICAL ROOF TRUSS LAYOUT 24" �. 24" 1. 24" 1. 24" 1_ 24" I 24" 1 24" NOTE: REFER TO APPROPRIATE ENGINEERING DETAIL FOR TRUSS TYPES DESIGNED FOR OVERSPACING. ADJUSTED ROOF TRUSS LAYOUT single member common (net 24" o.c.) 24" I 24" 21" L 30" clear 21" L 24" L 24" I Section A -A FILE NO: 30" ATTIC ACCESS DATE: 07/23/08 REF: 25-1 DES: JAB IBC 2006 / CBC 2007 Ladder Frame Between trusses with 2x4 at 48" o.c. Section A -A (bottom view) - - - CompuT�us. Ine. - Custom Software Engineering Manufacturing Detail shows minimum spacing for a single bearing block. Double nail spacing and stagger nailing for two blocks. Greater spacing maybe required to avoid splitting. A. -Edge distance and spacing between staggered rows of nails (6 nail diameters) B. Spacing of nails in a row (12 nail diameters) C. End distance (15 nail diameters) If nail holes are pre -bored, some spacing may be reduced by the following amounts: * Spacing may be reduced by fifty percent (50%) ** Spacing may be reduced by thirty-three percent (33%) Bearing block to be the same specie, grade and size as i"SS/p,�, bottom chord (see approved A�l� CompuTrus engineering) EXP. 3/31/11 \ENV FILE NO: Bearing Block Detail DATE: 01/20/08 S EQ: 2787667 IBC 2006 / CBC 2007 A Length of Block Varies (See approved CompuTrus engineering) Nail Line 13* B- z A AI I I AI C.. I Direction of load and nail rows IF Maximum Nail Lines (by Bottom Chord Size Minimum Nail Spacing Distance in inches Nail Type 2x4 2x6 2x8 2x10 2x12 A B* C** 8d Box .113"x2.5" 3 6 9 12 15 3/4 13/8 13/4 10d Box .128"x3" 3 5 7 10 12 7/8 1 5/8 2 12d Box .128"x3.25" 3 5 7 10 12 7/8 1 5/8 2 16d Box (.135"x3.5") 3 5 7 10 12 7/8 1 5/8 21/8 20d Box .148"x4" 2 4 5 6 8 1 1 7/8 21/4 8d Common .113"x2.5" 3 5 7 10 12 7/8 15/8 2 10d Common .128"x3" 2 4 6 8 10 1 1 7/8 21/4 12d Common (.128"x3.25") 2 4 6 8 10 1 1 7/8 21/4 16d Common .135"x3.5" 2 4 6 8 10 1 2 21/2 .120"x2.5" Dia Gun 3 6 8 11 14 3/4 1 1/2 1 7/8 .131"x2.5" Dia Gun 3 5 7 10 12 7/8 1 1 5/8 2 .120"x3.0" Dia Gun 3 6 8 11 14 3/4 1 1/2 1 7/8 .131"x3.0" Dia Gun 3 5 7 10 12 7/8 1 5/8 2 Z�ip--Q�MPUT�rus�llnc:-��- Custom Software Engineering Manufacturing DETAIL FOR CONVENTIONALLY FRAMED VALLEY FILL VALLEY JACKS SPACED 24" o.c. CLEAR SPAN NOT TO EXCEED 8'-0". FOR SIZE AND GRADE SEE END JACK CHART OR RAFTER SPAN TABLE UNDER APPROPRIATE C.S.I. LOADING. VALLEY PADS 1x6 OR 2-2x4's. JACK POSTS 2x4's TO BE PLACED UNDER VALLEY JACKS AT NO MORE THAN 8'-0" o.c. AND NAILED TO JACK PURLINS. JACK PURLINS 2x4x4'-0" SPANNING OVER THREE TRUSSES UNDERNEATH AND PARALLEL TO VALLEY JACKS TO WHICH THE JACK POSTSUPPORTS ARE NAILED. RIDGE BOARD MINIMUM2x6 NO. 2HEM-FIR. RIDGE POST 2x4's TO BE PLACED UNDER RIDGE BOARD AT NO MORE THAN 5'-0" o.c. AND NAILED TO RIDGE PURLIN. RIDGE PURLIN 2x4 WHOSE LENGTH IS 1/2 THE VALLEY WIDTH AT THE POINT INDICATED BY A RIDGE POST. Nnu Mr. PrP iRrnRr. �-nm FILE NO: CALIF FILL DETAIL DATE: 01/20/08 REF: 25,15-1 DES: SC IBC 2006 / CBC 2007 SEQ: S151509 END WALL, GABLE END OR GIRDER TRUSS A I I VIII II I II IIII CumpuTrus, Inc. FRAMING DETAILS WHERE HIP TERMINATION Custom Software Engineering Manufacturing POINT DOES NOT MEET WITH COMMON TRUSS. COMMON TRUSS r RIDGE SHAPED BLOCK JBLCCK IPAFTER___..... .... ._ A,A t-- NOTE: _ NOTE: Attachment of end jack top chords to hip No. 1 are for vertical downward loads only (2) 16d T EXTENDED ENO JACK END JACK SETBACK FROM END WALL AS SPECIFIED ON ENGINEERING FILE NO: CALF HIP DETAIL DATE: 07/23/DB REF: 25,15.1 DES: SC IBC 2006 / CeC 2087 R-4521231 3/30/10MJ SEC: S151508 SEI ENI SPE ON Ot 11 02 11 03 li 64 II COMMON .�' 1 --2W Vertical at ,QROFESS/p^,q! ` i:�:�. �• 1-`rr o-0 o.c.lypical R. CA F2 HIPTRUSS l m See Engneereirgfor Details m EXP. 3/31/11 N�P • SPELATERAL C F ED ON ENGINEERING SECTION AA ENGi 0 CAUFO� 1 iuMi - M M= M M M M STANDARD HIP FRAMING DETAIL 13-11-11 - f - - -- _ _ - _ -- - - - --_- _ - __._� _ _� - - � .. -•r_ 11-11-11 Truss: I L F_ DES. BY: MJ DATE: 4/1/2010 SEQ.: 4523671 TRANS ID: 282546 111111111111 11111111111111111111111111111 NOTE: $ FLAT TOP OF TRUSS IS BRACED DUE TO END JACK TOP CHORDS_WHICH GO OVERSTEP DOWN HIP.-.----: CONNECT JACK TOP CHORD TO TRUSS FLAT TOP CHORD WITH 2-16d TOENAILS. REFER TO SEQ NO 4521231 FOR ADDITIONAL HIP DETAILS. CONFIGURATION AND PLATING ARE FOR ILLUSTRATION ONLY, REFER TO COMPUTRUS ENGINEERED DESIGNS FOR COMPLETE DETAILS. 'der ctio o e - h be a setl This'� - ate fhe de n met sho Review end W mg f t U en • s, Usd.en anda esponsibilil fthe d... r, not2x4 w res n eb br t in wh e s 3. All lateral force resisting elements such as temporary end permanent 2. 2' o.cst nd bo m rbr to I bre 2' entl at respectively unless bracedthroughout their length by stability bracing must be designed by designer of complete structure. ea ing et continuous sheathing such as plywood continuous and/or tlrywalt(BC). CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ required where 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibilityof me respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component.entl ere for drycondition. of use. 5. CompuTrus hes no control over and assumes no responsibility for the 8. Design assumes full bearing et all supports shown. Shim or wedge if fabrication, handling• shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 8. This design is furnished subject to the limitations set (Orth by 8. Plates shell be located on both feces of truss, and placed so their center TPI/WfCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digitsindicate size of plate in inches. CompuTrus, Inc. Software +7.5.3T(1 Q -Z 10. For basic connector plate design values see ESR -2529 (CompuTrus) _- and/or ESR -1311, ESR -1988 (MTek). LOAD DURATION INCREASE: 1.25 TRUSSES SPACED AT 24'OC TOP CHORD LL = 20psf TOP CHORD DL = 14psf BOTTOM CHORD DL = 7psf TOTAL LOAD = 41psf TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. EXP. 3/31/11 FOR GABLE ENDS OVER 6'-1- IN HEIGHT CI3MPUTr US. l r- " MINIMUM GABLE STUD GRADE 2x4 CONSTRUCTION r;RADF DOUG -FIR GABLE STUD SPACING 16' oc rimfnm gnftwnra Fnninaerinn Manufarhirinn Design conforms to Main Windforce-Resisting System also Components and Cladding criteria. Wind: 90 mph, h=30ft max, ASCE 7-05, Enclosed, Cat.2, Exp.C, ATTACHED WITH 16d DRAG GABLE 90C (+ 6-1") DATE: 07/01/09 REF: 25-15 DES: SC IBC 2006 / CBC 2007 SEQ: S151507 SHEATHING TO GABLE END 8dNAILNAIL AT 6- o.c. NOTCHED PER OUTLOOKER SPACING PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN ACCORDANCE WITH IBC TABLE 2306.4.5. 