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BRES2015-0427 Revision 2 Truss CalcsSATES V-0 J1121* Iso 1/2'FABRICATORS 7 It �. yy I Job Name: 0 CTI A3IJACKS J2-4fO Kelly Residence Lot o O +m M :SEp� 0 r La All IGI-162o 0 0 o °O EB LO O Q o 8 t Address: Q Q T A $ CK5 —H ,av uz• Kelly Residence Lot 16 I - 1 6;, X tLJ p La Qulnta, CA M 1 V g 9a { ( I t i r z ^� tl O A3b O :0i t Y ^ al o . A25 k � d I { GI C BUILDIN API FOR C DATE�_I L- L01 O Reviewed Aeviewed as Corrected. 0 Rejected O Revise arid Resubmit ❑ Submit Speahed Item This review Is only for general conformance with the design concept of the project and general compliance with the Information given in the Contract Documents. .Correctiow or comments.made on the shop drawings during this' review do' not relieve contraCtorr from compliance with the requirements of the plans and specifications: Review. of aspecific item shall not include.review of 'an assembly of rh •,;hR"item is a component Contracior.is r( ponsible for: 'dimensions to be co{.firmed and wrielaled at -the lobslte; Information that pertains solely to the. fabrication processes, or to the rmeans, methods, techniques, sequences and procedures of construction; coordination of the work of all trades; and for performing all work in a safe and satisfactory manner. HTK STRUCTURAL ENGINEERS Date: ymt--- 13y: _9,,tL— e31 ! _ p Q r �i u 11 u7=11 AIG ID a u All At n lV N - - i. Al2 JACKS i & SAFETY DEPT. Designer: ROVED RUCTION Project Manager: r Niarll n Clardle BY Job #: - - M-3820 " Plan / Elevation: �> Kelly - Residence a uaz� •xo>uzu 'i O. 1 unu �xn•a,mwe t rare ,i I f A I ILL 1 fit - - �{ i Designer: -�1 U,.• .. � � 1 � .. �ro .. \� r; �/ / Project Manager: Y ;. Mard,,m .Clarroe M 3820. 00 135 _ O - = AD Lnj,Y- — Kelly _ •CaSita 1 ice. •- f" p? ' iE _ , I f A I ILL �{ i Designer: \� r; �/ / Project Manager: Y ;. Mard,,m .Clarroe M 3820. Plan / Elevation: Kelly _ •CaSita ice. •- f" p? ' iE _ , \f I i < 1. 9-09-05 6-07-05 6-07-05 <PL:10-00-12 23-00 IPROVIDE FULL BEARINGoJts:-1,-2,--81 >PL:10-06-04 com(WinputM Residence Lot 161-162 IIIII�esigared= Scale: 0.2693 Ya SPATES FABRICATORS (MLC) LUMBER SPECIFICATIONS TRUSS SPAN 231- 0.0" GENERAL NOTES, unless otherwise noted: CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 - TC: 2x4 OF #1&BTR; 1. This design is based only upon the parameters shown and is for an individual - LOAD DURATION INCREASE = 1.25 - 1- 2=( -844) 822 2- 9=( 0) 2204 2- 3=(-1998) 0 2x4 DF 210OF T2 i 2. 2x4 compression web bracing must be installed where shown +. SPACED 24.0" O.C. DES . BY: EE 2- 3=( -928) 260 9-10=(-95) 1856 4- 9=( -237) 11 BC: 21.4 OF N1&BTR DATE • • 1/8/2016 ` the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 3- 4=(-2353) 0 10- 8=( 0) 2217 9- 5=( 0) 413 WEBS: 2x4 DF 01&BTR 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, LOADING fasteners are complete and at no time should any loads greater than design loads be applied to any component. 4- 5=(-2147) 0 5-10=( 0) 528 5. CompuTrus has no control over and assumes no responsibiGry for the LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-2220) 0 10- 6=( -180) 39 TC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-2380) 0 7- 8=(-2235) 0 BC LATERAL SUPPORT <= 12110C. UON. lines coincide with joint center tines. TOTAL LOAD = 50.0 PSF 7- 8=( -471) 0 LETINS: 1-02-00 1-02-00 j MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E ADDL: BC UNIF LL+DL= 20.0 PLF 13'- 4.0" TO 23'- 0.0" V BEARING MAX VERT - MAX HORZ BRG REQUIRED BRG LENGTH LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) REQUIREMENTS OF CBC 2013 NOT BEING MET. 01- 0.0" -92/ 283V -800/ 800H 1.50" 0.30 OF ( 625) 3'- 7.5" 0/ 1089V 0/ OH 5.50" 1.16 OF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 23'- 0.0" 0/ 1150V -800/ 800H 5.50" 1.23 OF ( 625) - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. _ BRG @ 01- 0.0" 0.30 DF/ 0.47 HF/ 0.44 SPF BRG @ 31- 7.5" 1.16 DF/ 1.79 HF/ 1.71 SPF BRG @ 231- 0.0" 1.23 DF/ 1.89 HF/ 1.80 SPF . - - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.128" @ 131- 1.0" Allowed = 0.631" " MAX DL CREEP DEFL = -0.347" @ 16'- 4.7" Allowed= 0.946" MAX TL CREEP DEFL = -0.471" @ 16'- 4.7" Allowed - 0.946" - -- RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.368" MAX HORIZ. LL DEFL = 0.031" @ 0'- 0.8" - _ - MAX HORIZ. TL DEFL,= -0.080" @ 0'- 0.8" • - - - - COND. 2: 800.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2,. ASCE 7-10, (All Heights), Enclosed, Cat.2, £xp.B, MWFRS(Dir), load duration factor=1.6, 13-01 9-11 End vertical(s) are exposed to wind, Truss designed for wind loads 4-03-14 3-09-10 4-11-08 4-11-08 3-09-10 1-01-14 in the plane of the truss only. 12 12 Design checked for a 300 lb concentrated top chord 3.00 v M -4x5 a 3.00 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. M -2x4 4.0" M -2x9 ti o o M -3x5 3 - 4 6 M -3x6 7 0 10 i < 1. 9-09-05 6-07-05 6-07-05 <PL:10-00-12 23-00 IPROVIDE FULL BEARINGoJts:-1,-2,--81 >PL:10-06-04 JOB NAME: Kelly Residence Lot 161-162 - Al Scale: 0.2693 Ya 'WARNINGS: - GENERAL NOTES, unless otherwise noted: A 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual T ru S Santl Warnings before construction commences. building component. Applicability of design parameters and proper • i 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at DES . BY: EE f 3. Additional temporary bracing to insure stability during construction s the res temp r of the erector. Additionalli permanent strut of P tyP 9 2' o.c. and at 10' o.c. respectively unless braced throughout their lentQ by continuous sheathing such as plywood sheathing(TC) andlor tlrywall(BC). DATE • • 1/8/2016 ` the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6353234 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• 433310 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 responsibiGry for the necessary. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is vrovided. 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, copes of which will be furnished upon request lines coincide with joint center tines. III I I III II II I II VIII I III III I IIII IIII 9. Digits indicate size of plate in inches. j MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) III III L 1PROVIDE. FULL BEARING;Jts:1,2, >PL:10-06-04 JOB NAME: Kelly rM - A2 �esigmared_ corny input= Scale: 0.2693 (IResidence SPATES FABRICATORS (MLC) LUMBER SPECIFICATIONS TRUSS SPAN 231- 0.0" 1 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 - -TC: 2:4 DF hl&BTR; - LOAD DURATION INCREASE = 1.25 - - - 1- 2=( -58) 24 2- 9=(0) 2204 2- 3=(-1998) 0 ' 2x4 DF 210OF T2 SPACED 24.0" O.C. 3. Addifionet temporary bracing to insure stability during construction is the res nsibiti of the erector. Additional permanent bracing of Po ty P 9 7 o.c, and at 10' o.c. respectively unless braced throughout their lenggtthh by continuous sheathing such as plywood sheathing(TC) andlor tlrywall(BC). 2- 3=( -691) 0 9-10=(0) 1737 4- 9=( -237) 0 BC: 2x4 DF hl&BTR + the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown < < SEQ. : 6353235 3- 4=(-2353) 0 10- 8=(0) 2217 9- 5=( 0) 413 WEBS: 2x4 DF H1&BTR LOADING design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it 4- 5=(-2147) 0 5-10=( 0) 528 fabrication, handling, shipment and installation of components. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-2220) 0 10- 6=( -180) 39 TC LATERAL SUPPORT <=12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-2380) 0 7- 8=(-2235) 0 ' BC LATERAL SUPPORT <= 12110C. UON. TOTAL LOAD = 50.0 PSF 7- 8=( -471) 0 - - LETINS: 1-02-00 1-02-00 ( TPI1WTCA in SCSI, copies of which will be furnished upon request. ADDLr BC UNIF LL+DL= 20.0 PLF 13'- 4.0" TO 23'- 0.0" V II - II III II VIII I III BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH I I (III LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9. Digits indicate size of plate in Inches. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E REQUIREMENTS OF CBC 2013 NOT BEING MET. 01- 0.0" 0/ 216V -17/ 22H 1.50" 0.23 DF ( 625) 31- 7.5" 0/" 1089V 0/ OH 5.50" 1.16 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 231- 0.0" 0/ 1150V 0/ OH 5.50" 1.23. DF ( 625) - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - - BRG @ 01- 0.0" 0.23 DF/ 0.35 HF/ 0.34 SPF BRG @ 31- 7.5" 1.16 DF/ 1.79 HF/ 1.71 SPF. - BRG @, 231- 0.0" 1.23 DF/ 1.89 HF/ 1.80 SPF .VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.128" @ 131- 1.0" Allowed = 0.631" MAX DL CREEP DEFL = -0.347" @ 16- 9.7" Allowed _' 0.996" MAX TL CREEP DEFL = -0.471" @ 16'- 4.7" Allowed = 0.946" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.347" MAX HORIZ. LL DEFL: = 0.029" @ 22- 6.5" MAX HORIZ. TL DEFL'=' 0.077" @ 22'.- 6.51' Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2,. ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End 'vertical(s) are exposed to wind, 13-01 9-11 Truss designed for wind loads in the plane of the truss only. 4-03-14 3709-10 4-11-08 4-11-08 3-09-10 1-01-14 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 12 12 which is non -concurrent with other live loads. 3.00 v M -4x-5 a 3.00 4.0,. M -2x4 M -2x9 o M -3x5 M -3x6 3 7. o 8 t 2 9 10 f M -7x6 M -3x4 M -3x4 = M -5x5 > 9-09-05 6-07-05 6-07-05 I. • <PL:10-00-12 23-00 L 1PROVIDE. FULL BEARING;Jts:1,2, >PL:10-06-04 JOB NAME: Kelly Lot 161-162 - A2 Scale: 0.2693 (IResidence WARNINGS GENERAL NOTES, unless otherwise noted: 1 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual T ru S S' and Warnings before construction commences. building component. Applicability of design parameters and proper - - I 2. 2x4 compression web bracing must be installed where shown *. incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 3. Addifionet temporary bracing to insure stability during construction is the res nsibiti of the erector. Additional permanent bracing of Po ty P 9 7 o.c, and at 10' o.c. respectively unless braced throughout their lenggtthh by continuous sheathing such as plywood sheathing(TC) andlor tlrywall(BC). DATE: 1/8/2016 + the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown < < SEQ. : 6353235 4. No load should be applied to any component unfit 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 : 433310 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. r 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 ( TPI1WTCA in SCSI, copies of which will be furnished upon request. tines coincide with joint center tines. II II VIII II III II VIII I III VIII I I (III '� 9. Digits indicate size of plate in Inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 7-09-04 4-03-08 7-09-04 i � I <PL:10-00-12 l 19-10 JOB NAME: Kelly Residence Lot 161-162 - A3 Scale: 0.3103 4 �esig�ared_ Comp input WARNINGS: GENERAL NOTES, unless otherwise noted: A31 1. Builder and erection contractor should De advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual T Y'U S S ' :. SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS building component. Applicability of design parameters and proper TRUSS SPAN 19'- 10.0" 2. 2x4 compression web bracing must De installetl where shown .. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2,4 DF HI&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) vely u c d o.c. and at 10' o.c. respectively unless braced throughout their len by 1- 2=( -140) 0 1-10=(0) 2377 1- 2=(-2600) 0 BC: 2x4 DF N1&BTR continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). c SPACED 28.2" O.C. 1 the overall structure is the responsibility of the building designer. 2- 3=(-2555) 0 10-11=(0) 2519 3-10-( -102) 360 WEBS: 2x.4 DF #1&BTR 4. No load should be applied to any component unfil 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 : 432747 3- 4=(-2629) 0 11- 9=(0) 2430 10- 4=( 0) 203 fasteners are complete and at no lime 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 LOADING 5. CompuTrus has no control over and assumes no responsibility for the 4- 5=( -369) 33 4- 6=(-2377) 0 TC MAX PURLIN SPACING 32"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 7, Design assumes adequate drainage is provided. ', 5- 6=( -356) 45 6-11=( 0) 287 - BC MAX PURLIN SPACING 120".00. UON. - DL ON BOTTOM CHORD = 7.0 PSF • 6-7=(-2646) 0 11- 7=( -149) 313 - TOTAL LOAD = 50.0 PSF 7- 8=(-2611) 0 8- 9=(-2653), 0 LETINS: 1-08-00 1-08-00 TPI/WTCA in BCSI, copies of which will be furnished upon request,llt tines coincide with joint center fines. - III 8- 9=( -146) 0 II I I BC UNIF LL( 0.0)+DL( 12.5)= 12.5 PSF 7'- 11.0" TO 11'- 11.0" V II I II IIII IIII Unbalanced live loads have been ADDL: BC UNIF LL+DL= 20.0 PLF 13'- 4.0" TO 19'- 10.0" V considered for this design. 10. For basic connector plate design values see ESR -1311, ESR•1988 (MiTek) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) REQUIREMENTS OF CBC 2013 NOT BEING MET. 01- 0.0" 0/ 1245V -20/ 20H 5.50" 1.33 DF ( 625) 191- 10.0" 0/ 1337V 0/ OH 5.50" 1.43 OF ( 625) - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 01- 0.0" 1.33 DF/ 2.05 HF/ 1.95 SPF BRG @ 19'- 10.0" 1.43 DF/ 2.20 HF/ 2.10 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240' ' MAX LL DEFL = -0.140" @ 11'- 11.4" Allowed = 0.631" MAX DL CREEP DEFL = -0.316" @ 11'- 11.4" Allowed = 0.946" MAX TL CREEP DEFL = -0.456" @ 111- 11.4" Allowed = 0.946" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.316" ' - MAX HORIZ. LL DEFL = 0.022" @ 19'- 4.5" MAX HORIZ. TL DEFL = 0.058" @ 191- 4..5" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, 9-1 L 9-11 (All Heights), Enclosed, Cat.2, Exp.B; MWFRS(Dir),- load duration factor=1:6, 1-07-11 2'-0 -09 3-09-12 2-00 2-00 3-09-12 2-05-09 1-07-11 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ; 12 (� 12 12 3..0' v 3.00 Design checked for a 300 lb concentrated top chord f I IIM-4x4 live load.per IBC 2012 due to maintenance workers 5 which is non -concurrent with other live loads. fi M -3x10 M -3x10 4 6 M -2x4 M -2x4 o M -3x6 3 4-00 0 T M -3x6 rt o C, i 1� 1 _ 10 11 - 9 o _ < M -5x5. M -4x6 M -2x9 M -4x6 =M -5x5 7-09-04 4-03-08 7-09-04 i � I <PL:10-00-12 l 19-10 JOB NAME: Kelly Residence Lot 161-162 - A3 Scale: 0.3103 4 WARNINGS: GENERAL NOTES, unless otherwise noted: A31 1. Builder and erection contractor should De advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual T Y'U S S ' :. and Warnings before construction commences. I building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must De installetl where shown .. incorporation of component is the responsibility of the building designer. 2. Design assumes Me top and chords laterally braced at DES. BY: EE 3. Alditional temporary bracing to insure stability during construction vely u c d o.c. and at 10' o.c. respectively unless braced throughout their len by is the res nsibili of the erector. Additional permanent bracing of Do ty P 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). c DATE: 12/8/2015 1 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 634 4511 4. No load should be applied to any component unfil 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 : 432747 fasteners are complete and at no lime 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. ', 11 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 TPI/WTCA in BCSI, copies of which will be furnished upon request,llt tines coincide with joint center fines. - III II II II I I I III I II I II IIII IIII fl 9. Digits indicate size of plate in inches. MiTek USA, 1nC./CompuTrus Software 7.6.7(1L) -E 10. For basic connector plate design values see ESR -1311, ESR•1988 (MiTek) w C 66864 �' EXP. 09/3(/2016 * .%Z)S 5 \sr C)vi� TF OF cAUF�� ME 1 11 IPM i 1_esig_ared-com�nput_ SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS 14-00-00 HIP SETBACK 6-00-00 FROM END WALL CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF H1dBTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -602) 0 1- 7=(0) 2712 1-'2=(-2684) 0 BC: 2x4 DF NISBTR 2- 3=(-2884) 0 7- 8=(0) 3014 7 3=( 0) 184 WEBS: 2x4 OF H1dBTR LOADING 3- 4=(-3170) 0 8- 6=(0) 3014 7- 4=( -26) 226 TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 01- 0.0" TO 61- 0.0" V 4- 5=(-3176) 0 4- 8=( 72) 128 TC LATERAL SUPPORT <= 12110C. DON. TC UNIF LL( 80.0)+DL( 92.0)= 172.0 PLF 61- 0.0" TO 81- 0.0" V 5- 6=(-2962) 0 5- 6=(-2962) 0 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 81- 0.0" TO 141- 0.0" V ---------------- ----------------- �., BC UNIF LL( 0.0)+DL( 28.0)- 28.0 -PLF 0'- 0.0" TO 14- 0.0" VBEARING MAX VERT MAX HORZ BRG -REQUIRED BRG LENGTH NOTE: 2x9 BRACING AT 24"OC DON. FOR TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 61- 0.0" LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 81- 0.0" 01- 0.0" 0/ 1315V -9/ 10H 5.50" 0.70" OF ( 625) 131- 10.0" 0/ 1313V 0/ ON 3.50" 0.70 OF ( 625) j - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - LETINS: 1-02-00 1-02-00 REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 01- 0.011 0.70 DF/ 1.08 HF/ 1.03 SPF BRG @ 131- 10.0" 0.70. DF/ 1.08 HF/ 1.03 SPF ( 2) complete trusses required. ;` BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. 'TOP Attach 2ply with 3"x.131 DIA GUNS AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL -L/360, TL=L/240. nails staggered.: 9" oc in l row(s) throughout 2x4 top chords, MAX LL DEFL = -0.123" @ 81- 0.0" Allowed = 0.936" 9" oc in 1'row(s) throughout 2x4, bottom chords, MAX DL CREEP DEFL = -0.275" @ 8.'- .0.0" Allowed = 0.659" 9" oc in 1 row(s) throughout 2x9 webs. MAX TL CREEP DEFL = -0.396"'@ 8'-' 0.0" Allowed = 0.654" RECOMMENDED CAMBER'(BASED ON DL DEFL)= 0.275" MAX HORIZ. LL DEFL = 0.010" @ 13'- 6.5" .5=11.11 2-00-10 5-11-11 - MAX'HORIZ. TL DEFL=' 0.024" @ 13'= 6.5" - Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, 1.01719 4-09-13 2-00-10 4-09-13 1-01-14 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .4300 430H12 • . load duration factor= 1 6, 12, End vertical(s) are exposed'to wind, 3.00 v a 3.00 Truss designed for wind loads plane the . "in the pla of h truss only: Design checked for a 300 lb 'concentrated top chord M -5x8. M -6x6 live load per IBC 2012 due to maintenanceworkers which is non -concurrent with other live loads. o M -3x4 .: M -3x9 0 2 5 . n .o o < M -3x,5 M -4x6 M -2x4 M -3x6 5-05 3-03-12. 5-03-09 13-10 0-02 <PL:13-02-00 14-00 JOB NAME: Kelly Residence Lot 161-162 - A4 C 60384 z * IZ/711 Sp CIVIL. grFOFCPI-W Scale: 0.392 -� J-_ ' WARNINGS: GENERAL NOTES, unless otherwise noted: A 4 i 1. guilder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss and Warnings before construction commences. building component. Applicability of design parameters and proper 1 2. 2X4 compression web bracing must be installed where shown �. incorporation of component is the responsibility of the building designer. - • DES. BY • AM .. i 3. Additional temporary bracing to insure stability during construction 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 len by by • is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE • 12/8/2015 I - the overall structure is the responsibility of the building designer. 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. : 6344430 t fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 432738 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 TPIAMCA in BCSI, copes of which will be furnished upon request tines coincide with joint center tines. r III) I I II I II I III III I I III I III III ; 9. Digits indicate size of plate in inches. . i MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 60384 z * IZ/711 Sp CIVIL. grFOFCPI-W IIIIIII� M '_esig-raredM com(minput_ SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS .14-00-00 HIP SETBACK 6-00-00 FROM END WALL CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -600) 0 1- 7=(0) 2710 1- 2=(-2682) 0 BC: 2::4 DF #1&BTR 2- 3=(-2882) 0 7- 8=(0) 3004 7- 3=( 0) 184 WEBS.: 2x4, DF #1&BTR - LOADING 3- 4=(-3170) 0 8- 6=(0) 3004 7- 4=( -22) 230 TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0" TO 6'- 0.0" V 4- 5=(-3168) 0 4- 8=( -8) 124 TC LATERAL SUPPORT <= 12110C. UON. TC' UNIF LL( 80.0)+DL( 92.0)= 172.0 PLF 6'- 0.0" TO 8'- 0.0" V 5- 6=( -716) 0 5- 6=(-2876) 0 BC LATERAL SUPPORT <= 12"OC._ UON. TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 81- 0.0" TO 141- 0.0" V - BC'UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF. 01- 0.0" TO 14'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 61- 0.0" LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 8'- 0.0" 0'- 0.0" 0/ 1314V -9/ 9H 5.50" 0.70 DF ( 625) 14- 0.0" 0/ 1314V 0/ , ON 5.50" 0.70 DF (. 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - LETINS: 1-02-00 1-02-00 REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 0'- 0.0" 0.70 DF/ 1.08 HF/ 1.03 SPF BRG @ 14'- 0.0" 0.70 DF/ 1.08 HF/ 1.03 SPF ( 2.) complete trusses required. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Attach 2 ply with 3"x.131 DIA GUN - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 nails staggered: MAX LL DEFL = -0.125" @ 8'- 0.0" Allowed = 0.436" 9" oc in 1 row(s) throughout 2x4 top chords, MAX DL CREEP DEFL = -0.280" @ 8'- 0.•0" Allowed = 0.654" 9" oc in 1 row(s) throughout 2x4 bottom chords, throughout 2x9webs. - _ _ MAX TL CREEP DEFL = -0.403" @ 8'- 0.0'1 Allowed .= 0.654" -.9" oc in l ,row.(s) RECOMMENDED CAMBER (BASED ON DL DEFL= 0.280" MAX HORIZ. LL DEFL = 0.010" @ 13- 6.5" 5-11-11 2-00-10 5-11-11 MAX HORIZ. TL DEFL = 0.024"'@ 131- 6.5 11 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, 1-01-14 4-09-13 2-00-10- 4-09-13 1-01-14 (All Heights), Enclosed,'Cat.2, Exp.B,MWFRS(Dir) 930# 430# load duration factor=1.6, 12 12 End verticals). are exposed to wind, 3 60(-_- v 3.00 Truss designed for wind loads . in the plane of the truss only. Design checked for a 300 lb concentrated top chord • - live load per IBC 2012 due to maintenance "workers . M -5x8 _M -6x6 which is non -concurrent with other live loads: 3 4 o M=3x9 M -3x4 o 2 _ "!I _ 6 0 Fil Li o ! -- kkkkkk------ o 1 7 8" _ 6 o <3x5 M -4x6 M -2x4 M -3x5 TM_ 5 5-05 3-03-12 5-03-04 <PL:13-02-00 14-00 JOB NAME: Kelly Residence Lot 161-162 - MA Scale: 0.4303 i WARNINGS: GENERAL NOTES, unless otherwise ' 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an indivitlua l t Truss ' and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. I DES. BY:. AM 3Additional temporary bracing to insure stability during construction . 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 len th by ( is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(C). DATE • 12/8/2015 - the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6344431 ' 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of me respective contractor. 5. Design assumes trusses are to be used in a non-cofrosive environment, 1 TRANS ID: 432738 fasteners are complete and at no time should any loads greater than l 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 s Apo s i 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center TPINJfCA in SCSI, copes of which will be furnished upon request lines. tines coincide with joint center lines. o ncide IIII I II II I III I II I III I III VIII I II III 11I 9. Digits size of plate in inches. I MiTek USA, Inc./CompuTrus Software 7.6.7(1 L)•E 10. For basic connector plate design values see ESR -1311, ESR•1988 (MiTek) coml�input_ II III S>eFAB�RSed LUMBER SPECIFICATIONS TRUSS SPAN 19'- 0.0" CBC2013/IBC2012MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF H16BTR LOAD DURATION INCREASE = 1.25 1-2=( -258) 0 1-6=(0) 1370 1-2=(-1463) 0 BC: 2x4 DF H1&BTR SPACED 29.0" O.C. 2-3=(-1491) 0 6-5=(0) 1371 6-3=( 0) 469 WEBS: 2x.4 DF 0l&BTR 3-4=(-1492) 0 4-5=(-1484). 0 LOADING 4-5=(-1484) 0 TC.LATERAL.SUPPORT <= 12"OC. DON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF BC LATERAL SUPPORT <= 12110C. DON. DL ON BOTTOM CHORD = 7.0 PSF •REQUIRED • TOTAL LOAD 50.0 PSF BEARING MAX VERT MAX HORZ BRG BRG LENGTH .LETINS: 1-02-00 1-02-00 - LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ADDL: BC UNIF LL+DL= 26.6 PLF 0'- 0.0" TO 14'- 0.0" V 0'- 0.0" 0/ 887V -11/ 13H 5.50" 0.95 DF ( 625) - 131- 10.0" 0/ 885V 0/ OH 3.50" 0.94 IF ( 625) - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 01- 0.0" 0:95 DF/ 1.46 HF/ 1.39 SPF - BRG @ .13- 10.0" 0.94 DF/ 1.46 HF/ 1.39 SPF BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.071 @ 7'- 0.0". Allowed = 0.436" MAX DL CREEP DEFL = -0.211". @. 7'- 0.0" Allowed = 0.654" MAX TL CREEP DEFL = -0.282" @ 7'- 0.0" Allowed = 0.654" • - - RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.211" - MAX HORIZ. LL DEFL = 0.007" @ 131- 6.5" . - 7-00 - 7-00 MAX HORIZ. TL DEFL = 0,023" @..13'- 6.511- Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, 1-01-14. 5-10-02 5-10-02, 1-01-14 . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 3.00 v a 3.00 Truss designed for wind loads • in the plane of the truss only: IIM-4x9 Design checked for a 300 lb concentrated top chord 4.0 liveload`per IBC 2012 due t maintenance workers d o t ce o ers . "is 3 which non -concurrent with other live loads. b . M -3x4 2.0' M -3x9. o 2 .. - 4 - -.oma. •1 1� 1 o 6 .. 5 < M -3x5 M -2x4 M -3x6 7-00 7-00 13-10 0-02 <PL:13-02-00 14-00 JOB NAME: Kelly Residence Lot 161-162 - A5 _ scale: 0-.4052 pFESS/pe' , ' WARNINGS: GENERAL NOTES, unless otherwise noted: A51 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual I TruS S I and Warnings before construction commences. buildingcomponent. Applicability of design parameters antl proper•f 2. 9�4 compression web bradng must be installetl wnere shown +. incorporation of component is the responsibility of the building designer. Z DES. BY : " AM 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bodom chords to be laterally braced at 2' o.c. and at toy o.c. respectively unless braced throughout their length by (� W C 60384 "n M is the responsibility of the erector. Additional permanent bracing of Po ty P 9 continuous sheathing such as plywood sheathing(TC) and/or drywall C). ;0 DATE 12 / 8 / 2 015 ) the overall structure is the responsibility of the building designer. 3. 2ir Impact bridging or lateral bracing required where shown ++ l - 6344432 4. No toad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design to be in Tt EXP. 06/30116 SEQ. : fasteners are complete and at no time should any loads greater than assumes trusses are used a corrosive environment, 'dry J !,• TRANS I D : 432738 design loads be applied to an corn nent. and are for condition' of use. 5. Co puTrus has no control over and ano responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if �/ �/, /ssumes S C 10- necessary. I fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. )` a\\P FQF (. 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. CAL\�O TPIM/TCA in BCSI, copies o(which will be furnished upon request. Dies coincide with joint center fines. - 1 III I I II I III I III III I I III IIII I IIII 9. Digits indicate size of plate In inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) JOB NAME: Kelly Residence Lot 161-162 - A6 ePAB'WRSed1" comfiinput_ WARNINGS:— GENERAL NOTES, the noted: LUMBER SPECIFICATIONS - 1. Builder and erection contractor should be advised of all General Notes TRUSS SPAN 10- 0.0" I' T 1" ll S S ' and Warnings before construction commences. - � ICOND. 2: 2000.00 LBS SEISMIC LOAD. " TC: 2x4 DF 1j1bBTR 2. 2x4 compression web bracing must be installed where shown *. LOAD DURATION INCREASE = 1.25 DES. BY : AM - Wind: 110 mph, h=15ft, TCDL=13:8,BCDL=4.2, ASCE 7-10, BC: 2x4 DF NILBTR the overall structure is the responsibility of the building designer. SPACED 24.0" O.C. ' SEQ. - 6344433 + 4. No load should be applied to any component until after all bracing and (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), WEBS: 2x4, DF H16BTR f fasteners are complete and at no time should any loads greater than I design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the - " - load duration factor=1.6, - TC LATERAL SUPPORT <= 12110C. uON.. t 6. This design is furnished subject to the limitations set forth by LOADING " LL( 20.0)+DL( 23.0) ON TOP CHORD,= 43.0 - PSF End vertical(s) are exposed to wind,' " BC LATERAL SUPPORT <= 12110C. UON. TPIMlTCA in BCSI, copies of which will be furnished upon request. DL ON BOTTOM CHORD = 7.0 PSF III) Truss designed for wind loads in the plane,of the truss only. II I III VIII TOTAL LOAD = 50.0 PSF II LETINS: 1-02-00 • 1-02-00_ j 9. Digits indicate size of plate in inches. - Note:Truss design requires continuous LIMITED STORAGE DOES .NOT APPLY DUE TO THE SPATIAL bearing wall for entire span UON. Staple or equal at non-structural REQUIREMENTS OF CBC 2013'NOT BEING MET. vertical members (uon). Design checked for a 300 lb concentrated top chord BOTTOM CHORD CHECKED FOR"1OPSF LIVE LOAD. TOP live load per IBC 2012 due to maintenance workers - - 5-00 AND BOTTOM CHORD LIVE LOADS .ACT NON -CONCURRENTLY. 5-00 which is non -concurrent with other live loads. Truss designed .for 4x2 outlookers. 2x4 let -ins 1-01-14 3-10-02 3-10-02 1=01=14 of the same size and grade as structural top chord. Insure tight fit at each,end of let -in. 12 Outlookers must be cut with care and are v 3,00 permissible at in board areas only. NOTE: TRUSS DESIGNED FOR WIND LOADS IN -THE PLANE OF THE TRUSS ONLY. EXCEPTION: FOR EXTERIOR STUD CONDITION REFER.TO COMPUTRUS STANDARD GABLE END DETAIL. M -4x5 M -3x5 3.4.0" ,r—.r M -3x5 f I , 2X -2x4 M -2x9 M -3x9 _ M -3x9 " C) M -3x5 - M - 3x5 2 _ 4 I of ' .' " o •i 1111111111111111711117711111111111111111111IIIIIIIIIIIIIIIIIIIIIIIlI_ Lit - o - ..I M- 5x5 6 M -2x9 .. .=M -5x5 5-00 <PL:10-00-12 10-00 JOB NAME: Kelly Residence Lot 161-162 - A6 Scale: 0.5953 WARNINGS:— GENERAL NOTES, the noted: - 1. Builder and erection contractor should be advised of all General Notes edunless 1. This design i5 based only upon the parameters shown and is for an individual . only upon I' T 1" ll S S ' and Warnings before construction commences. - � building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown *. incorporation of component is the responsibility of the building designer. 2 Design assumes the top and bottom chords to be laterally braced at DES. BY : AM !! 3. Additional temporary bracing to insure stability during construction 4 is the responsibility of the erector. Additional permanent bracing of Po ty Pe 9 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 C). DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral braang required where shown ++ ' SEQ. - 6344433 + 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 : 4 32 7:38 f fasteners are complete and at no time should any loads greater than I design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition' of use. 6. 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. t 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both tabes of truss, and placed so their center TPIMlTCA in BCSI, copies of which will be furnished upon request. tines coincide with joint center fines. III) I I II I III VIII III I I III II I III j 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) II II� comE_input_ eFABk 's,AT t rURgedJn- LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:2x4 OF. N1&BTR - - LOAD DURATION INCREASE = 1.25 - 1-2=(-141) 0 1-6=(0) 795 1-2=(-900) 0 BC: 2x4 DF N1&BTR SPACED 24.0" O.C. 2-3=(-873) 0 6-5=(0) 795 6-3=( 0) 276 WEBS: 2x9 DF 01&BTR 3-4=(-873) 0 4-5=(-900) 0 LOADING 9-5=(-141) 0 'TC LATERAL SUPPORT <= 12110C. UON.. LL( 20.0)+DL( 23.0) ON TOP CHORD =. 43.0 PSE BC LATERAL SUPPORT <= 12110C. LON, DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH - L_ETINS: 1-02-00 1-02-00 - - LOCATIONS 'REACTIONS REACTIONS SIZE. INCHES (SPECIES) ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0" TO 10'- .0.0" V 01- 0.0" 0/ 622V -8/ 8H 5.50" 0.66 OF ( 625) 10'- 0.0" 0/ 622V 0/ OH 5.50" 0.66 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG'@ 01- 0.0" 0.66 DF/ 1.02 HF/ 0.98 SPF BRG @ 10'- 0.01, 0.66 DF/ 1.02 HF/ 0.98 SPF BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP .AND BOTTOM CHORD LIVE LOADS ACT,NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240. MAX LL DEFL =.-0.027" @ 51- 0.0", Allowed = 0.303" 5-00 5-00 MAX DL CREEP DEFL = -0.083" @ . 5'- 0.0" Allowed = 0.454" - MAX TL CREEP DEFL =•-0.111" @ 5.1- 0.0" Allowed= '0.454" RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.083" 1-01-19 3-10-02 3-10-02 1-01-19, - MAX HORIZ. LL DEFL = 0.003" @- '9'- 6.5:' "._ 12 - 12 - MAX HORIZ. TL DEFL = 0.009" @ , 91- 6.5" 3.00: v v 3.00. Wind: .110 mph, h=15ft, TCDL=13.8,BCDL=4.2,. ASCE 7-10, (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads IIM-4x9 in the plane of the truss only. 3 4.0". Design checked for a 300 lb concentrated top.chord live load per IBC 2012 due to maintenance workers I I which is non -concurrent with other live loads: o M -3x9 M -3x9 . t 0 2" - - - 4. 2.0" ' .. it II < r3x M -2x4 M -3x5 5-00 5-00 <PL:10-00-12 10-00 JOB NAME: Kelly Residence Lot 161-162 - A7 Scale: 0.5203 pFESS/1p 1� I WARNINGS: GENERAL NOTES, unless otherwise noted: .. A7 I. 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: i and Warnings before construction commences. building component. Applicability design parameters and proper incorporation of component is the responsibility of the building designer. / y DES. BY • AM II 2. 2x4 compression web bracing must be installed where shown i. 3. Additional temporary Dredng to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at ( 7 o.c. and at 10' o.c. respectively unless braced throughout their len by - LU C 60384 fn T • is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywallC): - - DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ - SEQ. : 6344434 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; 1 * EXP. 061301.16 fasteners are complete and at no time should any loads greater than for "dry S TRANS I D 432738 design loads be applied to any component. and are condition" of use. PIS 9 5. CompuTrus has no control over and assumes no responsibility forme 6. Design assumes full bearingat all supports shown. Shim or wedge if / 171 S C,fv Q' . necessary. • fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. f I` J� \\ FOF 6. This design is furnished subject to me fintitations set forth by 8. Plates shall be located on both faces o1 Wss, and placed so their center CAlift i I VIII IIII I I I I I VIII VIII I I IIII IIII TPINJTCA in BCSI, copes of which will be furnished upon request. lines coincide with joint center fines. tdesiginches. j ; MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. FFor�bbasic�ccoonnectoroplate values see ESR -1311, ESR -1988 (MiTek) _ _ IIIIIIII �esig�ared= comp input_ - SPATES FABRICATORS (JR) - LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.0" 1COND. 2: 2000.00 LBS SEISMIC LOAD. TC:': 2x4 DF #I&BTR " LOAD DURATION INCREASE = 1.25 ASCE 7-10, Wind: 110 mph, hts), BC: 2x.4 DF_#1dBTR SPACED 24.0" O.C. EnclTCDLosed, Cat. 2,=Exp, (All Heights), Enclosed, Cat.2,.Exp.B, MWFRS(Dir), WEBS: 2x4 DF #16BTR•. load duration factor=1.6, TC LATERAL SUPPORT <= 12110C. UON.. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF .. End vertical(s) are exposed to wind, - BC LATERAL SUPPORT <= 12110C. UON: DL ON BOTTOM CHORD = 7.0 PSF Truss designed for wind loads TOTAL LOAD = 50.0 PSF in the plane of the truss only. LETINS: 1-02-00 0-00-00_ -- Note:Truss design requires continuous LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span UON. Staple'or equal at non-structural REQUIREMENTS OF CBC 2013 NOT BEING MET. vertical members (uon). Design checked for a 300 lb concentrated top chord -, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP live load per IBC 2012 due to maintenance workers AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. which is non -concurrent with other live loads. 1-01-14 2-00-02 3-02 Truss designed for 4x2 outlookers. 2x4 let -ins of the same size and grade as structural top - 12 chord. "Insure tight fit at each end of let -in. -, 3.00 v Outlookers must be cut.with care and are '. NOTE: TRUSS DESIGNED FOR WIND LOADS IN THE PLANE " _ permissible at inlet. board areas only. OF THE TRUSS ONLY. EXCEPTION: FOR EXTERIOR STUD. - -. CONDITION REFER TO COMPUTRUS"STANDARD GABLE END DETAIL. M -2x9 M -3x5 4 . - x M 2 4'.M 3x5 , l M -3x5' s o M -3x9. M -3x5 2 o r M=5x5. M-�x6" 0-03-08 �<PL: 9-00-12 6-04 JOB NAME: Kelly Residence Lot 161-162 - A8 0.5738 -- -- Scale: 1 - OFESS/pN WARNINGS: GENERALNOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual - h Truss • and Warnings before construction commences. building component. Applicability of design parameters and proper - 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. y DES. BY: AM - 3. Additional temporary bracing to insure stabi8ry during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' and at 10' respectively unless braced throughout length by .. W C 60384 m rt1 is the responsibility of the erector. Additional permanent bracing of continuous sheaNing such as plywood sheathing(TC) and/or drywall C). continuous hin dry DATE: 12/8/2015 +, the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. 6344435 ' 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 busses are to be used in a non -corrosive environment, EXP. 06/30/16 i fasteners are complete and at no time should any loads greater than assumes design toads be applied to any component. and for "dry condition' of use. 1217/15 TRANS I D 4 3 2 9 3 8 ` are PIS 9 '5. CompuTrus has no control over and assumes no responsibility for me 6. Design assumes full bearingat all supports shown. Shim or wedge if is C(V )�. Q' ! 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 P \ '9r Fid - FOF _ TPIMII'CA in BCSI, copes of which will be furnished upon request. lines coincide with joint center tines. CPkW f IIII I II II I III I III I III 111111 IIII II I I III i 9. Digits indicate size of plate in inches. i MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR•1311. ESR•1988 (MiTek) �' IIIIIIIIIIIIII� eH c�eFABk Hr RSedJtt�comp�.nput_ LUMBER SPECIFICATIONS TRUSS SPAN 61- 4.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:2x4 DF N1&BTR LOAD DURATION INCREASE = 1.25 1-2=( -51) 56 1-5=(0) 365 1-2=(-472) 0 BC: 2x4 DF N1&BTR - SPACED 24.0" O.C. 2-3=(-414) 0 3-5=(-393) 0 WEBS: 2x4,DF N1&BTR ,. 3-4=( -39) 48 5-4=(-187) 0 LOADING TC LATERAL SUPPORT <=,12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 93.0 PSF BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH TOTAL LOAD = 50.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) .LETINS: 1-02-00 0-00-00 01- 0.0.. 0/ 405V -15/ 39H 5.50" 0.43 IF ( 625) - - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 4.0" 0/ 362V 0/ ON 5.50" 0.39 IF ( 625) For hanger specs. - See approved plans REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 01- 0.0" 0.43 DF/ 0.67.HF/ 0.63 SPF BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BRG @ 61- 4.0" 0.39 DF/ 0.60 HF/ 0.57 SPF .AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - �3-02 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 1-01-14 2-00-02 - - - MAX LL DEFL_= -0.010" @ 31- .1.6" Allowed = 0.181" MAX DL CREEP DEFL = -0.009" @ • 3'- 1.6" Allowed = 0.271" 12 MAX TL CREEP DEFL = -0.018" @ 3'- 1.6" Allowed = 0:271".. 