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. 2x4 BLOCKS WITH 3-16d NAILS EACH END 2x4 BRACE WITH 4-16d NAILS 8d NAIL AT 6' o.c. 2x4 BLOCK WITH 2-16d TOE NAIL EACH END. GABLE STUD 1-16d 6d at 24° o.c. 2-16d 16d at 24' O.C. 2-16d === M M= M= s s= M== M M M== Z�2jCc.3mpuTrus. lnc. Custom Software Engineering Manufacturing (2) r.ARI F FNn BRACING FOR GABLE END DRAG GABLE 90C (- 6'-1 ") DATE: 07/01/09 REF: 25-15 DES: SC IBC 2006 /CBC 2007 SEQ: S151508 FOR GABLE ENDS UNDER V-1" IN HEIGHT **MINIMUM GABLE STUD GRADE - 2x4 STUD GRADE DOUG -FIR CONDITION 2 GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN ACCORDANCE WITH IBC TABLE 2306.4.5. 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. kCE AT 16'-0" o.c. OR AT RLINE. ATTACH WITH 16d SHOWN IN(). RAL M-2.: ATE Design conforms to Main Wind force -Re s isting System also Components and Cladding criteria. Wind: 90 mph, h=30ft max, ASCE 7-05, Enclosed, Cat.2, Exp.C, gable end zone, load duration factor=1.6 M -2.5x4 CUTOUT FOR 4)Q OUTLOOKER CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER CUTOUT FOR 4)Q OUTLOOKER OFF STUD 1x4 ADD-ON. ATTACH WITH 8d NAILS AT 9" o.c. 4)Q OUTLOOKER DETAILS OVER STUD 1 �I �7 1 11 SII ESR -1311 REPORT TM Reissued June 1, 2007 This report is subject to re-examination in two years. ICC Evaluation Service, Inc.I Business/Regional Office ■ 5360 Workman Mill Road, Whittier, California 90601 ■ (562) 699-0543 Regional Office ■ 900 Montclair Road, Suite A, Birmingham, Alabama 35213 ■ (205) 599-9800 WWW.ICC-eS.OrQ Regional office ■ 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 ■ (708) 799-2305 DIVISION: 06 -WOOD AND PLASTICS Section: 06175 -Truss Plates REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 www.mii.com EVALUATION SUBJECT: MiTee TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2006 Intemational Building Code® (IBC) ■ 2006 Intemational Residential Code® (IRC) ■ 1997 Uniform Building Code TM (UBC) Properties evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch (13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch (9.4 mm) long, and there are 4.8 teeth per square inch (0.0074 teeth per square millimeter) of plate area. Plates are available in 1 -inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/, -inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1 -inch - square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33 -inch -long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HSTM: Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 Grade 60, high-strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/ -inch -by -1 -inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25 - inch -wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33 -inch -long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full - embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided by the Truss Plate Institute's Quality Criteria for Metal Plate Connected Wood Trusses, shown as Section 4 in ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this 11�& REPORTS'" are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed os on endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, oras to any product covered by the report. Copyright © 2007 Page 1 of 5 I Page 2 of 5 ESR -1311 report. Allowable design values are applicable when the 5.5 All lumber used in the fabrication of trusses using connection is made with identical plates on opposite sides of MiTek® Industries metal truss connector plates must be the joint. This evaluation report is limited to the evaluation of graded in compliance with the applicable building code connection capacity of the MiTek® metal truss connector and must have a moisture content not exceeding 19 plates listed in this report. The design, manufacture, and percent at the time of assembly. Wet service factors ' installation of trusses employing the truss plates has not been from ANSI/TPI 1 Section 6.4.5 must be applied to the evaluated. table values when the lumber moisture content exceeds 5.0 CONDITIONS OF USE 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates ' The MiTek® Industries metal truss connector plates described embedded in either fire -retardant -treated lumber or in this report comply with, or are suitable alternatives to what preservative -treated lumber. is specified in, those codes listed in Section 1.0 of this report, 5.6 Metal truss connector plates must be installed in pairs, subject to the following conditions: ' on opposite faces of truss members. 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code 5.7 Galvanized G60 metal truss plate connectors subject to official, must be submitted at the time of permit corrosive environments must be protected in accordance application. In the event of a conflict between the with Section 6.5 of ANSI/TPI 1. manufacturer's published installation instructions and 5.8 MiTek® metal truss connector plates are manufactured this document, the instructions in this document govern. in Columbia, Missouri; Phoenix, Arizona; Tampa, 5.2 Each application for a building permit, using these metal Florida; Edenton, North Carolina; and Bradford, Ontario, truss connector plates; must be accompanied by Canada. documentation showing that the design, manufacture, 6.0 EVIDENCE SUBMITTED and proposed installation conforms with the requirements of the applicable code. 6.1 Data in accordance with the National Design Standard ' for Metal Plate Connected Wood Truss Construction, 5.3 This report establishes plate design values only. For ANSI/TPI 1-2002. items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, 6.2 Manufacturer's descriptive literature. ' refer to ANSI/TPI 1, engineering drawings and the 6.3 A quality control manual. applicable code. 7.0 IDENTIFICATION 5.4 The design values (lateral resistance values, effective tension strength ratios, and effective shear resistance The MiTek® connectors are identified by an imprint of the plate ratios) used in the design of trusses, using MiTek® name embossed into the surface of the plate (for example, the Industries metal truss connector plates, must not exceed M-16 plate is embossed "M-16"). Additionally, boxes those listed in Tables 1 and 2 of this report. Load containing the connector plates must be labeled with the combination reductions must be in accordance with the MiTek® Industries name, the metal connector plate model, and applicable code. the evaluation report number (ESR -1311). 1 I Page 3 of 5 ESR -1311 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT3 (Ib/int/PLATE) LUMBER SPECIES SG AA EA AE EE Efficiency Pounds/ inch/Pair of Connector Plates M-16 AND MII 16 Pounds/ inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the Joint)2 Douglas fir -larch 0.5 176 121 137 126 Hem -fl r 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 1716 Tension @ 90' M-20 and MII 20 849 0.48 841 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 0.73 1402 M-20 HS, MII 20 HS and MT20HS 936 0.67 Douglas fir --larch 0.5 165 146 135 143 Hem-flr 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lb/int = 6.9 kPa. NOTES: 'Tooth holding units =psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load ' EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load 3All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed ' trusses into a stationary finish roller press. 1 TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND MII 20 M-20 HS, MII 20HS AND MT20HS Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the Joint)2 Tension @ 0' 0.70 2012 0.50 880 0.59 1505 Tension @ 90' 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI -1 with a Deviation [see Section 5.4.9 (e) 1] Maximum Net Section Occurs over the Joint' Tension @ 0' 0.68 1945 0.62 1091 0.67 1716 Tension @ 90' 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 0' 0.54 1041 0.49 574 0.43 761 Shear @ 30' 0.61 1173 0.63 738 0.61 1085 Shear @ 60' 0.73 1402 0.79 936 0.67 1184 Shear @ 90' 0.55 1055 0.55 645 0.45 792 Shear @ 120° 0.48 914 0.42 490 0.34 608 Shear @ 150' 0.35 672 0.46 544 0.3 537 For SI: 1 Ib/inch = 0.175 N/mm, 1 inch = 25.4 mm. ' NOTES: 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20 gage; or 0.0575 inch (1.461 mm) for 16 gage in accordance with Section 4.3.4 of ANSI/TPI 1. Minimum coating thickness for G60 is 0.0010 inch (0.025 mm), total, for both sides in accordance with Section 4.3.6 of ANSI/TPI. 2Minimum Net Section -Aline through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. ' 3Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. Page 4 of 5 0.330" 0.160" 0.427' 8.4 mm 4.1 mm 10.8 mm H H H a000a oaaa oa000 aE 0000 z �w o� a000a J ooaa : N 0)) a CD ui ooao . 0000a WIDTH M-16, M1116 0.125" 0.250" 0.125" 0.365" 3.2 mm 6.4 mm 3.2 mm 9.3 mm 00000000000a E 000000000000 o M� 000000000000 Z W o �� 0O00000a0000 El I E 000000000000 WIDTH i M-201 M1120 I j` FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) ESR -1311 Page 5 of 5 ESR -1311 0.125" 0.250" 0.500" 3.2 mm 6.4 mm 12.7 mm ouo oho On 000 000 DUD 0 E 'opo ono ouo to E o 0 0 E Hun A On E v N oOo DUD 000 WIDTH Z W J 0.365' 9.3 mm I M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ' CompuTri us, lac. Custom Software Engineering Manufacturing l� 1 1 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' and 10' ox respectively unless braced throughout their length by continuous sheathing such as plywood sheathing (TC) and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown + +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate see ESR -2529 (CompuTrus) and/or ESR - 1311, ESR-1988(MiTek). _ - CompuT�us. Icic. Custom Software Engineering Manufacturing A) 2x4 Post attached to each truss panel point and over head purlin - with 2-16d nails. -- - B) 2x4 No.1 Hem -Fir or No.2 Doug. Fir purlin at 4'0" o.c. C) 2x4 No.1 Hem -Fir or No.2 Doug. Fir stiffener attach to post with 3- 16d nails. D) Hip Truss No.1 setback from end wall as noted on truss design. E) Extended end jack top chord (typical). ,nmon truss. Corner Rafter. Continuous lateral bracing. :nded bottom chord. Section X Setback I. Hip Truss at 24" o.c.