3.00 v RECOMMENDED CAMBER (BASED. ON DL DEFL)=-0.040" MAX HORIZ. LL DEFL =..'0.001"_@ 6'- 0.5" - - MAX HORIZ. TLDEFL = 0.003" @ 6'- 0.5" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, _ -2x4 (All Heights), Enclosed, Cat•2, Exp.B MWFRB(Dir) ,M load duration factor -1:6, 4 - End vertical(s).are exposed to'wind, -Truss designed for wind loads ll in the plan a of the truss only. M -2x4 lI Design checked for a 300.1b concentrated top chord 3 live load per,IBC 2012 due to maintenance workers o which is non -concurrent with other live loads.. M -3x9 N <M-73 M -3x9 . 6 -00 -OB 0-03-08 <PL: 9-00.=12 6-04 JOB NAME: Kelly Residence Lot 161-162 - A9 Scale: 0.5828 - -f--er WARNINGS GENERAL NOTES, unless otherwise noted: A9 1. Builder and erection contactor should be advised of all General Nates 1. This design is based only upon the parameters shown and is loran individual h� ' Truss: 1 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2z4 compression web bracing must be installed where shown incorporation of component is the responsibility of the building designer. - y . bracing to insure 2. Design assumes the toppaend bottom chords to be laterally Orated at DES BY: AM 3. Additional temporary stability dudng construction 2' o.c. and at 1o' o.c. respectively unless braced throughout their ten gth by I W C -60384 m • is the responsibility of the erector. Additional permanent brads of Po y Pe 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown t SEQ. : 6344436 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. are to be used in a non ­corrosive environment, I 5. Design assumes bz EXP. 06/30(16usses * 1 TRANS I D : 432738 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. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge it . I Z/7115 S P C IV1� `\Q fabrication, handling, shipment and installation of components. s. 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 so their center FOF placed in BCSI, espies of which will be furnished upon request. tines coincide o intltle with joint center fines. CAO1 IIIIII I III III I III I III I III) IIIITPIMlTCA 9. Digits size of plate to inches. i MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIIII� M = M M M LUMBER SPECIFICATIONS 13-10-00 HIP SETBACK 6-00-00 FROM END WALL TC: 2x4 DF hl&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) BC: 2x.4 DF hl&BTR WEBS: 2x4 DF 4I&BTR LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 01- 0.0" TO 61- 0.0" V TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 80.0)+DL( 92.0)= 172.0 PLF 61- 0.0" TO 71- 10.0" V BC LATERAL SUPPORT <= 12110C. UON. TC UNIF LL( 90.0)+DL( 46.0)= 86.0 PLF 7'- 10.0" TO 13- 10.0" V BC UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF 01- 0.0" TO 131- 10.0" V BEARINC NOTE: 2x4 BRACING AT 24"OC LION. FOR TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 6'- 0.0" LOCATION ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 71- 10.0" 01- 0. ______________________ 13'- 10. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LETINS: 1-02-00 1-02-00 REQUIREMENTS OF CBC 2013 NOT BEING MET. ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Attach 2 ply with 3"x.131 DIA GUN .AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. nails staggered: 9" oc in 1 row(s) throughout 2x9 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x.4 webs. 5-11-11 1-10-10 5-11-11 1-01-14 4-09-13 1-10-10 4-09-13 1701-14 4300 4300 12 12 3.00 v x 3.00 rn 0 1 o . GENERAL NOTES, unless otherwise noted: -- 1 0 N 1 '- Truss t` O and Warnings before construction commences. building component. Applicability of design parameters and proper 0 1 < 11-50 ,11-6x6 5-05 <PL:12-'00-12 5-03-04 - JOB NAME: Kelly Residence Lot 161-162 - A10 Scale: 0.4293 WesigfWare� com)Winpum, SPATES FABRICATORS (JR) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -590) 0 1- 7=(0) 2668 1- 2=(-2642) 0 2- 3=(-2836) 0 7- 8=(0) 2952 7- 3=( 01 180 3- 4=(-3119) 0 8- 6=(0) 2952 7- 4=( -20) 226 4- 5=(-3112) 0 4- 8-( -12) 120 5- 6=( -702) 0 5- 6=(-2828) 0 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 1297V -9/ 1 9H 5.50" 0.69 DF ( 625) 0/ 1297V 0/ OH 5.50" 0.69 DF ( 625) BRG @ 0'- 0.0", 0.69 DF/ 1.07 HF/ 1.02 SPF BRG'@ 13- 10.0" 0.69 DF/ 1.07 HF/ 1.02 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 . MAX LL DEFL = -0.121" @ 71- 10.0" Allowed = 0.431" . MAX DL CREEP DEFL 0.271" @ 7'- 10.0" Allowed = 0.646" MAX TL CREEP DEFL = -0.390" @ 7'- 10.0" Allowed = 0.646" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.271" MAX HORIZ. LL DEFL = 0.009" @. 13'- 4.5", MAX HORIZ. TL DEFL = 0.023" @ 13'- 4.5" Wind: 110 mph, h=15ft, TCDL=13A,BCDL=4.2, ASCE 7-10; (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, . End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live.load per IBC 2012 due to maintenance workers which is hon -concurrent with other live loads. C 1 r WARNINGS: M-� GENERAL NOTES, unless otherwise noted: -- 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual '- Truss and Warnings before construction commences. building component. Applicability of design parameters and proper t� 2. 2x4 compression web bracing must be installed where shown �. incorporation of component is the responsibility of the building designer. ! 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at • DES. BY: AM is the res nsibiG of the erector. Additional permanent Draan of ! responsibility P 9 2' o.c. and at 10' o.c. respectively unless braced throughout their length Dy continuous sheathing such as plywood sheathing(TC) and/or drywall(6C). DATE - . 12/8/2015 Tthe overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown + 6344437 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 busses are to be used in a nonronosive environment. TRANS I D • 432738 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. g 6. Design assumes full bearingat all supports shown. Shim or wedge if • j 5. CompuTrus has no control over and assumes no responsilliGty for the necessary. � fabrication• handlin shipment and installation of components. I 9• P Po 7. Design assumes adequate drainage isrovided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of Vuss, and placed so their center TPINJfCA in SCSI, copes of which will be furnished upon request. tines coincide with joint center tines. I II I I II I III I III I III I III VIII IIII II 9. Digits indicate size of plate in inches. 1 MiTek USA, Inc.ICompuTrus Software 7.6.7(1L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) WesigfWare� com)Winpum, SPATES FABRICATORS (JR) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -590) 0 1- 7=(0) 2668 1- 2=(-2642) 0 2- 3=(-2836) 0 7- 8=(0) 2952 7- 3=( 01 180 3- 4=(-3119) 0 8- 6=(0) 2952 7- 4=( -20) 226 4- 5=(-3112) 0 4- 8-( -12) 120 5- 6=( -702) 0 5- 6=(-2828) 0 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 1297V -9/ 1 9H 5.50" 0.69 DF ( 625) 0/ 1297V 0/ OH 5.50" 0.69 DF ( 625) BRG @ 0'- 0.0", 0.69 DF/ 1.07 HF/ 1.02 SPF BRG'@ 13- 10.0" 0.69 DF/ 1.07 HF/ 1.02 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 . MAX LL DEFL = -0.121" @ 71- 10.0" Allowed = 0.431" . MAX DL CREEP DEFL 0.271" @ 7'- 10.0" Allowed = 0.646" MAX TL CREEP DEFL = -0.390" @ 7'- 10.0" Allowed = 0.646" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.271" MAX HORIZ. LL DEFL = 0.009" @. 13'- 4.5", MAX HORIZ. TL DEFL = 0.023" @ 13'- 4.5" Wind: 110 mph, h=15ft, TCDL=13A,BCDL=4.2, ASCE 7-10; (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, . End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live.load per IBC 2012 due to maintenance workers which is hon -concurrent with other live loads. C 1 r NO P M M M M M M M �esig�)arec� comj_inpu� III III LUMBER SPECIFICATIONS TC:2x4 DF 01&BTR BC: 2::4 DF #1&BTR WEBS: 2:t4 DF #1&BTR - TC LATERAL SUPPORT <= 12"OC. UON.. BC LATERAL SUPPORT <= 12110C. UON. NOTE 2x4 BRACING AT 24"OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 1-02-00 1-02-00 ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 29 bottom chords,. 9" oc in 1 row(s) throughout 2x4 .webs. 13-10-00 HIP SETBACK 6-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0 TO 6'- 0.0 V TC UNIF LL( 80.0)+DL( 92.0)= 172.0 PLF 6'- 0.0" TO 7'- 10.0" V TC UNIF LL(40.0)+DL( 46.0)= 86.0 PLF 71- 10.0" TO 13'- 10.0" V BC UNIF LL 0.0)+DL( 28.0)= 28.0 PLF 01- 0.0" TO 131- 10.0" V TC CONC LL(-200.0)+DL( 230.0)= 430.0 LBS @ 6'- 0.0" TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 71- 10.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-11-11 1-01.14 4-09-13 12 .3.00 v BEARING LOCATIONS 0- 0.0" 13'- 10.0" 1-10-10 5-11-11 1-10-10 4-09-13 1-01-14 430# 430# 12 v 3.00 M -5x8 _ M -6x6 5-05 3-01-12 5-03-04 <PL:12-00-12 13-10 JOB NAME: Kelly Residence Lot 161-162 A10A Scale: 0.4243 WARNINGS: -^ V » 0 I A 10 A C> 0 1. This design is based only upon the parameters shown and is for an individual parameters ' I o fV � I 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 0 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' and at 1g' o.c. respectively unless bathed throughout length by 0 1 dry continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). continuous < 13-10-00 HIP SETBACK 6-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0 TO 6'- 0.0 V TC UNIF LL( 80.0)+DL( 92.0)= 172.0 PLF 6'- 0.0" TO 7'- 10.0" V TC UNIF LL(40.0)+DL( 46.0)= 86.0 PLF 71- 10.0" TO 13'- 10.0" V BC UNIF LL 0.0)+DL( 28.0)= 28.0 PLF 01- 0.0" TO 131- 10.0" V TC CONC LL(-200.0)+DL( 230.0)= 430.0 LBS @ 6'- 0.0" TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 71- 10.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-11-11 1-01.14 4-09-13 12 .3.00 v BEARING LOCATIONS 0- 0.0" 13'- 10.0" 1-10-10 5-11-11 1-10-10 4-09-13 1-01-14 430# 430# 12 v 3.00 M -5x8 _ M -6x6 5-05 3-01-12 5-03-04 <PL:12-00-12 13-10 JOB NAME: Kelly Residence Lot 161-162 A10A Scale: 0.4243 SPATES FABRICATORS (JR) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -590) 0 1- 7=(0) 2668 1- 2=(-2692) 0 2- 3=(-2836) 0 7- 8=(0) 2952 7- 3=( 0) 180 3- 4=(-3114) 0 8- 6=(0) 2952 7- 4=( -20) 226 4- 5=(-3112) 0 4- 8=( -12) 120 5- 6=( -702) 0 5- 6=(-2628) 0 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 1297V -9/ 9H 5.50" 0.69 DF ( 625) 0/ 1297V 0/ ON 5.50" 0.69 DF ( 625) BRG @ 0'- 0.0" 0.69 DF/ 1.07 HF/ 1.02 SPF BRG @ 13- 10.0" 0.69 DF/ 1.07 HF/ 1.02 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.121 @ 7'- 10.0 Allowed _ 0.431" MAX DL CREEP DEFL = -0.271" @ 7'- 10.0" Allowed = 0.646" MAX TL CREEP DEFL = -0.390" @ 7'-10.0" Allowed 0.646" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.271" MAX HORIZ. LL DEFL = 0.009" @ 13'- 4.5" MAX HORIZ. TL DEFL = 0.023" @ 131- 4.511 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2', ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor -1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. C 60384 * EXP. 061301.16 IZ17115 OFcko / 9TF ck1 \FOEL WARNINGS: -^ V » GENERAL NOTES, unless A 10 A 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual parameters Truss and Warnings before construction commences. building component. Applicability of design parameters and proper • 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. ' DES. BY: AM 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' and at 1g' o.c. respectively unless bathed throughout length by is the responsibility of the erector. Additional ermanent bracing of Po ty P 9 dry continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). continuous DATE: 12/8/2015 r the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown + + SEQ. : 6344438 4. No load should be applied to any component unlit 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 : 432738 I fasteners are complete and at no time should any toads 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. j 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 11, Plates shall be located on both faces of truss, and placed so their center I TPIANfCA in SCSI, copies of which will be furnished upon request. tines coincide with joint center tines. II II I III II I III I III I I III III II I II 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311. ESR -1988 (MiTek) SPATES FABRICATORS (JR) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -590) 0 1- 7=(0) 2668 1- 2=(-2692) 0 2- 3=(-2836) 0 7- 8=(0) 2952 7- 3=( 0) 180 3- 4=(-3114) 0 8- 6=(0) 2952 7- 4=( -20) 226 4- 5=(-3112) 0 4- 8=( -12) 120 5- 6=( -702) 0 5- 6=(-2628) 0 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 1297V -9/ 9H 5.50" 0.69 DF ( 625) 0/ 1297V 0/ ON 5.50" 0.69 DF ( 625) BRG @ 0'- 0.0" 0.69 DF/ 1.07 HF/ 1.02 SPF BRG @ 13- 10.0" 0.69 DF/ 1.07 HF/ 1.02 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.121 @ 7'- 10.0 Allowed _ 0.431" MAX DL CREEP DEFL = -0.271" @ 7'- 10.0" Allowed = 0.646" MAX TL CREEP DEFL = -0.390" @ 7'-10.0" Allowed 0.646" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.271" MAX HORIZ. LL DEFL = 0.009" @ 13'- 4.5" MAX HORIZ. TL DEFL = 0.023" @ 131- 4.511 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2', ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor -1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. C 60384 * EXP. 061301.16 IZ17115 OFcko / 9TF ck1 \FOEL 0 Residence Lot 161-162 � � � . r �IIII� CJ C) � r r t WARNINGS: �esig�arec' com�inpu� O 1. Builder antl erection contractor should be advised of all General Notes .: CD - 1 building component. Applicability of design parameters and proper SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS incorporation of component is the responsibility of the building designer. Z. Design assumes the lop and bottom chords to be laterally braced at TRUSS SPAN 13'- 10.0" 3. Additional temporary bracing to insure stability during construction CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 -TC: 2x4 DF N1dBTR s the responsibilityof the erector Additional permanent bracing of Pe 9 - LOAD DURATION INCREASE = 1.25 DATE • 12/8/2015 - 1-2=( -168) 0 1-6=(0) 1029 1-2=(-1153) 0 BC: 24 DF 416BTR S EQ 6344439 SPACED 24.0" O.C. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, 2-3=(-1133) 0 6-5=(0) 1029 6-3=( 0) 259 WEBS: 2•x.4 OF 016BTR and are for *dry condition' f use. 9 6. Design assumes full bearingat all supports shown. Shim or wedge if . fabrication, handling, shipment and installation of components.necessary. 6, This design is furnished subject to the limitations set forth by 3-4=(-1133) 0 4-5=(-1153) 0 LOADING 4-5=( -168) 0 TC LATERAL SUPPORT <= 12"OC. DON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF III II II II I III TOTAL LOAD = 50.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LETINS: 1-02-00 1-02-00 III IN LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) _ 9. Diens indicate size of plate to inches. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0" 0/ 692V -12/ 12H 5.50" 0.74 DF ( 625) REQUIREMENTS OF CBC 2013 NOT BEING MET. 13'- 10.0" 0/ 692V 0/ OH 5.50" 0.74 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP - - BRG @ 01- 0.0" 0.74 DF/ 1.14 HF/ 1.08 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ .13- 10.0" 0.74 DF/ 1.14 HF/ 1.08 SPF ' - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.070" @ 61- 11.0" Allowed = 0.431" MAX DL.CREEP DEFL = -0.082" @ '6'- 11.0" Allowed = 0.646" MAX TL CREEP DEFL = -0.141" @ 6'- 11.0" Allowed = 0..696" - RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.082" - - - MAX HORIZ. LL DEFL = 0.007" @ 13'- 4.5" " 6-11 6-11 MAX HORIZ. TL DEFL = 0.017" @ 13'- 4.5" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, 1-01-14- 5-09-02 5-09-02 1-01-14 (All Heights), Enclosed,•Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1212 End vertical(s) are exposed to.wind, 3.00 v a 3.00 Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord IiM-4x9 live load per IBC 2012 due to maintenance workers 4 0" which is non -concurrent with other live loads. 3 0 Residence Lot 161-162 .o . r Scale: 0.9368 CJ C) r r t WARNINGS: GENERAL NOTES, unless otherwise noted: O 1. Builder antl erection contractor should be advised of all General Notes .: CD - 1 1 <PL:12-0.0-12 6-11 13-10 JOB NAME: Kelly Residence Lot 161-162 - All Scale: 0.9368 _ - t WARNINGS: GENERAL NOTES, unless otherwise noted: A 1. Builder antl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss • t and Warnings before construction commences. building component. Applicability of design parameters and proper • '. 2. 2x4 compression web bracing must be installed where shown *. incorporation of component is the responsibility of the building designer. Z. Design assumes the lop and bottom chords to be laterally braced at DES. BY: AM 3. Additional temporary bracing to insure stability during construction 2' o.c, and at 10' o.c. respectively unless braced throughout their length by s the responsibilityof the erector Additional permanent bracing of Pe 9 continuous sheathing such as plywood sheathing(TC) and/or drywall( C). DATE • 12/8/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ S EQ 6344439 I 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 ' 432738 fasteners are complete and at no time should any loads greater than design loads be applied to any component. 1 5. CompuTrus has no control over and assumes no responsibility for the and are for *dry condition' f use. 9 6. Design assumes full bearingat all supports shown. Shim or wedge if . fabrication, handling, shipment and installation of components.necessary. 6, This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center TPIM/TCA in BCSI, copies of which will be famished upon request. tines coincide with joint center tines. III II II II I III I II III I III I III IN 9. Diens indicate size of plate to inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) II� � � i � _esig�ared_ comf_inputi SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS 25-10-00 HIP SETBACK 8-00-00'FROM END WALL CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 01&BTR LOAD DURATIONINCREASE= 1.25 (Non -Rep) - 1- 2=( -172) 0 - 1-10=(0) 6648 1- 2=(-7168) 0 BC: 2x4 DF #1&BTR 2- 3=(-7104) 0 10-11=(0) 11178 3-10=( 0) 2212 WEBS: 2x4 DF #1&BTR LOADING 3- 4=(-8948)-0 11-12=(0) 11178 10- 4=( 0) 470 TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0" TO 8' 0.0" V 4- 5=(-8720) 0 12- 9=(0) 6304 10- 5=(-2612) 0 TC LATERAL SUPPORT <= 12110C. UON.- TC UNIF LL( 100.0)+DL( 115.0)= 215.0 PLF 81- 9.0" TO 171- 10.0" V 5- 6=(-8606) 0 11- 5=( 0) 258 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 171- 10.0" TO 251- 10.0" V 6- 7=(-8826) 0 5-12=(-2734). 0 BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0- 0.0" TO 251- 10.0" V 7- 8=(-6780) 0 6-12=( 0) 444 8- 9=( -252) 0 12- 7=( 0) 2450 NOTE: 2x4 BRACING AT 20110C UON. FOR TC CONC LL( 373,3)+DL( 429.3)= 802.7 LBS @ 8'- 0.0" 8- 9=(-6840) 0 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 171- 10.0" - _ BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH . LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LETINS: 1-11-00 1-11-00 REQUIREMENTS OF CBC 2013 NOT BEING MET. 01- 0.0" 0/ 2980V -13/ 13H 3.50" 1.59 DF ( 625) 25'- 10.0" 0/ 3020V 0/ OH 5.5011. 1.61 DF ( 625) ( 2,) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.. BRG @ 0'- 0.0" 1.59 DF/ 2.45 HF/ 2.34 SPF naiIs-staggered: BRG @ 25- 10.0" 1.61 DF/ 2.49 HF/ 2:37 'SPF 9' oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x.4 bottom chords,. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240. 9" oc in 1'row(s) throughout 2x4 webs. MAX LL DEFL =.-0.264" @ 121- 11.0". Allowed = 0.836" MAX DL CREEP DEFL = -0.578" @ 12'-.11.0" Allowed = 1.254" MAX TL CREEP DEFL = -0.842" @ 12.'- 11.0" Allowed '= 1.254" RECOMMENDED CAMBER (BASED ON DL DEFL) 0.578" MAX HORIZ-. LL DEFL = 0.056" @ 25- 4.5" . .MAX HORIZ'. TL DEFL = 0.137" @ 25.'- 4.5" . Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),, load duration factor=1.6;,, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 7-11-11 9-10-10 7-11-11 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 1-10-10.1-08-02 4-04-15 4-11-05 5-06 3-10-04 1-08-02 1-10-10 which is non -concurrent with other live loads. 12 802.70# 8 2.70# 12 3:00 v" a 3.00 M -4x19 M -4x19 - 4 M -3x10 6 6 _ �. M -2x4 M -2x9 - o M -3x7 ; 7 M-30 2 6 EEO 1 10.. 11 1 12 9 �o < M-50 M -3x10 0.25" M -3x10 M -5 x7 MHS-5xl4(S) 7-03-04 5-07-12 5-07-12 7-03-04 <PL:10-00-12 25-10 JOB NAME: Kelly Residence Lot 161-162 - Al2 scale: 0.2545 FESS/0 I WARNINGS: GENERAL NOTES, unless otherwise noted: -Al21. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss : f and Warnings before construction commences. building component. Applicability of design parameters and proper h� ° II 2. 2x4 compression web bracing must be installed where shown �. incorporation of component is the responsibility of the building designer. C AA 2 j 1 2. Design assumes the top and vely u chords to be laterally braced at C V O38Y 3. Additional temporary bracing to insure installed during construction fn DES. BY • AM I 2' o.c. and at 17 o.c. respectively unless braced throughout their length by LLI m _ ( is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). Or ;0 DATE • 12/8/2015 S the overall structure is the responsibility of the building designer. 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. * EXP. 06130/16 •�. SEQ. : 6344440 i fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a non -corrosive environment, i ( design loads be applied to any component. and are for 'dry condition" of use. I x/7115 . TRANS I D : 432738 5. Compurrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if S C(V �\ Q necessary. T 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. F0 CAL\FO IIII I I II II II I III I III I I III IIII IIII TPINJiCA in BCSI, copes of which will be furnished upon request lines coincide with joint center tines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./ConlpuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR•1311, ESR•1988 (MiTek) 9111111111W M M LUMBER SPECIFICATIONS TC: 2x4 OF 81&BTR BC: 2x4 DF N1&BTR WEBS: 2::4 DF 91&BTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE 2x.4 BRACING AT 24"OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 1-08-00 1-11-00 TRUSS SPAN 25-'- 10.0" LOAD DURATION INCREASE= 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD =. 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-10-10 5-03-03 2-11-05 3-06 M -4x8 M -It d M -4x8 4-08-08 M MesigM)ared_ comAMinput- SPATES FABRICATORS (JR) 9-03-04 7-03-08 9-03-04 I "<PL:10-00-12 25-10 JOB NAME: Kelly CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 - A13 1- 2=( -94) 0 1-10=(0) 2832 1- 2=(-3064) 0 2- 3=(-3011) 0 10-11=(0) 3104 3-10=( -158) 250 3- 4=(-2991) 0 11- 9=(0) 2730 10- 4=( 0) 305 4- 5=(-2870) 0 10- 5=( -356) 0 ) WARNINGS: 5- 6=(-2844) 0 5-11=( -378) 0 A3. 6- 7=(-2963) 0 6-11=( 0) 297 1. This design is based onlyupon the parameters shown and is for an individual 7- 8=(-2911) 0 11- 7=( -104) 306 and Warnings before construction commences. 8- 9=( -99) 0 8- 9=(-2968) 0 BEARING MAX.VERT MAX HORZ .BRG REQUIRED BRG LENGTH LOCATIONS REACTIONSREACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1283V -16/ 16H 3.50" 1.37 DF ( 625) 25- 10.0" O/ 1300V 0/ ON 5.50', 1.39 DF ( 625) BRG @ 01- 0.0" 1.37 DF/ 2.11 HF/ 2.01 SPF continuous sheathing such as plywood sheathing(TC) and/or drywall C). BRG @ 25- 10.0" 1.39 DF/ 2.14 HF/ 2.04 SPF overall structure is the responsibility of the building designer. .' VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 SEQ. : 6344441 MAX LL DEFL = -0.184" @ 12'-- I1.O" Allowed = 0.836" 4. Installation of truss is the responsibility of the respective contractor. 5. 'Design assumes trusses are to be used in a noncorrosive environment, MAX DL CREEP DEFL -= -0.413" @ 12- 11.0" Allowed =. 1.254" design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the MAX TL CREEP DEFL; = -0.596" @ 12'- 11.0" Allowed = 1.254" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.413" necessary. 7. Design assumes adequate drainage is provided. MAX HORIZ. LL DEFL = 0.037" @ 25-4.5" I 6. This design is furnished subject to the limitations set forth by MAX HORIZ. TL DEFL = 0.092" @- 25- 4.5" - - Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads TPI/WfCA in SCSI, copies of which will be furnished upon request. in the plane of the truss only. 9-11-11 II II Design checked for a 300 lb concentrated top chord 2-09-14 1-10-10 live load per IBC 2012 due to maintenance workers VIII which is non -concurrent with other live loads. 12 III v 3.00 9. Digits indicate size of plate in inches. 9-03-04 7-03-08 9-03-04 I "<PL:10-00-12 25-10 JOB NAME: Kelly Residence Lot 161-162 - A13 Scale: 0.2596 r ) WARNINGS: GENERAL NOTES, unless otherwise noted: A3. 1. Builder and erection contractor should be advised of all General Notes 1. This design is based onlyupon the parameters shown and is for an individual Truss and Warnings before construction commences. building component. Applicability of design parameters and proper • 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. be laterally braced at 2. Design assumes the top and bottomless DES. BY: AM Additional temporary bracing to insure stability during construction braced c 7 o.c. and at 10' o.c. respectively unless braced Nroughout their ten in by is the res nsibili of the erector. Additional permanent bracing of responsibility P 9 continuous sheathing such as plywood sheathing(TC) and/or drywall C). DATE: 12 / 8 / 2 015the overall structure is the responsibility of the building designer. .' 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6344441 4. No load should be applied to any component unlit 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 noncorrosive environment, • TRANS I D ' 432738 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for *dry condition" of use. g 6. Design assumes full bearingat all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. � 9 P Po necessary. 7. Design assumes adequate drainage is provided. I 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 TPI/WfCA in SCSI, copies of which will be furnished upon request. tines coincide with joint center fines. II II II I I I I VIII I III I I III 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR•1986 (MiTek) 0 I 0 0 ESS/0� C=" * �Z17115 s� CIVIL �s gTFOFCAUF��/ '_esig�ared- com4Mnpu'M VIII IIIIIIII� SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 251- 10.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:2x4 DF #1&BTR LOAD DURATION INCREASE = 1.25 1- 2=( -280) 0 1-11=(0) 2624 1- 2=(-2797) 0 9-10=(-2670) 0 BC: 2x4 DF 01&BTR SPACED 24.0" O.C. 2- 3=(-2822) 0 11-12=(0) 2975 3-11=( 0) 364 WEBS`. 2x4 DF H1&BTR 3- 4=(-2989) 0 12-13=(0) 2546 11- 4=( -157) 47 LOADING 4- 5=(-2675) 0 13-14=(0) 2933 4-12=( -505) 0 TC LATERAL SUPPORT <= 12110C. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.,0 PSF 5- 6=(-2558) 0 14-10=(0) 2492 12- 5=( 0) 307 BC LATERAL SUPPORT <= 12110C. UON. DL- ON BOTTOM CHORD = 7.0 PSF 6- 7=(-2677) 0 12- 6=( -115) 138 TOTAL LOAD = 50.0 PSF 7- 8=(-2914) 0 6-13=( 0) 308 8- 9=(-2693) 0 13- 7=( -467) 0 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-10=( -273) 0 7-14=( -192) 11 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF CBC 2013 NOT BEING MET. - 14- 8=( 0) 413. " BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LETINS: 1-02-00 1-05-00 - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1283V -19/ ',19H 3.50" 1.37 OF ( 625) 251- 10.0" 0/ 1300V 0/ ON 5.50" 1.39, OF ( 625) BRG @ 0'- 0.0" 1.37 DF/ 2.11 HF/ 2.01 SPF BRG @ 251- 10.0" 1.39 DF/ 2.14• HF/ 2.04 SPF " ".. "• "" ." - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 " MAX LL DEFL = -0.162" @ 12'- 0.0" Allowed = 0.836" " MAX DL CREEP DEFL = -0.366" @.12'; 0.0" Allowed = 1.254" '. MAX TL CREEP DEFL = -0.525" @ 121= 0.0" Allowed '= .1.259"'' - RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.366" - MAX HORIZ. LL DEFL = 0.035" @ 25'- 4.5" MAX "HORIZ. TL DEFL 0.087" @ 25'- 4.5" • Wind: 110 mph,. h 15ft, TCDL 13.8,BCDL 9.2, ASCE 7-10, (All Heights); Enclosed, Cat.2,.Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 11-11-11 1-10-10 11-11-11 in the plane of the truss only. 1-01-14'2-06-10' 3-08-08 4-06-11'. 2-05-05 4-00` 3-08-08 2-03-11 1-04-13 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 12 3.00 M -4x8 M -7x6 ..- a 3.00 M73x5 m - -- M -3x5 '7 o M -2x9. M -2x9 3 8 o M -3x6 M -3x6 2 - 9 --10o .. _ _ - - 1. M -5x6 11 12 13 14 M=3x4 0.25" M -3x4 M -3x4 M -5x6 M-5X8(S) I 5-08-08 l � J• Y >L 5-06-12 3-05-04 5-05 5-08-08 <PL:10-00-12 25-10 JOB NAME: Kelly Residence Lot 161-162 - A14 scale: 0,2471 pFESS/pe' " - I WARNINGS: GENERAL NOTES, unless otherwise noted: A 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss - and Warnings before construction commences. building component. Applicability of design parameters and proper - " 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. y • • DES. BY: AM 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the res nsibiti of the erector. Additional permanent brawn of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by responsibility P 9 W C 60384 m m - _ DATE: 12 / 8 / 2 015i continuous sheathing such as plywood sheathing(TC) an /or drywall C). the overall structure is the responsibility of the building designer. 3. 2x Impact bddging or lateral bracing required where shown ++ I S EQ 6 3 4 4 4 4 2 4., No load should be applied to any component unfit 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, EXP. O6/3O116 .: 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. z/7��5 TRANS I D : 4 3 2 % 3 6. Design assumes full beating at all supports shown. Shim or wedge if ., j I 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation S CIVIL \�P j i of components. • 7Design 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 �T - - FQF CALW TPINJfCA in BCSI, copies of which will be furnished upon request. tines coincide with joint center tines. II II I III II III I I I VIII 111111111 I I I III 9. Digits indicate size of plate in inches. i MiTek USA, Inc./CornpuTrus Software 7.6.7(1 L)•E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) �ecom)_inpu� IIIIII� " FABRICATORS SPATES FABRICATORS LUMBER SPECIFICATIONS TRUSS SPAN 251- 10.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 01dBTR LOAD DURATION INCREASE = 1.25 1-2=( -767) 0 1-6=(0) 3128 1-2=(-2660) 0 4-5=(-2772) 0 BC: 2x4 OF H16BTR SPACED 24.0" O.C. 2-3=(-2912) 0 6-7=(0) 2185 2-6=( -509) 0 WEBS: 2x.4 OF f)1dBTR 3-4=(-2881) 0 7-5=(0) 3072 6-3=1 0) 730 LOADING 4-5=( -609) 0 3-7=( 0) 691 TC LATERAL SUPPORT <= 12110C. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 7-4=( -474) 0 BC LATERAL SUPPORT <= 12110C. UON: DL ON BOTTOM CHORD -= 7.0 PSF " _ TOTAL LOAD = 50.0 PSF - BEARING MAX VERT 'MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0" 0/ 1283V -22/ 22H 3.50" 1.37 DF ( 625) REQUIREMENTS OF CBC 2013 NOT BEING MET. 251- 10.0" 0/ 1300V 0/ OH 5.50" 1.39 DF ( 625) - - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BRG @ 01- 0.0" 1.37 DF/ 2.11 HF/ 2.01 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 251- 10.0" 1.39 DF/ 2.14 HF/ 2.04 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.118" @ 121- 11.0" Allowed =. 0.836" MAX DL CREEP DEFL = -0.267" @ 12- 11.0" Allowed = 1.254" MAX TL CREEP DEFL = -0.383"'@ 12'- 11.0" Allowed"= 1.254" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.267" , .. _ -. _ ... .. .. MAX HORIZ. LL DEFL 0.036"1 25'- 4..5" -. MAX HORIZ. TL'DEFL = 0.089" @ 25'- 4.5" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B,. MWFRS(Dir), - load-duration'"factor=l:6, End vertical(s) are exposed to wind, Truss designed for wind loads in theplane of the truss only. . Design cher dIBC r20120due 12-11 12-11 live load per to maintenanceworkers which.is non -concurrent with other live -loads. - 6 -05-08 6-05-08 . 6-05-08, - 6-05-08. 12" 12 3.00 v M -4x6 a 3.00 "0 _ 4 J o M -4x5 M -4x5 - - o 2 4 M -2x9 M -2x9 .oma -6 --5 7 - < M -5x6 0.25" M -3x9 M -5x6 M -5x7 (S) 8-07-05 8-07-05 8-07-05 l<"PL:10-0()-12 25-10 L JOB NAME: Kelly Residence Lot 161-162 - A15 Scale: 0,2596 _ __ _ _ ()FESS/pN ' WARNINGS: GENERAL NOTES, unless otherwise noted: t 5 1. Builder and erection contractor should be advised of all General Notes . 1. This design is based only upon the parameters shown and is for an individual �. h T Y'U S S :A15___ and Warnings before construction commences. building component. Applicability of design parameters and proper 7 2. 2x4 compression web bracing must be installed where shown +. incorporation component is the responsibility of the building designer. _ %y DES. BY: AM a 2. Design assumes the top and bottom chords to be laterally braced at 3. Additional temporary bracing to insure stability during construction 2• o.c. and at 10' o.c. respectively unless braced throughout their len b ly 9 ligdtht Y W C 60384 1T1 is the res nsibiH of the erector. Additional permanent bracing of Po ty P 9 continuous sheathing such as plywood in drywalt(BC). - i DATE • 12/8/2015 or lateral bracing required where shown + a I the overall structure is the responsibility of the building designer.icin 3. aired ere s own Impactotruss S EQ � � 6344443 rbridging 4. No loadene should In is the re to use of the respective contractor. De applied to any component until after all bracing and 4. Instigation assumes trusses 5. Design assumes trusses are to D0 used in a non -corrosive environment, � � � - - * EXP. 06130/16 . TRANS ID:' 4 3 2 7 3 8 fasteners are complete and at no time should any loads greater than c design loads be applied to any component. and are for 'dry condition" of use. I 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if 2/ 7/�5 S C IVIS- necessary. fabrication, handling, shipment and installation of components. T \Q _ - t1 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 FQF CALF() 1 TPIIWTCA in BCSI, copies of which will be Nrnishe0 upon request. Dnes coincide with joint center lines. III III II II III I I 11111111111111 III I III I'll E 9. Digits indicate size of plate in Inches. ' I MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR•1311, ESR•1988 (MiTek) 1 Truss: and Warnings before construction commences. MS de:Mrepal om c�r in) - III III 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced al DES. BY: BS SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS j TRUSS SPAN 251- 10.0" is the responsibility of the erector. Additional permanent bmacin of Po Y Pe 9 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 01&BTR: LOAD DURATION INCREASE = 1.25 3. 2x Impact bridging or lateral bracing required where shown . + 1-2=( -979) 0 1-6=(0) 3272 1-2=(-2615) 0 4-5=(-2809) 0 BC: 2x4 DF 916BTR 4. No load should be applied to any component until ager ll bracing and load:SEQ. than SPACED 24:0" O.C. T RAN S I D : 432763 2-3=(-3012) 0 677=(0) 2229 2-6=( -574) 0 WEBS: 2x4 DF @1&BTR and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 1 3-4=(-2923) 0 7-5=(0) 3110 6-3=( 0) 797 7. necessary. Design assumes adequate drainage is providetl. 8. Plates shall De located on both laces of truss, and placed so their center - LOADING - 4-5=(.-613) 0 3-7=( 0) 687 ' TC LATERAL SUPPORT <= 12' -'OC. UON. LL(•20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF - - 7-4=(.-470) 0 BC :LATERAL SUPPORT'<= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF TPIIWTCA in BCSI, copies of which will be famished upon request. lines coincide with joint center lines. TOTAL LOAD = 50.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH VIII III I I LOCATIONS REACTIONS REACTIONS •SIZE INCHES (SPECIES) ADDL: TC CONC LL+DL= 14.0 LBS @ "2'- 10.0" 01- 0.0.. 0/ 1395V -22/ 22H 3.50" 1.49 OF ( 625) ) ADDL: TC CONC LL+DL= 110.0 LBS @ 21- 10.0" 251- 10.0" 0/ 1313V 0/ OH, 5.50" 1.40 DF '( 6251 - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BRG @ 0'- 0. 0" 1.49 DF/ 2.30 HF/ 2.19 SPF.. - - REQUIREMENTS OF CBC 2013 NOT BEING MET. - - BRG @ 25'- 10.0" 1.-90 DF/ 2.16. -HF/ 2.06 SPF • - BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP y VERTICAL DEFLECTION LIMITS:LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE',LOADS ACT NON -CONCURRENTLY.. MAX LL DEFL = -0.118" @ 121- 11.0" Allowed = 0.836" 'MAX DL CREEP DEFL -0.275" @ 12- 11.0" Allowed = 1.254" MAX TL CREEP DEFL = -0.391" @ 12- 11.0" Allowed = 1.254" •.. .. -• RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.275" - •' - - .� MAX HORIZ. LL DEFL = 0.036" @ 25'- 4.5" _ MAX HORIZ. TL DEFL = 0.09111 @ 2 9.5" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10," - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), _ load duration factor=1.6, r End vertical(s) are exposed to wind, Truss designed for'wind loads in the plane of the ,truss only. Design,checked for a'300 lb,concentrated top chord 12---11 - 12-11 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 6-05-08 6-05-08 6-05-08- 6-05-08 .. 110# 12 12 M -4x6 a 3:0,9 +19# 3.00 v i 4:0" e -,r M -4x5 ti- 4x5 11-2x4 N. M -2x9 ' J-1 < Mi- 5x6. 0.25" - M -3x9 M -5x6 M-5x7(S) I'. L L 8-07-05 8-07-05 8-07-05 <PL:10-00-12 25-10 JOB NAME: M-38204 - Kelly Residence Lot 161-162 - 416:02999 SPATES FABRICAT NC. S OFE /pN WARNINGS: GENERAL NOTES, unless otherwise pored: 1 Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an intlivitlual ��� i• Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper - 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced al DES. BY: BS 3. Additional temporary bracing to insure stability during construction 2' o.c. and at td o.c. respectively unless braced throughout their Ien%h by j is the responsibility of the erector. Additional permanent bmacin of Po Y Pe 9 continuous sheathing such as plywood sheathing(TC) and/or drywall( C). DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown . + : 6344613fasteners 4. No load should be applied to any component until ager ll bracing and load:SEQ. than 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D : 432763 are complete and at no time should any greater design loads be applied to any component. 5. Compurrus has no control over and assumes no responsibility for the and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 1 fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by 7. necessary. Design assumes adequate drainage is providetl. 8. Plates shall De located on both laces of truss, and placed so their center TPIIWTCA in BCSI, copies of which will be famished upon request. lines coincide with joint center lines. III I I II VIII VIII III I I I I III II IIII MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 9. Digits indicate size ofplate in inches. 10. For basic connector plate design values see ESR•1311, ESR -1988 (MTek) ( ) III III - M amt M _eSig�aredM compJMnput_ SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 21- 10.