(Typical) M = M = = M M Custom Software Engineering Manufacturing Block • Platt • Rbised Heel 2x4 M -3x6' - A 2x6 M -3x8 M -3x5 Extensions must be supported every 4-0-0 2x8 M -3x10 max. Extensions may be plated as shown for 2x10 M -3x12 additional length. Use M -3x8 plate for 2x4 lumber, M -5x8 for 2x6. Refer to Max Setback r Varies with pitch 01- Do not overcut ripped chords. § - Shim all supports solid to bearing R = 347# max. W = 1.5" min. 4 over 2 supports > R = 694# max. W = 1 .5" min. E NO: Hip Rafter -2x6(1.25) DATE: 07/01/09 SEQ: 2787668 IBC 2006 / CBC 2007 R. EXP. 3/31/11 .I 1.5" min. • • 18" min. Cantilever -3x4 -30 tr 2x4 block FL grade umber Grades 12 Plate 2.82-6.00 Pitch O Live Load = L/240 "8-8-0 2.82-3.00 M -3x8 M -3x5 M -3x8 3.00-4.50 M -3x8 M -3x5 M -3x8 4.50-6.00 1 M -3x6 M -3x5 M -3x8 Block • Platt • Rbised Heel 2x4 M -3x6' - A 2x6 M -3x8 M -3x5 Extensions must be supported every 4-0-0 2x8 M -3x10 max. Extensions may be plated as shown for 2x10 M -3x12 additional length. Use M -3x8 plate for 2x4 lumber, M -5x8 for 2x6. Refer to Max Setback r Varies with pitch 01- Do not overcut ripped chords. § - Shim all supports solid to bearing R = 347# max. W = 1.5" min. 4 over 2 supports > R = 694# max. W = 1 .5" min. E NO: Hip Rafter -2x6(1.25) DATE: 07/01/09 SEQ: 2787668 IBC 2006 / CBC 2007 R. EXP. 3/31/11 .I 1.5" min. • • 18" min. Cantilever -3x4 -30 tr 2x4 block FL grade umber Grades 12 Max Setback 2.82-6.00 Deflection Criteria: PF1650F(1.5E) Live Load = L/240 "8-8-0 Dead Load = L/180 / Block • Platt • Rbised Heel 2x4 M -3x6' - A 2x6 M -3x8 M -3x5 Extensions must be supported every 4-0-0 2x8 M -3x10 max. Extensions may be plated as shown for 2x10 M -3x12 additional length. Use M -3x8 plate for 2x4 lumber, M -5x8 for 2x6. Refer to Max Setback r Varies with pitch 01- Do not overcut ripped chords. § - Shim all supports solid to bearing R = 347# max. W = 1.5" min. 4 over 2 supports > R = 694# max. W = 1 .5" min. E NO: Hip Rafter -2x6(1.25) DATE: 07/01/09 SEQ: 2787668 IBC 2006 / CBC 2007 R. EXP. 3/31/11 .I 1.5" min. • • 18" min. Cantilever -3x4 -30 tr 2x4 block FL grade umber Grades TC LL/DL Max Setback TC LL/DL Max Setbaclo PF1650F(1.5E) 20/7 = 27# "8-8-0 20/14 = 34# "8-0-0 PF2100F(1.8E) 20[1 = 27# -8-10-0 20/14 = 34# -8-470 ' Note: Max Setback is from inside of bearings. ENG 0' Note: OF CAItF� Conventional framing is not the responsibility of the truss designer, zzmiplate manufacturer nor the truss fabricator. Framers erecting trusses are cautioned to seek the advice of a local, professional engineer regarding conventional framing. Compression web bracing shown on CompuTrus designs is to resist buckling of those webs. An CompuTrus. Inc. alternate method to brace the 2x4 bracing shown on a single member truss is to attachT" bracing. T bracing is a 2x member placed flat on the web as shown in the figures. Custom Software Engineering Manufacturing FILE NO: Lateral Brace Detail DATE: 07/23/08 SEQ: 2787671 IBC 2006 / CBC 2007 1-2x4 Brace Required See appropriate CompuTrus Engineering 2x4 T Brace if-*— Web 2 or 3-2x4 Braces Shown See appropriate CompuTrus Engineering 2xx66 T Brace f— Web The T brace must be at least 80% of the web length and is attached with 10d nails at 6"o.c. throughout. Typical at trusses 24"o.c. only. If a 2x4 or 2x6 web requires a single brace, a 2x4 T brace maybe substituted. If a 2x4 or 2x6 web requires 2 or 3 braces, a single 2x6 T brace ora 2x4 T brace attached to the top and bottom ofthe web maybe substituted. The T brace(s) must be of equal or better material than the web. Restraint required at each end of brace and at 20' intervals. Lateral Brace Trusses at 24"o.c. typical 2x4 lateral brace with 2-10d nails per truss. Refer to✓Comp uTrus E ng. _I Brace must be 80% of the length of the web. 2x4 T Brace with 10d nails at 6"o.c. I✓ Alt. Lateral Brace 11 CompuTrus. Inc. Custom Software Engineering Manufacturing Gable end trusses that have been designed to support vertical and/or seismic loads sometimes require that their top chords be notched for outlookers. These types of trusses have come under increased scrutiny by the building departments and their field inspectors. The top chord is a critical component in the truss and considerations must be made during the design process to prevent repairs later. Several options are listed below. I Option I: For 2x4 Outlookers cut into rte • •» For 2x4 Outlookers. • •» Requires 2x4 blocking between outlookers. Option II: For 4x2 Outlookers ••» For 4x2 outlookers. M- .50 @ 36" •••• Notches must be cut with care. • •» No blocking required. Do not cut into ' Same cutting as for common. heel plate • ••• Shim let -ins at each end for full bearing. Option III: For 4x2 Outlookers - Span < 24'-0" For 4x2 outlookers. i • «• 4x2 blocking between outlookers required. T Option IV: For 4x2 Outlookers with full continuous bearing, studs at 16" o.c., and sheathing material attached to one face IBC 2006 /CBC 2007 ••» 4x2 notches must be cut with care. • »• No extra measures required. = M M M M mm M M M M M M M ! M M M M - - ComplJTT;us.Inc. - Custom Software Engineering Manufacturing PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 8'-0 AT HIP NO. 1 WITH CEILING LOAD OF 10psf 3-1( I, L Bottom chord of Hip 2'-0" oc typical No. 1 truss NOTE: Attach 2x4 Doug Fir pressure block to bottom chord of hip no. 1 with 4-16d nails. Bottom chords of end joints are attached with 3-10d nails at each end of the pressure block. FILE NO: PRESSURE BLOCKING DATE: 01/20/08 REF: 15,25-1 DES: SC IBC 2006 / CBC 2007 3-10d Hip No. 1 truss 3-10d r-- ZLCm0Orus. Inr- Custom Software Engineering Manufacturing END VERTICAL MAY BE OMITTED IF TOP CHORD IS ADEQUATELY SUPPORTED. M -1x3 SEE CHART 2x4 or 2x6 M -2.5x4 M -1x3 I SEE CHART FOR MAX SPANS I . AND LUMBER GRADES NOTE: CONNECTOR PLATES SIZED FOR HANDLING ONLY AND MAYBE REPLACED WITH EQUAL FASTENER. DEFLECTION CRITERIA (MAXIMUM ALLOWABLE) SLOPE < 4:12 = U240 LIVE LOAD SLOPE — 4:12 = U180 LIVE LOAD IF DL >_ .5 LL (ALL SLOPES) = U180 TOTAL LOAD CEILING JOIST = U240 LIVE LOAD FILE Rafter/End Jack Chart NO: DATE: 07/01/09 REF; 25-1 RAFTER SPAN CHARTS - 2006 LOAD DURATION INCREASE = 1.25 SPACING = 24 O.C. RAFTER SLOPE RAFTER SLOPE RAFTER SLOPE <= 4/12 >= 4-7/12 >= 7-12/12 TC LL (PSF) 20 20 16 16 16 16 TC DL (PSF) 8 15 7 14 7 14 TOTAL I (PSF) 28 1 35 23 1 30 23 1 30 SIZE GRADE SPECIE 2x4 SS DF 9-7-8 9-2-0 10-0-8 9-4-8 9-4-0 8-8-8 2x4 #1&BTR DF 9-5-8 8-9-0 9-10-8 9-2-8 9-2-0 8-7-0 2x4 #1 DF 9-1-8 8-2-8 9-8-8 8-9-0 8-11-8 8-5-0 2x4 #2 DF 8-7-0 7-8-0 9-4-0 8-3-0 8-10-8 8-2-0 2x4 I CONST DF 7-6-0 6-9-0 8-2-8 7-3-0 8-2-0 7-2-0 2x4 STUD DF 6-6-0 5-10-0 7-2-0 6-3-8 7-1-0 6-3-0 2x4 STAND DF 5-7-8 5-1-0 6-2-8 5-4-8 6-2-0 5-5-0 2x4 SS HF 9-1-8 8-8-8 9-6-0 8-10-8 8-10-8 8-3-0 2x4 #18BTR HF 8-11-0 8-4-8 9-4-0 8-8-8 8-8-0 8-1-0 2x4 #1 HF 8-11-0 8-0-0 9-4-0 8-6-8 8-8-0 8-1-0 2x4 #2 HF 8-5-0 7-7-0 8-11-0 8-1-8 8-3-8 7-9-0 2x4 CONST HF 7.4-8 6-7-8 8-1-8 7-2-0 8-0-8 7-1-0 2x4 STUD HF 6-6-8 5-10-0 7-1-8 6-3-8 7-0-8 6-2-8 2x4 STAND HF 5-8-0 5-1-0 6-2-8 5-5-8 6-1-8 5-5-8 2x4 240OF MSR 9-9-8 9-4-0 10-2-8 9-6-0 9-6-0 8-10-8 2x4 210OF MSR 9-5-8 9-0-0 9-10-8 9-2-8 9-2-0 8-7-0 2x4 195OF MSR 9-3-8 8-10-8 9-8-8 9-0-8 9-0-8 8-5-0 2x4 180OF MSR 9-1-8 8-8-8 9-6-0 8-10-8 8-10-8 8-3-0 2x4 165OF MSR 8-11-0 8-6-8 9-4-0 8-8-8 8-8-0 8-1-0 2x4 145OF MSR 8-6-8 8-0-8 8-11-0 8-4-0 8-3-8 7-9-0 2x6 SS DF 14-8-8 14-0-0 15-4-0 14-3-8 14-3-8 13-3-8 2x6 #18BTR DF 14-2-0 12-8-8 15-1-0 13-7-8 14-0-8 13-0-8 2x6 #1 DF 13-3-0 11-10-0 14-5-8 12-8-8 13-10-0 12-7-8 2x6 #2 DF 12-4-8 11-1-8 13-6-8 11-11-0 13-6-0 11-10-0 2x6 STUD DF 9-7-0 8-7-8 10-6-8 9-3-8 10-5-8 9-2-8 2x6 SS HF 13-11-0 13-3-0 14-6-0 13-6-0 13-6-0 12-7-0 2x6 #1&BTR HF 13-6-0 12-2-0 14-2-8 13-0-8 13-2-8 12-3-8 2x6 #1 HF 12-11-0 11-6-8 14-1-8 12-5-0 13-2-8 12-3-8 2x6 #2 HF 12-2-8 10-11-0 13-4-0 11-9-0 12-7-8 11-7-8 2x6 STUD HF 9-7-0 8-7-0 10-6-0 9-3-0 10-5-0 9-2-0 2x6 240OF MSR 14-11-0 14-2-8 15-7-0 14-6-0 14-7-0 13-6-0 2x6 210OF MSR 14-5-8 13-9-0 15-1-0 14-0-8 14-0-8 13-0-8 2x6 1950F MSR 14-2-0 13-6-0 14-9-8 13-9-8 13-10-0 12-9-8 2x6 180OF MSR 13-11-0 13-3-0 14-6-0 13-6-0 13-6-0 12-7- 2x6 165OF MSR 13-7-8 12-11-8 14-2-8 13-3-0 13-2-8 12-3-8 2x6 1450E MSR 13-0-0 12-4-8 13-7-0 12-8-0 12-7-8 11-9-0 _ Typical Details For Shop Fabricated Valleys Cul to match - _ CompuTNIE . Inc. Minimum grade oflunbershallbe _ ® sbpeofroof construction grade Hem -Fir or Daug. Fir Custom Software Engineering Manufacturing Bottom Chord of ValleyTruss 2.6 or as required Up to 6"-0" M3x4 M-1 x3 M-tx3 M-1 x3 X3 M -1 x3 Up to 16'-0" MAO VALLEY SCHEDULE A - 0" to 4'-0" 8 - 4'-1" to 8'-0" C - 8'-1" to 12'-0' D - 12'-1" to 16'-0" E - 16-1' to 20'-0" F - 20'-1° to 24'-0° G - 24'-1" to 28'-0' Heel not required to end over truss ValleyL2x4 Truss LOAD DURATION INCREASE = 1.25 Top Chord SPACED 24 0 . of truss LOADING LL (20.0)+DL(14.0) ON TOP CHORD = 34 PSF DL ON BOTTON CHORD = 10 PSF TOTALLOAD = 44 PSF M -2.5X4 FILE NO: VALLEYDETAILS DATE: 07/23/08 REF: 25-1 DES: SC IBC 2006 /CBC 2007 SEQ: S151514 to 30'-0" 1.1 X3 r -ran (Typical Example) FOR THE SPANS NOTED BELOW, LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED c;nora Size 2400F I 210OF 1950F 180OF 1650F 1450F SS DF #1&B DF #1 DF #2 DF SS HF #1&B HF #1 HF #2 HF 2x6 Top Chord 2x4 Bottom 2x4 Chord WEB MEMBERS - 2x4 STANDARD OR STUD GRADE HEM -FIR, ORAS NOTED ON DESIGN M M M M M M M M M M M M M M M M M M M Custom Software Engineering Manufacturing FILE NO: Valley Truss Framing DATE: 07/23/08 REF: IBC 2006 /CBC 2007 SEQ: 2787670 zIr L111UM A -H Nailing per IBC/IRC 2006 End wall, gable end 4—or girder truss Attach bottom chord of valley to truss r pcd with 2-16d nails at each thutersection PIGGYBACK STANDAR D 1 o f 2 PIGLOADCDURATIONTRUSSSPAN INCREASEO-16'25 0.0" MINIMUM LUMBER SPECIFICATIONS (OF ONLY) _ MAX.=SPACING =.24.0" O.C.__ TC: 2x4 OF lit BC: 2x4 OF #2 LOADING WEBS: 2x4 OF STD/STUD LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 1.0 PSF TC LATERAL SUPPORT <= 12"OC. JON. TOTAL LOAD = 36.0 PSF ** 2x4 stripping required as shown. Join to bottom section of truss with 2-16d nails and top section with 2-16d toenailed to stripping. Stripping spaced at 2'-0" oc maximum. Connections are for vertical loads only. 4'-0" max M M M M M M M MAXIMUM WIND SPEED = 1OOmph, MAX MEAN ROOF HEIGHT = 20ft. CATEGORY II, BUILDING EXPOSURE B-or'C�-i `y ENCLOSED STRUCTURE, GABLE END ZONE ASCE 7-05, DURATION OF LOAD INCREASE = 1.60 NOTE: STRUCTURAL TRUSS SHOWN BELOW PIGGYBACK TRUSS IS FOR ILLUSTRATION PURPOSES ONLY. REFER TO APPLIC- ABLE COMPUTRUS DESIGN FOR STRUCTURAL TRUSS BELOW. 16'-0" max 4'-0" max 4'-0" max 4'-0" max M -4x4 4.0" JOB NAME: STANDARD CAP TRUSS Truss: 0d ecti tra r should vised of a0 Gen es nd min st ion a This s' u e for a ig ar sh R ew w end a biGly 1 g s r, Vat trus 2 x4 c o eb b e stat where show esg n De n ass lite a o hobs t late y at DES. BY: MJ 3. All lateral force resisting elemen s such as temporary and permanent stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 2/3/2010 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown - 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 4479909 fasteners are complete and at no time should any loads greater then 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 278643 design loads be applied to any component. and are for "dry condition- of use. B. Design assumes full baa ng at all supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling,shipment and installation of components. P Po 7. Design assumes adequate drainage is provided. 8. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss. and placed so their center TPINVTCA in SCSI, espies of which will be famished upon request. lines with joint center lines. ill'll VIII VIII (IIII VIII IIIY VIII IIII IIII Digicoincide Digits s indicate size of plate in inches. CompuTrus, Inc. Software +7.5.2.2F(1 Q -Z 10. For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MTek). EXP. 3/31/11 ?" 