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:2x4 DF N1&BTR LOAD DURATION INCREASE = 1.25 1- 2=( -140) 171 7- 8=(-1190) 577 1- 7=( -139) 16 5- 6=(-1228) 98 BC: 2::4 DF N1&BTR SPACED 24.0" O.C. 2- 3=( -557) 1852 8- 9=( -977) 823 7- 2=( -956) 1683 WEBS: 2x.4 DF Nl&BTR 3- 4=( -663) 307 9-10=( -977) 823 2- 8=(-1167) 339 LOADING 4- 5=(-1076) 0 10- 6=( -943) 1794 8- 3=(-1567) 0. TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=( -227) 73 3-10=( 0) 773 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 10- 4=( -851) 26 TOTAL LOAD = 50.0 PSF _LETINS: 0-00-00 1-02-00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Staple or equal at non-structural REQUIREMENTS OF CBC 2013 NOT BEING MET. 01- 0.0" -881/ 572V -1800/ 1800H 122.00" 0.61 DF ( 625) vertical members loon). 51- 6.1" 0/ 1914V 0/ ON 122.00" 2.04 DF ( 625) Unbalanced liveloads have been BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 101- 2.0" -7/ 96V 0/ ON 122.00" 0.10 DF ( 625) . considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - 211- 10.0" 0/ 640V -1800/ 1800H 5.50" 0.68 OF ( 625) \ BRG @ 01- 0.0" .0.61 DF/ 0.94 HF/ 0.90 -SPF BRG @ 51- 6.1" 2.04 DF/ 3.15 HF/ 3.00 SPF BRG @ 101- 2.0" 0.10 DF/ 0.16 HF/ 0.15 SPF BRG @ 211- 10.0" 0.68 DF/ 1.05 NF/ 1.00 SPF NOTE: TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. EXCEPTION: FOR EXTERIOR STUD VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 CONDITION REFER TO COMPUTRUS STANDARD GABLE .END DETAIL. MAX LL DEFL = -0.039" @ 15'- 4.9" Allowed = 0.379" MAX DL CREEP DEFL = -0.086" @ 151- 4.9" Allowed = 0.560" MAX TL CREEP DEFL = -0.125" @ 15- 4.9" Allowed = 0.560 PROVIDE CONNECT.ION.OF TRUSS TO BEARING PLATE FOR UPLIFT SHOWN. - RECOMMENDED CAMBER (BASED ON DL UEFL)= 0.214" . PROJECT ARCHITECT/ENGINEER OF RECORD MUST APPROVE ADEQUACY - PRIOR TO FABRICATION OF TRUSS: MAX HORIZ. LL DEFL = 0.026",@ 0'- 3.8"• , . - - - - MAX HORIZ. TL DEFL = -0.028" @ 0'- 3.5 8-11' 12-11 1COND. 2: 1800.00 LBS SEISMIC LOAD. Wind:, 110 mph, h=15ft, TCDL=13.8,BCDL=9.2, ASCE 7-10, 3-03-09 5-07-07 6-05-08 5-03-10 1-01-14 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 End vertical(s) are exposed to wind,,, 3.00 v M -4x6 a 3. 00. Truss designed for wind loads in the plane of the truss only., 4.0 M -3x53 F s M -3x5 Design checked for a 300 lb concentrated top chord . M --3x5 " live load per IBC 2012 due to maintenance workers M -3x7 M -2x4 - M -2x9 M -3x5 which'is non -concurrent with other .live loads. • M -3x5 M -3 x5 z M -2x4 Truss designed for 4x2 outlookefs. 2x4 let -ins " o M_2x4 4 M -3x5 of the same size and grade as structural top 0 1 M -2x4 M -3x5 outlookersutight at ach nd of et -in. d are' no M -3x4 permissible at inlet board areas only. 5 0.25 6 9 " 10 0 < M-IX6 M -3x5 M-5x12(S) M -4x5 5-06-02 4-08-14 2-01-03 9-05-13 <PL:10-00-12 21-10 JOB NAME: Kelly Residence Lot 161-162 - A17 Scale: 0.2777 � � l WARNINGS: GENERAL NOTES, edunless only upon noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is Dosed only upon Ne parameters shown and is for an individual T rll S S' - antl Warnings before construction commences. building component. AppliceblGty of design parameters and proper • 2. 2x4 wmpression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 2 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at C7 m DES. BY: AM A the responsibility of the ntenon ore stability permanent brawn o1 T o.c. and at 10' o.c. respectively unless braced throughout their length by W C 60384 rn Po tY P 9 continuous sheathing such as plywood sheathing(TC) andfor drywall C). ;0 DATE • 12/8/2015 _ the overall structure is the responsibility of the building designer. 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. EXP. 06 30(16 SEQ. : 634 4445 1 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 432738 t design loads be applied to any component. and are for 'dry condition* of use. PPdwedgeif � I� 1217115 6. Design assumes full bearing at all supports shown. Shim or 5. CompuTrus has no control over and assumes no responsibility for the necessary. S� C(- \\P j fabrication, handling, shipment and installation o1 components. 7. Design assumes adequate drainage is rovided. 9TF i 6. This design is furnished subject to the limitations set font by 8. Plates shall be located on both faces of truss. and placed so their center CF CAO - III II I III II II I I VIII 11111111111111 I I I III IIII INTPIIWTCA in BCSI, eswp es of which 11 be furnished upon request. lines coincide cide with joint center lines. 9. Digits size of plate to inches. j MiTek USA, Inc.lCompuTrus Software 7.6.7(1L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) I WARNINGS: GENERAL NOTES, unless otherwise noted: sigi I 1. Builder and erection contractor should be advised of all General Notes . 1. This design is Dosed only upon the parameters shown and is for an individual Truss •Al • DES. BY AM DATE • 12/8/2015 Ser��e�eFABhi�Fit I`rJRSedJ�comOwnput_ LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" 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 i design loads be applied to any component. - j 5. CompuTrus has no control over and assumes no respons bi ry for the faDdcotion, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by GOND. 2: 2000.00 LBS SEISMIC LOAD. TC: 2x4 DF kl"SBTR LOAD DURATION INCREASE = 1.25 Dies coincide with joint center tines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Wind: 110 mph, ht, TCDL=13.8,8.2E=4.2, ASCE 7-10, BC: 2FA DF dl6BTR SPACED 24.0" O.C. (All Heights), Enclosed, Cat.2, Exp. B, "PIWFRS(Dir), , WEBS: 2x4 DF H1dBTR load duration factor=1.6, , TC LATERAL SUPPORT <= 1211 0C. UON.. LOADING. D LL( 20.0)+DL( 23.0) ON TOP CHORD 43.0 PSF End vertical (s) are exposed to wind, BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF Truss designed for wind loads in the of the truss only. TOTAL LOAD = 50.0 PSF plane �LETINS: 0-00-00 1-02-09. - - Note:design requires continuo LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span UON. bearing Staple or equal at non-structural REQUIREMENTS OF CBC 2013 NOT BEING MET. vertical members (uon). Design checked for a 300 lb concentrated top chord BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP live load per IBC,2012 due to maintenance workers NOTE: TRUSS DESIGNED FOR WIND LOADS IN THE PLANE NOTE: DESIGNED AND BOTTOM CHORD LIVE .LOADS ACT NON -CONCURRENTLY., - which is non -concurrent with other live loads. - OF TRUSS ONLY. EXCEPTION: FOR EXTERIOR STUD CONDITION REFER TO COMPUTRUS STANDARD GABLE END DETAIL. Truss designed for 4x2 outlookers. 2x4 let -ins " 5-08-04 4-09-14 1-01-14 of the same size.and grade as structural top chord. Insure tight fit at each end of let -in. 12 Outlookers must be cut with care and are M -2;9a 3.00 permissible at inlet board areas only. >' M-3 x5 _ M -2x9 M -3x6 _ M -3x5 _ 2 "M -3x5 M -2x9 M -3x9. . M -3x5 3 P < M -3x7 I O _ M -5x5 . M -2x9 <PL:10-00-12 . 11-08 JOB NAME: Kelly Residence Lot'161-162 - A18 I I WARNINGS: GENERAL NOTES, unless otherwise noted: 8 I 1. Builder and erection contractor should be advised of all General Notes . 1. This design is Dosed only upon the parameters shown and is for an individual Truss •Al • DES. BY AM DATE • 12/8/2015 I and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. I 3. Additional temporary bracing to insure stability during construction i is the responsiDiDry, of the erector. Additional permanent bracing of the overall structure is the responsibility of thebuilding designer. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 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 len Dy continuous sheathing such as plywood sheathing(TC) and/or drywall(.). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6344446 TRANS I D : 432738 . 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 i design loads be applied to any component. - j 5. CompuTrus has no control over and assumes no respons bi ry for the faDdcotion, 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 me respective contractor. 5. Design assumes trusses are to be used in a non•cofrosive environments and are for "dry condition' of use. 6. Design assumes full Dearing 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 i I II II II II VIII III I I VIII II I IIII I TPIM/TCA in BCSI, copies of which will be famished upon request. I MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E Dies coincide with joint center tines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIIIIII S S Mesig�,.red=comp input" SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 121- 8.0" ICOND. 2: 2000.00 LBS SEISMIC LOAD, TC:2x4 DF #I&BTR - LOAD DURATION INCREASE = 1.25 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, BC: 2x4 DF #1&BTR SPACED 24.0" O.C. (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(D_ir), WEBS: 2,4 OF #16BTR load duration factor=1.6, '. TC LATERAL.SUPPORT <= 1211OC: UON. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF End vertical(s) are exposed to wind, BC LATERAL SUPPORT <= 12110C. DON. DL ON BOTTOM CHORD = 7.0 PSF Truss designed for wind loads ' - - TOTAL LOAD = '50.0 PSF - in the plane of the truss only. _ •LETINS: 0-00-00 1-02-00_ Note: Truss design requires continuous LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span UON. Staple or equal at non-structural REQUIREMENTS OF CBC 2013 NOT BEING MET. vertical members (uon). Design checked for a 300 lb concentrated top chord - BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP live load per IBC 2012 due to maintenance workers AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. which is non -concurrent with other live loads. .NOTE:`TRUSSDESIGNED FOR WIND LOADS IN THE PLANE- Truss designed for 4x2 outlookers. 2x.4 let -ins, - OF THE TRUSS ONLY. EXCEPTION: FOR EXTERIOR STUD - .. - of the same tight grade as structural top - CONDITION REFER TO COMPUTRUS-STANDARD GABLE END DETAIL. chord. Insurea tight fit at each end of let -in: Outlookers must be cut with care and are 6-06 6-02 permissible at inlet board areas only. 6-06 5-00-02 1-01-19 12 12 3.00 v v 3.00 M -9x5 r M -3x52 M -3x5 II M -2x9 M _3x5 M -2x9 M -3x 9 o M -3x9 _ - o. M -3x5 1. g r _ _ 4 O - I < I -M-5x5 . M -2x9 6-02 <E:10-00-12 12-08 JOB NAME: Kelly Residence Lot 161-162 - A19 _..._ Scale: 0.5011 pFESS/p Nq�� WARNINGS: GENERAL NOTES, unless up nvtse noted: A19 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual TTUSS • and warnings before construction commences. building component. Applicability of design parameters and proper incorporation is the of the building designer. 2. 2x4 compression web bracing must be installed where shown «, of component responsibility DES. BY: AM 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom words to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by W C 60384 rn I- is the responsibility of the erector. Additional permanent bracing of P ty P 9 continuous sheathing such as plywood sheathing(TC) antl/or drywall(8C). - - �7 DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown * - SEQ. : 6344447 { 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, - EXP. O6I3OI16 i I fasteners are complete and at no time should any loads greater than 1 design bads be applied to any component. and are for "dry condifion' of use. I Z I7I 1S " • TRANS I D • 432738 6. Design assumes fun bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the lrJ, C(V l\- necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished to limitations forth by \P qT FQF subject the set 8. Plates shall be located on both faces oPtruss, and placed so their center CAL\F� ! III I I III) I III I I II I III 111111111 IIIII III ( TPI/VJfCA in 6CSI, copies of which will be furnished upon request. fines coincide with joint center lines. 9. Digits indicate size of plate in Intoes. ' I MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) JOB NAME: Kelly Residence Lot 161-162 - A20 Scale: 0.4580 I WARNINGS: GENERAL NOTES, unless otherwise l - A2 0 11) sign aredJwcompmnput_ TrS IIIIIIIIIIIIII� ' T r U S S ' and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown �. n : LUMBER SPECIFICATIONS 3. Additional temporary bracing to insure stability during construction TRUSS SPAN 121- 6.5" f CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: " 2x4 DF 016BTR DATE ' 12/8/2015 LOAD DURATION INCREASE= 1.25 cingrmeed 3. 2x Impact bridging or lateral bracing required where shown 1-2=(-1035) 0 1-5=(0) 913 5-2=( 0) 234 BC: 2x4 DF 01SBTR 4. Installation of truss is the responsibility of the respective contractor.SEQ. 5. Design assumes trusses are to be used in a non -corrosive environment, SPACED 24.0" O.C. I fasteners are complete and at no rime should any loads greater than design loads be applied to any component. 2-3=(-1005) 0 5-4=(0) 913 3-4=(-1031) 0 WEBS`. 2x.4 DF 0laBTR 5. CompuTrus has no control over and assumes no responsibility for the necessary. - 3-4=( -148) 0 7. Design assumes adequate drainage is provided. LOADING 8. Plates shall be located on both faces o truss, and placed so their center TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH in BCSI, copes of which will be furnished upon request lies coincide with joint center lines. TOTAL LOAD = 50.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LETINS: 0-00-00 1-02-00 IIII III I I I 0'- 0.0 0/ 626V -11/ 10H 5:50 0.67 OF ( 625) IIII INTPIIWTCA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 121- 6.5" 0/ 628V 0/ OH 5.50" 0.67 DF 0 625) ".For hanger specs. - See approved plans REQUIREMENTS OF CBC 2013 NOT BEING MET. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) BRG @ 01- 0.0" 0.67 DF/ 1.03 HF/ 0.98 SPF BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BRG @ 121- 6.5" 0.67 DF/ 1.03 HF/ 0.98 SPF " - - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - - - - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 - - - - .MAX LL DEFL = -0.033" @ 61- 4.5" Allowed = 0.388"- - MAX DL CREEP DEFL = -0.069" @ - 61- 4.5" 'Allowed "= 0.581" ' MAX TL CREEP DEFL = -0.090" @ 6'- 4.5" Allowed = 0.581" - - - RECOMMENDED,CAMBER (BASED ON DL DEFL)=0.069" - - - -' MAX HORIZ..LL DEFL = 0.0051"@ 12'- 1.0" 6-04-08 6-02 MAX HORIZ. TL DEFL = 0.013" @ 12,1- 1.0" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE, 7-10, 6-09-08 ' S-00-02 1-01-19' (All Heights),_Enclosed„ Cat.2, Exp.B, MWFRS(Di'r), load duration factor=1;6, " 12 12 End vertical(s) are exposed to wind, - 3.00 v a 3.00 Truss designed for wind loads in the plane of the truss only., Design checked for a 300 lb concentrated top chord iIM-4x4 live load per IBC 2012 due to maintenance workers "0„ which is non -concurrent with other live loads. 2 4 M -3x9 o r M -3x9 2 0" 3 C. r` Ci - < M -2x-9 M -3x5" " 6-04-08 6-02 <PL:10-00-12 12-06-08 - - WEDGE REQUIRED, AT •HEEL(S). - - - JOB NAME: Kelly Residence Lot 161-162 - A20 Scale: 0.4580 I WARNINGS: GENERAL NOTES, unless otherwise l - A2 0 I. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual ' T r U S S ' and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown �. incorporation of component is the responsibility of the building designer. !- I DES. BY • AM 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2• and at 10•hin respectivelyhasplywood unless braces throughout len by f is the responsibitiry of the erector. Addibonal permanent Dradng of dry conlinuous sheathin such as inereshnd/ortlrywall C). continuous g DATE ' 12/8/2015 the overall structure is me responsibility of the building designer. cingrmeed 3. 2x Impact bridging or lateral bracing required where shown " : 6344448 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. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 432738 I fasteners are complete and at no rime should any loads greater than design loads be applied to any component. and are for *dry condition" of use. 6. Design assumes full 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 o truss, and placed so their center in BCSI, copes of which will be furnished upon request lies coincide with joint center lines. III I I II I IIII III I I I I III 111111111 IIII INTPIIWTCA 9. Digits indicate size of plate to inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E i 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Mesigmarer IIIbM com�input_ IIIIIIII SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 121- 6.5" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.25 1-2=(-1222) 268 1-5=(-765) 1659 5-2=( 0) 234 BC: 2x4 DF #1dBTR SPACED 24.0" O.C. 2-3=(-1005) 17 5-4=(-765) 1659 3-4=(-1336) 351 WEBS: 2x4 DF #1dBTR 3-4=( -296) 157 LOADING TC LATERAL SUPPORT <= 12110C. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH TOTAL LOAD = 50.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) .LETINS: 0-00-00 1-02-00 0'- 0.0" 0/ ' 626V -2000/ 2000H 5.50" 0.67 DF ( 625) - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 121- 6.5" 0/ 628V -2000/ 2000H 5.50" 0.67 OF ( 625) For hanger specs. - See approved plans REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 01- 0.0" 0.67 DF/ 1.03 HF/ 0.98 SPF BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BRG @ 121- 6.5" 0.67 DF/ 1.03 HF/ 0.98 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. • - - - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.033" @ 61- 4.5" Allowed = 0.388" " MAX DL CREEP DEFL = -0.069" @ 61- 4.5" Allowed = 0.581" MAX TL CREEP DEFL = -0.090" @ 6'- 4.5" Allowed = 0.581" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.30711 MAX HORIZ. LL DEFL =- 0.016" @ ,-0'- 5.511 " - - 6-04-08 6-02 - MAX HORIZ. TL DEFL = -0.024" @ 0'-_ 5.5" COND. 2: 2000.00 LBS SEISMIC LOAD." 6-04-08 5-00-02 1-01-14 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 3.00 v a 3:00 End vertical(s) are exposed to wind, Truss designed for wind loads . in the plane of the truss only. , M -4x5 Design checked for a 300 lb concentrated top chord - 4.011 live load per IBC 2012 -due to maintenance workers 2 which is non -concurrent with other live loads. o -M-9x4 M -3x9 1.911 3 < . 1 M -2x4. M -3x5 6-04-08 6-02 <PL: 10-00-12, 12-06-08 WEDGE REQUIRED AT HEEL(S). - JOB NAME: Kelly. Residence Lot 161-162 - A21 Scale: 0.4566 _ FESS/ I WARNINGS: GENERAL NOTES, unless otherwise noted: 9lF �� ) 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is loran individual Truss • t and Warnings before construction commences. building component. Applicability of design parameters and proper ' incorporation of component is the responsibility of the building designer. %y 2. 2x4 compression web bracing must be installed where shown +. 2. Design assumes the top and bottom chords to be laterally braced at - m ' DES. BY ' AM 3. Additional temporary bracing to insure stability during construcDon 2' unless braced weir length by . and at eathin ( W C 60384 rT1 • is the responsibility of the erector. Additional permanent Dradng of continuous sheaming such as plywood sheathing(TC) and/or drywall C). continuous such as ply (TC) and/or � � DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown . + - SEQ. 6344449 ' 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, EXP. O6/3O(16 : fasteners are complete and at no time should any loads greater than design bads be applied to any component. - and are for "dry condition' of use. 12 /7115 TRANS I D : 432738 5. CompuTws has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge it tS clv lL Q 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 lowtetl on both laces of truss, and so their center j \ '9T OFC placed tines. I II II I II II II I III III I I I VIII III IIIITPIMlfCA in BCSI, copes of which will be furnished upon request. Dies coincide with joint center 9. Digits indicate size of plate to inches. • MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) � Truss:A2; j DES. BY: BS DATE: 12/8/2015 { SEQ.: 6344614 TRANS ID: 4327.63 WARNINGS: GENERAL NOTES, unless otherwise noted: nails staggered: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual m s.epaFABRICATOR cc� in� . II II ID 9" oc in 1 row(s) throughout 2x4 top chords, 2 3. Additional temporary bracing to insure stability tluring conswction Ad MAX DI; CREEP DEFL = -0.114" @ 7'=- 4.0" Allowed = 1.011" - - ES (JR) SPATLUMBER 9" oc in 1 row(s) throughout SPECIFICATIONS 23-06-00 STUB HIP SETBACK 8-00-00 FROM END WALL - - CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ". TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( 0) 18 10-11=( 0) 1830 2-10=( -238) 0 13-15=( 0) 2626 BC: 2x4 DF #1&BTP. s CIV)L Q' % fabrication, handling, shipment and installation of components. 2- 3=( -24) 62 11-12=( 0) 4018 10- 3=(-2946) 0 14-15=(-3148) 0 WEBS: 2x9 OF #1&BTR; - - LOADING MAX HORIZ. LL DEFL = 0.015" @ ".20'- 11.8" 3- 4=(-3402) 0 12-13=( 0) 4018 3-11=( 0) 1922 15- 7=( -440) 0 ' 2x8 OF 2250F A TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0" TO 7'- 4.0" V4- 5=(-3306) 0 13-14=( -12) 0 11- 4=( -494) 22 8- 9=( 0) 422 TC UNIF LL( 100.0)+DL( 115.0)= 215.0 PLF 71- 4.0" TO 161- 10.0" V5- 6=(-2248) 0 15- 9=(-330) 0 11- 5=( -884) 26 TC .LATERAL SUPPORT <= 12.."0C. DON. TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 161- 10.0" TO 23'- 6.0" V6- 7=( 0).330 12- 5=( 0) 282 BC LATERAL SUPPORT <= 12110C. UON'. - BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0" TO 231- 6.0" V7- 8=( 0) 398 "- 5-13=(-2210) 0 802.70# 12 Truss designed for wind loads 8- 9=( -100) 24 6-13=( 10) 278 ____________________________________ TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 71- 4.0" M -4s6 6-15=(-2760) 0 - NOTE: 2x4 BRACING AT 24"OC DON. FOR TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 161- 10.0" M -3x8 live load per IBC 2012 due to'maintenance workers ALL FLAT TOP CHORD AREAS NOT SHEATHED 4 5 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH M -3x6 LIMITED STORAGE DOES NOT APPLY -DUE TO THE SPATIAL LOCATIONS M -2x4 REACTIONS REACTIONS .SIZE INCHES (SPECIES) 3 REQUIREMENTS OF CBC 2013 NOT BEING MET. 01- 0.0" 0/ 2545V -49/ 43H 5.50" 1.36 OF ( 625) LETINS: 0-00-00 1-08-00 • -(o A 211- 1.5" o o 0/ 3188V 0/ OH 5.50" 1.70 OF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Pit 15 - p a ' -. OVERHANGS: 8.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. _. N 10 < M -3x5 BRG @ 0'- 0.0" 1.36 DF/ 2.09 HF/ 2.00 SPF 13 M -3x10 M -2x4 N- 14 • r z:M-5x5(5) I BRG @ 211- 1.5" 1.70 DF/ 2.62 HF/,.2:50 SPF Unbalanced live loads have been ( 2 ) complete trusses required. 6-07-04 5-05-12 5-05-12 3-06-12 considered for this design. Attach 2 ply with 3"x.131 DIA GUN 21-01-08 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 � Truss:A2; j DES. BY: BS DATE: 12/8/2015 { SEQ.: 6344614 TRANS ID: 4327.63 WARNINGS: GENERAL NOTES, unless otherwise noted: nails staggered: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual MAX LL DEFL = -0.059" @ 7'- 4.0" Allowed = 0.674" . 9" oc in 1 row(s) throughout 2x4 top chords, 2 3. Additional temporary bracing to insure stability tluring conswction Ad MAX DI; CREEP DEFL = -0.114" @ 7'=- 4.0" Allowed = 1.011" - - is the responsibility of the erector. Additional permanent bracing of 9" oc in 1 row(s) throughout 2x4 bottom chords, - - MAX TL CREEP DEFL = -0.173" @ '71- 4.0" Allowed 1.011"' • ". 9" oc in 1 row(s) throughout 2x4 webs, - .= RECOMMENDED CAMBER (BASED ON DL DEFL")= 0.117" and are for condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 1 Z 1811 ✓, 9" oc in 2 row(s) throughout 2x8 webs. s CIV)L Q' % fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is p,r,o . '9TF �tti - 8. Plates shall be located on both faces of truss, and placed so their center OF CAL1F TPIIWfCA in SCSI, copies of which will be furnished upon request.lines coincide with joint center lines. MAX HORIZ. LL DEFL = 0.015" @ ".20'- 11.8" MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 9. Digits indicate size of plate in inches. 10. Far basic connector plate design values see ESR -1311, ESR -1988 (MTek) MAX"HORIZ. TL DEFL _, 0.035" @ 20'- 11.8" 7-03-11 9-06-10 6-07-11 Wind: 110 mph, h=15ft, TCDL=13:8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), . 2-10-12 4-04-15 4-09-05 4-09-05 4-01-07 2-06-04 load duration factor=1.6, End vertical(s),are exp03ed to wind, 12 802.70# 802.70# 12 Truss designed for wind loads 3.00 v v 3.00 in the plane of the truss only. M -4s6 M -9X12 Design checked for a 300 lb concentrated .top chord M -3x8 live load per IBC 2012 due to'maintenance workers M-3 x4+ - 4 5 6 - which is non -concurrent with other live loads.. M -2x4+ M -3x6 M -2x4 M -2x9 3 , 7 BM -3x9 r -(o A o o Pit 15 - p a ' o M -3x10 N 10 < M -3x5 - 11 - 0.25'iz M -3x8 13 M -3x10 M -2x4 N- 14 • r z:M-5x5(5) M-5 10 6-07-04 5-05-12 5-05-12 3-06-12 0-08 21-01-08 2-04-08 o-08<PL :12-00-12 23-06 JOB NAME: M-38204 - Kelly Residence Lot 161-162 - 422: 0.-0 SPATES FABRICAT �FE s/^ NC. � Truss:A2; j DES. BY: BS DATE: 12/8/2015 { SEQ.: 6344614 TRANS ID: 4327.63 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. rP W Do M 9- 2 3. Additional temporary bracing to insure stability tluring conswction Ad 2. Design assumes the top �tl bottom chords c be laterally ho braced at 7 and at respectively unless braced throughout their length w C 60384 is the responsibility of the erector. Additional permanent bracing of ealOr in sheathing(TC) and/or drywall( ). continuous sheathing such as plywood (TC) continuous the overall structure is the responsibility of the building designer. meed 3, 2x Impact bridging or lateral bracing required where shown r + 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. * EXP. 06/30/16 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-wrrosive environment, "dry design loads be applied to any component. and are for condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 1 Z 1811 ✓, 5. CompuTrus has no control over and assumes no responsibility for the necessary. s CIV)L Q' % fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is p,r,o . '9TF �tti 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 OF CAL1F TPIIWfCA in SCSI, copies of which will be furnished upon request.lines coincide with joint center lines. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 9. Digits indicate size of plate in inches. 10. Far basic connector plate design values see ESR -1311, ESR -1988 (MTek) II III ! iM r � desi-epar_1m cc� in� GENERAL NOTES, unless F 1. Builder and erection contractor should be advised of all General Notes parameters 1. This design is based only upon the parameters shown and is for an individual upon 1 Trus S ' andWarnings before construction commences. SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS .. TRUSS SPAN 24'- 2.0" incorporation of component is the responsibility of the building designer. 2• Design assumes the top and bottom chords to be laterally braced at CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF HI&BTR - LOAD DURATION INCREASE = 1.25 s the responsibility of the erector. AdtlBional permanent brat ng of 1- 2=( 0) 24 10-11=( -17) 65 10- 2=(-1079) 0 13-19="( - 0) 970 BC: 2x4 OF N16BTR SPACED 24.0" O.C. - _ 2- 3=( -990) 0 11-12=( 0) 978 2-11=( 0) 1106 15-14=(-1280) 0 WEBS: 2x4 DF 61dBTR; fasteners are complete and at no time should any 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 3- 4=(-1225) 0 12-13=( 0) 1154 11- 3=( -600) 0 14- 7=( -503) 0 2x8 DF 2250E A LOADING fabrication, handling, shipment and installation of components. 4- 5=(-1198) 0 13=15=( -9) 0 3-12=( 0) 250 .8- 9=( -185) 322" 6. This design is furnished subject to the limitations set forth by LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=( -903) 0 14- 9=(-244) 88 12- 4=( -59) 50 TC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -144) 263 12- 5=( -113) 103 BC LATERAL SUPPORT <= 12110C. UON. TOTAL LOAD = 50.0 PSF 7- 8=( -54) 314 5-13=( -421.) 0 8- 9=( -89) 128 6-13=( 0) 185 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6-14=(-1019) - 0 NOTE: 2x4 BRACING AT 24"OC UON.cFOR REQUIREMENTS OF CBC 201.3 .NOT BEING MET. • - ALL FLAT TOP CHORD AREAS NOT SHEATHED -- BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH BOTTOM CHORD CHECKED FOR 1OPSF LIVE. LOAD. TOP- LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. -' 01- 0.0" 0/ 1102V -53/ 43H 5,50" 1.18 DF ( 625) _ LETINS: 0-00-00 2-02-00 211- 1.5" 0/ 1309V 0/ - ON 5.50" 1.40 ' OF ( 625) . OVERHANGS:" 8.0"' - 0.011" - BRG @ 0'- 0.0" 1.18 DF/ .1.81 HF/ 1.73 SPF- • _ .BRG @ 21-. 1.5" - 1.40 DF/ 2.15 HF/ 2.05 SPF Unbalanced live loads have been considered for, this design.. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290` - .... 'MAX "LL DEFL -0.023" @ 91- 9.0" Allowed =.. 0:679" ".. - - - ' MAX DL CREEP DEFL = -0.051" @ 91- 4.0" Allowed = 1.01011 " - MAXTL CREEP DEFL ='-0:074" @ 9'- 4.0" Allowed = 1.010", - - - - - - - - RECOMMENDED CAMBER (BASED ON DL DEFL)=-0.065" _ - - - - MAX HORIZ. LL,DEFL = 0.007" @ 201- 11.8"• MAX HORIZ. TL'DEFL = 0:016"•@ 11.8" 9-03-11 5-06-10 8-07-11 _ "201- - ` Wind: 110 mph, h=15ft; TCDL=13.8,BCDL=9.2, ASCE 7-10, 9-00-08- 5-03-03 2-09=05' 2-09-05 6-01-07 • 2-06.-09 (All Heights)., Enclosed, Cat.2, exp:e, MweRs(DirJ„ rY load duration factor=1.6._ 12 12 End vertical(s) are exposed :to wind, 3.00 d . a 3.00 Truss designed for wind loads M -4x6 M -4x12 in the plane of the truss only. _ M -3x9 4 5 6 Design checked for a 300 lb concentrated top chord M -3x4+ M -3x4 live load per IBC 2612 due to maintenance workers M -3x5 M -2x9 , which is non -concurrent with other live loads:r' M -2x-4+ 3 7 B M -3x5 0 o 1 .2 A •o oLl it ' 14o' 0 _ o M -3x10 ul 10 11 -120.25" 13 M 5 < M. -2x,4. M -3x5 M -3x8 M-5x8(S) M -2x4 1- 1 J• 3-09 4-10-04 6-11-08 5-06-12 0-08 21-01-08 2-04-08 o: 08<PL:12-00-12 23-06 JOB NAME M-38204• - Kelly Residence Lot 161-162 - 42�:O.-g SPATES FABRICAT LN C . UOC* F0FCkv_ka r WARNINGS: GENERAL NOTES, unless F 1. Builder and erection contractor should be advised of all General Notes parameters 1. This design is based only upon the parameters shown and is for an individual upon 1 Trus S ' andWarnings before construction commences. building component. Applicability of design parameters and proper 7 - YYY 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 2• Design assumes the top and bottom chords to be laterally braced at DES. BY • BS 3. Additional temporary bracing to insure stability during construction ) 2- o.c. and at 10' o.c. respectively unless braced throughout their length M f ' s the responsibility of the erector. AdtlBional permanent brat ng of continuous sheathing such as plywood sheathing(TC) and/or drywall( C)... l DATE' .' 12/8/2015 - the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 1 - SEQ. 6344615 4. No load shoultl be applied to any component until after all bracing and loads 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, " T P AN S I D : 4327,63 fasteners are complete and at no time should any 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 dreinage is rovidea ( 6. This design is furnished subject to the limitations set forth by ca ed on 8. Plates shall be located on both faces of truss, and placed so their center TPIIWfCA in BCSI, copies of which will be lumished upon request. lines coincide with joint center lines. ini I III I I III I I I I I 11111111111111 IIII MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 9.,iiilines indicate size of plate to inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) LN C . UOC* F0FCkv_ka IIIIIII� ! GENERAL NOTES, unless otherwise noted: iM ' esigMared_comp�nput� j1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual ' Truss: and Warnings before construction commences. building component. Applicability ofdesign parameters and proper i 2x4 compression web bracing must be installed where shown «, SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 251- 6.0" 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 lenqth by ry g .. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 . TC: 2x4 DF N1dBTR LOAD DURATION INCREASE = 1.25 3. ar Impact bddging or lateral bracing required where shown • « r wired ere s 1- 2=( 0) 24 10-11=(-14) 82 10- 2=(-1337) 0 8-15=(-1591) 0 BC: 2x4 DF N16BTR SPACED 24.0" O.C. assumes are used noncorrosive and Design assumes full bearing for 'dry condition' o9at all supports shown. Shim or wedge use. DPo g a if S. Desi 2- 3=(-1466) 0 11-12=( 0) 1429 2-11=( -0) 1517 15-17=( 0) 1026 WEBS: 2x4 DF 81aBTR; fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 3- 4=(-1727) 0 12-13=( 0) 1627 11- 3=( -698) 0 9-17=( -340) 0 2x8 DF 2250F A LOADING 4- 5=( -868) 0 13-14=( 0) 1527 3-12=( 0) 422 LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=( -834) 0 14-15=( 0) 1527 12- 4=( -45) 118 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -865) 0 15-16=( 0) 0 4- 7=( -876). 0 BC LATERAL SUPPORT <= 12110C. UON. TOTAL LOAD = 50.0 PSF 7- 8=(-1737) 0 7-13=( -7) 154 9.Digits indicate size of plate in intoes. 8- 9=( -327) 0 13- 8=( 766)" 317 ______________ BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 9'- 7.0" TO 14'- 7.0" V- 14- 8=( 0) 154 NOTE: 2x4 •BRACING AT 24"0C LON. FOR - - - ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2013. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. - - 01- 0.0" 0/ 1372V -63/ 52H 5.50" 1.46 . DF (625) - OVERHANGS: 8.0" 0.0" 24'- 10.0" 0/ 1316V 0/ OH 5.50" 0.46 DF (1925) Unbalanced live loads have been BRG @ 0'- 0.0" 1.46 DF/ 2.26 HF/ 2.15 SPF considered for this design. BRG @ 24- 10.0" 1.40 DF/ 2.17 HF/ 2.06 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.139" @ 14'- 7.4" Allowed= 0.797" MAX DL CREEP DEFL = -0.183" @ 14.-,"7.4" Allowed = 1.196" • ". MAX TL CREEP DEFL:_ -0.253" @ 19- 7.4" Allowed'- ,1.196" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.183" - •' MAX NO RIZ. LL DEFL = 0.015" @ 24'- 6.4" MAX"HORIZ. TL DEFL = 0.020" @ 24- 6.4" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, 11-03-11 - 1-06-10 - - 11-.11-11 "" (All Heights),, Enclosed, Cat.2," Exp.B, MWFRS(Dir), load duration factor=l.6,' 5-02-09 9-09-12 5-00 4-06-08 5-08-08" End vertical(s) are exposed to wind, Truss designed for wind loads 12 12 in the plane of the truss only.. 3.00c M -4x8 M -9x8 a 3.00 Design checked for a 300 lb concentrated top chord' M -4x 6 5 6 M -9x6 live load per IBC 2012 due to maintenance workers - which is non -concurrent with other live loads. M -3x4+: M=3x5 M -3x10 M -2x9+ 3 e M -4x10 o. t9 -3x6 M -3x10 - �- 2 1 9 - .. - or A . 110, 10 '.11 1516 o - 12 13 14 - < M -2x4 M -3x6 0.25" M -2x9- M -4,x8 M -2x4 M -3x6 M-5x12(S) 4-10-12 4-06-08 5-03-08 4-04-12 4-09-12 0-10-12 o- 8<PL:12-00-12 24-10 >PL:13-00-04L JOB NAME: Kelly Residence Lot 161-162 - A24 Scale: 0.2325 9 Z LU C 66864 � 7 * EXP. 09/3012016 C1V1� \ s9T� OF CA1UF��`/ WARNINGS: GENERAL NOTES, unless otherwise noted: A24'2. j1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual ' Truss: and Warnings before construction commences. building component. Applicability ofdesign parameters and proper i 2x4 compression web bracing must be installed where shown «, incorporation of component is the responsibility of the building designer. DES. BY: EE ( 3. Additional temporary bracing to insure stability dudng construction 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 lenqth by ry g .. i is the responsibility of the erector. Additional permanent brawn ofP Po ry Pe 9 continuousctsheathing such as plywood in and/or drywall( C). E). DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3. ar Impact bddging or lateral bracing required where shown • « r wired ere s SEQ. 6344514 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 to be in a environment : TRANS I D• 432747 fasteners are complete and at no lime should any loads greater than i design loads be applied to any component. assumes are used noncorrosive and Design assumes full bearing for 'dry condition' o9at all supports shown. Shim or wedge use. DPo g a if S. Desi 5. CompuTrus has no control over and assumes no responsibility for Ne 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 TPIIWTCA in SCSI, copies of which will be furnished upon request. tines coincide with joint center tines. IIII III IIII I I III VIII I I II IIII IIII 9.Digits indicate size of plate in intoes. I MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E i 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 9 Z LU C 66864 � 7 * EXP. 09/3012016 C1V1� \ s9T� OF CA1UF��`/ IIIIIII� �esig�ared_ comminput SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 25'- 6.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF H1&BTR LOAD DURATION INCREASE = 1.25 1- 2=( 0) 24 9-10=(-17) 85 9- 2=(-1339) .0 7-13=( -638) 0 BC: 2x4 DF 01&BTR SPACED 24.0" O.C. 2- 3=(-1411) 0 10-11=( 0) 1383 2-10=( 0) 1490 13- 8=( 0) 1425 WEBS: 2x4 DF N1&BTR; 3- 4=(-1733) 0 11-12=( 0) 1632 10- 3=( -729) 0 14-16=( 0) .135 2x.8 DF 2250E A LOADING 4- 5=( -430) 0 12-13=( 0) 1503 3-11=( 0) 432 8-16=(-1292) 0 LL( 20.0)+DL( 23.0) AN TOP CHORD = 43.0 PSF 5- 6=( -424) 0 13-14=( 0) 216 11- 4=( -58) 100 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-1741) 0 14-15=( 0) 0 4- 6=(-1347) 0 BC LATERAL SUPPORT <= 12110C. UON. - TOTAL LOAD = 50.0 PSF 7- 8=(-1592) 0 6-12=( -19) 144 - 12- 7=( -11) 315 OVERHANGS: 8.0" 0.0" - BC-UNIFLL( 0.0)+DL(" 15.0)= 15.0 PSF 91- 7.0" TO 14'- 7.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH ".Unbalanced live loads have been BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) considered for this design. LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. 0'- 0.0" 0/ 1372V -67/ 56H 3.50" 1.46 DF ( 625) - THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 24.'- 10.0" - 0/ 1315V "0/ - OH 5..50" 0.46 DF (1925) - BRG.@ "0'- 0.0" 1.46 DF/ 2.26 HF/ 2.15 SPF - BRG @ 24- 10.0" 1.40 DF/ 2.17 HF/ 2.06 SPF - - - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240. MAX LL'DEFL = -0.156" @ 141- 7.4" Allowed = 0.803" MAX DL DEFL'= -0.132" @ 141- 7.4" Allowed = 1..204" MAX TL CREEP.DEFL = -0.270" @ 14'- 7.4" Allowed = 1.204" ' - - RECOMMENDED CAMBER(BASEDON DL DEFL)= 0_132" .' - "- MAX HORIZ. LL DEFL - 0.019" @ 24'- 6.4" - - MAX HORIZ. TL DEFL = '0.039" @ 24'- 6.4" 12-01 - 12-09 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, - - (All Heights)-, .Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4710 4-09 2-06 2-06 4-09 5-06- load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 12 12 in the plane of the truss only. 3.00 IIM-4x9 a 3.00 . 5 M -3x6 -3x6 Design checked for a 300 lb concentrated top chord ' _M 9 6 live load per IBC 2012 due to maintenance workers which is.non-concurrent with other live loads. M -3x5 M -3x5 - " 3 - l ,M -4s9 M -5x12 - 7 .. ... 