2/3//0'< IIIIIl��IIII � � � ■� � � � � � � � _PIGGYBACK STANDARD_ 2of2 PIG LOADCDURATIONTRUSSSPAN INCREASEO.16'250.0" LUMBER 'SPECIFICATIONS ' - — - - -MAX. -SPACING•=..24.0".O.C.. -- TC: TC: 2x4 SPF 1650F or HF #2 BC: 2x4 SPF 1650F or HF #2 LOADING WEBS: 2x4 SPF 165OF or HF STD/STUD LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 1.0 PSF TC LATERAL SUPPORT - 12"OC. UON. TOTAL LOAD = 36.0 PSF **- 2x4 stripping required as shown. Join to bottom section of truss with 2-16d nails and top section with 2-16d toe - nailed to stripping. Stripping spaced at 2'-0" oc maximum. Connections are for vertical loads only. @- Provide nail on plates where shown. Use Simpson TP39 or USP NP39 to each face of truss at 48"oc throughout. Use 8d x 1 1/2" COMMON nails. Do not use holes within 1.5" of the edge of member. Apply 4 nails from each face in each member. Nails must be staggered and equally divided between front and back face. 4'-0" max 4'-0" max M M M M M M M MAXIMUM WIND SPEED = 100mph, MAX MEAN ROOF HEIGHT = 20ft. CATEGORY II, BUILDING EXPOSURE B ENCLOSED STRUCTURE, GABLE END ZONE ASCE 7-05, DURATION OF LOAD INCREASE = 1.60 NOTE: STRUCTURAL TRUSS SHOWN BELOW PIGGYBACK TRUSS IS FOR ILLUSTRATION PURPOSES ONLY. REFER TO APPLIC- ABLE COMPUTRUS DESIGN FOR STRUCTURAL TRUSS BELOW. 16'-0" max M -4x4 4.0" 4'-0" max 4'-0" max JOB NAME: STANDARD CAP TRUSS Truss: is � ecti c tra r should vised of ell Gen es ntl min st ion a This ss s' u e for a ig ar shLz end a ibility t g s r, trus try 2 xa o eb b e stat where sho esig n.ABlDe n ass the a o oNs late y DES. BY: MJ stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywag(BC). DATE: 2/3/2010 CompuTrus assumes no responsibility for such bracing. 3. Zx Impact bridging or lateral bracing required where shown ++ SEQ. : 4479910 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than 4. Instaflation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 278643 design loads be applied to any component. 5. CompuTrus has no control over antl assumes noresponsibility for the and are for -dry condition" of use. 0. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7, Design assumes adequate drainage is provided. 8. This design is furnished subject la the limitations set forth by 8, Plates shag be located on both faces of truss, and placed so their center TPUWfCA In BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. IIIIII VIII VIII VIII VIII ILII VIII IIII IIII 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software +7.5.2.2F(1 L) -Z 10. For basic connector plate design values see ESR -2529 (CompuTrus) III and/or ESR -1311, ESR -1988 (MTek). HF OR EXP. 3/31/11 3. 2/3/io .4 OF SPF # City of La Quinta • Building 8L Safety Division P.O. Box 1504,78-495 Calle Tampico La,Quinta, CA 92253 - (760) 777-7012 Building Permit Application' and Tracking Sheet Permit # ��� 10 - Project Address: — �oq / /1 Owner's Name:.=77(� v -PI` . C. N A. P. Number. � Address: . Legal Description: 7 -710 , O 2 City, ST, Zip: t:ontractor. � G �^ � Telephone: � >? .�a:.b.�..'-<"i,..•: Address: Project Description: City, ST, Zip: // __ e VIS / o n ✓n O'1f'r Telephone:. l\� ` Y Gc9 /` S % VG � - 0 C �7 0/ ��w'"'/ �Lv i1 � B V State Lie. # : City Lic. M. Arch., Engt., Designer SSV V✓L 4711G�. � eJ I zfi % Address: `% City, ST, Zip: L �. �t/ n Telephone:1/6V - 4' - (��70 7 State Lic. #: ` L ` *,...�i� % . Name of Contact Person: (/v/� Construction Type: Occupancy: Project type (circle one): New Add'n Alter Repair Demo . Sq. Ft.: # Stories: # Unit;: elephone # of Contact Person: -760 " 5-G lr� " -7C' Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS UNE #', Submittal Req'd 'Rec'd TRACKING PERMITFEES- Plan Sets (i Plan Check submitted 5 �' Amount Structural CalcS. 7/ Reviewed, ready for corrections Plan Check Deposit. . Truss Calcs. Called Contact Person Plan Check Balance Tide 24 Caks. Plans picked up 5�Z Z . Construction Flood plain plan Plans resubmitted.. i�-�&,hailcal Grading plan 2't Review, ready for correctio �, ectrical Subcoutactor List Called Contact Person b Plumbing Grout Deed Plans picked up SALL H.O.A. Approval Plans resubmitted Grading IN ROUSE:- 7d Review; ready for correctionslissue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P'. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees �P-W-C,b� 78080 Calle Amigo, Suite 102 phone: (760)771-9993 La Quinta, CA 92253 Fax: (760)771-9998 Cell: (760)808-9146 Structural Calculation For Old World Plan At Madison Club Lot 113B La Quinta, CA. Type Of Proiect: Residential NSFR FH�J C�N 14 2012 LBy Designer: South West Concept, Inc. Date: June 11, 201 Design by: R.A. JN: 120554 Extending Second Floor: Deck Revision #1 CITY OF LA QUINTA �pFESS, BUILDING & SAFETY DEPT. q�PSGH, APPROVED FOR CONSTRUCTION Wx'666 DATE b2 gy ,_ qjF F CP 0"41 C14 JI I-IAN(;LR TYP. J `�' �-�/' L� HGL ' " INVERTFD �'INV'[ wI cnI _5 14 �1 I�/':(;ER TYP. HH ANGER `I � rn D3� SC73 '14� 11 1,. , U) cvISD3 D G V) � I } 10 10 6 Z �h��," D3 CONTINUOUS 3Z 16 xq� L D3 D 6 G'{c T– �—-------- o of —•� — — p ,o �+ Q � I �,,, SD p 6' ,,� I 9O oK _ _ o I y O (oa' k 0 27 ` F + o5 1 A35'S 3' OC SD I 3 3i�-�-�I I `� m� �x SIL — — 35 GLB 24F _N L=5'-6" 33 I 14 z�I I L=3'-6' II I 3 W10x68 STL BM _ - - s - ---- - --.._ _._ -_.. _ ----- --- L- _ _ _ _ _._ DRAG TRU S_W EN 6X6 �O S (X6 [ 6X6 26 I - —Y POST �OC� I I9���/° ST�� �! 1 - O5� CANT40 3 1 2"x14" Pc D3 oroo0Iw0\'II �,- -0 I O� �'� o I I 0 Y i I s� +6 HAr D tK+���I �I �a I� Iy Uig IG° o 3 "GL1 N' ICa M T'G �I 1 I = i� _ ` iQL=16'-0". HAS U U I O 2 ` -- --- — J I 10 (z z I z33 3 1/2" x 4" PSL FL E SD4 AI 10 Ia Ia 2, ) I -I �� D3 I x I X L I x HIGH SD`J0 I� 3"30C SD 16 I I ��I 6 2 OW L=5'-3" -3 3 I POST; I� SD3 I ( 4x6 O i 7 I POSE 16 _ I� I GLB 24F 5 1 /8x }�1 IIr1 /2" V4 DF/DF=POS ' SD SD F Q _6x6 I ( 39 GLB 24F 5 1 /8� 15'_V4 DF/ F — __ �. co r HDR — — — — — — _ F �-Ld 12 0 L=5 -� 'O� - '3 -6" (s,co k c/) o 100 ST6236 STRAP 4' � 1Z �o a I BM TO BM 3 xl a� tI� E 2 BELOW OR POST (M 14" SL -r ab�,y 0 �'c os� 0&ss 5!&,7oj 0 n 2 ol 5 � 0 �C '� I i?ckj�J u 114- GTE F-- kp u� ���� s� w� �3m ! I RA STRUCTURAL ENGINEERING Title 78080 CALLE CAMINO, SUITE 102 Engineer: LA QUINTA, CA. 92253 Project Desc.: (760) 771-9993 Title Description : THE MADISON CLUB, LOT 113B, BEAM # 37 TYP. CANT. BEAMS AT EXTANDED - -�C0 DEREFERE CES<>'�>-> _ - ...... ..... Calculations per NDS 2005, ASCE 7-05 Load Combination Set: 2006 IBC & ASCE 7-05 Material Prooerties Analysis Method: Allowable Stress Design Fb - Tension Load Combination 2006 IBC & ASCE 7-05 Fb - Compr 2900 psi Fc - HI Wood Species : il-evel Truss Joist Perp Wood Grade : Parallam PSL 2.0E Fv 2025 psi Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling �rk"-TJ Printed: 5 JUN 2012, 4:4" SUPPORTING EXTENDED FLOOR AND ROOF POINT LOAD. 2900 psi E: Modulus of Elasticity 2900 psi Ebend- xx 2000 ksi 2900 psi Eminbend - xx 1016.535 ksi 750 psi C1�,1T � D>�G1L bLCft 2S &%i3rr 290 psi . DESfGN SUMMARY .r 2025 psi Density 32.21 pcf /.V^ IL.JV Span = 16.0 ft Span = 6.0 ft L(2) A La - Service loads entered. Load Factors will be applied for calculations. Load for Span Number 2' 14" PSL sNA4€ 70-P I'��� MAK, e b6� ?oint Load_ D =1.50, L = 2.0 k (D_ 6.0 ft C1�,1T � D>�G1L bLCft 2S &%i3rr v DESfGN SUMMARY .r �_ . - °Maximum Bending Stress Ratio = 0.477. 1 Maximum Shear Stress Ratio = 0.207: 1 Section used for this span 7.0 X 12.50 Section used for this span 7.0 X 12.50 fb : Actual = 1, 382.40 psi fv : Actual = 60..00 psi FB: Allowable = 2,900.00psi Fv: Attowable = 290.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 16.000ft Location of maximum on span = 16.000 ft Span # where maximum oars = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 0.00 0.00 0.00 Max Downward L+Lr+S Deflection 0.400 in Ratio = 360 0.204 Max Upward L+Lr+S Deflection -0.151 in Ratio = 1272 1.000 Max Downward Total Deflection 0.700 in Ratio = 204 9.00 Max Upward Total Deflection -0.264 in Ratio = 726 25.71 Maxnum'Foces B Stresses=fort`Loadomtiiriac>ris Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN Cr C, C, CL M fb Fb V fv Fv -D 0.00 0.00 0.00 0.00 Length =16.0 It 1 0.204 0.089 1.000 1.000 1.000 1.000 1.000 1.000 9.00 592.46 2900.00 1.50 25.71 290.00 Length = 6.0 0 2 0.204 0.089 1.000 1.000 1.000 1.000 1.000 1.000 9.00 592.46 2900.00 1.50 25.71 290.00 +D+L+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.477 0.207 1.000 1.000 1.000 1.000 1.000 1.000 21.00 1,382.40 2900.00 3.50 60.00 290.00 Length = 6.0 It 2 . 0.477 0.207 1.000 1.000 1.000 1.000 1.000 1.000 21.00 1,382.40 2900.00 3.50 60.00 290.00 +0+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.409 0.177 1:000 1.000 1.000 1.000 1.000 1.000 18.00 1,184.91 2900.00 3.00 51.43 290.00 Length = 6.0 It 2 0.409 0.177 1.000 1.000 1.000 1.000 1.000 1.000 18.00 1,184.91 2900.00 3.00 51.43 290.00 +0+0.750L+0.750S+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =16.0 ft 1 1 0.409 0.177 1.000 1.000 1.000 1.000 1.000 1.000 18.00 1,184.91 2900.00 3.00 51.43 290.00 RA STRUCTURAL ENGINEERING Trtle : Job # 78080 CALLE CAMINO, SUITE 102 E LA t7UINTA, CA. 92253 Project Desc.: (760) 771-9993 PMad: 5 JUN 2012. 4:dWM Description.- THE MADISON CLUB. LOT 113B, BEAM # 37 TYP. CANT. BEAMS AT EXTANDED DECK, SUPPORTING EXTENDED FLOOR AND ROOF POINT LOAD. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN Cr Cm C t CL M ib Fb V fv Fv Length = 6.0 ft 2 0.409 0.177 1.010 1.000 1.000 1.000 1.000 1.000 18.00 1,184.91 2900.00 3.00 51.43 290.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.409 0.177 1.000 1.000 1.000 1.000 1.000 1.000 18.00 1,184.91 2900.00 3.00 51.43 290.00 Length = 6.0 It 2 0.409 0.177 1.000 1.000 1.000 1.000 1.000 1.000 18.00 m84.91 2900A0 3.00 51.43 290.00 +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 000 0.00 Length = 16.0 It 1 0.409 0.177 1.000 1.000 t,000 1.000 1.000 1.000 18A0 1,184.91 2900.00 3.00 51.43 290.00 Length = 6.0 ft 2 0.409 0.177 1.000 1.000 1.000 1.000 1.000 1.000 18.00 1,184.91 2900.00 3.00 51.43 290.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.409 0.177 1.000 1.000 1.000 1.000 1.000 1.000 18.00 1,184.91 2900.00 3.00 51.43 290.00 Length = 6.0 ft 2 0.409 0.177 1.000 1.000 1.000 1.000 1.000 1.000 18.00 1,184.91 2900.00 3.00 51.43 290.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.409 0.177 1.000 1.000 1.000 1.000 1.000 1.000 18.00 1,184.91 2900.00 3.00 51.43 290.00 Length = 6.0 ft 2 0.409 0.177 1.000 1.000 1.000 1.000 1.000 1.000 18.00 1,184.91 2900.00 3.00 51.43 290.00 .Overall Maxjo u' fteclions Unfactore .oatist ..' Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. '+' Deft Location in Span 1 0.0000 0.000 D+L -0.2641 9.354 U ,L 2 0.6996 6.000 0.0000 9.354 Vertical Rk',c7Ct101)S , .lihfaGfOred Support notation :Far lefts #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 _ 'Overall MAXimum -1.313 4.813 D Only -0.563 2.063 L Only -0.750 2.750 D+L -1.313 4.813 RA -STRUCTURAL ENGINEERING 73080 CALLE CAMINO, SUITE 102 LA QUINTA, CA 92253 (760) 771-9993 Title : Engineer: Project Desc.: Project Notes : Title Block Line 6 i St1e�i'��am i.i>. Description: THE MADISON CLUB, LOT 1138. SEMA -.38 HDR AT REAR OF GREAT ROOM Job # Material Properties -- __--_-. Calart�ionsparAfsc200b,ASCE7-5 Analysis Method: Allowable Stress Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 0(025? U0.571) Ot0.8) Lt0.75) D(21 tn1�77;. tri'• � Ch1 ♦ • v • • ♦ V a.ggq __.__--_____f 'f ra. .' .: ( �3s�Y r . f-["`�{; t�'••s�e'y.'k✓_ k; i`i...'4•'i�>iY. .- 1(ifa%':fir•`_-�+�ig.•y�,Y`E•Y'��Y i�Jx:'nfi3S"?.�q�','.