8 - - - C. 1, .. - - A. r rn N - 16co l N " 9 - or - 10 1112 13 141 < M -2x9 M -3x6 0.25" M -2x4+ M -9x6 M -3x6 M -2x9 .M -5x12 (S) M -3x12 4-06-08 4-10-12 5-03-08 4-10712 5-02-08 6-08<PL:10-00-12 24-10 >PL:11-00-04t JOB NAME: Kelly Residence Lot 161-162 - A25 y Scale: 0.2959 FES N �lF 1 WARNINGS: GENERAL NOTES, unless otherwise noted: Qv L T r u s s : • 5 1 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before concoction commences. building component. Applicability of design parameters and proper Z " 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords be laterally braced at C 66 864 M - DES. BY • EE • 1 3. Additional temporary bracing to insure stability during construction 2` c t lenggtthh by and at 10` unless braced m ( is the responsibility of the erector. Additional permanent bracing of W DATE: 12/8/2015 C) ands dry continuous sheaNing such as plywood sheathing(TC) and/or tlrywall(BC). continuous hin such as the overall structure is the responsibility of the building designer. 3. 2x Impact Dddging or lateral bracing required where shown + + ' 09/30/2016 SEQ. 6349515 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to De used in a noncorrosive environment, " *EXP. : TRANS I D 432747 • 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. Desi n assumes full bearing at all su its shown. Shim or wedge if supportsg 5. CompuTrus has no control over and assumes no responsibility for the B I I S lS 1 L Q T C10- necessary.�. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 9r�C 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 eQ� OF CA`� oincide TPIANfCA in SCSI, espies of which will be furnished upon request. tines coincide with joint center fines. to II I I II I III III I I III 11111111111111 II I III II I III 9. Digits size of plate inches. MiTek USA, Inc./CompuTrus Software +7.6.7-SP2(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIII III ';AB1WoRSe", coml input LUMBER SPECIFICATIONS TRUSS SPAN 251- 6.0" 1 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF 01aBTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( 0) 28 9-10=(-21) 100 9- 2=(-1577) 0 7-13=( -752) 0 BC: 2x.4 DF Hl&BTR SPACED 28.2" O.C. 2- 3=(-1661) 0 10-11=( 0) 1628 2-10=( 0) 1754 13- 8=( 0) 1677 WEBS: 2x4 OF H16BTR; 2. 2x4 compression web bracing must be installed where shown +, 3- 4=(-2040) 0 11-12=( 0) 1921 10- 3=( -858) 0 14-16=( 0) 159 2x.8 OF 2250F A LOADING 4- 5=( -506) 0 12-13=( 0) 1769 3-11=( 0) 509 8-16=(-1521) 0 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 le by LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=( -500) 0 13-14=( 0) 254 11- 4=( -69) 118 TCMAX PURLIN SPACING 48"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-2050) 0 14-15=( 0) 0 4- 6=(-1586) 0 BC MAX PURLIN SPACING 120110C. UON. TOTAL LOAD = 50.0 PSF 7- 8=(-1816) 0, 6-12=( -23) 169 6344516 4. No load should be applied to any component unfit after all bracing and 12= 7=( -13) 371 OVERHANGS: 8.0" 0.0" BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 91- 7.0" TO 141- 7.0" V 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. full bearing at all supports shown. Shim or wedge if BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH Unbalanced live loads have been. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) considered for this design. LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. 0'- 0.0" 0/ 1615V -78/ 66H 3.50" 1.72 DF ( 625) - THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 24'- 10.0" 0/ 1548V 0/ OH 5.50" 0.54 DF (1925) faces of truss, and placed co their center 8. Plates shall be located an both faces BRG @ 0'- 0.0" 1.72 DF/ 2.66 HF/ 2.53 SPF. BRG @ 241- 10.0" 1.65 DF/ 2.55 HF/ 2.43 SPF - - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 TPINVTCA in SCSI, copies of which will be furnished upon request. tines coincide with joint center tines. MAX LL DEFL = -0.184" @ 14" 7.4" Allowed = 0.803" IIII I I III MAX DL DEFL = -0.155"-@ 141- 7.4" Allowed = 1.204" III I III • MAX TL CREEP DEFL = -0.317" @ 19'- 7.9" Allowed = .1.204" I II I IIII RECOMMENDED CAMBER (BASED ON DL DEFL)=-0.155" ) 9. Digits indicate size of plate in inches. MAX HORIZ. LL DEFL = 0.022" @- 24'- 6.4" i- MiTek USA, Inc./CompuTrus Software +7.6.7-SP2(1 L) -E MAX HORIZ. TL DEFL = 0.046" @ 24'- 6.4" Wind:, 110 mph, h=15ft, .TCDL=13.8,BCDL=4.2, ASCE 7-10, - 12-01 .- 12-09 ".(All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), , load duration factor=1.6, 4-10 4-09 2=06 2-06 4-09'' 5-06 End vertical(s) are exposed to wind, Truss designed for wind loads 12 12 in the plane of the truss only. 3.00 c- 1IM-4x4 3.00 6 Design checked fora 300 lb concentrated top chord M -3x6 M -3x6 live load per IBC 2012 due to maintenance workers 4 6 which is non -concurrent with other live loads. M -3x4+ M -3x5 M -3x5 M -2x4+ 3 7 M -4x10 r M -4x5 M -4x16 • r2 A N N - • <- M -2x4 -110.25" 141 01 M -2x9 10 12 .. 13 M-30 4x6 M -4x5 M-5x12(S) C -2.5x3.9 4-06-08 4-10-12 5-03-08 4-10-12 5-02-08 o- s<PL:10-00-12 24-10 >PL:11-00-04L JOB NAME: Kelly Residence Lot 161-162 - A26 Scale: 0.2362 u WARNINGS: ^� '- - GENERAL NOTES, unless otherwise noted: A` 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual " Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. DES. BY • EE r 3. Additional temporary bracing to insure stability during construction 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 le by • I is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall C). DATE: 12/8/2015 - the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown + + - SEQ. : 6344516 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in a non -corrosive environment, TRANS I D : 432747 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. full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no respons bility for Ne necessary.assumes fabrication, handling,shipment and installation of components. P Po 7. Design assumes adequate drainage iss - 6. This design is furnished subject to the limitations set forth by faces of truss, and placed co their center 8. Plates shall be located an both faces TPINVTCA in SCSI, copies of which will be furnished upon request. tines coincide with joint center tines. IIII I I III I III I III I I II I IIII IIII ) 9. Digits indicate size of plate in inches. - i- MiTek USA, Inc./CompuTrus Software +7.6.7-SP2(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C66864 EXP. 09/30/2016 * �z181\5 �1l CIVI\. 9TF CF CA1 \F�� ared� COmf�input M.'" eFAB IIIIIIIIIIIII� i n IRS LUMBER SPECIFICATIONS TRUSS SPAN 25- 6.0" CBC2013/IBC2012 MAX MEMBER FORCES4WR/GDF/Cq=1.00, TC: 2x4 DF 111&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=(-3795) 0 1- 6=(0) 3520 1- 2=(-3795) 0 4- 8=( 0) 394 BC: 2x4 OF kl&BTR SPACED 24.0" O.C. 2- 3=(-2799) 0 6- 7=(0) 3507 6- 2=( 0) 379 4- 5=(-3351) 0 WEBS: 2s4 OF 4l&BTR 3- 4=(-2798) 0 7- 8=(0) 3686 2- 7=( -907) 0 LOADING 4- 5=( -690) 0 8-.5=(0) 3700 7- 3=1 0) 880 TC LATERAL SUPPORT <= 12"OC. DON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 7- 4=(-1095) 0 BC LATERAL SUPPORT <= 12 OC. UON. DL ON BOTTOM CHORD = 7.0 PSF - - TOTAL LOAD = 50.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH Unbalanced live loads have been LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) considered for this design. ADDL: BC UNIF LL+DL= 26.6 PLF 1'- 3.0" TO 24'- -3.0" V 0'- 6.0" 0/ 1611V -22/ 20H 5.50" 1.61 OF ( 625) 251- 6.0" 0/ 1549V 0/ ON 5.50" 1.65 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 01- 6.0" 1.61 DF/ 2.48 HF/ 2.37 SPF BRG @ 25'- 6.0" 1.65 DF/ 2.55 HF/ 2.43 SPF - - - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION, LIMITS:"LL=L/360, TL=L/240 MAX LL DEFL = -0.095" @ 121- 9.0" Allowed = 0.803" MAX DL CREEP DEFL = -0.313" @ 12'- 9.0" Allowed = 1.204" . MAX TL CREEP DEFL = -0.409" @ 121- 9.0" Allowed = 1.204" - - - - - - RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.313" MAX HORIZ. LL DEFL =. 0.035"@ 251- 0.5" - MAX HORIZ. TL DEFL = 0.110" @ 25'-., 0.5" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, -, (All Heights), Enclosed,.Cat.2; Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads 12-09 12-09 in the plane of the truss only. Design checked fora 300 lb concentrated top chord 6-06-04 6-02-12 6-02-12 6-06-04 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 12 3.00 v M -4x6 a 3.00 4.0". M -3x8<3.0.. -3x12, z 4M o M -2x9 M -2x9 < M -6x8 M -2x4 0.25" M -2x4 M-50 M-5x8(S) 6-04-08 6-04-08 - 6-04-08 6-04-08 0-06 25-00 <PL:12-00-12 25-06 JOB NAME: Kelly Residence Lot 161-162 - A27 -----�--- - Scale: 0.2511 FESS/ WARNINGS: GENERAL NOTES, unless otherwise 9lF j 1. Builder and erection contactor should be advised of all General Notes 1. This design is based only upon mparameters parameters shown and is for an individual h + Truss - antl Warnings before construction commences. building component. Applicability of design parameters and proper ) incorporation of component is the responsibility of the building designer. %y 2. 2x4 compression web bracing must be installed where shown 2. Design assumes the top and bottom chords to be laterally braced at CD DES. BY : AM 3. Additional temporary bracing to insure stability during construction 2 o.c. and at 10' o.c. respectively unless braced Throughout their length by I LU rt1 C -603 - is the res nsibili of the erector. Additional permanent bracing of t" ty p 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(6C). Of S DATE: 12/8/2015 - { the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown + + - 1 SEQ. : 6344452 1 4. No load should be applied to an component until after all bracing and 4. Installation of truss is me responsibility of the respective contractor. I pP T �° 9 to ty time loads than 5. Design assumes trusses are ro be used in a non -corrosive environment, EXP. 06/30/16 i fasteners are complete and at no should any greater design loads be applied to any component. and are for "dry condition* ofuse. 12 /7115 TRANS I D ' 432738 • supports 9 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearingat all su rts shown. Shim or wedge if necessary. ,s CSV (L Q' J• \ fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage iss, 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and pWcetl so their center and QF CAL\F� I III II II II I III I I I I III I III I I I III) TPIMITCA in BCSI, copies of which will be furnished upon request. tines coincide with joint center tines. 9. Digits indicate size of plate in inches. - MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) III III_ comf_input� SeFABRSed LUMBER SPECIFICATIONS TRUSS SPAN 251- 6.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:' 2:;4 DF ✓I16BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -696) 0 1- 6=(0) 3793 1- 2=(-3441) 0 4- 8=( 0) 394 BC: 2x4 DF 016BTR SPACED 24.0" O.C. 2- 3=(-2909) 0 6- 7=(0) 3779 6- 2=( 0) 394 4- 5=(-3441) 0 WEBS: 2x4 DF 016BTR 3- 4=(-2909) 0 7- 8=(0) 3779 2- 7=(-1080) 0 LOADING 4- 5=( -696) 0 8- 5-(0) 3793 7- 3=( 0) 925 TC LATERAL. SUPPORT <= 12110C. UON. LL( 20.0)+DL( 23.0).ON TOP CHORD = 43.0 PSF - 7- 4=(-1080) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF BEARING - MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ADDL: BC UNIF LL+DL= 26.6 PLF 11- 3.0" TO 24'- 3.0" V 01- 0.0" 0/ 1580V -22/ 22H 5.50" 1.69 OF ( 625) 251- 6.0" 0/ 1580V 0/ OH 5.50" 1.69 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 01- 0.0" 1.69 DF/ 2.60 HF/ 2.48 SPF BRG @ 251- 6.0" 1.69 DF/ 2.60 HF/ 2.48 SPF BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. _ VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 - MAX LL DEFL = -0.111" @ 12'- 9.0" Allowed = 0.819" MAX DL CREEP DEFL = -0.366" @ 12- 9.0" Allowed = 1.229" " MAX TL CREEP DEFL = -0.477" @ 12'- 9.0" Allowed = 1.229" - RECOMMENDED CAMBER (BASED ON DL DEFL)='0.366" - -" MAX HORIZ. LL DEFL = 0.038" @ 25'- 0.5" MAX HORIZ. TL DEFL = 0.118" @ 251- 0.5" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6," End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 12-09' 12-09 Design checked for a 300 ib concentrated top chord - live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 6-06-04. 6-02-12 6-02-12 6-06-04 12 12 3.00 v M -4x6 v 3.00 4.0.. M-3x12.M-3x12 3.0" 2 4 o M -2x9 M -2x4 o1- --5 10 -7- o < M-50 6 6 M -2x4 0.25" M -2x4 14-50 0 M -5x8(5) 6-04-08 6-04-08 6-04-08 6-04-08 t <PL:12-00-12 25-06 � JOB NAME: Kelly Residence Lot 161-162 - A28 Scale: 0.2636 pFfSS/p ' "WARNINGS: GENERAL NOTES, unless the noted: �� 1. Builder and erection contractor should be advised of all General Notes 1. This design is based onlyuupon pon the parameters shown and is for an individual Truss • i and Warnings before construction commences. building component. Applicabitiry of design parameters and proper incorporation of component is the responsibility of the building designer. 2 2. 2x4 compression web bracing must be installed where shown +. 2. Design assumes the top and bottom chords to be laterally braced at 1n " t DES BY • AM . 3. Additional temporary bracing to insure stability ng construction unless braced throughout lengQth ) 2' and at 10' respectivelyhas W C 60384 • • rm ( is the responsibility of the erector. Additional permanent bracing of continuous sheaNing such as plywood sheathing(TC) and/or drywall C). continuous hin y dry ). � ;0 � DATE • 12/8/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6344453 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. time loads than 5. Design assumes trusses are to be used in a noncorrosive environment, EXP. 06/3OI16 � fasteners are complete and at no should any greater design loads be applied to any component, and are for *dry condition' of use. I2 / 7/1 S TRANS I D : 432738 I 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. C,Iv (` ST \ ' ( 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 so their center �P qJ' FOF placed j TPI/WfCA in SCSI, copies of which will be furnished upon request.lines coincide with joint center tines. CAO - " III I I III I I III III I III IIII I I I I I 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) pl,nputM IIIIIIIIIIIIII et1 FABhRSe ("ME LUMBER SPECIFICATIONS TRUSS SPAN 25- 6.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:2x4 DF 01&BTR LOAD DURATION INCREASE = 1..25 1- 2=( -52) 43 1- 9=(0) 2782 1- 2=(-3033) 0 7- 8=(=3033) 0 BC: 2::4 OF 01&BTR SPACED 24.0" O.C. 2- 3=(-2952) 0 9-10=(0) 2779 9- 3=( 0) 167 WEBS: 2x4 DF N1&BTR 3- 4=(-2642) 0 10-11=(0) 2523 3-10=( -404) 0 LOADING 4- 5=(-2525) 0 11-12=(0) 2779 10- 4=( 0) 222 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-2648) 0 12- 8=(0) 2781 10- 5=(.-124) 130 BC LATERAL SUPPORT <= 12 OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-2951) 0 5-11=( 0) 220 TOTAL LOAD = 50.0 PSF 7- 8=( -52) 43 11- 6=( -397) 0 6-12=( O) 165 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ALL FLAT. TOP CHORD AREAS NOT SHEATHED - REQUIREMENTS OF CBC 2013 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 01- 0.0" 0/ 1275V -19/ 19H 5.50" 1.36 OF ( 625) LETINS: 2-02-00 - 2-02-00 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 251- 6.0" 0/ 1275V 0/ OH 5.50" 1.36 DF (.625) BRG @ 01- 0.0" 1.36 DF/ 2.10 HF/ 2.00 SPF BRG @ 251- 6:0" 1.36 DF/ 2.10 HF/ 2.00 SPF ' - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 - MAX LL DEFL = -0.179" @ 13'-- 11.0"- Allowed = 0.819" .'. MAX DL CREEP DEFL = -0.412" @ 13- 11.0" Allowed = 1.229" _ MAX TL CREEP DEFL = -0.589" @ 13'- 11.0" Allowed = 1.22911 RECOMMENDED CAMBER (BASED ON DL DEFL= 0.412-- .412"MAX MAXHORIZ..LL DEFL = 0.034".@ 25'- 0.5" - - MAX HORIZ. TL DEFL = 0.086" @ 251- 0.5" Wind: 110 mph, h=15ft, TCDL=13.8',BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Ekp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 11-06-11 2-09-10 11-06-11 Design checked for a 300 lb concentrated top chord 2-01-08 3-06-09 5-10-15 2-09-10 5-10-15 3-06-09 2-01-08 live load per IBC 2012 due to maintenance workers - which is non -concurrent with other, live loads.' 12 - 12 3.00 v 11-40 M -7x6 a 3.00 M -3x5 M -3x5' - o 3 6 - - -. o M -3 M -3A-30 7 ` .(I- roles 1 �o. - 1-- 9 10 11 12 - 8 < M -5x6 M -2x9 0.25" M -3x4 M -2x9 M -5x6 `- M-5x8(S) 5-06 5-09-09 3-11-09 5-02-08 5-06 <PL:12-00-12 25-06 JOB NAME: Kelly Residence Lot 161-162 - A29 ._. --- -- - --- r--------_-__------ scale: 0.2636 -1 pFESS/p 1 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual h� Truss • II and Warnings before construction commences. building component. Applic hty of design parameters and proper incorporation of component is the responsibility of the building designer. I 2. 2x4 compression web bracing must be installed where shown +. 2. Design assumes the top and bottom chords to De laterally braced at (T7 i DES. BY: AM 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of 7 o.c. and at 10' o.e. respectively unless braced throughout their len by ry Pe 9 W C 60384 fT1 - ' DATE • 12/8/20,15 Po continuous sheathing such as prywoad sheathing(TC) anddrywallC). the overall structure is the responsibility of the building designer. 3, 2x Impact bridging or lateral bracing required where shown ++ : SEQ. 6344454 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. i - 5. Design assumes trusses are to be used in a noncorrosive environment, - EXP. OBI3OI1 B fasteners are complete antl at no time should any loads greater than design loads be applied to any component. and are for "dry condition' of use. 1217115 • TRANS I D • 432738 r its shown. Shim or wedge if 9 i 5. Compu7m6. Design assumes full bearingat all supports s has no control over and assumes no responsibility for the necessary. sj• `,Iv )L \P 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 so their center OF placed TPI VJfCA in SCSI. Copes of which will be furnished upon request lines coincide with joint center lines. CA`LkF III II II II II II III I I I I II VIII IIII (III 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) V III Residence Lot 161-162 - A30 Scale: 0.2636 -3 esigFAB�aredl Compminput_ I WARNINGS: GENERAL NOTES, unless otherwise S RS LUMBER SPECIFICATIONS TRUSS SPAN 25'- 6.0" Truss and Warnings before construction commences. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF H1&BTR LOAD DURATION INCREASE = 1.25 incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM 1- 2=( -174) 0 1-10=(0) 2626 1- 2=(-2827) 0 BC: 2x4 DF H1&BTR SPACED 24.0" O.C. is the responsibility of the erector. Additional permanent bracing of � po ty P 9 hin continuous sheathing such as plywood sheathing(TC) and/or Drywall C). continuous 2- 3=(-2810) 0 10-11=(0) 3108 3-10=( -49) 355 WEBS: 2x4 DF H1&BTR 3. 2z Impact bridging or lateral bracing required where shown ++ SEQ. : 6344455 i 4. No load should be applied to any component unfit after all bracing and 3- 4=(-2923) 0 11- 9=(0) 2626 10- 4=( 0) 284 TRANS I D 4327-38 LOADING and are for "dry condition" of use. supports 9 6. Design assumes full bearingat all su its shown. Shim or wedge if •t 4- 5=(-2811) 0 10- 5=( -409) 0 TC LATERAL SUPPORT .<= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD= .43.0 PSF 7. Design assumes adequate drainage is rovided. 5- 6=(-2811) 0 5-11=( -409) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD'= 7.0 PSF TPIIWTCA in SCSI, copies of which will be furnished upon request. 6- 7=(-2923) 0 6-11=( 0) 284 IIII I II II I III III I I III I III I I IIII IIII TOTAL LOAD = 50.0 PSF 7- 8=(-2810) 0 11- 7=( -49) 355 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 8- 9=( -174) 0 8- 9=(-2827) 0 . NOTE: 2x.4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ALL FLAT TOP CHORD AREAS- NOT SHEATHED - REQUIREMENTS OF CBC 2013 NOT BEING MET. BEARING - MAX VERT MAX HORZ .BRG REQUIRED BRG LENGTH BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LETINS: 1-08-00 1-68-00 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 0'- 0.0" 0/ 1275V -15/ 15H 5.50" 1.36 DF ( 625) 25- 6.0" 0/ 1275V 0/ ON 5.50" 1.36 DF ( 625) BRG @ 0'- 0.0" 1.36 DF/ 2.10 HF/ 2.00 SPF BRG @ 251- 6.0" 1.36 DF/ 2.10 HF/ 2.00 SPF VERTICAL DEFLECTION LIMITS: LL=L/360,TL=L/240 MAX LL DEFL = -0.185" @ 121- 9.0" Allowed = 0.819" " - - MAX DL CREEP DEFL =-0.413" @ 12- 9.0" Allowed = 1.229" - MAX TL CREEP DEFL = -0.596" @ 121- 9.0" Allowed = 1.229" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.413" - - MAX HORIZ. LL DEFL = 0.035" @ 25- 0.5" - MAX HORIZ. TL DEFL = 0.087" @ 251- 0.5" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, ' - (All -Heights),.Enclosed, Cat.2,'Exp.B, MWFRS(Dir), load duration factor=1.6,. End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 9-06-11 6-04-10 9-06-11 Design checked for a 300 lb concentrated top chord ., 1-07-11 2-10-05 5-00-11 3-02-05 3-02-05 5-00-11 2-10-05 1-07-11 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 12 3.00 v x 3.00 M_2Y9 M -4x8 4 M -3x9 5 - M -4x8 6 , M -2x9 - o 0 3.. M -3x6 2 o .. 7 M -3x6 8 0 _-90 ". O c> < M -5x6 0.25" M -3x8 M-5x8(S) M -5x6 8-10-04 7-09-08 8-10-04 <PL: 12-00-12 25-06 JOB NAME: Kelly Residence Lot 161-162 - A30 Scale: 0.2636 -3 I WARNINGS: GENERAL NOTES, unless otherwise 0 i 1. Builder and erection contractor should be advised of all General Notes para 1. This design is based only upon the parameters shown and is for an individual Truss and Warnings before construction commences. building component. Applicability of design parameters and proper • 2. 2rr4 compression web bratlng must be installetl where shown +. incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: AM f 3. Additional temporary bracing to insure stability during construction respectively unless braced throughout their length by 2' and at 10' roup 1 is the responsibility of the erector. Additional permanent bracing of � po ty P 9 hin continuous sheathing such as plywood sheathing(TC) and/or Drywall C). continuous DATE' 12/8/2015 the overall structure is the responsibility of the building designer. 3. 2z Impact bridging or lateral bracing required where shown ++ SEQ. : 6344455 i 4. No load should be applied to any component unfit 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 4327-38 fasteners are complete and at no time should any loads greater man design bads be applied to any component. and are for "dry condition" of use. supports 9 6. Design assumes full bearingat all su its shown. Shim or wedge if •t 5. CompuTrus has no control over and assumes no responsibility for the necessary. ' fabrication, handlin shipment and installation of components. 9• P Po 7. Design assumes adequate drainage is rovided. 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 SCSI, copies of which will be furnished upon request. tines coincide with joint center tines. tplatecar IIII I II II I III III I I III I III I I IIII IIII 9. Digits indicate size of to inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ESS/0\ C 60384 * EXP. 06130/16 IZ1711 CIVIC j grFOF CAl.1F0� 9" oc in 1 row(s) throughout 2x9 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. i _ _> des epar m cc1 inK_ �rr+'fES Ft+ts ti AT 011 t M) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -182) 0. 1-10=(0) 6806 1- 2=(-7388) 0 '2- 3=(-7308) 0 10-11=(01 11770 3-10=( 0) 2600 3- 4=(-94861 0 11-12=(01 11770 10- 4=( 0) 690 4- 5=(-9238) 0 12- 9=(0) 6806 10- 5=(-2700) 0 5- 6=(-9238) 0 11- 5=( 0) 364 6- 7=(-9486) 0 - 5-12=(-2700) 0 7- 8=(-7308) 0 6-12=1 0) 600 8- 9=( -182) 0 12- 7=( 0) 2600 87.9=(-7388). . 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE .INCHES (SPECIES) 01- 0.0" 0/ 3264V -13/ 13H 5.50" 1.74 OF ( 625) 251- 6.0" • 0/ 3264V 0/ OH 5.50" 1.74 OF ( 625) " BRG @ - 01- 0.0" 1.74 DF/ 2.69 HF/ 2.56 SPF, BRG @ 25- 6.0" 1.74 9F/ 2.69 HF/ 2.56 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ' MAX LL DEFL = -0.240" @ 12'- 9.0". Allowed =. 0.819" MAX DL CREEP DEFL = -0.608" @ 12-. 9.0" Allowed = .1.229". MAX TL CREEP DEFL =. -0.848" @ 12'- 9.0" Allowed = 1.229"�" ,RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.608" MAX.HORIZ. LL DEFL = 0:-053" @. 251- 0.5" MAX HORIZ. TL DEFL = 0.141" @ 25'- 0.5" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (A11 Heights),•Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ' End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss ;only. 7-11-11 ' 9-06-10 7-11-11 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 2-01-08 1 -0 5 -04 4-04-15 4-09-05 4-09-05 4-04-15 1 -0 5 -0 4 2-01-08 which,is non -concurrent with other live loads. 12 802.70# 802.70# 12 3.00 3.00 M -4x19 M -4x19 a M -3x10 5 M -2x4 M -2x9 M -3X,8.3 7 - M -3x8•; 2 8 C EEM 1-- 10 11 12 90 `+ < M -5x7 M -3x10 0.25" M -3x10 M -5x7 MHS -5x14(5) , 7-03-04, 5-05-12 5-05-12 7-03-04 �<PL : 12-00-12 25-06 L JOB NAME: M-38202 Kelly Residence Lot 161-162 - 431:D.299D SPATES FABRICAT ( Truss: 3 J DES. BY: BS DATE: 12/7/2015 , " LUMBER SPECIFICATIONS - 25-06-00 HIP SETBACK 8-00-00 FROM END WALL L I III I I II I I III i l l i III VIII II III TC: 2x4OF 01dBTR LOAD,DURATION INCREASE = 1.25 (Non -Rep) BC: 2x4 DF ffI&BTR, WEBS: 2x-4 DF 016BTR LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0" TO 8'- 0.0" V TC LATERAL SUPPORT <= 12"OC. UON." TC UNIF LL( 100.0)+DL( 115.0)= 215.0 PLF 8'- 0.0" TO 17- 6.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 171- 6.0" TO 251- 6.0" V BC UNIF LL( 0.0).+DL( 35.0)= 35.0 PLF 0'- 0.0" TO 25'- 6.0" V ADDL: BC UNIF LL+DL= 26.6 PLF 1'- 3.0" TO 24'- 3.0" V NOTE: 2x4. BRACING AT 20"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 373.3)+DL( 429.31= 802.7 LBS @ 81- 0.0" TC CONCLL( 373.3)+DL( 429.3)= 802.7 LBS @ 171- 6.0" - ILETINS:- - 2-02-00 - 2-02-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - ( 2 ) complete trusses required. REQUIREMENTS OF CBC 2013 NOT BEING MET. " Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP - nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9" oc in 1 row(s) throughout 2x9 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. i _ _> des epar m cc1 inK_ �rr+'fES Ft+ts ti AT 011 t M) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -182) 0. 1-10=(0) 6806 1- 2=(-7388) 0 '2- 3=(-7308) 0 10-11=(01 11770 3-10=( 0) 2600 3- 4=(-94861 0 11-12=(01 11770 10- 4=( 0) 690 4- 5=(-9238) 0 12- 9=(0) 6806 10- 5=(-2700) 0 5- 6=(-9238) 0 11- 5=( 0) 364 6- 7=(-9486) 0 - 5-12=(-2700) 0 7- 8=(-7308) 0 6-12=1 0) 600 8- 9=( -182) 0 12- 7=( 0) 2600 87.9=(-7388). . 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE .INCHES (SPECIES) 01- 0.0" 0/ 3264V -13/ 13H 5.50" 1.74 OF ( 625) 251- 6.0" • 0/ 3264V 0/ OH 5.50" 1.74 OF ( 625) " BRG @ - 01- 0.0" 1.74 DF/ 2.69 HF/ 2.56 SPF, BRG @ 25- 6.0" 1.74 9F/ 2.69 HF/ 2.56 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ' MAX LL DEFL = -0.240" @ 12'- 9.0". Allowed =. 0.819" MAX DL CREEP DEFL = -0.608" @ 12-. 9.0" Allowed = .1.229". MAX TL CREEP DEFL =. -0.848" @ 12'- 9.0" Allowed = 1.229"�" ,RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.608" MAX.HORIZ. LL DEFL = 0:-053" @. 251- 0.5" MAX HORIZ. TL DEFL = 0.141" @ 25'- 0.5" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (A11 Heights),•Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ' End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss ;only. 7-11-11 ' 9-06-10 7-11-11 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 2-01-08 1 -0 5 -04 4-04-15 4-09-05 4-09-05 4-04-15 1 -0 5 -0 4 2-01-08 which,is non -concurrent with other live loads. 12 802.70# 802.70# 12 3.00 3.00 M -4x19 M -4x19 a M -3x10 5 M -2x4 M -2x9 M -3X,8.3 7 - M -3x8•; 2 8 C EEM 1-- 10 11 12 90 `+ < M -5x7 M -3x10 0.25" M -3x10 M -5x7 MHS -5x14(5) , 7-03-04, 5-05-12 5-05-12 7-03-04 �<PL : 12-00-12 25-06 L JOB NAME: M-38202 Kelly Residence Lot 161-162 - 431:D.299D SPATES FABRICAT ( Truss: 3 J DES. BY: BS DATE: 12/7/2015 , SEQ.: 6344458 TRANS ID: 432739 L I III I I II I I III i l l i III VIII II III 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. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 TPIANTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc.ICompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 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 lenby continuous sheathing such as plywood sheathing(TC) and/or drywall( ). 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 noncorrosive 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 rovided. 8. Plates shall be located on both faces oft. and placed so their center lines coincide with joint center lines. 9. Digits indicate sae of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) C. S',. C 60384 m" * EXP. 06130/16 12/711 \s'T CIVIC TF0 CAUF�� LUMBER SPECIFICATIONS TC: 2x4 DF 01dBTR BC: 2x4 DF 6I&BTR WEBS: 2x4 DF @ISBTR TC LATERAL SUPPORT <= 12"OC. UON BC LATERAL SUPPORT <= 12"OC. UON LETINS: 2-02-00 2-02-00" Staple or equal at non-structural vertical members (uon). TRUSS SPAN 27- 2.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = ,50.0 PSF ADDL: BC CONC LL+DL= 70.7 LBS @ 6'- 9.5" ADDL: BC CONC LL+DL= 70.7 LBS @ 13'- 7.0" ADDL: BC CONC LL+DL= 70.7 LBS @ 20'- 4_6" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. S '1r;�esigFAB�ared " coml=inputw CBC2013/IBC2012 MAXMEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -93) 37 1-10=(-381) 3528 1- 2-(-3405) 0 2- 3=(-3328) 0 10-11=( -4) 3325 3-10=( -131) 432 3- 4=(-3427) 0 11-12=( -3) 3338 10- 4=( -132) 253 4- 5=(-2705) 0 12- 9=(-387) 3524 4-11=( -818) 0 5- 6=(-2706) 0 11- 5=( - 0) 993 6- 7=(-3433) 0 11- 6=( -827) 0 7-, 8=(-3319) 0 6-12=( -131) 243 8- 9=( -93) 37 12- 7=( -127) 445 8- 9=(-3395) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 1464V -2100/ 2100H 5.50" 1.56 DF ( 625) 27'- 2.0" 0/ 1464V -2100/ 2100H 5.50" 1.56 DF ( 625) BRG @ 0- 0.0" 1.56 DF/ 2.41 HF/ 2.30 SPF BRG @ 27- 2.0 1.56 DF/ 2:41 HF/ 2.30 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.160" @ 13- 7.0" Allowed = 0.875" MAX DL CREEP DEFL = -0.427" @ 13'- 7.0 Allowed = 1.312" MAX TL CREEP DEFL = -0.585" @ 13- 7.0" Allowed = 1.31211 RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.434" MAX HORIZ. LL DEFL = 0.039": @ 26- 8.5" MAX HORIZ. TL DEFL = 0.107" @ 26- 8.5" .. COND. 2: 2100.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, 13-07 13-07 - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 2-01-08 2-04713 4-06-05 4-06-05 4-07-08 4-05-12 2-04-04 2-01-08End vertical(s) are exposed to wind, . Truss designed for wind loads 12 12 in the plane of the truss only. 3.00 v M -4x6 a 3. 00, Design checked for a 300 lb concentrated top :chord' M -3x6 4.0" M -3x7 live load per IBC 2012 due to maintenance workers M -30M-3 4 � M -3x6 M -3x6 M -2x9+ which is non -concurrent with other live loads. ' M -2x4+ 11-30 M -3x5 M -2x9 M -2x4 M -3x5 M-30 I Truss designed for 4x2 outlookers..2x4 let -ins M -3x7 M-30 M -2x4 M -3x7 M -2x4+ 4 6 M -3x7 of the same .size and gradeas structural top f7M M -2x4 3• M -2x4 M -2x9 M -3x7 chord. Insure tight fit at each end of let -in. OutlookerI must be cut with care and are 7 M-30 permissible at be board areas only. < 1 iM-5x7 M -3x4 0.25" M -3x9 M -5x71 1 M -2x4+ 11-5x8(S) M -2x4+ M -2x4+ M -2x4+ M -2x4+ ' `70.70# 70.700 70,70# I 6-09-08 6-09-08 6-09-08 6-09-08 <PL:12-00-12 27-02 JOB NAME: Kelly Residence Lot 161-162 A32 Scale: 0.2229 _� __ _ i WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should De advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: 1 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown *. incorporation of component is the of the bra designer. DES. BY: EE 3. Additional temporary bracing to insure stabilityBurin construction i m chords to ally 2. Design assumes the top and bottom chords c be roup laterally braced at 2' and at 10' respectivelyly unless braced throughout their len m by is the responsibility of the erector. Additional permanent bracing of hin in continuous sheathing such as plywood continuous drywall�C). DATE • 12/8/2015 ; the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ aired ere s own SEQ. : 6344517 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 : 432747 fasteners are complete and at no time should any loads greater than design loads De applied to any component. and 9re tor'dry condition' 9 use. g 6. Design assumes lull bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. i fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. r 6. This design is furnished subject to the limitations set forth by S. Plates shall be located on both faces o/ truss, and placed so their center in BCSI, copies of which will be furnished upon request tines coincide with joint center tines. IIII I I III III III I VIII II II II II IIITPINJfCA 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(11_)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 0 0 i 0 w C 66864 EXP. 09130/2016 tsT C)VN 9TF OF CAS\F��/ IIIII� - - deArepa>Wtn inM SPATES FABRICATORS (JR) LUMBER .SPECIFICATIONS TRUSS SPAN 27'- 2.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.25 1- 2=( -68) 0 1-10=(0) 3122 1- 2=(-3405) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2- 3=(-3328) 0 10-11=(0) 3277 3-10=( 0) 316 WEBS: 2x4 DF #1dBTR 3- 4=(-3427) 0 11-12=(0) 3290 10- 4=( -18) 201 LOADING 4- 5=(-2705) 0 12- 9=(0) 3112 4-11=( -818) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-2706) 0 11- 5=( 0).993 BC LATERAL SUPPORT <=.12"OC. LON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-3433) 0 11- 6=( -827) 0 ' TOTAL LOAD = 50.0 PSF 7- 8=(-3319) 0 6-12=( -23) 192 LETINS: 2-02-00 2-02-00 8- 9=( -68) 0 12- 7=( 0) 329 " - ADDL: BC CONC LL+DL= 70.7 LBS @ 6'- 9.5" 8- 9=(-3395) 0 ADDL: BC CONC LL+DL= 70.7 LBS @ 131- 7.0" - ADDL: BC CONC LL+DL= 70.7 LBS @ 20- 4.6" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH - - - LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0" 0/ 1464V - -23/ �23H 5.50" 1.56 DF.( 625) REQUIREMENTS OF CBC 2013 NOT BEING MET. 271- 2.0" 0/ 1464V 0/ OH- 5.50" 1.56 DF ( 625) ' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BRG @ 0'- 0.0" 1.56 DF/ 2.41 HF/ 2.30 SPF - AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - - BRG @ 27- 2.0" 1.56 DF/ 2.41 HF/ 2.30 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 - - - MAX LL DEFL = -0.160" @ 13- 7.0" Allowed = 0.875" MAX DL CREEP DEFL = -0.427" @ 13'- 7.0" Allowed = 1.312" - MAX TL CREEP DEFL = -0.585" @ 13- 7.0" Allowed = 1.312" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.427" - * MAX HORIZ. LL DEFL = 0.039" @ 26'- 8.5" MAX HORIZ. TL DEFL = 0.107" @ 26- 8.5" . - - Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, • - - (All Heights), Enclosed,Cat.2, Exp:B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 13=07 13-07 Truss designed for wind loads in the plane of the truss only. 2-01-08 2-04-13 4-06-05 4-06-05 4-07-08 4-05-12 2-04-04 2-01-08 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 12 12 which is non-concurrent with other live loads. 3.00 v M-4x6 x 3.00 4.0' 5 .ter M-3x5 M-3x5 4 6 0 -3.0" M-2x4 M-2x9 0 M-303 7 M-30 a•• C> 2 8 o -_ r-I •.• 1-- '. < 10 11 - 12 M-5x6 M-3x4 0.25" M-3x4 M 9C>. 0. M-5x8(S) - t ♦70.70# ♦70.70# 70.70# 6-09-08 6-09-08 6-09-08 6-09-08 - <PL:12-00-12 27-02 JOB NAME: M-38202 - Kelly Residence Lot 161-162 - 433:a- SPATES FABRICAT NC. Off S1 WARNINGS: GENERAL NOTES, noted: 9�F edunless only 1. Builtler and erection contractor should be advised of all General Notes 1. This design is Dosed ony upon the parameters shown and is for an individual upon A33 Truss ' and Warnings before construction commences. building component. Applicability of design pparameters and proper • incorporation of component is the res nsibifi of the building designer. rP Po Do M 9 9 y - 2. Dc4 compression web bracing must be installed where shown +. 2 Design assumes the top and bottom chords be laterally braced at " m 3. Additional temporary bracing to insure stability during construction respectively unless DreceO their length by DES. BY ' BS 2' and at 1d on c Of C 60384 ( - + is the responsiDilBy of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) andlor drywall( ). continuous such (TC) and/or - � ;rn a � DATE: 12/7/2015 t the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shorn ++ {{{ 4. No load should De applied to any component until ager all bracing and 4. Installation of W ss is the responsibility of the respective contractor. SEQ. : 6344460 4 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, ( 4 and are for "dry condition" of use. EXP. 06/30/16 - I z 17115 design toads be applied to any component. r TRANS I D : 432739 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary" 1S C(V )L Q' - T I fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is rovitled. 6. This tlesign is furnished subject to the limitations set forth by S. Plates shall be located on both faces oltruss, and placed so their center '9TF OQl OFC ALF ( TPINVTCA in SCSI, copies of which will be furnished upon request lines Coincide with joint denier fines. 9.Digits indicate size of late in inches. ( MiTek USA, Inc./CompuTrus Software 7.6.7(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MTek) VIII VIII I I I VIII III III I I III II III i II III - w WARNINGS: M des epar�m c1M inE_ i 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual T YU S S• and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown -. SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS 3. Additional temporary bracing to insure stability during construction TRUSS SPAN 271- 2.0" is the res nsibilil of the erector. Additional permanent bracing of Po Y P 9 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ' TC: 2x4 OF N1&BTR the overall structure is the responsibility of the building designer. LOAD DURATION INCREASE = 1.25 11t !!!! 6344461 SEQ. 4. No load should be applied to any component until after all bracing and 1- 2=( -79) 23 1-10=(0) 3122 1- 2=(-3405) 0 BC: 2x4 OF 01&BTR and are for "dry condition" of use. pPo g 6. Design assumes full bearingat all su r1s shown. Shim or wedge if SPACED 24.0" O.C. 5. CompuTrus has no control over antl assumes no responsibility for the necessary. 2- 3=(-3328) 0 10-11=(0) 3277 3-10=( -62) 362 ,WEBS: 2_x4 OF 01&BTR 6. This design is furnished subject to the limitations sal forth by faces S. Plates shall be located on both facces of truss, and placed so their center - 3- 4=(-3427) 0 11-12=(0) 3290 10- 4=( -81) 202 III I I II I III III I I I I I IIII I I III LOADING MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 4- 5=(-2705) 0 12- 9=(0) 3112 4-11=( -818) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-2706) 0 11- 5=( � 0) 993 .'BC LATERAL SUPPORT'<=.12"OC. DON. DL ON BOTTOM CHORD = 7.0 PSF - 6- 7=(-3433) 0 11- 6=( -827) 0 " TOTAL LOAD = 50.0 PSF 7- 8=(-3319) 0 6-12=( -81) 193 LETINS: 2-62-00 2-02-00 8- 9=( -79) 23 12- 7=(. -57) 374 ADDL: BC CONC LL+DL= 70.7 LBS @ 6:- 9.5" 8- 9=(-3395) 0' ADDL: BC CONC LL+DL= 70.7 LBS @ 131- 7.0" ADDL: BC CONC LL+DL= 70.-7 LBS @ 20'- 4.6" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH - "- LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - 01- 0.0" 0/ 1464V -1500/ 1500H 5.50" 1.56 OF ( 625) • - - REQUIREMENTS OF CBC 2013 NOT BEING MET. 27- "2.0" 0/ 1464V -1500/ 1500H 5.50" 1.56 OF ( 625) - •. -BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP- -- - BRG @ 0'- 0.0" 1.56DF/ 2.41 HF/ 2.30 SPF _ . AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. .,BRG @ 27'- 2.0" 1.56 DF/ 2.41 HF/ 2.30 SPF VERTICAL DEFLECTION LIMITS:'LL=L/360, TL=L/240 - r - MAX LL DEFL = -0.160" @ 131- 7.0" Allowed = 0.875" " MAX DL CREEP DEFL = -0.427" @ 13- 7.0" Allowed = 1.312". - - - , MAX TL CREEP DEFL = -0.585"@ 13- 7.0" Allowed = 1.312" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.432" MAX HORIZ. LL DEFL = 0.039" @ 26- 8.5" - MAX HORIZ. TL DEFL 0.107" @ 26- 8.5" ", [CON57 2: 1500.00 LBS SEISMIC LOAD. • "' - - - ` .-Wind: 110 mph, h=15ft, TCDL-13.8,BCDL=4.2, ASCE_7-10, All Heights), Enclosed,Cat..2, Exp.B, MWFRS(Dir), load duration factor= 1.6, 13-07 13-07 End vertical(s) are exposed to wind, . Truss designed for wind loads 2-01-08 2-04-13. 4-06-05 4-06-05 4-0.7-08 4-05-12 2-04-04 2-01-08 in the plane of the truss only. Design checked for a 300 lb concentrated top chord_ - 12 3.00 v M -4x6 12 a 3.00 live load per IBC 2012 due to maintenance workers - which is non -concurrent with other live loads. 9 54.0" -M-3x5" M -3x5 4 6 " o 3.0' M -2x9 M -2x9 0 o M-303 7 M-30 ... --9o, < M -5x6 10 M -3x-4 .. - I1 0.25" 12 M -3x4 M -5x6 M -5x8(5) t 170.70# ♦70.70# 70.70# 6-09-08 7 6-09-08 a 6-09-08 6-09-08 <PL:12-00-12 27-02 JOB NAME: M-38202 - Kelly Residence Lot 161-162 - A.34 _-. SPATES FABRICATD NC. C 60384 * EXP. 06130/16 IZ1711 IVI sTgTFOF CAl1F���\/ - ! - WARNINGS: GENERAL NOTES, unless otherwise noted: i 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual T YU S S• and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown -. incorporation of component is the responsibility of the building designer. " DES. BY: BS 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' and al 1g" respectively unless braced throughout their lenggth is the res nsibilil of the erector. Additional permanent bracing of Po Y P 9 niin in .y conlinuous'sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 12/7/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown • • 11t !!!! 6344461 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. 5. Design assumes trusses are to be used in a non-conrosive environment, : - r TRANS I D 432739 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. pPo g 6. Design assumes full bearingat all su r1s shown. Shim or wedge if C. 5. CompuTrus has no control over antl assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. Design 6. This design is furnished subject to the limitations sal forth by faces S. Plates shall be located on both facces of truss, and placed so their center TPINJfCA in BCSI, copies of which will be famished upon request lines coincide with jof denier lines. III I I II I III III I I I I I IIII I I III 9. Dig' Issize of late in inches. p MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) C 60384 * EXP. 06130/16 IZ1711 IVI sTgTFOF CAl1F���\/ des-epaMWm cc� ins, SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS. - TRUSS SPAN 2'-. 2.0" COND. 2: 2000.00 LBS SEISMIC LOAD. TC: 2x-4 DF 016BTR - - - - LOAD DURATION INCREASE = 1.25 - Wind: 110 mph, h=15ft, ASCE 7-10, BC:- 2x4 DF N16BTR - _ - SPACED 24.0" O.C. EnclTCDLosed, (All Heights), Enclosed, Cat.2, Exp. B, MWFRS(Dir), WEBS: 2x4 DF N1dBTR - _ load duration factor=1.6, TC LATERAL SUPPORT <= 12 --OC. DON. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF ' End verticals) are exposed to wind, - BC .LATERAL SUPPORT <= 12"OC. UON. ' DL ON BOTTOM CHORD = 7.0 PSF Truss designed for wind loads in - TOTAL LOAD = 50.0 PSF the plane of the truss only! LETINS: 1-02-00 0-00-00 Note:Truss design requires continuous ,. .LIMITED STORAGE. DOES NOT APPLY DUE TO THE; SPATIAL - - .. bearing wall for entire span UON: "REQUIREMENTS OF CBC•2013 NOT BEING MET. - Design checked for a 300.1b concentrated top chord BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP live load per IBC 2012 due to maintenance workers • - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.. which is non-concurrentwith other live loads., 1-01-07 1-00-09 Truss designed for 4x2 outlookers. 2x4 let -ins of the same size and grade as structural -top 12 chord. Insure tight fit at each end of let -in. 3.00 v Outlookers must'be cut with care and'are ,: permissible at inlet board areas only. '- M -2x4 " - M -3y.5- } 1` M -3X5 M=3x- 3 5 - - O _ <-M.-5x5 M -M r .. . . 2-02 <PL,12-00-12 JOB. NAME: M-38202 - Kelly Residence Lot 161-162S PATES ,,SPATES FABRICAT NC. D.7305 pFE SIO WARNINGS: : GENERAL NOTES, unless otherwise pared: 1. Builder and erection contractor should be advised of all General Nares 1. This design is based only upon the parameters shown and is for an individual Truss and Warnings before construction commences. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. 10 compression web bracing must be installed where shown +. 2. Design assumes the top and bottom chords to be laterally braced at m DES., BY: BS 3- Additional temporary bracing to insure stability during construction 2' o.a and atf0' o.c, respectively unless braced throughout their length by W C 60384 Mcontinuous - is the responsibility of the erector. Additional permanent bracing of sheathing such as plywood sheathing(TC) and/or drywall( C). DATE: 12/7/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown * + 1! SEQ. 6344462 - 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the respoy m nsibilitthe respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, - * EXP. 06/30116 -design TRANS I D : 432739 fasteners are complete and at no time should any loads greater than loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the .and are for "dry condition" of use. 6. Des s umes full bearing at all supports shown. Shim or wedge ifnece "- /217115 Csary. )v'�: 1 t fabrication, handling, shipment and installation of components. 7. Design assumes drainage is truss, \P _ qlF 6. This design is furnished subject to the limitations set forth by cae d on f a B. Plates shall be located on both faces of truss, and placed so their comer - Q IF F CAI. III I I III I I I I I I I I III I I I III TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1968 (MTek) i o 1 C, I . GENERAL NOTES, unless otherwise noted: SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS. 11-03-00 HIP SETBACK 5-04-00 FROM END WALL CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=.1.00 TC: ' 2x4 OF 4168TR LOAD DURATION INCREASE = 1.25 (Non -Rep). 1- 2=( -476),0 1- 7=(0) 2240 1- 2=(-2254) 0 BC: 2x4 OF #16BTR incorporation of component is me responsibility of the building designer. Design assumes the top and bottom chords to be laterally braced at 2- 3=(-2388) 0 7- 8=(0).2494 7- 3=( . 0) 288 WEBS: 2x4 OF #1dBTR LOADING 3- 4=(-2640) 0 8- 6=(0) 2502 7- 4=( 0) 226 responsibility of the erector. Additional permanent bracing of TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0" TO 5'- 4.0" V 4- 5=(-2642) 0 4- 8=( 0) 194 TC LATERAL SUPPORT <= 12110C. UON. TC UNIF LL( 73.3)+DL( 84.3)= 157.7 PLF 5'- 4.0" TO 51- 11.0" V 5- 6=( -584) 0 5- 6=(-2422) 0 BC LATERAL SUPPORT,<= 12110C. UON. TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 5'- 11.0" TO 11'-. 3.0" V ' - BC UNIF LL( 0.0)+DL( 25.7)= 25.7 PLF 0'- 0.0" TO 111- 3.0" V LET -INS: 1-02-00 1-02-00 ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO .11'- 3:0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH fabrication, handling, shipment and installation of components. 7. Design assumes adequate is provided. LOCATIONS REACTIONS REACTIONS SIZE . INCHES (SPECIES),. 6. This design is furnished subject to the limitations set forth by TC CONC LL( 154.1)+DL( 177.2)= 331.3 LBS @ 5'- 4.0" 01- 0.0" 0/ 1262V -9/ 9H 5.50" 0.67 OF ( 625) TPUWTCA in BCSI, copies of which will be fumished upon request. TC CONC LL( 154.1)+DL( 177.2)= 331.3 LBS @ 51- 11.0" 111- 3.0" 0/ 1262V 0/ OH 5.50" 0.67 OF ( 625) MiTek USA, Inc./COrtlpuTfuS Software 7.6.7(1L) -E LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BRG @ 01- 0.0" 0.67 DF/ 1.04 HF/ 0.99SPF - REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 11'- 3.0" 0.67 DF/ 1.04 HF/ 0.99 SPF 1 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN ', BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP- VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240' nails staggered: - AND BOTTOM CHORD LIVE LOADS ACT,NON-CONCURRENTLY. MAX LL DEFL = -0.062" @ 51- 11.011 Allowed = 0.344" 9" oc in 1 row(s) throughout 2x4 top chords, MAX DLCREEPDEFL = -0.206" @ 51- 11.0" Allowed = 0.517" 9" oc in 1 row(s) throughout 2x4 -bottom chords, MAX TL CREEP DEFL = -0.267" @ 51- 11.0" Allowed = 0.517". 9" oc in 1 row(s) throughout 2x4 webs. RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.206!- .206"5-03-11 5-03-110-07-10 5-03-11 E MAX HORIZ. LL DEFL = 0.005":@ 10- 9.5" MAX HORIZ. TL DEFL = 0.016" @ 10'- 9.5" 1-01-14 4-01-13 0-07-10 4-01-13 1-01-14 Wind: 110 mph, h=19.3ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, '(All 331. 0# + Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12. load duration factor=1.6, 3.00 v +331.30# a 3.00 End vertical(s) are exposed to wind, Truss designed for wind loads ' in the plane of the truss only: Design checked for a 300 lb concentrated top chord M -5x.7 , M -6x6 - live load per IBC 2012 due to maintenance workers 3 4 which is non -concurrent with other live loads. rn o M -3x4 2 M -3x4 5 i o 1 C, I WARNINGS: GENERAL NOTES, unless otherwise noted: 0 1 1. This design is Dosed only upon the parameters shown and is for an individual 4 4-09 1-10-12 4-07-04 �<PL:18-04-00 11-03 JOB NAME: M-38202 - Kelly Residence Lot 161-162 436 SPATES FABRICAT - -- - - - -- - cale: 0.4508 C. C63" a * EXP. 06130116 IZ1711 sr civic ��P F WARNINGS: GENERAL NOTES, unless otherwise noted: 61. �� Builder and erection contractor should be advised of all General Notes 1. This design is Dosed only upon the parameters shown and is for an individual j T i"U S S •_ and Warnings before construction commences. building component. Applicability of design parameters and proper f 2. 2x4 compression web bracing must be installed where shown.. incorporation of component is me responsibility of the building designer. Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Additional temporary bracing to insure stability during construction2. 3. Athe 2' o.c. and at 117 o.c. respectively unless braced throughout their length by responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall( C). DATE: 12/7/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ ( SEQ. 6344463 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 in a noncorrosive environment, : T RAN S I D : 432739 fasteners are complete and at no time should any loads greater than f design loads be applied to any component. assumes used and are for "dry condition" of use. S. Design assumes full beating al all supports shown. Shim or wedge it 1 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate is provided. 6. This design is furnished subject to the limitations set forth by face a 8. plates shall be located on both faces of truss, and placed so their center both f TPUWTCA in BCSI, copies of which will be fumished upon request. lines coincide with joint center lines. III I II VIII III I VIII IIII IIII MiTek USA, Inc./COrtlpuTfuS Software 7.6.7(1L) -E 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) C. C63" a * EXP. 06130116 IZ1711 sr civic ��P Vill _s, de:-rePa�_om c<_r inl� II I� � SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 111- 3.0" CBC2013/IBC2012MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF HI&BTR LOAD DURATION INCREASE = 1.25 1-2=( -168) 0 1-6=(0) 947 1-2=(-1051) 0 BC:" 2x4 DF @1&BTR , _ SPACED 24.0" O.C. 2-3=(-1037) 0 6-5=(0) 947 6-3=( 0) 320 WEBS: 2x4 DF N1&BTR 3-4=(-1037) 0, ,. 4-5=(-1051) 0 LOADING 4-5=( -168) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23..0) ON TOP CHORD = 43.0 PSF - ": BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF - TOTAL LOAD = 50.0 PSF BEARING MAX'VERT . MAX HORZ BRG REQUIRED BRG LENGTH LETINS: 1-02-00. 1-02-00' r - LOCATIONS REACTIONS - REACTIONS SIZE INCHES (SPECIES) ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0" TO 111- 3.0" V 0'- 0.0" 0/ 675V -10/ 10H 5.50".•0.72. DF ( 625) 111- 3.0" 0/ 675V 0/ OH 5.50" 0.72 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - - REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 01- 0.0" 0.72DF/ 1.11 HF/ 1.06 SPF - BRG @ 11'- 3.0" 0.72 OF/. 1.11 HF/ 1.06 SPF - , BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP C - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.. VERTICAL DEFLECTION LIMITS': LL=L/360; TL=L/240 - - - MAX LL DEFL = -0.039" @ 51- 7.5" Allowed = 0.344" MAX DL CREEP DEFL = -0.112" @ 5'- '7.5"; Allowed = 0.517" MAX TL CREEP DEFL'= -0.151" @ 51- 7,5" Allowed = 0.517", RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.112" . ..• - - - MAX HORIZ. LL DEFL = 0.004" @ 10- 9.5" _ - 5-07-08 - 5-07-08 - MAX HORIZ. TL DEFL = 0.012" @ 101- 9:5" Wind: 110 mph, h=19.4ft, TCDL=13.8,BCDL=4.2, ASCE 7-10," .. 1'-01-I9 9-05-10 9-05-10 1-01-19 (All Heights), Enclosed, Cat.2, Exp.B,-MWFRS(Dir), load duration factor=1.6, 12 12,• - End vertical(s) are exposed to wind, 3.00 -. a 3.00 Truss designed for wind loads in the plane of the truss only. Design checked for a 300 It, concentrated top chord + IIM-4X9 - live load per IBC 2012 due to.maintenance workers 3 4 0,I which is non -concurrent with'other live loads. M=3x9 - M -3x9 * o` - 2 2.0 4 o ... O O 5� - I I I 1 r 6 < M,3x5 M -2x4 M -3x5 5-07-08'. '5-07-08 <PL:18-04-00 11-03 JOB. NAME: M-38202 - Kelly Residence Lot 161-162 - 437:0.-B. SPATES FABRICAT C. _ _ pFE S/pN - WARNINGS: GENERAL NOTES, unless otherwise noted: A 3 7 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual building Applicability design Truss • and Warnings before construction commences. 2. 2x4 component. of parameters and proper incorporation of component is the responsibility of the building designer. %L } compression web bracing must be installed where shown +. 2. Design assumes the top and bottom chords to De laterally braced at AT DES. BY : BS 3. Additional temporary bracing to insure stability during construction 2' o.c. and at 10' o.e. respectively unless braced throughout heir len th by �+ C qO ,} LU �C V OJ 84 m i is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as ood shealhin C andlor d all C . g plywood gR) ry,�, (� ) DATE: 12/7/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 777, • SEQ. : 6344464 - 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 noncorrosive environment, EXP. 06/30116' tT RAN S I D : 432739 are complete and at no time should any loads greater than designloads be applied to any component. 5. Compu7rus has no control over and assumes no responsibility for the and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 1217115 S CIVIL Q )` \\ 6 ` fabrication, handling, shipment and installation of components. 6. This design is furnished subject tome limitations set forth by 7. Design assumes located face is provided, on both and so their center 8. Plates shall be located on Doth faces of truss, and El OF TPI/WfCA in SCSI, copies of which will be furnished upon request. placed lines coincide with joint center lines. , o ncide CAL\�O I III II VIII IIII I I VIII VIII VIII IIII IIII 9. Digits size of plate in inches. ' MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR. 1988 (MTek) r Truss: DES. BY: BS DATE: 12/7/2015 SEQ.: 6344465 1. TRANS ID: 432739 111111111 IN WARNINGS: GENERAL NOTES, unless otherwise noted:- 1, Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual ` and Warnings before construction commences. - 2. 2x4 compression web bracing must be installed where shown i. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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. CompuTws 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/WfCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' ox. and at te' 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 - t 4. Installation of truss is the responsibility 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 orwedge 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 -1311, ESR -1988 (MTek) C 60384 m EXP. 06/30116 * iZ1711 • ST C(V)s \P. 9TF0 CAUF��� m oc�r in�. .-TESeFl"ATOR ' LUMBER SPECIFICATIONS TRUSS .SPAN 11'- 3.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1".00 TC: 2x-4OF-H1&BTR .. - LOAD DURATION INCREASE = 1.25 1-2=(-128) 0 1-6=(0) 797 1-2=(-913) 0 " BC: 2x4 OF H1&BTR SPACED 24.0" O.C. 2-3=(-879) 0 6-5=(0) 804 6-3=( 0) 206 - WEBS: 2x4 OF Hl&BTR 3-4=(-883) 0 4-5=(-923) -0 LOADING • 4-5=( -67) 25 " TC LATERAL SUPPORT <= 12"OC. UON. - LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF . BC .LATERAL SUPPORT 5=.12"OC. DON. - DL ON BOTTOM CHORD = 7.0 PSF - • TOTAL LOAD = 50.0 PSF BEARING - MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH. LETINS: - 1--02-00 1-02-00,". ". - LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - 0.1- 0.0.. - 0/ _ 571V -10/ 10H 5.50" 0.61 OF ( 625) - _ REQUIREMENTS OF CBC 2013 NOT BEING MET.- 11'- 3.0" 0/ 554V 0/ OH 3_50" 0.59 OF (.625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP - "BRG @ 01.- 0.0" 0.61 DF/ '0.94'HF/ 0.90 SPF - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 11'- 3.0" 0.59 DF/ 0.91 HF/ 0.87 SPF - •. - VERTICAL DEFLECTION LIMITS:-LL=L/360, TL=L/240 - - - - - MAX LL DEFL = -0.037" @ 51- 7.5't Allowed = 0:350" _ MAX DL CREEP DEFL = -0.055" @ 5'- "7.5"" Allowed := 0.525", • MAX TL CREEP DEFL = -0.084" @ - 51- 7.5'� Allowed = 0.525" - - _ RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.055" - .. MAX HORIZ.' LL DEFL = 0.004" @ ..10'--11.5" .. - - ' MAX TL DEFL 0 �@� 10� 11'5" ' HORIZ - 011 - 5-07-08" 5-07-08 Wind: 110 mph,. h=19.4ft,, TCDL=13 8 BC DL=4.2, ASCE 7-10,' 1-01-14 4-05-10 4-05-10 1-01-14 (All Heights), Enclosed, Cat:2, Exp.B, MWFRS(Dir), load duration factor=1.6", ' 12"" 12 End vertical(s) are exposed to wind, 3.00 v a 3.00 Truss- designed for wind loads • in the plane of the truss only. J Design checked for a 300 lb.concentrated top,chord 11M -9x9 dive load per IBC 2012 due to maintenance workers • which is non -concurrent with other live loads. 34.0' + o -M-3x9 M -3x9 " 0 2 2.0,. 4 0 1 5 0 6 < f M -3x5 'M -2x4 M -4x5 5-07-08 5-07-08 <PL:18-04-00 - 11-03 JOB NAME: M-38202 - Kelly Residence Lot 161=162-3 a : = SPATES FABRICAT NC. ca 0.4417 r Truss: DES. BY: BS DATE: 12/7/2015 SEQ.: 6344465 1. TRANS ID: 432739 111111111 IN WARNINGS: GENERAL NOTES, unless otherwise noted:- 1, Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual ` and Warnings before construction commences. - 2. 2x4 compression web bracing must be installed where shown i. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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. CompuTws 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/WfCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' ox. and at te' 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 - t 4. Installation of truss is the responsibility 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 orwedge 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 -1311, ESR -1988 (MTek) C 60384 m EXP. 06/30116 * iZ1711 • ST C(V)s \P. 9TF0 CAUF��� ,.--- II I I�._-._ .._�-- _-..__.-,,.-��_. ..,. -. ._��._-__, .._.�..._�.._.- --•---.., rpa om c�r in(_,.._.- GENERAL NOTES, unless noted: TESeEt{ ATOR LUMBER .SPECIFICATIONS - 11-03-00 HIP SETBACK 5-04-00 FROM END WALL CBC2013/IBC2012 MAX MEMBER FORCES -4WR/GDF/Cq=.1.00 . TC: • 2x4 OF k1S$TR 1 LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -214) 0 1- 7=(0) 1940 1- 2=(-2050) 0 BC: 2x4 DF N1dBTR Il DES. BY: BS 2- 3=(-2060) 0 7- 8=(0),2066 7- 3=( 0) 126 WEBS: 2x9 OF 01dBTR { t DATE: 12/7/2015 LOADING - 3- 4=(-2218) 0 8- 6=(0) 2058 7- 4=( 0) 224 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ TC UNIF LLI 40.0)+DL( 46,0)= 86.0 PLF 0'- 0.0" TO 5'- 4.0" V 4- 5=(-2176) 0 4- 8=1 -68) 48 TC LATERAL SUPPORT <= 12"OC. UON. - TC UNIF LL I 73.3)+DL( 84.3)= 157.7 PLF 51- 4.0" TO 51- 11.0" V 5- 6=( -464) 0 5- 6=(-2020) 0 BC LATERAL SUPPORT <=.12"OC. DON. TC UNIF LL(: 40.0)+DL( 46.0)= 86.0 PLF 5'- 11.0" TO 11- 3.0" V necessary. ' BC UNIF LL( 0.0)+DL( 25.7)=" 25.7 PLF 0'- 0.0" TO 11'- 3.0" V 7. Design assumes adequate drainage is provided. - LETINS:� 1-02-00 1-02-00 � - 6. This design is famished subject to the limitations set forth by BEARING MAX VERT MAX HORZ BRG REQUIRED-BRG LENGTH . ,' .. TC CONC LL( 154.1)+DL( 177.2)= 331.3 LBS @ 5'- 4.0", LOCATIONS REACTIONS REACTIONS SIZE INCHES. (SPECIES) \ VIII ILII IIII I I I I I I II III IIII TC CONC LL( 154.1)+DL( 177.2)= 331.3 LBS @ 51- 11.0" 01- 0.0" 0/ 965V -9/ 9H 3.50" 0.51 ''DF ( 625) 1 i MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 11'- 3.0" 0/ 996V 0/ ON 5.50" 0.53 DF ( 625) - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 01- 0.0"- 0.51 DF/ 0.79 HF/ 0.76 SPF BRG @ 11- 3.0" 0.53 DF/ 0.82 HF/ 0.78 SPF ( 2 Incomplete trusses .- required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP - Attach 2 ply.with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - VERTICALDEFLECTION LIMITS: LL=L/360, TL=L/290 nails staggered: MAX LL DEFL = -0.061" @ 51- 11.0" Allowed = 0.350" 9" oc in 1 row(s) throughout 2x4 top chords, MAX DL CREEP DEFL = -0.140" @ 5'- 11.0" Allowed = 0.525" 9" oc in 1 row(s) throughout 2x9 bottom chords, MAX TL CREEP DEFL = -0.200" @ 5'- 11.0" Allowed = 0.525" -9".oc in 1 row(s).throughout - 2x9 webs. - - - -. - - RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.140" - - ... MAX HORIZ. LL DEFL = 0.005" @ .10- 9.5" • 5-03-11 0-07-10 5-03-11 MAX HORIZ.. TL DEFL = 0.013" @ 10'- 9.5" 1- 1-01=14 4-01-13 0-07-10 4-01-13 1-01-14 Wind: 110 mph, h=19.3ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, - ` (All Heights), Enclosed, Cat.2,. Exp.B, MWFRS(Dir), 1 331.30# 1 Toad duration factor=1.6, 12 3.00 v 12 +•331.30# x 3.00 End vertical(s) are exposedtowind, Truss designed for wind loads in the plane of the truss only. E Design checked for a 300.1b concentrated top chord M -5x6 ; M-6x6live load per IBC 2012 due to maintenance workers ,- • o M -3x4 3 9 M -3x4 'which is non -concurrent with other live loads.' , • ,-, C>, of 0 2 t .. 5 _ -` - o o. '. 6 0 �. 1 1 = = I Lit 17 8 Er < M -4x5 M -3x5 M -2x4 M -3x5 t 4-09 1-10-12 4-07-04 <PL :18-04-00 11-03 JOB NAME: M-38202 - Kelly Residence Lot 161-162 -A3� na,,, SPATES FABRICAT /►�\ �� ]► WARNINGS: GENERAL NOTES, unless noted: 1. Builder and erection contractor should be advised of all General Holes upon the 1. This design is based Dory upon the parameters shown and is for an indivitlw T r u S S : r/j�[��.\�\�V///� and Warnings before construction commences, building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 1 2. 2x4 compression web bracing must be installed where shown +. 2. Design assumes the top and bottom chords to be laterally braced at Il DES. BY: BS A 3. Additional temporary bracing to insure stability during construction the responsibility of the erector. Additional permanent bracing of 2• o.c. and at td o.c. respectively unless braced throughout their length by { t DATE: 12/7/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6344466 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 : 432739 fasteners are complete and at no time should any loads greater than ccc design loads be applied to any component. and are for "dry condition' of use. 6. Design assumes full Dearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. t fabrication, handling, shipment and installation of components, 7. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on Doth laces of truss, , a and placed so their center TPINVECA in SCSI, copies of which will be famished upon request. lines coincide with joint center lines. VIII ILII IIII I I I I I I II III IIII 9. Digits indicate size of Mate in inches. 1 i MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C. UO6/30116 V *j IIIIIII� WARNINGS: GENERAL NOTES, unless otherwise noted: A co�: ink 1. This design is based only upon the parameters shown and is for an individual - and Warnings before construction commences. building component. Applicability of design parameters and proper. incorporation of component is the responsibility of the building designer. ESgFABRICATORS ((77 LUMBER SPECIFICATIONS 2. Design assumes the top and bottom chords to be laterally braced at TRUSS SPAN 16- 10.0" 3. Additional temporary bracing to insure stability during construction 1COND. 2: 1800.00 LBS SEISMIC LOAD. TC: 2x4 IF NldBTR is the responsibil ty of the erector. permanent of LOAD DURATION INCREASE = 1.25 1 DATE: 12/7/2015 Wind: 110 mph, h=15ft, TCDL=I3.8,BCDL=9.2, ASCE 7-10, BC: 2x4 DF NIdBTR - SEQ. 6344467 SPACED 24.0" O.C. 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses to be in non (All Heights), Enclosed, Cat.2, Exp -B, MWFRS(Dir), WEBS:2x4 OF H1dBTR assumes are used a -corrosive environment, and are for "dry condition" of use. S. Design assumes lull bearing at all supports shown. Shim or wedge if g g ppo g 5. CompuTrus has no control over and assumes no responsibility for the load duration factor=l.6, TC LATERAL SUPPORT <= 12110C. UON. - LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF ( End vertical(s) are exposed to wind, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF lines coincide joint center lines. Truss designed for wind loads MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 9. Digits indicate size of plate in inches. size 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) TOTAL LOAD = 50.0 PSF in the plane of the truss only. Staple or equal at non-structural Note:Truss design requires continuous vertical members,(uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span UON. REQUIREMENTS OF CBC 2013 NOT BEING MET. Design checked for a 300 lb concentrated top chord ' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP live load per IBC 2012 due to maintenance workers AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. which is non -concurrent with other live loads. Truss designed for 4x2 outlookers. 2x4 let -ins Refer to CompuTrus standard of the same size and grade as structural top chord. Insure tight fit at each end of let -in. gable end detail for specifications. complete Outlookers must be cut with care and are 8-05 8-05 permissible at inlet board areas only. 4-02-08 4-02-08 4-02-08 4-02-08 12 ,12 3.00 o M -4x5 r a 3.00 c_4.0" M 5 -2x4 8-05 8-05 L L <PL:10-00-12 16-10 JOB NAME: M-38202 - Kelly Residence Lot 161-162 - 140 SPATES FABRICAT C. C 60384 * EXP. 06130/16 IZ1711 OFCAj9TF CAUF�� WARNINGS: GENERAL NOTES, unless otherwise noted: A 1. Builder and erection contractor should De advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss ' and Warnings before construction commences. building component. Applicability of design parameters and proper. incorporation of component is the responsibility of the building designer. i 2. 2x4 compression web bracing must De installed where shown �. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: BSAdditionalD 3. Additional temporary bracing to insure stability during construction 2' o.a and at 1U o.c. respectively unless braced throughout their len N 9 gthby is the responsibil ty of the erector. permanent of continuous sheathing such as plywood sheathing(TC) andlor drywall( C). 1 DATE: 12/7/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown - SEQ. 6344467 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 to be in non : t TRANS I D : 432739 fasteners are complete and at no time should any loads greater than design loads be applied to any component. assumes are used a -corrosive environment, and are for "dry condition" of use. S. Design assumes lull bearing at all supports shown. Shim or wedge if g g ppo g 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 provi ( 6. This design is furnished subject to tha limitations set forth by a 8, plates shall be located on Doth faces of truss,s, and placed so heir center TPINVECA in SCSI, copies of which will be furnished upon request. � lines coincide joint center lines. ( III I I II I IIID III I I I I I I III III MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 9. Digits indicate size of plate in inches. size 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) C. C 60384 * EXP. 06130/16 IZ1711 OFCAj9TF CAUF�� - TOTAL LOAD = 50.0 PSF c1eFrusnit-HTORS co_: inp_ II IIII- LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) I t'Tm NOT APPLY DUE TO THE SPATIAL LUMBER SPECIFICATIONS - TRUSS SPAN 16'- 10.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF NI&BTR LOAD DURATION INCREASE = 1.25 1-2=( 0) 83 6-7=(0) 980 1-6=( -177) 0 4-8=(-1192) 0 BC: 2x4 DF pl&BTR SPACED 24.0" O.C. 2-3=(-1025) 0 7-8=(0) 980 6-2-(-1192) 0 8-5=( -177) 0 . WEBS: 2x4 DF Hl&BTR BRG @ 16- 10.0" 0.90 DF/ 1.39.HF/ 1.32 SPF 3-4=(-1025) 0 2-7=( -115) 91 LOADING 4-5=( 0) 83 7-3=( 0) 248 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF- 7-4=( -115) 91 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF - - TOTAL LOAD = 50.0 PSF - BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH - LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.01, 0/ 842V -45/ 45H 5.50". .0.90 DF ( 625). REQUIREMENTS OF CBC 2013 NOT BEING MET. 161- 10.0" 0/ 842V 0/ ON 5.50" 0.90 DF (.625), - BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP - BRG @ 0'- 0.0" 0.90 DF/ 1.39 HF/ 1.32 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 16- 10.0" 0.90 DF/ 1.39.HF/ 1.32 SPF - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 s _ MAX LL DEFL = -0.016" @ 8'- 5.0" Allowed = 0.531" MAX DL CREEP DEFL = -0.037" @ 8'- 5.0" Allowed = 0.796". - MAX TL CREEP DEFL = -0.053" @ 8'- 5.0" Allowed = -0.796" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.037" , MAX HORIZ. LL DEFL = 0.008" @ 161- 6.5" - MAX HORIZ.. TL DEFL = 0.020" @ 161- 6.5" 8-05 8-05Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, .(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-02-08 4-02-08 4-02-08 4-02-08 load duration factor=1.6, End verticals) are ex osed to wind P , 1 12 1P.' Truss designed for windloads , 3.00 v « v 3.00 in the plane of the truss only. IIM-4x9 Design checked for a 300 lb concentrated top chord 4.0" live load per IBC 2012 due to maintenance workers i whirh is non-rnnrorrent with other live loads. M-2; 8-05 <PL:10-00-12 16-10 8-05 -2x4 8 JOB NAME: -M-3820'2 - Kelly Residence Lot 161-162 - 441e: D. - • SPATES FABRICAT i Truss: JM 'Z J 1 DES. BY: BS i DATE: 12/7/2015 i� SEQ.: 6344468 # TRANS ID: 432739 III I I III I (IIII VIII III I I II III III 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. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 fabrication• handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPVWfCA in BCSI, copies of which will be furnished upon request. Mitek USA, Inc./CompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 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. rax Impact bridging or lateral bracing required where shown . + 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are io 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 whh joint center lines. S. Dighs indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESRA988 (MTek) C. C "3" * EXP. O6/30/16 IZ1711 sT c(vi\� glFOFC AUF��/ of o i 0 1 ti < 8-05 <PL:10-00-12 16-10 8-05 -2x4 8 JOB NAME: -M-3820'2 - Kelly Residence Lot 161-162 - 441e: D. - • SPATES FABRICAT i Truss: JM 'Z J 1 DES. BY: BS i DATE: 12/7/2015 i� SEQ.: 6344468 # TRANS ID: 432739 III I I III I (IIII VIII III I I II III III 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. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 fabrication• handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPVWfCA in BCSI, copies of which will be furnished upon request. Mitek USA, Inc./CompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 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. rax Impact bridging or lateral bracing required where shown . + 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are io 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 whh joint center lines. S. Dighs indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESRA988 (MTek) C. C "3" * EXP. O6/30/16 IZ1711 sT c(vi\� glFOFC AUF��/ III_ - r r �' dQs-ellar�'m qq7 in.p= SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 16- 10.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #ISBTR LOAD DURATION INCREASE = 1.25 1-2=( -263) 292 6-7-(-1070) 1988 1-6=( -177) 19 4-8=(-1388) 272 BC: 2x4 OF #1dBTR SPACED 24.0" O.C. 2-3=(-1025) 0 7-8=(-1070) 1988 6-2=(-1388) 272 8-5=('-177) 19 WEBS: 2x4 OF 01dBTR 3-4=(-1025) 0 2-7=( -488) 495 LOADING 4-5=( -263) 292 7-3=( 0) 248 TC LATERAL SUPPORT <= 12"OC. LION. - LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF - • 7-4=(.-488) 495 _ BC LATERAL SUPPORT <-- 12"OC. LON. DL ON BOTTOM CHORD = 7.0 PSF - TOTAL LOAD = 50.0 PSF BEARING MAX VERT MAX HORZ. BRG REQUIRED BRG LENGTH - LOCATIONS REACTIONS. - REACTIONS SIZE INCHES (SPECIES) ' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0"• --12/ 842V -2000/ 2000H 5.50" 0.90 OF ( 625) .REQUIREMENTS OF CBC 2013 NOT BEING MET. 161- 10.0" -12/ 842V -2000/ 2000H 5.50" 0.90 OF 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BRG @ 0- 0.0" 0.90 DF/ 1.39 HF/ 1.32 SPF AND BOTTOM CHORD LIVE'LOADS ACT NON -CONCURRENTLY. .. BRG @- 16- 10.0" 0.90 DF/ 1.39 HF/ 1.32 SPF. - - VERTICAL DEFLECTION LIMITS': LL=L/360; TL=L/240 MAX LL DEFL = -0.016" @ . B'- 5.0" Allowed = 0.531" - MAX DL CREEP DEFL = -0.037" @ 6'- .5.0"Allowed = 0.796"' - MAX TL CREEP DEFL = -0.053"@ 8'- 5.0" Allowed = 0.796" - - - RECOMMENDED CAMBER (BASED ON DL DEFL)=.0.041" ' - MAX HORIZ. LL DEFL = 0.021" @ 01"- 3.5" " MAX HORIZ.. TL DEFL -= -0..032" @ 01- 3.5" F COND. 2: 2000.00 LBS SEISMIC LOAD. 8-05 8-05 Wind: 110 mph, h=15ft, TCDL=13,.8,BCDL=4.2, ASCE 7-10, 4-02-08 4-02-08 4-02-08 4-02-08. (All Heights), Enclosed,,Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 End vertical(s).-are exposed to wind,' 3:00.v v 3.00 Truss designed.for wind loads IIM-4x9 in the plane of the truss only.- 9 0„ Design checked for a 300, lb concentrated top chord 3 live load per IBC 2012 due to maintenance workers M -3x6 M -3x6 which is non -concurrent with other live loads`. M -2x9 r 2 2 0" 4 r. M -2x4 O . . 6 < 8 7 M -3x.5 M -3x8 7x5 8-05 8-05 <PL :10-00-12 16-10 JOB NAME: M-38202 - Kelly Residence Lot 161-162 - -Scare:0.34D5 SPATES FABRICAT NC. _ OFE S/pb WARNINGS: GENERAL NOTES, unless otherwise noted A 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss ' and Warnings before construction commences, building component. Applicability of design parameters and proper is the the building designer. 1 2. 2x4 compression web bracing must De installed where shown +. incorporation of component responsibility of -3. 2. Design assumes the top and bottom chords to be laterally braced at y 0 (r1 DES. BY : - BS Additional temporary bracing to insure stability during construction 2• o.c. and at td o.c. respectively unless braced throughout their len ly 9 W C 60384 m . is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or tlrywall( ). ( � ;0 t DATE: 12/7/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ f SEQ. : 6344469 4. No load should be applied to any component until ager all bracing and 4. Installation of truss is the reso nsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, * EXP. 06/30116 TRANS I D ' 432739 fasteners are complete and at no time should any loads greater than design loads a applied to any component. and are for condhion" of use. 5. Compuion, has control over and assumes no responsibility for the 6. Design assumes full Dearing at all supports shown. Shim or wedge if ���� 1 tPJ, C� )L Q V necessary. in fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. � This design is furnished subject to the limitations set forth by 8. Plates shall be located on Doth faces of truss, and placed so their center \ '9TF O(ti` OFC W j6. _ lines pies of which will be furnished upon request. coincide with joint center lines. TPIM?CA in SCSI, eslines ( I VIII VIII VIII I I I I I III I I I /III /III ( g. indicate size of plate to inches. i 0 MiTek USA, Inc./CompuTrus Software 7.6.7(11)-E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) - l Ms deJrepa�m .AWT AW SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 11'-, 0:0" 1COND. 2: 2000.00 LBS SEISMICLOAD. TC: 27.4 DF H1dBTR LOAD DURATION INCREASE = 1.25' ASCE 7-10, Wind: 110 mph, his), BC: 2x4"DF 0l&BTR SPACED 24.0" O.C. EnclTCDLosed, Cat. 2, Exp, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), WEBS: 2x4 DF #ldBTR load duration factor=1.6, TC LATERAL SUPPORT <= 12110C. UON. LOADING - LL( 20.0)+DL( 23,0) ON TOP CHORD = 43'.0 PSF End vertical(s) are exposed to wind, BC LATERAL SUPPORT <= 12"OC..UON. DL ON BOTTOM CHORD = 7.0 PSF - Truss designed for wind loads in the of the truss only. - TOTAL LOAD = 50.0 PSF plane .. LETINS: 0-00-00, 1-02-00 Note:Truss design requires continuous - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span DON: Staple or equal at non-structural REQUIREMENTS OF CBC 2013 NOT BEING MET. - vertical members (uon): Design checked for a 300 lb concentrated. top chord - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP - live load per IBC 2012 due to maintenance workers •AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - which is non -concurrent with other live loads. Truss designed for 4x2 outlookers. 2x4 let -ins Refer to CompuTrus standard- ofthe same size and grade as structural top gable end detail for complete. chord. Insure tight fit at.each end of let -in. specifications., 0utlookers must be cut with care and are, 5-04-04 4-05-14 1-01-14. permissible at inlet board areas only. > 12 M -2x9 a 3.00 l.. M- 3x5 M -2x9 M -3x6 _ M -3x5 .. o o. i M -3x5 ' 0 0 _ M -2x9 M r M -3x4' M -3x5 . , -... ... - >M -9x5 - . _ - .. ... -M-5x5 r yy M-"Lx9 <PL:10-00-12. 7 11-00 JOB NAME: M-38202 - Kelly Residence Lot 161-162 - ABca�e:0.- SPATES FABRICAT C. OF SSIpN • WARNINGS: GENERALNOTES, unless otherwise noted:- 411. 3 Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual . Trus S ' and Warnings before construction commences. building component. Applicability of design Carameters and proper incorporation of component is the responsibility of the building designer.A .. 2 2. 2x4 compression web bracing must be installed where shown t. 2. Design assumes the top and bottom chords to be laterally braced at .DES. BY: BS 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by Po y D 9 :-u 060384 . ITt �. DATE: 12/7/2015 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown •1 + SEQ. - 6344470 -4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective comredor. 5. Design assumes trusses are to be used in a nontomosive environment, - * EXP. 06J30I16 * ' ( : fasteners are complete and at no time should any loads greater than design loads be to and are for "dry condition" of use. O T RAN S I D : 432739 applied any component 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes NII bearing at all supports shown. Shim or wedge if C, IVIS- fabrication, handling, shipment and installation of components- necessary. 7 . Design assumes adequate drainage is rovided. 