•��::; Span - 21 S0 ft W 10X68 Applied Loads _ __.._.. �__.._. loads entered. Load Factors will be applied for caicutafions. Load for Span Number 1 _ _ -Service Uniform Load D = 0.80, L = 0.750 k/ft, Extent = 0.0 ->> 8.0 ft, Tributary Width = 1.0 It Uniform Load. D = 0,250, L = 0.5710 k/ft, Extent = 8.0 -» 21.50 ft, Tributary Width = 1.0 It Point Load" D = 2 0, L = 2.70 k @, 7.0 ft Point Load D=20, L = 2.70 k (cb 15.0 ft Point Load. D = 2.750, L = 1.50 k (eD 8.0 ft DESIGN SUMMARY >r r Maximum Bending Stress Ratio = 0.534: 1 Maximum Shear Stress Ratio = 0.213 : 1 Section used for this span W10X68 Section used for this span W10X68 Mu: Applied 112.322 k -ft Vu: Applied 20.832 k Mn / Omega : Allowable 210.524 k -ft Vni/Ornega : AAowable 97.760 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span &063ft Locafim of mmdrrtum on span 10.000 ft Span # where maximum occurs Span # 1 Span # mihere maximum o=fffs Span # 1 IJaximum Deflection Max Downwind L+Lr+S Deflection 0.448 in Ratio = 576 Max Upward L+Lr+S Deflection 0.000 in Ratio = <360 Max Downward Total Deflection 0.807 in Ratio = 319 Max Upward Total Deflection 0.000 in Ratio = , Q40 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios _ _ Summary of Moment Values Summaryof sh r Valm Segment Length Span f1 M V Mmax + Mnax - Ma - Max Mnx MmUmega Cb Rin Va Max Vnx V=Mmega •D Dsgn L= 2150h 1 0.244 0102 51,92 5.192 356.42 212.82 1.20 1.00 9.95 146.64 97.76 •D4 -H Dsqn L = 2150 tt 1 0 534 0.213 112.32 11232 351.58 210.52 1.16 1.00 20.83 146.64 97.76 -D r0 7501-r+0 75OL+H Dsqn L= 21.5011 1 0 460 0,185 97.22 97.72 353.09 211.43 1.17 1.00 18.11 146.64 97.76 -D-0 750L+0.750S+H Dsgn L = 21.50 h 1 0 460 0.185 97.22 9722 353,09 211.43 1.17 1.00 18.11 146.64 97.76 •D+d 750Lr+0.750L+0.750W+H Dsgn L = 21.50 fl 1 0.460 0.185 97.22 97.22 353,09 211.43 1.17 1.00 18.11 146.64 97.76 -D-0, 75OL-0 750S+0.750W+H Dsgn L = 21.50 fl 1 0.460 0185 97.22 97.22 353.09 211.43 1.17 1,00 18.11 146.64 97.76 -0.0.750lJ+0.750L+0 5250E+H Dsgn L = 21.50 It 1 0.460 0.185 97.22 9771 353.09 21143 117 100 18.11 146.64 97.76 -D-O 750L+0.750S+0.5250E+H Dsgn L = 21.50 fl 1 0.460 0.185 97.22 97.22 353.09 21143 1.17 1.00 18.11 146.64 9776 Overall Maximum Deflections - U1lfactored Loads Loan Combination Span Max Deft Location in Span Load Combination Max Deb Location m Span 1 0.0000 0.000 0.0000 0.000 maximum t?ef}l.dons for Load Combitfatiotis. • Unfacfoted Loads -Loa dCombinelton Span _Max. Downward Dell Location in Span..- Max. Uparard Deb Logon in Span D Oniy 1 0.3594 10.428 0.0000 0.000 -- RA'STRUCTURAL ENGINEERING Me: Job # 78080 CALLE CAMINO, SUITE 102 Engneer. LE OUINTA, CA. 92253 Project0esc.; r/60) 771.9993 Project Notes ,Title Block Line 6 Steel 4e6- rn , • ' ' :: f ; n : ':, : :.: : . .. . _ . , ; ENERGAIC 413C; t983?dti; BW1t6.f201 i2t�ar612131 ' Desc6p5on ' THE MADIS(Y, CLUB. LOT 1)33, BERM 4*6 HDR AT REAR OF GRC0ROOM Maximum Deflections for Load Combinations-:Unfactored Loads Lona Combination Span ' Max. Downward Dell Location in Span Max Upward Dell Location in Span :. t7n!-1 1 0.4477 10.643 0.0000 O.00D �_ — .......... - n: L 1 0.8069 10.535 0.0000 0.000 Vertical` Reactions - Unfactored Support notsticn . fur Left is #1 Vakm in KIPS ,1..,.._ r�rnbmahon. _ .... ....._._ Support er�ll t6A7dmum _ �0 832 16301 D Ong°; 9,949 6.576 L Only 10.883 9.726 G• i 20.832 16.301 AREA 0 M AREA.DATA 1 ST FLOOR 2ND FLOOR TOTALS: C C7 4,699 SQ. FT. 816 SQ. FT. 5,515 SQ. FT. GARAGE / MECHANICAL o TERRACE AREAS 638 SQ. FT. 149 SQ. FT. 787 SQ. FT. SUBTOTALS: 6,360 SQ. FT. 965 SQ. FT. 7,325 SQ. FT. C.) 3 OMQ0M COVERAGE LOT AREA = 26,136 SQ. FT. C 6,360 / 26,136 SQ. FT. =-.24.3% LOT COVERAGE L -j 0 > D C<�� � < o® Z 0z �D AREA TABULATIONS AREA.DATA 1 ST FLOOR 2ND FLOOR TOTALS: CONDITIONED AREA 4,699 SQ. FT. 816 SQ. FT. 5,515 SQ. FT. GARAGE / MECHANICAL 1,023 SQ. FT. 0 SQ. FT. 1,023 SQ. FT. TERRACE AREAS 638 SQ. FT. 149 SQ. FT. 787 SQ. FT. SUBTOTALS: 6,360 SQ. FT. 965 SQ. FT. 7,325 SQ. FT. 3 AREA COVERAGE LOT AREA = 26,136 SQ. FT. TOTAL COVERAGE AREA = 6,360 SQ. FT. 6,360 / 26,136 SQ. FT. =-.24.3% LOT COVERAGE By Cover Sheet Area Calculations HUTT MAY 08 201� Q -Z./4 0 � WAX �!a��t, ��•c. Architectural Design 3' Extention to Second Floor Balcony: Residential and Commercial N Planning and Development � �� =� of 113B @ The Madison Club 78-115 Calle Estado, Ste. 105 C r �;'':_ La Quinta, CA 92253 Office (760) 564-4707 Fax (760) 564-4955 Dim w N www.swconcepts.com 23'-0' -3' 6'-0' 7'-0' W.I. 7'-1' /� - -. -. LIF: A 3 12 SW 1 I 2069 O �E1 DE WdOr I I ,� �� ...:., _.. ._ ._� �► log � � , .. ���, ®m � I j` I( I I SOFFIT I I _ 9'-0' cLG. M 4LLO�, 23'-0' -3' 6'-0' 7'-0' W.I. 7'-1' /� - -. -. LIF: A 3 12 SW 1 I 2069 O �E1 DE WdOr I I ,� �� ...:., _.. ._ ._� �► log � � , .. ���, ®m � _� Architectural Design — 3' Extention to Second Floor Balcony: Residential and Commercial N Planning and Development Lot 113B @ The Madison Club 76-115 Calle Estado, Ste. 105 N C La Quinta, CA 92253 L Office (760) 564-4707 Fax (760) 564-4955 N www.swconcepts.com I I( I I SOFFIT I I _ 9'-0' cLG. M 4LLO�, I FLP- - 1'8 TILEFOR IV - -0 8' -0 A SOFFIT SPRZIN INT a 1'-0' OLLNER11SI SUIT 2 I I e w-0' VAULT -LG. I I C., SO01 FFIT ' WOOD FLOOR I L1----D----I1 SOFFIt — --4TI — — — IT -' Second Floor Plan : Scale: 1/4"=1'-0" 2 �Z-- _� Architectural Design — 3' Extention to Second Floor Balcony: Residential and Commercial N Planning and Development Lot 113B @ The Madison Club 76-115 Calle Estado, Ste. 105 N C La Quinta, CA 92253 L Office (760) 564-4707 Fax (760) 564-4955 N www.swconcepts.com Roof Plan: Scale: 1/4"=1'-0" v Architectural Design 3' Extention to Second Floor Balcony: Residential and Commercial N Planning and Development Lot 113B @ The Madison Club 78-115 Calle Estado, Ste. 105 N p La Quinta, CA 92253 Office (760) 564-4707 Fax (760) 564-4955 N www.swconcepts.com 24 ■ Mi's tilw.'�i Mei 0 2 reTiTo 0 S Ulm C'a�ce�i, Isc. Architectural Design +' 3' Extention to Second Floor Balcony ■ Residential and Commercial j Planning and Development N Lot 113B a@ The Madison Club 78-115 Calle Estado, Ste. 105 Q La Quinta, CA 92253 Office (760) 5644707 Fax (760) 564-4955 N www.swconcepts.com