6. This design is furnished subject to the limitations set forth by 8. Plates be located both laces truss, their p � O OF shall on of and placed so center TPIAATCA in BCSI, copies of which will be Nmished upon request lines coins with joint center lines CA,-`� 1 IIIIII I II IIII I I IIII III III I IIII IIII t 9. Diggs indicate size at plate in inches. t i MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -131 t, ESR -1988 (MTek) =s.de:�epa>dMm c(Mr in� « SPATES FABRICATORS (JR) LUMBER "SPECIFICATIONS TRUSS SPAN11'- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 01dBTR LOAD DURATION INCREASE - 1.25 1-2=( -71) 53 5-6=(0) 837 1-5=(-222) 0 BC: 2x.4 OF HldBTR SPACED 24.0" O.C. 2-3=(-919) 0 6-4=(0) 841 5-2=(-888) 0 WEBS: 2x4 DF 0ldBTR 3-4=(-143) 0 2-6=(- 0).203 . LOADING 3-4=(-934)' 0 TC LATERAL SUPPORT <= 12"OC. DON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF -BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZ BRG. REQUIRED BRG LENGTH - TOTAL LOAD = 50.0 PSF • LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LETINS: 0-00-00 1-02-00 0'- 0.0" """ 0/ 530V -64/ 24H 5.50" 0:57 DF ( 625) -� LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 0.0" 0/ 560V 0/ OH 5.50" 0.60 DF.( 625) REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 01- 0.0" 0.57 DF/ 0.87 HF/ 0.83 SPF BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BRG @ 11'- 0.0" 0.60 DF/ 0.92 HF/ 0.88 SPF - AND BOTTOM CHORD LIVE LOADS. ACT NON-CONCURRENTLY. - - - r .VERTICAL DEFLECTION LIMITS: LL=L/.360, TL=L/240 - MAX LL DEFL = -0.034" @ 5.'- 6.0" Allowed = 0.336". MAX DL CREEP DEFL -0.06011 d '@ 5'- 6.0" Allowed 0.504" ,' ,, ,' _ •• - "-, MAX TL CREEP DEFL = -0.094" @ ' 5'- 6.0" Allowed = 0.504", _ ' RECOMMENDED CAMBER (BASED ON DL DEFL)--0.065" r " ' ~5-09-09 MAX HORIZ. LL DEFL =0.004" @ :10 6.5" ' - r 4-05-14 1-01-14- MAX HORIZ. TL DEFL = 0.011"-@ 10'-, 6.5" Wind:" 110 mph,"h=15ft, TCDL=13.8,BCDL=4.2, ASC£ 7-10, „ 12 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir)• 3.00 load duration factor=1.6, M-2x9 End vertical(s) are exposed to wind, Truss designed for wind loads 1 in,the plane of the truss only., _ Design checked for a 300 lb concentrated top chord ' "• ". - y r live, load per IBC 2012.due to maintenance workers M-3x5 which is non-concurrent with other live' loads. � M-3x4 , 3 r � o '- LI A < M-3x4 ,•M-2x9 M=3x5 5-06 • 5-06 <PL :10-00-12 11-00; L JOB NAME: M-38202 - Kelly Residence Lot 161-162 - 444 -• SPATES FABRICAT NC. cafe: 0.4546 pFE S/0 4 A 4 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Trus S and Warnings before construction commences. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building desiggner. ( 2. 2x4 compression web bracing must be installed where shown +. 2. Design assumes the lop and bottom chords to be laterally braced ai y U DES. BY : BS - 3. Additional temporary bracing to insure stability during construction Y a.c. and at 10' o.c. respectively unless braced throughout their length by C 60384 W). n T is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathingCrC) and/or drywall( , (r DATE: 12/7/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ y 11 t4. SEQ. ' : 6344471 " 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 o be used in a noncorrosive environment, EXP. 06/30/16 1 ( TRANS I D : 432739 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. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge it necessary' s C(V Ill- �P T 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 a so their center 'qJ� OttL OF placed TPINVTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. CA1.�F 1 IIIII I III I I I I I I I III IIII I I IIII 1 9. Digits indicate size of plate in inches. t 4 MiTek USA, Inc./CompuTrus Software 7.6.7(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1986 (MTep des�epa41111Wm c�r int_, _ SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 11- 0.0" CBC2013/IBC2012 MAX MEMBER .FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF @16BTR - LOAD DURATION INCREASE = 1.25 1-2=(-549) 546 5-6=(-927) 1727 1-5=( -222) 21. .-BC: 2x4 DF H16BTR • SPACED 24.0" O.C. - - 2-3=(-1298) 399. 6-4=(-922) 1730 5-2=(-1347) 499 WEBS: 2x4 OF N15BTR .. _ 3-4=( -354) 224 2-6=( 0) 2.03 LOADING 3-4=(-1621) 739 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD =• 43.0 PSF . BC LATERAL SUPPORT <= 12"OC. UON... DL ON BOTTOM CHORD = 7.0 PSF.. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH - TOTAL LOAD = 50.0 PSF LOCATIONS REACTIONS REACTIONS •SIZE INCHES (SPECIES) LETINS: 0-00-00 1-02-00 0'- 0.0 -143/ 653V -2000/ 2000H 5.50 0.70 DF ( 625) -. - - LIMITED STORAGE DOES NOT APPLY .DUE TO THE SPATIAL 11'- 0.0" -133/' 670V -2000/ 2000H 5..50".•0.71 .DF ( 625). .• - REQUIREMENTS OF CBC 2013 NOT BEING MET.' - BRG @ 0- 0.0" 0-.70 DF/ 1.08 HF/ 1.02 SPF _ _ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BRG @ 11'- 0.0" 0.71DF/ 1.10 HF/ 1.0.5 SPF " - - AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL-4/240 - • - - MAX LL DEFL= -0.034"@ S'- -6.0" Allowed = '0.336" •- MAX DL CREEP DEFL = -0.060" @ 5'- 6.0" Allowed = 0.504"' _ _ MAX TL CREEP DEFL = -0.094" @ 5'- 6.0" Allowed = 0.504"•' ' - - - RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.245"' - MAX HORIZ. LL DEFL = 0.016"•@ 10'- " - . - 1.-099-05-19 1-01-19 ,. 5-09 ,. MAX �HORIZ. TL DEFL= 0.023" @- 101- 6.5" COND. 2: 2000.00 LBS SEISMIC LOAD. 12 a 3. 00, Wind: 110, mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c M-2x9 load duration factor=1.6, I--. End vertical(s) are exposed to wind, - Truss designed for wind loads in the plane of the truss only" ° Design checked for a 300 lb concentrated top chord M-3X5 live load per IBC 2012 due to maintenance workers which is non-concurrent with other live loads. . 2 M-3x9 1 4 0 .r <5 M-M-3,6M-2x9" M-9x5 r 5-06 5-06 �<PL:10-00-12 11-00 JOB NAME: M-38202 - Kelly Residence Lot 161-162 - h§4eD.4512 SPATES FABRICAT NC. - OFE S/-4 pN WARNINGS: GENERAL NOTES, unless otherwise noted: IE A 51. Builderand erection contractor shoultl be advised of all General Noes 1. This design based only upon the parameters shown and is for an individual Trus S • and Warnings before construction commences. building component. Applicability of design garameters and proper incorporation of component is the responsibility of the building designer. - 2. 2x4 compression web bracing must be installed where shown +. 2. Design assumes the lop and bottom chords to be laterally braced at y 0 1T - DES. BY: BS stability 3. Additional temporary bracing to insure stability during construction A the responsibility of the erector. insurestrut of . 2' o.c. and at 10' o.c. respectively unless braced throughout their length by _ W C 60384 rn DATE' 12/7/2015 permanent Po Y D 9 continuous sheathing such as plywood sheathing(TC) and/or drywall( ). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ r - SEQ. 6344472 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor.* 5. Design assumes trusses are o be used in a noncorrosive environment, EXP. 06/30/16 , f fasteners are complete and at no time should any loads greater than loads to and are for "dry condition" of use. _ / 71 1 • TRANS I D • 432739 design a applied any component. - 6. Design assumes full Dearing at all supports shown. Shim or wedge if 5. Compuion, has no control over and assumes no responsibility for the necessary. S C,' t%- 'v ` %• L Q' � fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 7. S. This design is furnished subject to the limitations set forth by 6. Plates shall be located on Doth faces of Wss, and so their center '9TF Of4L OF placed ncide joint center lines. TPINVECA in BCSI, copies of which will be furnished upon request lines coincide to CALF III I I II I VIII I I I III III I I I III size Inches. 9. Digits indicateo size of plate MiTek USA, Inc./Com uTrus Software 7.6.7 1 L -E 10. For basic connector late design values see ESR•1311. ESR-1966 M7ek ( ) ITI _ M` = M = I IIID - = M des�ePar_tm -4M inF= . SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 41'- 6.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 8l6BTR LOAD DURATION INCREASE = 1.25 1- 2=(-1234) 189 10-11=(-1763) 1807 10- 1=( -820) 44 6-16=( -687) 50 BC: 2x4 OF HISBTR SPACED -24.0" O.C. 2- 3=( -754) 425 11-12=(.-847) 1696 1-11=( -311) 1246 16- 7=,(-1017) 0 WEBS: 2x4 DF N1dBTR 3- 4=( -277) 970 12-13=( -770) 1053 11- 2=( -226) 138 7-18=( 0) 188 LOADING 4- 5=( -175) 891 13-14=( -770) 1053 2-12=( -828) 88 8- 9=( -901) 218 TC LATERAL SUPPORT <= 12110C. DON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=( -385) 734 14-15=( -887) 573 12- 3=( 0) 459 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -243) 709 15-16=(-1266) 886 3-14=(-1238) 0 TOTAL LOAD = 50.0 PSF 7- 8=( -790196 16-17=(-1063) 1525 14- 4=( -758) 0 LETINS: 0-00-00 1-02-00 8- 9=( -140) 98 17-18=(-1063) 1525 14- 5=( .-590)" 165 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 18- 9=(-1138) 1608 •5-15=( -441) 114 Staple or equal at non-structural REQUIREMENTS OF CBC 2013 NOT BEING MET. 15-. 6=(--362) 426 vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH M -3x5 where shown;"Jts:1-3,9,11,18 - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Unbalanced live loads have been 01- 0.0" -23/ 854V -1800/ 1800H 5.5011. 0.91 DF"( 625) considered for this design. Refer to CompuTrus standard 161- 4.5" 0/ 125V 0/ ON 175.00" 0.13 DF ( 625) gable end detail for complete 181- 5.0" 0/ 1710V 0/' ON 175.90" 1.82 DF ( 625) specifications. 241- 5.3" -8/ 420V 0/ ON 175.00" 0.45 DF ( 625) 301- 2.1" 0/ 900V 0/ ON 175.00" 0.96 DF_( 625) " 301- 11.5" 0/ 180V 0/ ON 175.00" 0.19 DF ( 625) 91' 6.0; 0/ 522V -1800/ 1800H 5.50" '0.56 DF ( 625) ` Truss.designed for 4x2 outlookers. 2x4 let -ins BRG @ 01- 0.0" 0.91 DF/ 1.41 HP/ 1.34 SPF " of the same size and grade as structural top BRG @ 161- 4.5" 0.13 DF/ 0.21 HF/ 0.20 SPF chord. Insure tight fit at each end of let -in. BRG @ 181- 5.0" 1.82 DF/ 2.81 HF/ 2.68 SPF Outlookers must be cut with care and are BRG @ 29'""- 5.3" 0.45 DF/ 0.69 HF/ 0.66 SPF " permissible at inlet board areas only. BRG @ 30- 2.1" 0.96 DF/ 1.48 HF/ 1.41 SPF BRG @ 301- 11.5" 0.19 DF/ 0.30 HF/ 0.28 SPF BRG @ 411- 6.0" 0.56'DF/ 0.86 HF/ 0.82 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.018" @ 61- '4..7" Allowed = 0.531" - s MAX DL CREEP DEFL = -0.039" @ 6'- 4:7" Allowed = 0.796" 18-05 23-01 MAX TL CREEP DEFL = -0.056" @ 6'- 4.7" Allowed = 0.796" .. RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.084" . 2-09-12" 6-01-11 5-08-07 5-08-07 5-07-19 6-05-03 5-1 -15 5-1.1-15 5-08-13 5-08-13" 5-08-13 9-OB,lll-01-19 MAX HORIZ. LL DEFL = 0.035" @ 0'- 1.8: - MAX HORIZ. TL DEFL = -0.042" @. 01- .1.8" '"• COND. 2: 1800.00 LBS SEISMIC LOAD. 12 3.00 v - M-2 Y.9 M-4 15 . M -2 x9 M -2x9 M -3x5," 12 Wind --110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, 4.0" M -3x5 a 3.00 a (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), . M -3x5, M -3x45 M -3x5 M -3x5 M -3x5 load duration factor=1.6, M -3x35 - M -3x6 M-3x5(S) End vertical(s)-are exposed to wind', M -3x.5 1. 6 M -2x9 Truss designed for wind loads M -3x6. M -3x5 in the plane of the truss only. o 2 6 M- 3x8 M -2.5x4 or equal at non-structural diagonal"inlets•:. _ o 1 7 M -3x4 .. Design checked for a 300 lb concentrated top chord 0 8 live load per IBC 2012 due to maintenance workers .... oEMr l which is non -concurrent with other live "loads. ti 10 HM -2x6`- 13 4 h 1� 18 9 C, t�.25" M 0.25 M -x - < -'9x8 o M-5M(S)" M-5x6(S) 6-01711 5-11-15 4-02-152-00-08 6-00-05 5-08-13 5-07-01 5-08-13 <PL:10-00-12 41-06 PROVIDE FULL BEARING;Jts:10,13-17,9 JOB NAME: M-38202 - Kelly Residence Lot 161-162 - 446 - SPATES FABRICAT NC. tale: 0.1295QFE S/pAA,� WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an Individual - •y,9/� t ( Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. "2x4 compression web bracing must be installed where shown +. 2. Design assumes the top and bottom chords to be laterally braced at _ y " m DES. BY : BS 3. temporary bracing to insure stability ng 2' and at 10' respectively unless braced throughout their length by - W C 60384 R1 is the res rm nt bracing o is the responsibility of the erector. Additional permanent bracing of hin as ply ing(TC) anNor drywall( C). ous sheathing such as plywood continuous DATE • 12/7/2015 the overall structure is the responsibility of the building designer. 3. 2z Impact bridging or lateral bracing required where shown ++ Zc Imp required ' SEQ. : 6344473 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibilay of the respective contractor.* loads than 5. Design assumes trusses are Ito be used in a noncorrosive environment, EXP. 06130116 * - a fasteners are complete and at no time should any greater design loads be applied to any component. and are for "dry condition" of use. / Z / 7//5 TRANS I D : 432739 5. CompuTrus has no control over and assumes no responsibility for the S. Design assumes full bearing at all supports shown. Shim or wedge if rS C(V (L Q' } fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage istrussed. T qTF O� f 6.. This design is furnished subject to the limitations set forth by 8, Plates shall be located on both laces of truss, and placed so their tamer - CAL1F 0 F III I I III I III I I I I I I I VIII II I III TPINJfCA in SCSI, cepiPs of which will be furnish ( upon request. lines windde wiz jof t ate in lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./Cam uTrus Software 7.6.7 1 L) -E 10. For basic connector late design values see ESR -1311• ESR -1988 MTe ( W 91111111" M M M � de."repa>Wm c�r inAW SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 41'- 6.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4,DF 01&BTR LOAD DURATION INCREASE = 1.25 1- 2=(-3786) 0 11-12=(0) 164 11- 1=(-2078) 0 15- 5=( -524) 0 BC: 2x4 DF H16BTR SPACED 24.0" O.C. 2- 3=(-4204) 0 12-13=(0) 3692 1-12=( 0) 3598 15- 6=(-2949) 0 WEBS: 2x.4 DF 1l&BTR 3- 4=(-3734) 0 13-14=(0) 4023 12- 2=( -846) 0 6-17=( 0) 430 LOADING 4- 5=(-2853) 0 14-16=(0) 5314 2-13=( 0) 396 17- 7=( -534) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-2824) 0 16-17=(0) 5325 13- 3=( -101) 61 7-18=( -398) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-5571) 0 17-18=(0) 5728 3-14=( -638) 0 18- 8=( 0) 676 TOTAL LOAD = 50.0 PSF 7- 8=(-5647) 0 18-10=(0) 4901 14- 4=( 0) 1680 9-10=(-527.5) 0 LETINS: 0-00-00 2-08-00 8- 9=(-5219) 0 14-15=(-2163) 0 - BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 23'- 7.0" TO 281- 7.0" V 9-10=( -98) 0 - 4-15=(-1428) 0 Unbalanced live loads have been, 16-15=( 0) 265 considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - REQUIREMENTS OF CBC 2013NOTBEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH - .LOCATIONS - REACTIONS REACTIONS SIZE INCHES (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 01- 0.0" 0/ 2114V -56/ 36H 5.50" 2.25 DF ( 625) . AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 41'- 6.0" 0/ 2186V 0/ OH 5.50" 2.33 OF ( 625) BRG @ 01- 0.0" 2.25 DF/ 3.48 HF/ 3.32 SPF BRG @ 411- 6.0" 2.33 DF/ 3.60 HF/ 3.43 SPF - - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.311" @ 281- 7.4" Allowed = 1.353". MAX DL CREEP DEFL = -0.784" @ 28'- 7.4" Allowed = 2.029" MAX TL CREEP DEFL = -1.083" @ 28'- 7.4" Allowed = 2.029" ' - -RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.784', MAX HORIZ. LL DEFL = 0.082" @ 411- 0.5" - - - MAX HORIZ. TL DEFL = 0.214" @ 41- 0.5" Wind:. 110 mph, h=15ft, TCDL=13.8,BCDL=4:2; ASCE 7-10, 18-05 23-01 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 18-05 11-07-11 11-05-05 End vertical(s) are exposed to wind, Truss designed for wind loads 6-05-03 5-11-15 5-11-15 5-00-09 5-01-12 9-06 9-02-081-07-Q07-0 in the plane of the truss only. 12 12 Design checked for a 300 lb concentrated top chord 3.00 v M -7x6 a 3.00 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 7.0" 4 y r M -9x8 M-3x55M-2x4 M -3x6(5) 3. M - 3x10 ' M -3x5 15 6 2 M -3x5 o M -4x10 + 7 + 5-00 o M -2x9 _ v e 9 M -4x10 0 o � •� 11 12 < M -2x4 M -3x12.25" 14 N 16 }7 18 10 of M -4x10 M -4x5 0.25' M -3x4 M -5x10 0 - M -5x8(5) MHS-5xl4(S) M -2x4+ 6-01-11 L 5-11-15 6-03-07 5-02 5-01-12. 6-05-08 6-03-12 � <PL :10-00-12 41-06 JOB NAME: M-38202 - Kelly Residence Lot 161-162 - 447:019,8 SPATES FABRICAT NC. _ OFE S1 ( 9� " i WARNINGS: GENERAL NOTES, unless otherwise noted: A47 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual tlesign Truss: and Warnings before construction commences. building component. Applicability of parameters and proper incorporation of component is the responsibility of the building designer. 2 / 2. 2x4 compression web bracing must be installed where shown +- 2. Desrgn assumes the top and bottom chords to be laterally braced at m 1 DES. BY • BS • I 3. Additional temporary bracing to insure stability during construction 2' O.P. and at 10' o.c. respectively unless braced throughout their length by W C 60384 fl'1 is the responsibility of the erector. Additional penanent brecing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). ;0 DATE12 / 7 / 2 015 I the overall structure is the responsibility of the building designer. 3, 2x Impact bridging or lateral bracing required where shown ++ SEQ. 6344474 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, EXP. OBJ3O/� B : fasteners are complete and at no time should any loads greater than design loads be to and are for "dry condition" of use. z 7/1� TRANS I D : 4 3 2 7 3 9 applied any component. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full Dea ng at all 5uppons shown. Shim orwetlge if S c(v lL \Q fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is fumished subject to the limitations set forth by located faces truss, 9TF OF t ttt t 8. Plates shall be on both of and placed so their center TPIM?CA in SCSI, copies of which will be fumished upon request. lines coincide with jointcentercenter lines. CP&W VIII VIII III I I IIII III III I IIII IIII III 9. cate size of MiTek USA, Int./CompuTrus Software 7.6.7(1 L) -E 0. FFornbasic �coconnector plate design values see ESR -1311, ESR -1988 (MTek) LUMBER SPECIFICATIONS TC: 2x4 DF H16BTR BC: 2x4 DF HI&BTR WEBS: 2x4 DF 916BTR TC MAX PURLIN SPACING 16"OC. UON. -BC MAX PURLIN SPACING 120"OC. UON. LETINS: ' 0-00-00 3-05-00 M -2x4 where shown; Jts:3,7,10,13,15,17,19 Unbalanced live loads have been considered for this design. M M M M M TRUSS SPAN 41'- 6.0" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 25.0" O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF BC.UNIF LL( 0.0)+DL( .15.0)= 15.0 PSF 23'- 7.0" TO 281- 7.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 18-05 23-01 18-05 11-07-11. 11-05-05 4-05 9-01-09 4-01-12 -06 0-10-07 5-01-04 1 4-09-08 -0 08 5-01-12 4-02-08 3-04-01 1212 3.00 v M -5x7 v 3.00 ' 7 0„ra M 3X8 M -3x8 6 M - 7x6 r o M -4x10 1 rn o 1 13 _ M- des_-epa rtm cc� inFM SPATES FABRICATORS (JR) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-3600) 0 13-14=(0) 171 13- 1=(-2171) 0 18-20=( 0) 5560 2- 3=(-5728) 0 14-15=(0) 145 1-14=( 0) 3477 18-21=(-1208) 0 3- 4=(-5773) 0 16-17=(0) 5055 14- 2=(-1772) 0 6-21=(-2405) 0 4- 5=(-4508) 0 17-18=(0) 5056 14-16=( 0) 3455 20-21=(-1116) 0 5- 6=(-4776) 0 19-20=(0) 87 2-16=( 0) 2137 21- 7=( -492) 0 6- 7=(-2906) 0 20-22=(0) 5550 15-16=( 0) 74 21- 8=(-3125) 0 7- 8=(-2886) 0 22-23=(0) 5952 3-16=( -401) 0 8-22=( 0) .438 8- 9=(-5802) 0 23-12=(0) 5234 16- 4=( 0) 681 22- 9=( -541). 0' 9-10=(-5935) 0 4-17=( 0) 202 9-23=( -331) 0 10-11=(-5545) 0 4-18=( -992) 0 23-10=( 0) 618 11-12=( -246) 0 5-18=( 0) 2100 11-12=(-5439) 0 18-19=( 0) 39 18- 6=( 01 556 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES). 01- 0.0" 0/ 2202V -58/ 37H 5.50" 2.35 DF ( 625) 411- 6.0 0/ 2277V 0/ OH 5.50" 2.43 OF ( 625) BRG @ 01- 0.0" 2.35 DF/ 3.62 HF/ 3.45 SPF BRG @ 411- 6.0" .2 .43 DF/ 3.75 HF/ 3.57 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.335" @ 28'- 7.4" , Allowed 1.353" MAX DL CREEP DEFL = -0.841" @ 28'- 7.4" Allowed = 2.029" MAX TL CREEP DEFL = -1.162" @ 28'- 7.4" -Allowed 2.029" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.841" MAX HORIZ. LL DEFL = 0.114" @ 41'- 0.5" MAX HORIZ.TL DEFL = 0.298" @ .41'- 0.5" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads, in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. < M -8x14 M -6x14 MHS-5x14(S) M -2x4+ 4-11-08 4-06-12 4-11-04 4-08-04 4-03-08 5-03-08 6-05-08 6-03-12 9-08 9-05-08 22-04-08 9-06-08 0-01-08 9-04 0-01-08 22-04-08 L 1. <PL :10-00-12 41-06 JOB NAME: M-38202 - Kelly Residence Lot 161-162 - 44Pe: 0.1239 SPATES FABRICAT I C. WARNINGS: GENERAL NOTES, unless otherwise noted: A 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual j1 Truss and Warnings before construction commences. building component. Applicability of design Varameters and Proper f 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at t DES BY ' BS 3. Atltlftional temporary bracing to insure stability during construction 2' o.c. and at to o.c. respectively unless braced throughout their lenggth by . f ' - is the responsibilfty of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall( C). DATE: 12/7/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6344475 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 : 432739 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. Des�ssumes lull Dearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the nece ry. ' fabrication, handling, shipment and installation of components. I 6. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage is pros Des 8. Plates shall be located on Doth laces of truss, , a and placed so their center TPIIWTCA in BCSI, copies of which will be furnished upon request. lines coincide with job center lines. II I I II I III VIII I I I IIII I I II prate in inches. 9. Digits indicate size in r MiTek USA, Inc./Com uTrus Software 7.6.7 1 L E i r 10. For basic connector late design values see ESR -1311, ESR -1988 MiTek ( ) SPATES FABRICAT I C. 57MI I II III M � des�epai� m c� inF- SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 411- 6.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 016BTR LOAD DURATION INCREASE = 1.25 1- 2=(-2786) 0 12-13=(-1942) 2058 12- 1=(-1711) 0 17- 6=( -552) 0 BC: 2x9 OF H1dBTR SPACED 24.0" O.C. 2- 3=(-4264) 0 13-14=1 0) 128 1-13=( 0) 2717 17-19=( 0) 2797 - .WEBS: 2x4 OF 015BTR 3- 4=(-4297) 0 15-16=( -164) 4295 13- 2=(-1361) 0 17-20=( -4.79) 1204 LOADING 4- 5=(-2948) 0 16-17=1 -164) 4296 13-15=( -619) 3588 6-20=( -61) 766 TC LATERAL SUPPORT <= 12"OC. DON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-3124) 0 18-19=( 0) 43 2-15=( 0) 1589 19-20=( -525) 56 BC LATERAL SUPPORT <= 12."OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-3716) 0 19-21=( 0) 2772 14-15=( 0) 68 20- 7=( -373) 0 TOTAL LOAD = 50.0 PSF 7- 8=(-3965) 0 21-22=( -611) 1283 3-15=( -384) 0 20- 8=( -451) 1752 Staple or equal at non-structural 8- 9=(-2631) 0 22-23=( -611) 1283 15- 4=( -223) 1018 8-21=( -807) 0 vertical members (uon). BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 231- 7.0" TO 28'- 7.0" v 9-10=( -480) 1641 23-11=(-1375) 712 4-16=( 0) 197 21- 9=( 0) 2022 10-11=( -733) 1442 4-17=(-1135) 0 9-23=(-2815) 0 M -2x4 where shown; Jts:3,1,10, 19,16, 18 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5-17=( 0) 1374 23-10=( -650) 0 Unbalanced live loads have been REQUIREMENTS OF CBC 2013 NOT BEING MET.. 17-18=( 0) 55 considered for this design. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ -BRG REQUIRED BRG LENGTH -. - - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1741V -2000/ 2000H 5.50" 1.86 OF ( 625) 33- 2.51' -21/ 42V 0/ OH 99.50" 0.04 DF ( 625) Refer to CompuTrus standard 351- 2.2" 0/ 2567V 0/ OH 99.50" 2.74 DF ( 625) gable end detail for complete 911- 6.0" -294/ 247V =2000/ 2000H 0.00" 0.00 OF ( 625) . ' specifications. ' BRG @ 01- 0.0." 1.86 DF/ 2.87.HF/ 2.73 SPF* BRG, @ 331- 2.5" 0.04 DF/ '0.07 HF/ 0.07 SPF •. - .. - _ BRG @ 351- 2.2" 2.74 DF/ 4.23 HF/ 4.03 SPF - BRG @ 41- 6.0" 0.26 DF/ 0.41. HF/ 0.39 SPF . • 0-10-08 - '" VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 -_ i - MAX LL DEFL = -0.166" @ 14- 5.5" Allowed = 1.092" 18-05 - •. 23-01 s •. MAX DL CREEP DEFL = -0.400" @ 14'- .5.5" Allowed = 1.637" • - MAX TL CREEP DEFL = -0.564" @. 14- 5:5" Allowed = 1.637" 18-05. 18-07-15 -- 3-05-03 - RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.403" 5-01-04 4-05 4-09-08 4-01-04 11, 4-01-12 5-01-12, 9-06 9-02-08 9-02-08 MAX HORIZ. LL DEFL = 0.081^ @ 351- 2.2" MAX .HORIZ. TL DEFL = 0.1.65." @. 35- 2.2" 12 12 ' 3.00 v - M -4X6 - a 3.00 - COND. 2:.2000.00 LBS SEISMIC .LOAD. - 4.0 M -3x5 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7,-10, - M. -3x8 5 6 11-4A- - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), . • M -2x4 4 M -3x5($) M -2x9 . load duration Factor=1.6, M -2x47 0 M -3x6 M -3x5 M_2x4 End vertical(s) are exposed to wind, M -9X42 3 20 8 Truss designed for wind loads M -5x7 M -3x5 in the plane of the truss only. . M-48 + 5-011 9 M -2x4 M -3x5 o Design checked for a,300 lb concentrated top chord I N D M -3x5 0 live load per IBC 2012 due to maintenance workers 15 0 6 17 11 i which is non -concurrent with other live loads. 12 13 M -3x5 M -9x19 M-�Lx90 4 M -6x1918 9 �1 22 -M- x9 M -91x10 0.25 M -x6' Truss designed for 4x2 outlookers. 2x4 let -ins < M -6x19 M_2 x9 M -3x5 of the same size and grade as structural top chord. Insure tight fit at each end of let -in.' M-5x12(S) Outlookers must be cut with care and are - M -2x4+ permissible at inlet board areas only.. 4-11-08 4-06-12 4-11-04 4-08-04 4-03-08 5-03-08 4-07-08 1-10 6-03-12 L 9-08 9-05-08 22-04-08 9-06-08 L 0-01-08 9-04 0-01-08 22-04-08 L <PL:10-00-12 41-06 _ JOB NAME: M-38202 - Kelly Residence Lot 161-162 - 44 Pe: SPATES FABRICAT NC. -- 0.289 OFE SJON 9r � � WARNINGS: GENERALNOTES, is b unless otherwise noted: � 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper is 2. 2x4 compression web bracing must be installed where shown +. incorporation of component the responsibility of the building designer. Z • DES. BY: BS braced at 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be throughout 2' o.c. and at 10 o.c. respectivey unless braced throughout their length by C� W 0 ��� m f►1 ( is the res nsibilit of the erector. Additional permanent bracing n o1 P° Y Pe 9 continuous sheathing such as plywood sheathing(TC) and/or drywall( C). ;0 t DATE' 12/7/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ t SEQ. : 6344476 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, _ • - �• EXP. O8J3OJt 6 {j �iN s I D 4 3 2 7 3 9 _ • fasteners are complete and at no time should any loads greater than design loads be applied to any component. and Bare for "dry condition" of use. p� g 5. CompuTrus has no control over and assumes no responsibility for the 6. Deassumes full bearingat all supports shown. Shim or wedge if necessary.tsT I z / 7/15 C JV )L \Q' fabrication, handling, shipment and installation of components. 7• Design assumes adequate drainage is provided. '9%' Fid 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 OFC IIIIII VIII VIII IIII VIII III I VIII I III inwith joint center lines, TPINVICA in SCSI, copies of which will be furnished upon request lines coincide 9. Digits o size ofplate in inches. 1 r MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) r III I� )tn cc_r inpm -SATES E' TORS- LUMBER SPECIFICATIONS TRUSS SPAN 331- 8.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF N1&BTR LOAD DURATION INCREASE= 1.25 1- 2=(-2983) 0 8- 9=(0) 138 8- 1=(-1681) 0 4-12=( 0) 1471 BC: 2::4 DF H1&BTR SPACED 24.0" O.C. 2- 3=(-3124) 0 9-10=(0) 2896 1- 9=( 0) 2821 13-12=( 0) 206 WEBS: 2x.4 DF Nl&BTR 3- 4=(-2515) 0 10-11=(0) 2967 9- 2=( -641) 0 12- 5=( -413) 0 LOADING 4- 5=(-3754) 0 11-13=(0) 2262 2-10=( -102) 202 12- 6=( 0) 1658 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-3813) 0 13-14=(0) 2241 10- 3=( -13) 166 6-14=( -875) 0 BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-2281) 0 14-15=.(0) 84 3-11=( -768) 0 14- 7=( 0) 2361 TOTAL LOAD = 50.0 PSF - 11- 4-( 0) 502 7-15=(-1804) 0 Unbalanced live loads have been 11-12=( -133) 306 considered for this design. BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 231- 7.0" TO 281- 7.0" V • BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) " REQUIREMENTS OF CBC 2013 NOT BEING MET. 01- 0.0" 0/ 1717V -56/ 67H 5.50" 1.83 DF ( 625) 331- 8.0" 0/ 1800V 0/ ON 5.50" 1.92 DF ( 625) ` BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 0'- 0.0" 1.83 DF/ 2.83 HF/ 2.69 SPF. BRG @ 33'- 8.0" 1.92 DF/ 2.96 HF/ 2.82 SPF ' " VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.129" @ 23'- 5.2" Allowed = 1.092" • MAX DL _ CREEP DEFL = -0.316" @ 23'- 5.2" Allowed = 1.637" - MAX TL CREEP DEFL = -0.443" @ 23'- 5.2" Allowed = .1.637" -RECOMMENDED CAMBER (BASED ON DL DEFL)= 9.316" • MAX HORIZ. LL DEFL = 0.029" @ 331- 6.2" MAX HORIZ. TL DEFL = 0.077" @ 33'- 6.2" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed,to wind, Truss designed for wind loads in the plane of the truss only. 18-05 15-03 Design checked for a 300 lb concentrated top chord 6-05-03 5-11-15 5-11-15 5-00-04 5-01-12 -5-01 live load per IBC 2012 due to maintenance workers which is.non-concurrent with other live loads. 12 12 3.00 o M -7x6 -13. 00 7.0' 4 r -r M -4x10 M -3x5 M -2x9 3 3. M -3x7 M -3x5 M -5x6 M -3x10 + 7 5-00 0 N O O r Ili- 0 89 < [IM -2x4 0 10 M -3x10 M -3x4 0.25 )1 13 14 15 M -4x5 M -2x4+ M -5x8 M -2x4 M-5x8(S) .t L 6-01-11 t 5-11-15 6-03-07 5-02 5-01-12 4-11-04 1 <PL: 10-00-12 33-08 JOB NAME: M-38202 -. Kelly Residence Lot 161-162 - 150. SPATES FABRICAT NC. r--�---- -- LLOFE D.1735 S/pN 1. - 9 WARNINGS: GENERAL NOTES, unless otherwise noted: 1 A5_U 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual r Truss: and Warnings before constriction commences. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. y i DES. BY • BS 2. Dcb compression web bradng must De installed where shown .. 3. Addrlionet temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords c be laterally braced at 2' o.c. and al 10' o.c. respectively unless braced throughout their lertgth by - w C 60384 m is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) andfor drywall( ). .'D DATE: 12/7/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown .. SEQ. : 6344477 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 noncomosive environment, * EXP. 06/30116 fasteners are complete and at no time should any loads greater than design loads be to any and are for "dry condition" of use. I2 / 711 ' TRANS I D : 432739 applied component. S. CompuT us has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim orwedge if tS Q CIV �` fabrication, handling, shipment and installation of components. necessary. 7. Design assumes ed an drainage is pI J• �\ 1 6. This design is fumishetl subject to the limitations set forth by B. Plates shall be located an both faces of truss, and placed so their center ca Cuss, and OFCAL de t center TPI/VJTCA in SCSI, copies of which will be fumishetl upon request.lines coincide with joint center lines. oce III I I III I I I I I I I III (IIII IIII III 9. Digits size of in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) IIIIIIIII�tIs m ct_r inl� F r<i ATOR toK LUMBERSPECIFICATIONS TRUSS SPAN 33'- 8.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2 x 4 IF N1dBTR - LOAD DURATION INCREASE = 1.25 1- 2=(-2983) 0 8- 9=(-1742) 1855 - 8- 1=(-1681) 0 4-12=( 0) 1623 BC: 2x4 DF NIdBTR SPACED 24.0" O.C. 2- 3=(-3124) 0 9-10=( -219) 3524 1- 9=( 0) 2884 13-12=( 0) 206 WEBS: 2x.4 DF N16BTR 3- 4=(-2515) 0 10-11=( 0) 3369 9- 2=( -657) 0 12- 5=( -423) 0 LOADING 4- 5=(-3759) 0 11-13=( -5,71) 2943 2-10=( -266) 366 12- 6=( -337) 2060 TC LATERAL SUPPORT <= 12",.00. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6-(-4039) 0 13-14=( -587) 2929 10- 3=( -110) 197 6-14=( -875) 0 BC LATERAL SUPPORT <= 12110C. UON. - DL ON BOTTOM CHORD = 7.0 PSF - 6- 7=(-2281) 0 14-15=(-1758) 1841 3-11=( -892) ' B 14-'7=( 0) 2361. ' TOTAL LOAD = 50.0 PSF 11- 4=( 0) 502 7-15=(-1804) D Unbalanced live loads have been 11-12=( -489) 629 considered for this design. BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 231- 7.0" TO 281- 7.0" V • BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) - REQUIREMENTS OF CBC 2013 NOT BEING MET. 01- 0.0" 0/ 1717V -1800/ 1800H 5.50" 1.83 OF ( 625) 33'- 8.0" 0/ 1600V -1800/ 1800H 5.50" 1.92 OF ( 625) - - BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND.BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @" 0'- 0.0" 1.83 DF/ 2.83 Hf/ 2.69 SPF. BRG @ 33'= 8.0" 1.92 DF/ 2'.96 HF/ 2.82 SPF - - - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 _ MAX LL DEFL = -0.129" @ ,231- 5.2" Allowed = 1.092" MAX DL CREEP DEFL = -0.316" @ 23'- 5.211" Allowed = 1.637" .. .. MAX TL CREEP DEFL _ -0.443" @ - 23'-. 5.2" Allowed _ 1.6371' - _ - RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.398" 1 -. - MAX HORIZ.-'LL.DEFL =,-0.049" @ 0'- 1.8" . _ ^_ ' • ti MAX HORIZ. TL DEFL = -0.096". @ 0'- 1.81, - - - COND. 2: 1800..00 LBS" SEISMIC LOAD. ` Wind: 110 mph, h=15ft, TCDL=13.8',BCDL=4.2, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 18-05 15-03 Truss designed for wind loads in the plane of the- truss only. 6-05-03 5-11-15 5-11-15 - 5-00-0.4 5-01-12 5-01 - Design checked for a300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 12 ' 12 which is non -concurrent with other live loads. 3.00 M -7x6 a 3 00 .011 47 M -4x-10. M -3x5 M -2x4'. 3 3. M -3x8 M -3x5 12 z M -3x10' I ' +-5x6 S-00 0 7 w � o8 < M -2x6 o y 9 10 M -3x10 M -3x4 0'.25' )1 13 14 15 M -4x5 M -2x4+ M -SA M -2x6 M-5x8(S) 6-01-11 5-11-15 6-03-07 5-02 5-01-12 4-11-04 • <PL:10-00-12 33-08 JOB NAME: M-38202 - Kelly Residence -Lot 161-162 - 45�e:D.I- SPATES FABRICAT NC. C)FE S/pN - WARNINGS: - GENERAL NOTES, unless otherwise noted: . t 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: - and Warnings before construction commences. building component. Applicability of design arameters and proper 2. 2x4 compression web bracing must De inslalletl where shown .. incorporation of component is the responsi Illy of the building designer.5 Z t ' DES. BY B$ 2. Design assumes the top and bottom chords to be laterally braced at 3. Additional temporary bracing to insure stability during construction 2' o.c. and at 10' o.c. respectively unless braced throughout their len th ly 9 - 0 W C 60384 m rt1. : is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as ing(TC) and/or drywall( ). f DATE: 12/7/2015 re aired the overall structure is the responsibility of the building designer.. 3. 2x Impact bridging or lateral brapng required where shown + + bracing 1 - SEQ. 6344478 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 o be used in a non -corrosive environment, * EXP. 06130116 yk : fasteners are complete and at no time should any loads greater than 'dry TRANS ID9 3 2 7 3 9 design toads be applied to any component. and are for condition' 01 use. supports 9 S. CompuTws has no control over and assumes no responsibility for the 6. Design assumes full bearing al all su rts shown. Shim or wedge if necessary. / Z 1711 S C j• (V (�- \P ( fabrication, hantlling, shipment and installation of components. 7. Design assumes adequate drainage is providee. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and so their center qjF O(tL� OF placed coincide TPIIWTCA in SCSI, espies of which will be famished upon request. lines coincide with joint center lines. to CA1.kF III I I III I I I III VIII VIII (III IIII 9. Digits size of plate inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) "1IIIII11PW M =I LUMBER SPECIFICATIONS TC: 2x4 OF 01dBTR BC: 2x4 OF H16BTR WEBS: 2x4 OF 816BTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <=.12"OC. UON. Staple or equal at non-structural. vertical members Won). Unbalanced live loads have been considered for this design. .M M Refer to CompuTrus standard gable end detail for complete specifications. BC UNIF LL( TRUSS SPAN 33'- 8.0" LOAD DURATION INCREASE= 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF 0.0)+DL( 15.0)= 15.0 PSF 23'- 7.0" TO 28- 7.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. ` BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12-07-08 21-00-08 5-08 6-02-14 2-04-04 4-00-10 6-06-06 6-02-14 -02- 8 4-01 4-04-08 5-01-12' 5-01 12 .3.00 v M -2x8+. M -2x8+ M -2x-4 M -3x5 M -3x5 M -3x5 M -9x-6 M -3x5. 2 M -3x5 M -2x9 o N 1 I O o I I O 9 l0 <M -2x6 M- x0 M -2x8+ M -2x-4+ M -2x4+ M -2x9+ M -3x5 M -7x6 M -2x4+ M -3x5 7.0" . 3 M -2x9 M -2x9 M -2x8+ M -3x5 M -3x8 M -3x5(5) M -4x8. M -2x4 _ de eps m cc_r inI WES F iI-ATORS 1, CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -361) 1533 9-10=(-1787) 1766 9- 1=( -325) 701 14- 5=( -843) 313 2- 3=(-1011) 98 10-11=(-1456) 612 1-10=1-1600) 526 14-15=( -878) 497' 3- 4=1-1376) 0 11-12=1 -6421 1408 10- 2=1-2057) 0 5-15=( -369) 1099 4- 5=(-1390) 0 13-14=( 0) 8 2-11=( 0) 2008 16-15=( 0) 229 5- 6=(-2489) 192 14-16=( -665) 2294 11- 3=( -970) 0 15- 6=( -377) 0 6--7=(-2744) 470 16-17=( -677) 2299 3-12=( 0) 1390 15- 7=( -939) 1268 7- 8=(-1634) 0 17-18=(-1761) 1823 12- 4=( -319) 0 7-17=( -602) 30 12-13=1 0) 57 17- 8=1 0) 1754 12-14=( -329) 2001 8-18=(-1337) 0 12- 5=( -589) 515.. BEARING MAX VERT MAX HORZ. BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" -668/ 345V -1800/ 1800H 68.00" 0.37 OF ( 625) 61- 2.9" 0/ 2506V 0/ ON 0.00 0.00 OF ( 625) 33'- 8.0" 0/ 1346V -18001 1600H 5.50" 1.44 OF ( 625) BRG @ 01- 0..0" 0.37 DF/- 0.57 HF/ 0.54 SPF' BRG @ 61- 2.9" 2.67 DF/ 4.12 HF/ 3.93 SPF BRG @ 33'- 8.0" 1.44 DF/ 2.22HF/ 2.11 SPF 12 a 3:00. x6 M -9x5 8 N 0 0 I 18 / M -2x6 > VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX.LL DEFL = -0.059" @ 231- 5.7" Allowed = 0.899" MAX DL CREEP DEFL = -0.144" @. 23'- 5.2" Allowed = 1.348" MAX TL CREEP DEFL = 0.202" @ 23'- 5.2" Allowed = 1.348" RECOMMENDED CAMBER ,(BASED ON DL DEFL)= 0.262" MAX HORIZ. LL DEFL = 0.046" .@ 01- 1.7" MAX HORIZ. TL DEFL = -0.057" @ 6'- 2.9" COND. 2: 1800.00 LBS SEISMIC LOAD. .Wind: 110 mph, h=15.2ft, TCDL=13.8,BCDL=9.2, ASCE 7-10, (All Heights), Enclosed, Cat.2,,Exp.B, MWFRS(Dir),r load duration factor=1.6, . End vertical(s).are exposed to wind, Truss designed for wind loads, in the plane,of the truss only., , M -2.5x4 or equal at non-structural diagonal inlets. Design checked for a 300 lb concentrated top chord live, load per IBC 2012 due to maintenance workers ` which is non -concurrent with other live loads. . Truss designed for 4x2 out lookers. 2x4 let -ins of the same size and grade as structural top chord. Insure tight fit at each end of let -in. Outlookers"must be cut with care and.are permissible at inlet board areas only. 6-02-14 6-02-14 2-06 4-02-12 4-04-08 5-01-12 4-11-09 14-11-08 18-08-08 L L nit 14-10 0-01-08 18-08-08 t L <PL:12-06-00 .33-08 >PL:10-00-12 - JOB NAME: M-38202 -Kelly Residence Lot 161-162 - 45e:0.1439 SPATES FABRICAT NC. _ FE S/p WARNINGS: GENERAL NOTES, unless noted: oupon 1. Builder and erection contredor shoultl be advisetl of all General Nofes 1 � � the 1. This design is based only upon the parameters shown and is for an individual ed onl i. T rel S S " and Warnings before construction commences. ' 2. 2x4 compression web bracing must be installed where shown �. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2 ' 3. Additional temporary bracing to insure stability during construction DES . BY: BS I - is the responsibility of the erector. Additional permanent bracing of 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 lenggth by , W m C 60384 I^ DATE ' . 12/7/2015 the overall structure is the responsibility of the building designer. continuous Sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ ;D 6344479 4. No load should be applied to any component until after all bracing and SEQ. : 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, * .EXP. O6/9O/1 6 * . design loads be applied to any component. TRANS I D : 432739 5. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition" of use. 6. Design assumes full Dearing at all supports shown. Shim or wedge if necessary. tS f 12 / 711 C (V (L \ fabrication, handling,shipment and installation of components. P P° 6. This is furnished limitations forth by 7. Design assumes adequate drainage is provided. �Q '9T Fi FOF design subject to the set TPI/WTCA in SCSI, copies of which will be fumished upon request. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. CAO III I I II I I I I I I I III I II I III Digits indicate size of plate in inches. 19. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 1 0. For basic connector plate design values see ESR -1311, ESR -1988 (M7ek) "i1111PRO M LUMBER SPECIFICATIONS TC: 2x.4 DF 416BTR BC: 2x4 OF #ldBTR WEBS: 2x4 OF #16BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC..UON. LETINS: 1-01-14 0-00-00 Staple or equal at non-structural vertical members (uon). Unbalanced live loads have been considered for this design. TRUSS SPAN 40'- 2.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 301- 1.0" TO 351- 1.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL, REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. + Laterally brace to roof diaphragm Refer to CompuTrus standard gable end detail for complete specifications. 19-01-08 21-00-08 3-05-14 4-09-09' 4-11-10 4-11-10 2-05 4-00-10 1-01-12 9-08-15 4-08-13 4-10-13 1-04-64 4-01 4-04-08 5-01-12 5-01 3-07-03 M -3x7 1T M -3x7 3.00 o M -2x4 M -2x9 M -9x6 M -2x9 M -2x9 M -3x6 4 0„ M -3x7 M=3x5(S) M -3x5 M -3x5 M -3x5 M -3x§ •�r M -2x4 M -3x7 M -5x8 M -2x4 M -3x5 M -3x55 7 M -3x10 M -3x5• M -3x104 0" B M -2x4 M -3x5 M -2x9 M -3x4 3 0 1 __- <-M-5x5 M -ext( M -2x4 12 a 3.00 M -5x6 6-06 4-02 5-09 5-05-12 4-02-12 4-04-08 5-01-12 4-11-04 L L L 21-05-08 18-08-08 L � L 21-04 0-01-08 18-08-08 L L <PL:12-06-00 40-02 >PL:10-00-12 JOB NAME: M-38202 - Kelly Residence Lot 161-162 M; deJW-!par-)m c� in� aeH'FES F Kl AT ORS (JK) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -34) 162 1-12=(-1315) 0 1- 2=( 0) 1214 16- 8=( 0) 880 2- 3=( 0) 1404 12-13=( 0) 1496 3-12=( -554) 0 18- 8=(-1494) 0 3- 4=( 0) 1522 13-14=( 0) 1496 12- 4=(-3472) 0 18-19=( -81) 406 4- 5=(-1936) 0 14-15=( 0) 2525 4-14=( 0) 856 8-19=( 0) 1327 5- 6=(-2710) 0 15-16=( 0) 2565 14- 5=(-1055) 0 20-19=( 0) 198 6- 7=(-3225) 0 17-18=1 0) 16 5-15=( -27) 191 19- 9=( -310) 0 7- 8=(-3238) 0 18-20=( 0) 2245 15- 6=( -75) 144 19-10=( 0) 1561 8- 9=(-3621) 0 20-21=( 0) 2226 6-16=( 0) 1278 10-21=( -868) 0 9-10=(-3700) 1 0 21-22=( 0) 83 16- 7=( -309) 0 21-11=( 0) 2345 10-11=(-2264) 0 16-17=( 0) 56 11-22=(-1789) 0 16-18=( 0) 2762 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH ' LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- WARNINGS: �� 4.0" 0/ 2353V 0/ OH 78.00" 2.51 OF ( 625) 1. Builder and erection contractor should be advised of all General Notes f Truss: • 40'- and Warnings before construction commences. 2. 2x4 compression bracing must be installed shown+. DES. BY: BS BRG @ 0'- 0.0" 0.11 DF/ 0.16 HF/ 0.16 SPF web where 3. Additional temporary bracing to insure stability during conswd on BRG @ 5'- 4.0" 2.51 DF/ 3.87 HF/ 3.69 SPF is the responsibility of the erector. Additional permanent bracing of DATE: 12/7/2015 BRG @ 40'- 2.0" 1.91 DF/ 2.94 HF/ 2.80 SPF the overall structure is the responsibility of the building designer. j 6344480 4. No load should be applied to any component unfit after all bracing and SEQ. : MAX DL CREEP DEFL = -0.334" @ 21- 6.2" Allowed = 1.660" fasteners are complete and at no time should any loads greater than TRANS I D : 432739 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the MAX HORIZ. TL DEFL = 0.091" @ 40'- 0.2" fabrication, handling, shipment and installation of components. +' f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), (( 6. This design is furnished subject to the limitations set forth by load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers TPIAVrCA in of which will be furnished request. ± I III I I II II VIII IIII I II II I II I III j MiTek SA, Inc./Com'es puTrus Software 7 6 7(1 L) -E M; deJW-!par-)m c� in� aeH'FES F Kl AT ORS (JK) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -34) 162 1-12=(-1315) 0 1- 2=( 0) 1214 16- 8=( 0) 880 2- 3=( 0) 1404 12-13=( 0) 1496 3-12=( -554) 0 18- 8=(-1494) 0 3- 4=( 0) 1522 13-14=( 0) 1496 12- 4=(-3472) 0 18-19=( -81) 406 4- 5=(-1936) 0 14-15=( 0) 2525 4-14=( 0) 856 8-19=( 0) 1327 5- 6=(-2710) 0 15-16=( 0) 2565 14- 5=(-1055) 0 20-19=( 0) 198 6- 7=(-3225) 0 17-18=1 0) 16 5-15=( -27) 191 19- 9=( -310) 0 7- 8=(-3238) 0 18-20=( 0) 2245 15- 6=( -75) 144 19-10=( 0) 1561 8- 9=(-3621) 0 20-21=( 0) 2226 6-16=( 0) 1278 10-21=( -868) 0 9-10=(-3700) 1 0 21-22=( 0) 83 16- 7=( -309) 0 21-11=( 0) 2345 10-11=(-2264) 0 16-17=( 0) 56 11-22=(-1789) 0 16-18=( 0) 2762 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH ' LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" -320/ 99V -40/ 65H 78.00" 0.11 OF ( 625) 5'- 4.0" 0/ 2353V 0/ OH 78.00" 2.51 OF ( 625) 6'- 6.0" 0/ 262V I 0/ OH 78.00" 0.28 OF ( 625) 40'- 2.0" 0/ 1786V 0/ OH .5.50" 1.91 OF ( 625) BRG @ 0'- 0.0" 0.11 DF/ 0.16 HF/ 0.16 SPF BRG @ 5'- 4.0" 2.51 DF/ 3.87 HF/ 3.69 SPF BRG @ 6'- 6.0" 0.28 DF/ 0.43 HF/ 0.41 SPF BRG @ 40'- 2.0" 1.91 DF/ 2.94 HF/ 2.80 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.140" @ 21'- 6.2" Allowed = 1.107" MAX DL CREEP DEFL = -0.334" @ 21- 6.2" Allowed = 1.660" MAX TL CREEP DEFL = -0.474" @ 21'- 6.2" Allowed = 1.660" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.3341- .334"MAX MAXHORIZ. LL DEFL = 0.036" @ 40'- 0.211 - MAX HORIZ. TL DEFL = 0.091" @ 40'- 0.2" Wind: 110 mph, h--15.2ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. Truss designed for 4x2 outlookers. 2x4 let -ins of the same size and grade as structural top C) chord. Insure tight fit at each end of let -in. ' Outlookers must be cut with care and are o N permissible at inlet board areas only. - AS5� D.122 -7 SPATES FABRICAT NC. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 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 lenggtthh by continuous sheathing such as plywood sheathing(TC) and/or drywall($C). 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 noncorrosive 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. S. Digits indicate size ofate in inches. 10. For basic connector p e design values see ESR -1311. ESR -1988 (MTek) LU C 60384 *0/16 Z17115 S� CIVIL gTFOF CAV1 II III�I epayll=rm cc_r inE_ rESeFABRiKTORS - iTMT LUMBER SPECIFICATIONS TRUSS SPAN 40- 2.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:2x4 OF NISBTR LOAD DURATION INCREASE = 1.25 1- 2=( -811) 0 1-10=(0) 5313 1- 2=(-4838) 0 15- 6=(-2190) 0 BC: - 2x4 OF #l&BTR SPACED 24.0" O.C. 2- 3=(-5159) 0 10-11=(0) 5309 10- 2=( O) 210 15-17=( 0) 816 {WEBS: 2x9 DF 81dBTR 3- 4=(-4134) 0 11-12=(0) 4932 2-11=( -461) 0 6-17=( 0) 1749 LOADING 4- 5=(-4606) 0 12-13=(0) 3916 11- 3=( 0) 316 16-17=( 0) 174 TC LATERAL SUPPORT <= 12110C. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-4617) 0 14-15=(0) 22 3-12=(-1161) 0 17- 7=( -288) 0 BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-4810) 0 15-16=(0) 2727 12- 4=( 0) 662 17- 8=( 0) 2272 TOTAL LOAD = 50.0 PSF 7- 8=(-4919) 0 16-18=(0) 2699 4-13=( 0) 1253 8-18=(-1075) 0 Unbalanced live loads have been 8- 9=(-2735) 0 18-19=(0) 99 13- 5=( -303) 0 18- 9=( 0) 2844 considered for this design. BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 30'- 1:0" TO .35'- 1.0". V 13-14=( 0) 54 9-19=(-2126) 0 13-15=�( 0) 3672 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13- 6=( 0) 1578 REQUIREMENTS OF CBC 2013 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH - BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 01- 0.0" 0/ 2052V -40/ 65H 5.50" 2.19 DF ( 625) 401- 2.0" 0/ 2114V 0/ ON 5.50" 2.26 DF ( 625) BRG @ 01- 0.0" 2.19 DF/ 3.38 HF/ 3.22 SPF BRG @ 401- 2.0" 2.26 DF/ 3.48 HF/ 3.32 SPF VERTICAL DEFLECTION LIMITS: LL=L/360,.TL=L/240 . MAX LL DEFL = -0.302" @ 18- 11.8" Allowed = 1.308" - MAX DL CREEP DEFL = -0.715" @ 21- 6.2" Allowed = 1.962" MAX TL CREEP DEFL = -1.014" @ 18- 11.8" Allowed - 1.962" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.7151- .715"19-01-08 19-01-0821-00-08 MAX HORIZ. LL DEFL = 0.095" @ .40'-. 0.2" ' MAX HORIZ. TL DEFL = 0.243",@ 40- 0.2" 19-01-08 9-08-07 11-09-01 Wind: 110 mph, h=15.2ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, 6-07-06 6-03-15 6-03-15 -02-08 4-01 4-04-0 5-01-12 5-01 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 'End vertical(s) are exposed to wind, 3.00 r- M -5x8 v 3.00 Truss designed for wind loads in the plane of the truss only. 8.0" 4 +`a M -2x4 M-3x6(S) Design checked for a 300 lb concentrated top chord 5 M -3x53 -9x10 M -6x8 live load per IBC 2012 due to maintenance workers 5" 6M which is•non-concurrent with other live loads. -2x9 M -9x12 7M 2 -3x10 o M -2x4 7 e M -9x8 + + 9 5-00 coo - 1 �.25" 11 12 .-, 13 o < M -5x10 M -3x9 M -3x.5 r MHS -5x19($) NM 15 <.0 16 18 19 N ' -73X12 M -5x19 M -9x5 M -2x9+ M -9x10 M -2x9 M -2x4 6-05-10 6-02-03 6-03-15 2-06 4-02-12 4-04-08 5-01-12 4-11-04 6 21-05-08 18-08-08 21-04 0-01-08 18-08-08 L<PL:12-06-00 40-02 >PL:10-00-12/ JOB NAME: M-38202 - Kelly Residence Lot 161-162 - A54: - SPATES FABRICAT C. Scale0.1443 OF S/p SA' [ WARNINGS: GENERAL NOTES, unless otherwise noted: 'V91� 1 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss :A54 i and Warnings before construction commences, building component. Applicability of design pammeters and proper incorporation of component is the responsibility of the building designer. %y j 2. 2x4 compression web bracing must be installed where shown+. 2. Design assumes the top and bottom chords to be laterally braced at 3. temporary bracing to insure stability during construction - 0 m DES. BY ' BS ' and at 14Yea on respectively unless braced throughout their Length by 2' continuous is the res is the responsibility of the erector. Additional permanent bracing of continuous sneathing such as plywood sheathing(TC) anNor drywall(BC). 661 C 60384 m DATE: 12/7/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6344481 I 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, ArEXP. 06I3O/16 I fasteners are complete and at no time should any loads greater than "dry j • TRANS I D ' 432739 design loads be applied to any component. and are for 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. I z/ /y /15 sj� C)V (` Q 1 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 `\ F Oil\ �F CAW TPINVTCA in BCSI, copies of which will be fumished upon request. lines coincide with joint center lines. III I I III III VIII III I I III II I IIII III 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTeW §1i1ii1111- M - LUMBER SPECIFICATIONS TC: 2x4 DF #16BTR BC: 2x4 OF #I&BTR WEBS: 2x4 DF #1SBTR TC LATERAL SUPPORT <= 12110C. DON. BC LATERAL SUPPORT <= 12"OC. UON. { TRUSS SPAN 40'- 2.0" LOAD DURATION INCREASE= 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF • ADDL: BC CONC LL+DL= 13.3 LBS @ 1'- 0.0" ESeFAB ATORS (m c dso inl*m CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 I- 2=( -812) 0 1-10=(0) 5315 1- 2=(-4840) 0 13- 6=( 0) 1429 2- 3=(-5131) 0 10-11=(0) 5310 10- 2=( 0) 227 13-15=( 0) 3470 3- 4=(-4071) 0 11-12=(0) 4902 2-11=( -490) 0 6-15=(-1530) 0 4- 5=(-4527) 0 12-13=(0) 3854 11- 3=( 0) 342 15- 7=( -32) 232 5- 6=(-4539) 0 14-15=(0) 22 3-12=(-1192) 0 7-16=( -683) 0 6- 7=(-3267) 015-16=(0) 2998 12- 4=( O) 688 16- 8=( 0) 861 7- 8=(-2829) 0' 16-17=(0) 2217 4-13=( 0) 1206 8-17=(-2875) 0 8- 9=( -31) 78 13- 5=( -353) 0 17- 9=( -187), 0 13-14=( 0) 66 �# ADDL: BC CONC LL+DL= 13.3 LBS @ 6'- 1.0" 1. Builder and erection contractor should be advised of all General Notes ADDL: BC CONC LL+DL= 13.3 LBS @ 111- 2.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH ADDL: BC CONC LL+DL= 13.3 LBS @ 161- 3.0" LOCATIONS REACTIONS -REACTIONS SIZE INCHES (SPECIES) 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced al 2' ox, and at td o.c. respectively unless braced throughout their length by ADDL: BC CONC LL+DL= 13.3 LBS @ 21- 4.0" 0'- 0.0" 0/ 2065V -40/ 65H 5.50", 2.20 DF ( 625) the overall structure is the responsibility of the building designer. 3. 2z Impact bridging or lateral bracing required where shown . + 1 SEQ. : 6344482 40- 2.0" 0/ 2018V 0/ ON 5.50" 2.15 DF ( 625) 1{ TRANS I D : 432739 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5. CompuTrus has no control over and assumes no responsibility for the necessary. REQUIREMENTS OF CBC 2013 NOT BEING MET. - BRG @ 0- 0.0". 2.20 DF/ 3.40 HF/ 3.24 SPF _ BRG @ 40'- 2.0" 2.15 DF/ 3.32 HF/ 3.17 SPF . BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP TPI/WfCA in BCSI, espies of which will be furnished upon request 1 lines coinsat with joint center lines. III I VIII I I III III III I I IIII IIII AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9. Diggs indicate size of plate in inches. 10. For basic connector plate design values see ESR•1311, ESR -1988 (MTep VERTICAL DEFLECTION .LIMITS: LL=L/360,,,TL-L/240 {j MAX LL DEFL = -0.267" @ 12'- 10.9" Allowed = 1.308" MAX DL CREEP DEFL = -0.626" @ 121- 10.9" Allowed = 1.962" 1- MAX TL CREEP DEFL = -0.889",@ 12'- 10.9" Allowed = 1.962" a RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.626" - MAX HORIZ. LL DEFL = 0.105" @ 39- 10.5" i MAX.HORIZ.'TL DEFL = 0.266" @' 39'- 10.5" 19-01-08 21-00-08 _ Wind: 110 mph, h=15.2ft, TCDL=13.8, 8C DL=4.2, ASCE 7-10, 19-01-08 9-08-07 11-04-01 (All Heights), Enclosed, Cat.2, Exp -.B, MWFRS(Dir), load duration factor=1.6, 6-07-06 6-03-15 6-02-03 2t04-04 4-11-09 4-09-01 4-06-05 4-06-05 End vertical(s) are exposed to wind, Truss designed for wind loads 1212 in the plane of the truss only. 3.00 v 14-5Aa 3.00 M -3x5 3 M -4x.12 c 2 C> 0 0 M -2x4 1$.'215 11 oHM-5x10 �.25" M -3x4 MHS-5x14(S) 13.304 ♦3.30111 +13.,30# 6-05-10 602-0310 + 8A ., 4 +_+ M -2x4 M=4 x9 M -3x5 12 8t3. M -7X10 - M -3x5 i u, 0 1 19 M-2x4M-5x12 M -3x5 +13.30# 13.30# I, 6-03-15 2-06 I 5-01-05 6-09-07 21-05-08 18-08-08 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. M -2x4. + 9 N o I , 0 N 17 M -5x6 > 6-09-07 f 21-04 0-01-08 18-08-08 t <PL:12-06-00 40-02 >PL:10-00-12 JOB NAME: M-38202 - Kelly Residence Lot 161-162 - 45r�eD.1494 SPATES FABRICA III C. C 60384 EXP. 06130/16 21711 s'T 10- C ALW VICCAL\F/ WARNINGS: GENERAL NOTES, unless otherwise noted 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters mown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installetl where shown +. incorporation of component is the responsibility of the building designer. DES BY: BS I 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced al 2' ox, and at td o.c. respectively unless braced throughout their length by . ' is the responsibility of the erector. Additional permanent bracing of ( cominuous sheathing such as plywood sheathing(TC) C and/or d all BC 9 Alyn' 9R ) M'+ ( ) DATE • 12/7/2015 the overall structure is the responsibility of the building designer. 3. 2z Impact bridging or lateral bracing required where shown . + 1 SEQ. : 6344482 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, 1{ TRANS I D : 432739 fasteners are complete and at no time should any loads greater than design loads be applied to any component. I 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. I fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center TPI/WfCA in BCSI, espies of which will be furnished upon request 1 lines coinsat with joint center lines. III I VIII I I III III III I I IIII IIII MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E 9. Diggs indicate size of plate in inches. 10. For basic connector plate design values see ESR•1311, ESR -1988 (MTep III C. C 60384 EXP. 06130/16 21711 s'T 10- C ALW VICCAL\F/ LUMBER SPECIFICATIONS { TC: 2x4 DF 416BTR BC: 2x4 OF #16BTR 1) WEBS: 2x4 OF HI6BTR TC LATERAL SUPPORT <= 12"OC. UON. + . BC LATERAL SUPPORT <= 12"OC. UON. 1 LETINS: 3-05-07 0-00-00 r) TRUSS SPAN 35- 6.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC CONC LL+DL= 13.3 LBS @ 1'- 0.0" ADDL: BC CONC LL+DL= 13.3 LBS @ 6'- 1.0" ADDL: BC CONC LL+DL= 13.3 LBS @ 11- 2.0" ADDL: BC CONC LL+DL= 13.3 LBS @ 16'- 3.0" ADDL: BC CONC LL+DL= 13.3 LBS @ 211- 4.0" LIMITEDSTORAGEDOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. des�epajwm cco inF_ ar "S FH..,-ATOR t,./ CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -167) 100 1-10=( 0) 4406 1- 2=(-4683) 0 13- 7=( 0) 1414 2- 3=(-4633) 0 10-11=( 0) 4402 10- 3=( 0) 219 13-15=( -514) 2748 3- 4=(-4300) 0 11-12=( 0) 4115 3-11=( -516) 241 7-15=(-1507) 0 4- 5=(-3197) 0 12-13=(-278) 3203 11- 4=( -1) 315 15- 8=( 0) 909 5- 6=(-3414) 0 14-15=( 0) 16 4-12=(-1266) 0 B-16=(-2128) 0 6- 7=(-3426) 0 15-16=(-930) 2286 12- 5=( 0) 722 16- 9=( -184) 0 7- 8=(-2171) 0 5-13=( -212) 832 8- 9=( -124) 142 13- 6=( -359) 0 13-14=( 0) 42 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 1831V -1700/ 1700H 5.50" 1.95 DF ( 625) 35- 6.5" 0/ 1789V -1700/ 1700H 5.50" 1.91, DF ( 625) BRG @ 0'- 0.0" 1.95 DF/ 3.01 HF/ 2.87 SPF BRG @ 351- 6.5" 1.91 DF/ 2.94 HF/ 2.81 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 . MAX LL DEFL = -0.230" @ 12'- 7.8" Allowed = 1.154 MAX DL CREEP DEFL = -0.551" @ 12'- 7.8" Allowed = 1.731" + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -0.779" @ 12- 7.8" Allowed = 1.731" 19-01-08 16-05 3-04-08 3-02-14 6703-15 6-02-03 -04-04 4-11-09. 4-08-01 4-05-02 f If If f 12 - 12 3.00 v M -5x7 a 3.00 7.0., 5 M -2x4 6 M -3x54 5„ M -4x4 7 M -3x5_ M -3x10 RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.649" MAX HORIZ. LL DEFL = 0.085" @ 35'- 3.0" MAX HORIZ. TL DEFL = 0.218" @ 35'- 3.0" COND. 2: 1700.00 LBS SEISMIC LOAD. Wind:' 110 mph, h=15.2ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, " (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads . in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 1 1 M -3x10 2 DES. BY: BS DATE: 12/7/2015 1 SEQ.: -2x4 0 0 9M + o 0 M -5x10 o <1 M -5x8 100.25" M -3x4 M -3x5 13 0 MHS-5x.14(S) r 1> M -2x44 M -9x12 M -4x6 +13.30# t�3.300 +13.;04 +13.30# I 13.304 L 6-05-10 6-02-03 6-03-15 2-06 5-01-05 8-11-07 L 21-05-08 14-01 n 21-04 0-01-08 14-01 f<PL:12-06-00 35-06-08 >PL:10-00-12L JOB NAME: M-38202 - Kelly Residence Lot 161-162 - 156, D.1642 Truss:A5 1 • DES. BY: BS DATE: 12/7/2015 1 SEQ.: 6344483 '. TRANS ID: 432739 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. Additional temporary bracing to insure stability during Construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of me building designer. 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 i' design loads be applied to any component. ( 5. CompuTrus has no control over and assumes no responsibility for the t fabrication, handling, shipment and installation of components. + 6. This design is furnished subject to the limitations set forth by TPINVTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building Component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 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 continuous sheathing such as plywood sheathing(TC) and/or drywall($.). 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 noncorrosive 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 sae of plate in inches. 10. For basic connector plate design values see ESR. 1311. ESR. 1988 (MiTek) SPATES FABRICA C. C * EXP. U06/30116 FCF CA%_W Mesicware� com_inpu_ IIIII� SPATES FABRICATORS (MLC) LUMBER SPECIFICATIONS TRUSS SPAN 25'- 6.0" CBC2013/IBC2012MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 01&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -696) 120 1- 6=(-1230) 5378 1- 2=(-3710) 0 4- 8=( 0) 394 BC: 2x4 DF 111&BTR SPACED 24.0" O.C. 2- 3=(-2908) 0 6- 7=(-1240) 5364 6- 2=( 0) 394 4- 5=(-3710) 0 WEBS: 2x4 DF N1&BTR 3- 4=(-2908) 0 7- 8=(-1240) 5364 2- 7=(-1440) 290 LOADING 4- 5=( -696) 120 8- 5=(-1230) 5378 7- 3=( . 0) 924 TC LATERAL SUPPORT <= 12110C. DON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 7- 4=(-1442) 290' BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH ' (,2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) - Attach 2 ply with 3"x.131 DIA GUN ADDL: BC UNIF LL+DL= 26.6 PLF 1'- 3.0" TO 24'- 3.0" V 01- 0.0" 0/ 1580V -4300/ 4300H 5.50" 0.84 DF 1`625) nails staggered: 251- 6.0" 0/ 1580V -4300/ 4300H 5.50" 0.84 DF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9" oc'in 1 row(s) throughout 2x4 bottom chords, REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 01- 0.0" 0.84 DF/ 1.30 HF/ 1.24 SPF 9" oc in 1 row(s) throughout 2x4 .webs. BRG @ 251- .6.0" 0.84 DF/ 1.30 HF/ 1.24 SPF BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.055" @ 12'- 9.0" Allowed = 0.819" MAX DL CREEP DEFL= -0.183" @ 12- 9.0" Allowed = 1.229" MAX TL CREEP DEFL = -0.238" @ 121- 9.0" Allowed = 1.229" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.189" ' MAX HORIZ. LL DEFL = 0.033" @ 0'- 5.5" 41 MAX HORIZ. TL DEFL = -0.074" @ 0'- 5.5" COND. 2: 4300.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirj, load duration.factor=1.6, End verticals) are exposed to wind, - Truss designed for wind loads in the plane 'of the truss only.. 12-09 12-09" Design checked for a 300 lb concentrated top chord 6-06 04,' 6-02-12 6-02-12 6-06-04 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 12 3.00 v, IIM-9x9 a 3.00 f 34.0" . M -3x8 2.0" M_ X8 I .. 2 4 cD M72x9 M -2x9 M O O - - O -O -- " r 1 < M -5x5 6 7 18 M -2x9 0.25" M -2x9 5 M -5x8(5) 6-04-08 6-04-08 6-04-08 6-04-08 <PL:12-00-12 25-06 JOB NAME: Kelly Residence Lot 161-162 - A57 -- scale: 0.2478 pFESS/OA� I WARNINGS: GENERAL NOTES, the noted: i 71. . � � Builder and erection convector should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual edunless only upon - T ru s s ! and Warnings before construction commences. building component. Applicability of design parameters and proper _ 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. _ .. -P 2 ' • DES. BY • EE 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Y o.c. and at 10' o.c. respectively unless braced throughout their length by " W. C 60384 m T11 is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywalliBC). � DATE • 1/8/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown * + SEQ. : 6353236 I 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-corrosiveEXP. environment, 06130/16 fasteners are complete and at no time should any loads greater than design loads be applied to any and are for "dry condition' of use. / / SlllO • TRANS I D : 433310 - component. 6. Design assumes full Dearing at all supports shown. Shim or wedge i1 5. CompuTrus has no control over and assumes no responsibility for the necessary. T `� lubrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. FOF 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces o1 Wss, and placed so their center CA1 W MfTCA in BCSI, copies of which will De furnished upon request. tines coincide TPIwith joint center tines. III III II I II II II IIII I III III' 111111111 I III 9. Digits indicate size of plate in inches. 3 MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) II HIES ,N c rh cc� in� C. kale: 0.6610 E�TORSs LUMBER SPECIFICATIONS - - TRUSS SPAN 1'- 8.9" 1COND. 2: 200.00 PLF SEISMIC LOAD: TC: 2x4 OF-#I&BTR I LOAD DURATION INCREASE,= -1.25 " - Note: Truss designrequirescontinuous BC: 2x4 DF #1dBTR ' - - - SPACED 24.0" O.C. 'bearing wall for entire span DON. _ DES. BY BS WEBS: 2x4 OF #1&BTR c be roup laterally braced at 2. Design assumes the top and bottomless braced 2' o.c and al 1a o.c. rasped vey unless Dreced throughout (heir lengqtthh by W LU � 6� ��� rt1 {{ : is the responsibility of the erector. Additional permanent bracing of Int Y P 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(EC). LOADING - All connections.and attachments of components to form TC LATERAL SUPPORT <= 12"OC. UON. ! LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF the structural system for imposed seismic loading is BC .LATERAL SUPPORT <= 12110C. DON. DL ON BOTTOM. CHORD = 7.0 PSF - _- the responsibility of the engineer of record. - _ - • TRANS I D • 432763 TOTAL LOAD = 50.0-PSF - - 1sT Z C )L IV \P - Design assumes shear panel to align with verticals 7, Design assumes adequate drainage iS provided. - '9lF • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. 8. Plates shall be located on both faces of truss, and placed so their center lcoincide with joint center lines. lines lines REQUIREMENTS OF CBC 2013 NOT BEING MET. , MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 9. indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) " Note: Attachments as stated above must account _• - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP .for the "component overturning moment. - M -3X5. M -2x4 AND .BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - - - Design checked for a 300 lb concentrated top chord • N ,N c FABRICATO C. kale: 0.6610 p ESS/pN _ F WARNINGS: GENERAL NOTES, unless otherwise noted: •" 9lF a JOB NAME: M-38204 - Kelly Residence Lot 161-162 - SPATES FABRICATO C. kale: 0.6610 p ESS/pN _ F WARNINGS: GENERAL NOTES, unless otherwise noted: •" 9lF I 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual , Truss •" and Warnings before construction commences. building component. Applicability of design pparameters and proper incorporation of component is the responsibilay of the building designer. y _ DES. BY BS 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction c be roup laterally braced at 2. Design assumes the top and bottomless braced 2' o.c and al 1a o.c. rasped vey unless Dreced throughout (heir lengqtthh by W LU � 6� ��� rt1 {{ : is the responsibility of the erector. Additional permanent bracing of Int Y P 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(EC). � DATE: 12/8/2015 - the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown - F SEQ. : 6344617 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 noncorrosive environment, "dry #. EXP. 06)30116 - • TRANS I D • 432763 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. - 1sT Z C )L IV \P fabrication, handling, shipment and installation of components. 6. This is fumished to the limitations forth by 7, Design assumes adequate drainage iS provided. - '9lF " design subject set TPIIWfCA in BCSI, copies of which will be furnished upon request. 8. Plates shall be located on both faces of truss, and placed so their center lcoincide with joint center lines. lines lines OF CALF IIII I I II III I I I VIII II VIII IN IIII MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 9. indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) UriIII w des�epar�m cc� inF_ II� SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.4" COND. 2: 200.00 PLF SEISMIC -LOAD. TC: 2x4 OF H1dBTR LOAD DURATION INCREASE = 1.25 _ • •r Note: Truss design requires continuous BC: '2x4 OF H16BTR ' SPACED 24.0" O.C. - - bearing wall for entire span UON. WEBS: 2x4 OF 916BTR - LOADING All connections and attachments of components to form .TC LATERAL SUPPORT <= 12 110C. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF - the structural system for imposed seismic loading is . BC LATERAL SUPPORT <= 12"OC. UON. - DL ON BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of record. - - _ - - TOTAL LOAD = 50.0 PSF Design assumes shear panel.to align with verticals - .'LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. - - REQUIREMENTS Of CBC 2013 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP forthe component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M -3x5. M -2x9 Design checked for a, 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers . -1 2 — — Q, which is non -concurrent with other alive loads. - _ ri 1111171117777 <M: -1x4 M -3x5,. . • t 1-10-06 �- r a • , <PL: 0-00-00 JOB NAME: M-38204 - Kelly Residence Lot 161-162 - 4B - SPATES FABRICATO C. ---TT- ' cote: 0.6485 ESS/�A� 'Y91� 1 WARNINGS: - GENERAL NOTES, unless otherwise noted: • 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual T r U s s : - and Warnings before construction commences. building component. Applicability of design pparameters and proper incorporation of component is the responsibil'ay of the building designer. 2. 2x4 compression web bracing must be installed where shown +. . 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at " DES. BY: BS is the responsibility of the erector. Additional permanent bracing of 2' o.c, and at 10' o.c. respectively unless braced throughout their length by Po Y P 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). W C 60384 - T DATE: 12/8/2015 the overall structure is the responsibiliy, of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ - SEQ. : 6344618fasteners 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. loads than 5. Design assumes trusses are to be used in a <onosive environment, EXP. O6/3OI1 B ' TRANS I D : 432763 are complete and at no time should any greater design loads be applied to any component. and are for "dry condition* of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. t - S C I V I�- Q' j' fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is Ctrussed. �\ F Obi 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on Doth faces of truss, and placed so weir center OF CALIF TPIIWTCA in BCSI, copies of which will be furnished upon request, lines coincide with joint center lines. IIII I I III I VIII I I I I II VIII IIII IIII 9.Digtts indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR•1311, ESR -1966 (MTek) II IIID i i S ! IM- des�epay1Mm c<—r .SEQ. TRANS " I D : 432763 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 SPATES FABRICATORS (JR) - LUMBER SPECIFICATIONS - TRUSS SPAN 1'- 5.4" , COND. 2: 200.00 PLF SEISMIC LOAD. TC: 2x4 DF HIEBTR - LOAD DURATION INCREASE = 1.25 - - Note:Truss design requires continuous BC: 2x4 OF N16BTR SPACED "'29.0" O.C. bearing wall for entire span UON. WEBS: '2x4 DF 016BTR - in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. II LOADING - - All connectionsand attachments of components to form TC LATERAL SUPPORT <= 12"OC: UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF the structural system for imposed seismic loading is BC .LATERAL SUPPORT <=.12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF_ - the responsibility of the engineer of record. ' TOTAL LOAD = 50.0 PSF - 9. Digits indicate size of plate in inches. } MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E to. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Design. assumes shear panel to.align with verticals .. - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL L in. adjacent trusses: •• - REQUIREMENTS OF CBC 2013 NOT BEING MET. - Note: Attachments as stated above must account' • -. M -3x5 M -2x4 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP - .for the component overturning moment. -. AND BOTTOM CHORD LIVE LOADS ACT .NON -CONCURRENTLY. - - - - 1 1 2 Design checked for a 300 lb'concentrated top chord — I I live load per IBC 2012 due to maintenance workers — — I ' r which is -non -concurrent with other live loads. „ Cl O O ' - <M-9 M -3x5 1x <PL: 0-0.0-00 JOB NAME: M-38204 - Kelly Residence Lot 161-162 - 4C - SPATES FABRICATO C. cale: 0.6860 p ESS/pdA'� j - WARNINGS: GENERAL NOTES• unless otherwise noted: •y,9�� AC 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual _ Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. 2x4 compression web bracing must be installed where shown +. 2. Design assumes the top and bottom chords to be laterally braced at - y fP DES. BY: BS, • 3. Additional temporary bracing to insure stability during construction 2' o.c. and at 10• o.c. respectively unless braced throughout their lenggth by W C 60384 m - DATE' 12 / B / 2 O 15 is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). the overall structure is the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown ++ : 6344619 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, .SEQ. TRANS " I D : 432763 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. 6. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage is rovided. 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. II II VIII III I I I I I I I II I I III IIIITPIANfCA 9. Digits indicate size of plate in inches. } MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E to. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) _ 2706-19' i <PL: 0-00-0.0 JOB .NAME: M-38204 - Kelly Residence'Lot 161-162 - 4D - SPATES FABRICATO C. tale: 0.5818 ESS/OA� WARNINGS: GENERAL NOTES, unless otherwise noted: - 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual 11 Truss '&:Zw and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. - incorporation of component is the responsibility of the building designer. 2. =ration the top and bottom chords to be laterally braced at 3. Additional temporary f the er to insure.Adstability during construction m DES. BY : BS Y continuous and at 10• in suchrespectivelylunless braced throughout weir length by W C 60384 fn is the responsibility of the erector. Additional permanent bracing of cominuous sheathing such as plywood sheathing(TC) and/or drywall( C). • � � DATE: 12/8/2015 SEQ.: 6344620 t TRANS ID: 432763 ' III I I II VIII I I I III II III II II the overall structure is the responsibility of the building designer. . 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and cc_r in�, fasteners are complele and at no time should any loads greater than II II�de:_repat_om and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for the SPATES FABRICATORS (JR) - LUMBER SPECIFICATIONS 7. Design assumes adequate drainage is provided. TRUSS SPAN 2'- 6.9" COND. 2: 2.00.00 PLF .SEISMIC LOAD. TC: 2x4 DF N1&BTR- lines coincide with joint center lines. LOAD DURATION INCREASE = 1.25 - 9. Digits indicate size of plate in inches. Note:Truss design requires continuous to. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) BC: 2x4 OF O1&BTR SPACED 24.0" O.C. bearing wall for entire span UON: WEBS: 2x4 OF kl&BTR - _ LOADING - - All connections and attachments of components to form , TC LATERAL SUPPORT <= 12110C. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF the structural system for imposed seismic loading is BC LATERAL SUPPORT <= 12110C..UON. DL ON BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of record. TOTAL LOAD = 50.0 PSF.- 1.. Design assumes shear panel - to align with verticals ,-. • ., .. L. IMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF CBC 2013 NOT BEING MET. Note: Attachments as stated above must account , - BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP B for the component overturning moment. 2-06-14 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. Design checked for a 300 lb concentrated top chord " live load per IBC 2012 due to maintenance workers M -3x4 M -2x9 +- - which is non -concurrent with other live loads. _ 2706-19' i <PL: 0-00-0.0 JOB .NAME: M-38204 - Kelly Residence'Lot 161-162 - 4D - SPATES FABRICATO C. tale: 0.5818 ESS/OA� WARNINGS: GENERAL NOTES, unless otherwise noted: - 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual 11 Truss '&:Zw and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. - incorporation of component is the responsibility of the building designer. 2. =ration the top and bottom chords to be laterally braced at 3. Additional temporary f the er to insure.Adstability during construction m DES. BY : BS Y continuous and at 10• in suchrespectivelylunless braced throughout weir length by W C 60384 fn is the responsibility of the erector. Additional permanent bracing of cominuous sheathing such as plywood sheathing(TC) and/or drywall( C). • � � DATE: 12/8/2015 SEQ.: 6344620 t TRANS ID: 432763 ' III I I II VIII I I I III II III II II the overall structure is the responsibility of the building designer. . 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. fasteners are complele and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, 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 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, aand placed so their center S. Plates shall be located on Doth faces of truss, TPIIWTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E to. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) * 6/30/16 8!/5 sT c)vi\� N gTFOF CAl1F��/ Illlllr _. epa�1m c in� �FF�FESeFrTiil<"LCATORS—'Ji 3 LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.4" - COND. 2: 200.00 PLF SEISMIC LOAD. TC: 2x4 OF 016BTR _ - LOAD DURATION INCREASE = 1.25 . Note:Truss design requires continuous : BC: -2x4 OF Ni&BTR - - SPACED 24.0" O.C. bearing wall for entire span DON. WEBS: 2x4 DF ffl&BTR ,.. .. r • _ LOADING All connections and attachments of components to form TC LATERAL SUPPORT <= 12"OC. DON. LL( 20.0)+DL1 23.0) ON TOP CHORD- 43.0 PSF the structural system for imposed seismic loading is • BC .LATERAL SUPPORT •<= 12"OC. � DON. _ - DL ON BOTTOM CHORD= 7.0 PSF .the responsibility of the engineer of record. - + '•" TOTAL LOAD = 50.0 PSF i Design assumes shear pane 1. to align with verticals ' ' r LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses: - - • - - -• REQUIREMENTS OF CBC 2013 NOT BEING MET. - - - "Note: Attachments as stated above must account •• - - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP - for the component overturning moment. •_ AND BOTTOM CHORDLIVELOADS ACT NON -CONCURRENTLY. - - _ Design checked for a.300 lb concentrated top chord M -3x4 M -2x9 live load per IBC 2012 due.to maintenance workers 1 • 2 which is non -concurrent with other live loads. o y o .� o r <M-Zx4' M-ix.4 ' 1-10-06 , <PL 0-00=00 JOB NAME: M-38204 - Kelly Residence Lot 161-162 - ASE -SPATES FABRICATO C. cale: 0.7437 Q ESS/O - WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss ' and Warnings before construction commences. building componem. Applicability of design parameters and proper nent is the of the building desi ner. - 2. 2x4 compression web bracing must be installed where shown +.Design incorporation of corn responsibility {" Pb o 9 2. Design assumes the top and bottom chords to De Wtera braced a4 y (D `" - DES. BY: BS .. 3. Additional temporary bracing to insure stability during construction 2' o.c. and at 1d o.c. respectively unless braced throughout their lenggth by - W. C 60384 til is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(8C). DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3, 2x Impact bridging or lateral bracing required where shown ++ ' SEQ. - 6344621 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 to be in a non * EXP. O6/3O11 s fasteners are complete and at no time should any loads greater than tlesignloads be applied to any component. assumes are used -corrosive environment, and are for "dry condition" of use. L , "Z I8`l'i - 1 TRANS I D : 432763 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if f civ (L \P _ fabrication: handling, shipment and installation of components. 6. This design is fumished subject tome limitations set forth by 7. Decessary. is provided. Design assumes adequate both faces so their center 8. Plates be located on boN facces of truss, and FOF 1 TPINVICA in SCSI, copies of which will be furnished upon request, shall placed lines coincide with joint center lines. Cp,\•\F� - r r I III VIII VIII III I VIII I I VIII I I II MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 9. Diggs indicate sae of Clare in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTe14 • "VIII MS ort c�r in(_, IFM TES FABRICATORS (JR LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.9"COND. 2: 200.00 PLF SEISMIC LOAD. TC:_ 2x4 DF-01dBTR. LOAD DURATION INCREASE = 1.25 Note: Truss design requires continuous BC: 2x4 DF #1aBTR -, SPACED 24.0" O.C. bearing wall for entire span DON. .WEBS: 2x4 DF #1dBTR LOADING All connections and attachments of components to form ,TC LATERAL SUPPORT <= 12, UON. � LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF the structural system for imposed.seismic loading is. - .' BC LATERAL SUPPORT <= 12"OC.. - UON: DL ON BOTTOM CHORD= 7.0 PSF the responsibility of theengineer of record. " - - TOTAL LOAD = 50.0PSF ' - - Design assumes shear panel to align with verticals - LIMITED STORAGE. DOES NOT APPLY DUE TO THE SPATIAL. ••, in adjacent trusses_: ". REQUIREMENTS OF CBC 2013 NOT BEING MET. Note: Attachments as -stated above must account • - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP" '. r for the component overturning moment. .AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. -"M-3x5 M -2x9 Design checked for a 300 lb concentrated top chord . live load per IBC 2012 due to'maintenance workers 1 2 which is non -concurrent with other,live loads-, _ r • + M -L4' M-.fx5 ." .. ... 1-02-19. - • .i :. - <PL. 0-00-00 t . ,. x JOB NAME: M-38204 - Kelly Residence Lot' 161-162 - ASF - SPATES FABRICATO C. ca le: 0.7562 0 ESS/pdd'' 'WARNINGS: GENERAL NOTES, unless otherwise atl: - ,• ,Y�:�- 1. Builoer and erection contractor should par be advised of all General Notes 1. This design is based only upon the parameters shown and is for an intlivitlual - -�, �, Truss: DES. BY: BS DATE: 12/8/2015 ( SEQ.: 6344622 TRANS ID: 4327.63 t I IIIIII VIII I I VIII V I I I III I I I IIII and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stabilitydurin construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 controlover 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 TPIfWTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer.. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 1 O o.c. respectively unless braced throughout their lenyN continuous sheathing such plywood sheathing(TC) and/or drywall(BCj Y 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 rovided. 8. Plates shall be located on both faces ofptruss, 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 -1311. ESR -198 (MiTek) wm C 60384 * EXP. 06130116 ST 10- CAO 0 CA1.1F� Cc_r in� 11111"PATESeFTORSm LUMBER SPECIFICATIONS -. - TRUSS SPAN 11- 1.3" COND. 2: 200.00 PLF SEISMIC LOAD. - TC: 2x4 OF 01&BTR - - LOAD DURATION INCREASE = 1.25 Note: Truss design requires continuous BC: . 2x4 OF #1SBTR SPACED 24.0" O.C. - bearing wall for entire span UON. .WEBS: 2x4 OF 01aBTR LOADING All connections and attachments of components to form TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF- the structural system for imposed seismic .loading is, BC LATERAL SUPPORT <=.12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF _ the responsibility of the engineer of record. TOTAL LOAD = 50.0 PSF - - - Design assumes shear panel to align with verticals, - LIMITED STORAGE .DOES NOT APPLY DUE .TO THE SPATIAL in adjacent trusses. - - ' REQUIREMENTS OF CBC 2013 NOT BEING MET. - Note: Attachments as stated above must account -BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M M .for .the component overturning moment. -4x5 -2x4 AND BOTTOM CHORD•LIVE LOADS ACT NON -CONCURRENTLY. - Design checked for a 300 It, concentrated top chord 1 2 live load per IBC 2012 due to maintenance workers . — I I which is non -concurrent with other live loads: Mx9 M-9 -Zx5 r t 1.-01-05 , <PL: 0-00-00: JOB NAME: M-38204 - Kelly Residence Lot 161-162-G1e:0.7937SPATES FABRICATO C. p ESS/pN —-- WARNINGS: � GENERAL NOTES, unless otherwise noted: AG 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual h� Trus S ' ' and Warnings before construction commences. building component. Applicability of design parameters and proper incorporation of component is me responsibility of the building desi9ner. - y - 2. 2x4 compression web bracing must be installed where shown +. 2. Design assumes the lop and bottom chords to be laterally braced ai DES. BY : BS 3. AtltlOional temporary bracing to insure stability during conswction 2' o.c. and at 1tY o.c. respectively unless braced throughout their length by - W C 60384 T is the res nsibilit of the erector. Additional permanent bracin of po Y P 9 continuous sheathing such as plywood sheathing(TC) andfor drywall(BC). It ;0 DATE • 12/8/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ ' SEQ. : 6344623 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 o be used in a non -corrosive environment, ,* EXP: 06130116 * . fasteners are complete and at no time should any loads greater than design bads be applied to any component. and are for "dry condition" of use. ' T RAN S I D : 4 3 2 7 6 3 5. CompuTrus has no control over and assumes no responsibility for the 6. Design full bearing at all supports shown. Shim or wedge if 1ST C10 - fabrication, fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. FOF 6. This design is fumished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center CP&kk + j III I VIII IIII III I I I VIII III III TPIIWfCA in BCSI, copies of which will be furnished upon request. lines coincide with joint ate in lines. 9. Digits indicate inide size of plate in dines. 7 MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -11311. ESR -1988 (MTek) JOB NAME: M-3820 Truss: AH rr mr desepar_)m cc6W inr_ IIIIII�I I II� 6344624 MANS 11111111111111111111111111111111111111 SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 1'- 8.9" - COND.2: 200.00 PLF SEISMIC LOAD. • TC: 2x4OF N1&BTR LOAD DURATION INCREASE = 1.25 - Note:Truss design requires continuous _ BC: 2x4 OF N1&BTR - SPACED 24.0" O.C. - - bearing wall for entire span UON. WEBS: 2x.4 OF 016BTR - LOADING All connections and attachments of components to form • TC LATERAL SUPPORT != 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF the structural system for imposed seismic loading is. BC LATERAL SUPPORT <= 12 OC. UON. DL ON BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of record. - TOTAL LOAD = 50.0 PSF " Design assumes shear panel to align with verticals , LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. - - - REQUIREMENTS OF CBC 2013 NOT BEING MET. Note: Attachments as stated above must account - - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP for the component overturning moment. - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. Design checked for -a 300,1b concentrated top chord , M -3x5 M -2x9 live load per IBC 2012 dueto maintenance workers JOB NAME: M-3820 Truss: AH rr BS • N N 6344624 MANS 11111111111111111111111111111111111111 ID: 432763 JOB NAME: M-3820 Truss: AH DES. BY: BS DATE: -12/8/2015 SEQ.: 6344624 MANS 11111111111111111111111111111111111111 ID: 432763 4 - Kelly Residence Lot 161-162 - SHle: 0.7437 SPATES FABRICATO WARNINGS: GENERAL NOTES, unless otherwise noted: - - - 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. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 TPtNVTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CornpuTrus Software 7.6.7(1L) -E 1. This design is based only upon the parameters shown and rs for en uMmdual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced al 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. Installation of truss is the responsibility 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 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 -1311, ESR -1988 (MTek) 1"ATOR�om c: Mr inE- FATES LUMBER .SPECIFICATIONS ". TRUSS SPAN 1'- 5.4" COND -2-200.00 PLF .SEISMIC LOAD. TC: 2x4 DF 013BTR 1-05-06 LOAD DURATION INCREASE= 1.25 - - Note:Truss design requires continuous. <PL 0700-00 BC:- 2x.9 DF 416B'TR SPACED 24.0" O.C. _ • - bearing wall for entire span bON: WEB'S: 2x4 OF N1aBTR _ - JOB NAME: M-38204 - - - - LOADING C.• - All connections and attachments of components to form TC LATERAL SUPPORT <= 121 -OC. UON. LL( 20.0)+DLI 23.0) ON TOP CHORD = 43.0 PSF � the structural system for imposed seismic loading is BC LATERAL SUPPORT <= 12"OC..UON.' - DL ON BOTTOM CHORD =_. 7.0 PSF - y -. - the responsibility of the engineer of record. - TOTAL LOAD =. 50.0 PSF 1...Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual h� Design assumes shear panel�to align with verticals Truss ' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses: - REQUIREMENTS OF CBC 2013 NOT BEING MET. • . BY ' BS 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be latently braced at 2' o.c. and at 10' o.c. respectivey unless braced throughout their length by Note: Attachments as stated above must account " - ' •- B BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. - AND BOTTOM .CHORD LIVE LOADS ACT NON -CONCURRENTLY.. is the responsibil'ny of the erector. Adtlitional permanent bracing of the overall structure is the responsibility of the building designer.. continuous sheathing such as plywood sheathing(TC) andfor drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown * - - - it;aDATE Design checked for a 300 lb concentrated top chord M -3x6" M -2x9 dive load per IBC 2012 due to -maintenance workers 1-05-06 <PL 0700-00 JOB NAME: M-38204 - Kelly Residence Lot 161-162, 4Jle: 0-79„ SPATES` FABRICATO C.• p ESS/pN <j 1-05-06 <PL 0700-00 JOB NAME: M-38204 - Kelly Residence Lot 161-162, 4Jle: 0-79„ SPATES` FABRICATO C.• p ESS/pN - WARNINGS: GENERALNOTES, unless otherwise note d:- AJ 1...Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual h� Truss ' and Warnings before construction commences 2. 2x4 compression web bracing must be installed where shown i. building component. Applicability of design Vammeters and proper incorporation of component is the responsibility of the building designer. • . BY ' BS 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be latently braced at 2' o.c. and at 10' o.c. respectivey unless braced throughout their length by - W C $ 0384 m .DES : 12/8/2015 is the responsibil'ny of the erector. Adtlitional permanent bracing of the overall structure is the responsibility of the building designer.. continuous sheathing such as plywood sheathing(TC) andfor drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown * - - - it;aDATE ' 6344 c SEQ., : 6 2 5 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, and are for "dry condition" of use. - EXP: 06/30/16 - ' TRANS - I D : 432763 � design loads be applied to any component. � 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full Dearing at all supports shown. Shim or wedge if � C/V (L Q' `\ fabrication, handling, shipment and installation of components.. Dece55ary. 7. Design assumes adequate drainage isprovided.'9T El 6, This design is famished subject to the limitations set forth by TPIANTCA in BCSI, copies of whim will be famished upon request 8. Plates shall be located on Doth faces offtruss.s.and placed so their center lines coincide lines joint center lines. F CAL0O III I VIII III I I I I I III VIII III IIII III MiTek USA, Inc./COrnpuTrus Software 7.6.7(1 L) -E 9. size indicate size of plata in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (M7ek) II III TESeE I ATORS- ut 1om a=r in_ LUMBER SPECIFICATIONS TRUSS SPAN 21- 6.9" GOND. 2: 200.00 PLF .SEISMIC LOAD. TC: 2x4 DF #1 BTR SPACED 24.0" O.C. BTR - LOAD DURATION INCREASE = 1.25 BC: 2x4 DF #1d - Note: Truss design requires continuous WEBS: 2x4 DF 41dBTR bearing wall for entire span UON. _ - LOADING All connections and attachments of components to form TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF the structural system for imposed seismic loading is, BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of:record. - TOTAL LOAD = 50.0 PSF - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Design assumes shear 'panel to align with verticals REQUIRE14ENTS OF CBC•2013 NOT BEING MET. in adjacent trusses.' Note: Attachmentsas stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. 2-06-14 AND BOTTOM CHORD LIVE LOADS ACT.NON-CONCURRENTLY. Design checked for a 300 lb concentrated top chord , live load per IBC 2012 due to maintenance workers M -3x9 t4 -2x9 which is non -concurrent with other live loads. LU C: 60384 11 Of Ar EXP. 06/30/16 sr C10. �P 9rFOF CAl1F��/ WARNINGS: GENERAL NOTES. unless the noted: . _ 1. Builder and erection contractor should be advised of all General Notes upon 1. This design is based only upon the parameters shown and is for an individu; Truss ' and Warnings before construction commences. building component. Applicability of design parameters and proper - - 2. 2x4 compression web bracing must be installed where shown +. it jj fDES.- BY - BS 3. Additional temporary bracing to insure stability during construction 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 • is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 12/8/2015 the overall structure is the responsibility of the building designer. .. <I LU C: 60384 11 Of Ar EXP. 06/30/16 sr C10. �P 9rFOF CAl1F��/ WARNINGS: GENERAL NOTES. unless the noted: . _ 1. Builder and erection contractor should be advised of all General Notes upon 1. This design is based only upon the parameters shown and is for an individu; Truss ' and Warnings before construction commences. building component. Applicability of design parameters and proper - - 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. jj fDES.- BY - BS 3. Additional temporary bracing to insure stability during construction 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 • is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6344626 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 : 432763 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. 6. This design is furnished subject to the limitations set forth by 7. Design assumes cae d on botdrah face is pross. d.a 8. Plates shall be located on Doth faces of lNss, and placed so their center' TPIIWTCAin SCSI, espies of which will be furnished upon request. lines coincide with joint center lines. lines coincide de IIIIII VIII I I I I I I I III I VIII IIII IIII 9. size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LU C: 60384 11 Of Ar EXP. 06/30/16 sr C10. �P 9rFOF CAl1F��/ om cc�r in)_ IIIIIIIII -� 3YHTES ATORS JK LUMBER SPECIFICATIONS - - - TRUSSSPAN 1'- 8.9" COND. 2: 200.00 PLF .SEISMIC LOAD. TC: 2x.4 IF 1J1dBTR - - LOAD DURATION INCREASE = .1.25 - Note:Truss design requires continuous BC: 2x4 IF 1116BTR SPACED 24.0" O.C. bearing wall for entire span-UON. WEBS: 2x,4 DF HIdBTR - _ LOADING All connectionsand atof components to form TC LATERAL SUPPORT <= 12"OC.UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF _ - the structural system for imposed seismic loading is, BC LATERAL SUPPORT <= 12"OC.- UON. DL ON BOTTOM CHORD = 7.0 PSF _ the responsibility of the engineer of record. - - TOTAL LOAD= 50.0- PSF - Unbalanced live loads have been , - Design assumes shear panel to align with verticals _ ;.considered for this design. _ LIMITED DOES NOT APPLY DUE TO THE. SPATIAL _ in adjacent trusses. REQUIREMENTS OF CBC 2013 NOT BEING MET. .. -- - - Note: Attachments as stated above must account . M -4X6 M -3X5 M -3X4 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP - .for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - - - - 1 -2 3 Design checked,for'a 300 lb concentrated top chord -. — — I I I Ir - live'load per IBC 2012 due to maintenance workers o which is non -concurrent with other live loads., 6 r M -3x51 C>' o, M -3x5 , -M-4x4' .. r 14 3x.5.. w _. _ r , u= .. .. 4 r � � , , • • - \ h� 0- 1-12 - L `.. �' 0-08-02 0-11 0-11-10 0-09-04 - J.. <PL: r 0-00-00 1 -os -1a - >PL,: 2-00-00 JOB NAME: M-38204 - Kelly Residence Lot 161-162 - 4L".FABRICATO C.. Cale: 0.6464 Q ESS/Q - WARNINGS: - - GENERAL NOTES, unless otherwise noted: - .. 1. Builder and erection contredor should be advised of all General Notes 1. This design is Dosed only upon the parameters shown and is for an individual - • Truss ' .. and Warnings before construction commences. building component. Applicability of design parameters and proper incoryoration of component is the responsibility of the building designer. - - DES. BY : BS - - 2. 2x4 compression web bracing must be installed where shown t. 3. Additional temporary bracing to inwre stability during construction -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 lengln by - U w. C 60384 Z m R7 DATE' 1 z / 8 2 D 15 is the responsibility of the erector. Additional permanent bracing of Po dY P 9 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging lateral bracing shown ++ - - ;1D - SEQ. F34462% 4. No load should be applied to any component unfit after all bracing and . or required where 4. Installation of truss is the responsibility of the respective contractor.* 5. Design assumes wsses are to be used in a non -corrosive environment. EXP. 06/30/16 * , : fasteners are complete and at no time should any loads greater than design loads be to are for "dry condition" of use. T RAN S I D : 4 3 2 % 6 3 _ applied any component.antl - 5. CompuT us has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. S CSV lL Q - T fabrication, handlin shipment and installation of components. 9• P Po 6. This design is furnished subject to the limitations set forth by 7. Design assumes adequate tlreinage is provided. 8. Plates be located on both faces of truss, and so their center OF - TPINVECA in BCSI, copies of which will be furnished upon request shall placed lines coincide with join) center lines. linesDigits CAU III III II III I I I III III ILII 9. indicate size of late in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311. ESR -1988 (MTek) JOB ,NAME: M-38204 - Kelly Residence Lot 161-162 - �cale:0.7750SPATES Ms � */� II GENERAL NOTES, unless otherwise noted: - deMrepaMom C�r inm 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS ". TRUSS SPAN 1'- 10.4" - COND. 2: 200.00 PLF SEISMIC LOAD. TC: 2x4 DF 016BTR LOAD DURATION INCREASE = 1.25 - Note:Truss design requires continuous 2. Design assumes the top and bottom chords to be laterally braced at BC: 2x9'DF H168TR: SPACED 29.0" O.C. DES. BY: BS • bearing wall for entire span UON. a WEBS: 2x4 DF #1aBTR t _ U.1 DATE: 12/8/2015 - LOADING - 3. 2x Impact bridging or lateral bracing required where shown ++ - All connections and attachments of components to .form TC LATERAL. SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0). ON TOP CHORD = " '43.0 PSF - the,structural system for imposed seismic loading is BC LATERAL SUPPORT .'<.=.12"OC..UON. DL ON BOTTOM CHORD = „ 7.0"PSF, - the responsibility of the engineer of record. - . TOTAL LOAD = '• 50.0 PSF design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition" of use. 6. Design assumes full bearing al all supports shown. Shim or wedge if — - S Design assumes shear panel to align with verticals " LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. - - - - REQUIREMENTS OF CBC 2013 NOT BEING MET. - Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP for the component overturning moment. - - AND CHORD LIVE LOADS ACT NON -CONCURRENTLY. - VIII VIII III I I III VIII VIII VIII ILII III .BOTTOM 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1986 (MTek) Design checked for -a 300 lb concentrated top chord M -3'x9 M -2x9- live load per IBC 2012 due to maintenance workers JOB ,NAME: M-38204 - Kelly Residence Lot 161-162 - �cale:0.7750SPATES FABRICATO � */� WARNINGS: GENERAL NOTES, unless otherwise noted: - 00010 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual h� Truss: /I and Warnings before construction commences. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 'r - o 2. Design assumes the top and bottom chords to be laterally braced at -o DES. BY: BS • a 2' o.c, and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood shealhing(TC) and"or drywall( t _ U.1 DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ .. - c S EQ . : ' 6 3 4 4 62 H - - JOB ,NAME: M-38204 - Kelly Residence Lot 161-162 - �cale:0.7750SPATES FABRICATO � */� WARNINGS: GENERAL NOTES, unless otherwise noted: - 00010 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual h� Truss: /I and Warnings before construction commences. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. - 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: BS • is the responsibility of the erector. Additional permanent bracing of 2' o.c, and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood shealhing(TC) and"or drywall( _ U.1 DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ .. - c S EQ . : ' 6 3 4 4 62 H - - 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 iron -corrosive environment, - ` - - 1, TRANS I D : 432763 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition" of use. 6. Design assumes full bearing al all supports shown. Shim or wedge if — - S fabrication, handling, shipment and installation of components. 6. This design is furnished subject to 01e limitations set forth by necessary' 7. Design assumes adequate both face is Gtruss. a 8, plates shall be located on Doth faces of truss, and placed so their center - TPINJTCA in BC51, copies of which will be furnished upon request. lines coincide with joint center lines. VIII VIII III I I III VIII VIII VIII ILII III MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1986 (MTek) IIIII� S ! Ms deMrepaMom cMr inM DATE: 12/8/2015 t SEQ.: 6344629 TRANS I IIIIIIII II 1111111111111111 SPATES FABRICATORS (JR) LUMBER .SPECIFICATIONS - h� %y TRUSS SPAN 1'- 9.9" - COND.2: 200..00 PLF SEISMIC LOAD. . TC: 2x4 DF 4l&BTR' - - LOAD DURATION INCREASE = 1.25_ - •. - Note: Truss design requires continuous continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). _ BC: 2x4 DF 01&BTR - _� SPACED ,24.0" D.C.. _ - - bearing wall for entire span LON. 4. Installation of truss is the n:sfonsibility of the respective contractor. 47EBS: 2x9 DF 01&BTR . fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are 10 be used in a non -corrosive environment, "dry design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for condition" of use. 6. Design assumes full bearing a1 all supports shown. Shim or wedge if necessary. -- _. 1S civil, Q' f fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by LOADING All connections and attachmentsof components to form TC LATERAL SUPPORT <= 12"OC. UON.. - LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF • the structural system for imposed seismic loading is. BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of record. ' • TOTAL LOAD = 50.0 PSF Design assumes shear panel to align with verticals LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '• in adjacent trusses. •, REQUIREMENTS OF CBC 2013 NOT BEING MET. Note: Attachments as stated above must account • - BOTTOM CHORD CHECKED FOR lOPSF LIVELOAD: TOP- 'Note: the component overturning moment. . AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - M -3x 6 M -,2x9. Design checked.for a 300 16 concentrated top chord . live`load_per IBC`2012 due to -maintenance workers o �1V � BS DATE: 12/8/2015 t SEQ.: 6344629 TRANS I IIIIIIII II 1111111111111111 ID: 432763 111111 VIII • o - h� %y -o 2. Design assumes the top and bottom chords to be laterally braced at (D m 3. Additional temporary bracing to insure stability during construction 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggtth by - UJ. M C 60384 is the responsibility Of the erector. Additional permanent bracing of Po Y P 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). ` �. the overall structure is the responsibility of the building designer. 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 n:sfonsibility of the respective contractor. - EXP. 06I30I1 B ' fasteners are complete and at no time should any loads greater than Truss: �1V DES.. BY: BS DATE: 12/8/2015 t SEQ.: 6344629 TRANS I IIIIIIII II 1111111111111111 ID: 432763 111111 VIII WARNINGS: GENERALNOTES, unless otherwise noted: 9lF 1. Builder and erection contractor should be advised of all General Notes ' and Warnings before construction commences. 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and Proper incorporation of component is the responsibility of the building designer. - h� %y 2. 2x4 compression web bracing must be installed where shown +. 2. Design assumes the top and bottom chords to be laterally braced at (D m 3. Additional temporary bracing to insure stability during construction 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggtth by - UJ. M C 60384 is the responsibility Of the erector. Additional permanent bracing of Po Y P 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). ` �. the overall structure is the responsibility of the building designer. 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 n:sfonsibility of the respective contractor. - EXP. 06I30I1 B ' fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are 10 be used in a non -corrosive environment, "dry design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for condition" of use. 6. Design assumes full bearing a1 all supports shown. Shim or wedge if necessary. -- _. 1S civil, Q' f fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by 7 . Design assumes adequate drainage isprovided. ' S. Plates shall be located on both faces of truss, and placed so their center '9j til OFC - - TPIIWfCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 9. Digits indicate size of late in inches. 10. For basic connector pPata design values see ESR -1311, ESR -1988 (MTek) ! S Ms de�rePa0om cc_r in� IIIII� - Kelly Residence 0 I SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS - TRUSS SPAN 2'- 6.9" COND. 2: 200.00 PLF SEISMIC LOAD. TC: 2x4 DF 016BTR LOAD DURATION INCREASE = 1.25 Note:Truss design requires continuous BC: 2x4 DF 016BTR' Nq�� SPACED 24.0" O.C. bearing wall for entire span UON. WEBS: 2r.9 DF 01&BTR 1. This design is based only upon the parameters shown and is for an individual h� Truss " LOADING All connections and attachments of components to form TC LATERAL SUPPORT <= 12110C. LON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF the structural system for,imposed seismic loading is BC .LATERAL SUPPORT <=12110C. OON. DL ON BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of. record. (D m TOTAL LOAD = 50.0 PSF. -- , DES. BY ' BS - 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent Orating of Design assumes shear panel to align with verticals LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. TT1 ;0 REQUIREMENTS OF CBC 2013 NOT'BEING MET. DATE: 12/8/2015 the overall structure is the responsibility of the building designer. - Note: Attachments as stated above must account - - BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. • 2-06-14 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. o be used in a non -corrosive environment, Design checked for a 300 lb concentrated top chord EXP. 06I3011 6 �' live load per IBC 2012 due to maintenance workers ' . M -3x4 _ M -2x9 which is non -concurrent with other live loads.- JOB NAME: M-38204 - Kelly Residence 0 I 0 r' - Cale: 0.6833 0 ESS/fie' a - JOB NAME: M-38204 - Kelly Residence o FABRICATO C. - - Cale: 0.6833 0 ESS/fie' - - GENERAL NOTES, unless otherwise noted: Nq�� 1 AP 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual h� Truss " and Warnings before construction commences. building component. Applicability of design parameters and proper incorporation component is the of the building designer. %y JOB NAME: M-38204 - Kelly Residence Lot 161-162- AQP - SPATES FABRICATO C. Cale: 0.6833 0 ESS/fie' WARNINGS: GENERAL NOTES, unless otherwise noted: Nq�� 1 AP 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual h� Truss " and Warnings before construction commences. building component. Applicability of design parameters and proper incorporation component is the of the building designer. %y 2. 2x4 compression web bracing must be installed where shown+. of responsibility 2. Design assumes the top and bottom chords to be laterally braced at (D m DES. BY ' BS - 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent Orating of 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( ). - LU dr C 60384 TT1 ;0 DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ • 11 c SEQ. : 6 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. o be used in a non -corrosive environment, EXP. 06I3011 6 �' and for "dry condition" of use, TRANS I D : 432763 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the Bare supports 9 6. Desi n assumes full bearingat all su ns shown. Shim or wedge if necessary. S CSV )L Q" f ( fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage is I Plates located both faces 'ql �O ) TPI WTCA in SCSI, espies of which will be furnished upon request on uss, a 8. shall be oPlruss, and placed so their center lines coincide with joint center lines. F CAO�O III I I II VIII VIII VIII VIII VIII II III MiTek USA, Inc./CompuTrus Software 7.6.7(11)-E 9.Digds indicate sae of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) MfIIIIIII1M i _s des�epar_)m cc�r in� 0 l SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN .. 1'- 7.6" - - GOND. 2: 200.00 PLF SEISMIC LOAD. " TC:2x4 OF If1 '' - LOAD DURATION INCREASE =-1.25 - •- ° Note:Truss"desi n requires -continuous design BC: 2.4 OF 01aBTR - ... - '" ,. `.•: :SPACED 29.0" O.C. _ bearing wall for entire span UON. " WEBS: 2x9 OF #l&BTR `) JOB NAME: M-38204 - Kelly Residence Lot 161-162r- AO - SPATES AO,,:0.7750 FABRICATO C. LOADING { All connections and attachments of components to form" TC LATERAL SUPPORT <= 12"OC. UON.. LL( 20.0)+DL( 23.0) ON TOP CHORD ,= 43.0 PSF the structural system for imposed seismic loading is .'.'BC LATERAL SUPPORT <= 12110C..UON. DL ON BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of record. .. TOTAL LOAD = 50.0 PSF Truss: Design assumes shear panel "to align'with verticals - - building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2• Design assumes the top and bottom chords to be laterally braced at - _ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -. in adjacent trusses. • - REQUIREMENTS OF CBC 2013 NOT BEING MET,: 3. Additional temporary bracing to insure stability during construction 7 o.c. and at 10' o.c. respectively unless braced throughout their length by (D - LU Note: Attachments as stated above must account - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP , _ for. the .component overturning moment..` • continuous sheathing such as plywood sheathing(TC) and/or drywall( C). - AND BOTTOM CHORD LIVE. LOADS ACT "NON -CONCURRENTLY. - .T7 Design checked for a 300 lb concentrated' top chord _ M -3x6 M -2x9 Y live, load per IBC 2012 due to maintenance workers ..�._� ... .................__,,..« ...«�. ,.«�.,.l...e t.,=ate r 0 l 0 i .,.. 1-07-10 ` <PL: 0-00-00 `) .,.. 1-07-10 ` <PL: 0-00-00 JOB NAME: M-38204 - Kelly Residence Lot 161-162r- AO - SPATES AO,,:0.7750 FABRICATO C. 0 ESS/0A� •Y�l� " WARNINGS: - GENERAL NOTES, unless otherwise noted:" - 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: - and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2• Design assumes the top and bottom chords to be laterally braced at _ _ .� Z DES. BY • BS 3. Additional temporary bracing to insure stability during construction 7 o.c. and at 10' o.c. respectively unless braced throughout their length by (D - LU O A 60384 C V 0384 rn TT1 ' is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall( C). Cr .T7 DATE • 12/8/2015 - the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ - SEQ. :16344631 - 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. corrosive environment. - .�. EXP. 06/30/16 * ' L • TRANS I D ' 432763 design loads De applied to any component 5. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition' of use. 6. Design assumes full bearing al all suppons shown. Shim or wedge if necessary. - lrJ, C) (l P " V \ fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage is provided. 6. Plates shall be located on both faces of truss, and placed so their center, '9jF OF III I I II III I III I III VIII IIII I I III TPI/WTCA in BCSI, copies of which will be fumished upon request. 7.6.7(1 lines coincide with joint center lines. 9. Digits indicate size of plate in inches. design ESR ESR CA1_kF MTek USA, Inc./CompuTrus Software L) -E 10. For basic connector plate values see -1311, -1988 (M7ek) 1"S I TESeATORS'TSdTom c�r in� LUMBER SPECIFICATIONS TRUSS SPAN 1'- 7.1" COND. 2: 200.00 PLF SEISMIC LOAD. TC: 2x4 OF HISBTR - LOAD DURATION INCREASE = 1.25 Note:Truss design'requires continuous BC: 2 x 4 OF ff1&BTR - SPACED 29.0" O.C. WEBS: 2x4 OF N16BTR bearing wall for entire span DON. LOADING All connections and attachments of components to form TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF the structural system for imposed seismic loading is . BC LATERAL SUPPORT <= 12"OC. DOM. DL ON BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of record. TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Design assumes shear panel to align with. verticals - in adjacent trusses. REQUIREMENTS OF CBC 2013 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP - for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - M -3x6 M -2x4 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers h' h- t with other live loads C m W is is no concurren C 0 I 1-07-02 - .. .. <PL: 0-00-00 0 W is is no concurren C . r. 1-07-02 - .. .. <PL: 0-00-00 t JOB NAME: M-38204 - Kelly Residence Lot 161-162 - 4R1e:0.,75DSPATES FABRICATO C. ---- p ESS/pd/ WARNINGS: GENERAL NOTES, unless otherwise noted: C . r. 1-07-02 - .. .. <PL: 0-00-00 t JOB NAME: M-38204 - Kelly Residence Lot 161-162 - 4R1e:0.,75DSPATES FABRICATO C. ---- p ESS/pd/ WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss : - and Warnings before construction commences. building component. Applicability of design pparameters and proper incorporation of component is the responsibildy of the building designer. y 2. 2x4 compression web bracing must be installed where shown +. 2. Design assumes the top and bottom chords to be laterally braced at " m DES. BY: BS 3. Additional temporary bracing to insure stability during construction s the responsibility of the erector. Additional permanent bracing of 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( C). W C 60384 - m i DATE • 12/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6344632 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 o be used in a noncorrosive environment. * EXP. 06130!16 �• TRANS I D : 432763 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. s kP J` I Z / 8ll5 101 � . \Q I fabrication, handling, shipment and installation of components. This is furnished to the limitations forth by 7. Design assumes adequate drainage is provided. A 9pF 0 6. design subject set TPINVTCA in BCSI, copies of which will be furnished upon request, S. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. OF CM_W III I I III III I I I VIII I III III MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) Truss: i - DES. BY: BS DATE: 12/8/2015 SEQ.: 6344634 TRANS ID: 432763 111111111111II1111I111111111111 IN WARNINGS: - �, 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. m c�r in)_ IIIII� 2. Design assumes the top and bottom chords to be laterally braced at 3. Additional temporary bracing to insure stability during construction — SFATESet�ATORS , LUMBER SPECIFICATIONS continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). the overall structure is the responsibility of the building designer. TRUSS SPAN 1'- 2.9" 4. No load should be applied to any component until after all bracing and - COND. 2: 200.00 PLF SEISMIC LOAD. TC: 2x4 DF 0l:SBTR - - design loads be applied to any component. LOAD DURATION INCREASE = 1.25 5. CompuTrus has no control over and assumes no responsibility for the S. Design assumes full bearing at all supports shown. Shim or wedge if Note:Trussbeari design requires continuous necessary. 7. Design assumes adequate drainage is provided. BC:' 2x4 DF 01dBTR 8. Plates shall be located on both faces of truss, and placed so their center TPINVTCA in BCSI, copies of which will be furnished upon request. SPACED 24.0" O.C. 9. Digils indicate size of plate in inches. ^ bearing wall for entire span DON. , WEBS: 2x4 OF HI&BTR _ LOADING All connections and attachments of components to form TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( $3.0) ON TOP CHORD = 43.0 PSF the structural system for imposed seismic loading is BC .LATERAL SUPPORT <= 12"OC..UON. DL ON BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of record. - TOTAL LOAD = 50.0 PSF : - , Design assumes shear panel to align with verticals , LIMITED STORAGE DOES NOT APPLY DUE TO .THE SPATIAL _ in adjacent trusses. REQUIREMENTS OF CBC 2013 NOT BEING MET.' Note: Attachments as stated above must account - M -4x5 M -2x9 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP - .�- for the component overturning moment. - - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.. 1 2 Design checked for a 300 lb concentrated top chord — _ live load per IBC 2012 due to maintenance•workers I II - r which is non -concurrent with other live loads. <M -h4 .M -9x5' i, y y ` 1-02-19 r <PL;: 0-00-00 JOB NAME: M-38204 -- Kelly Residence Lot 161-162 - A ,p. -'All„SPATES FABRICATO _ ��� C. Truss: i - DES. BY: BS DATE: 12/8/2015 SEQ.: 6344634 TRANS ID: 432763 111111111111II1111I111111111111 IN WARNINGS: - GENERAL NOTES, unless Otherwise noted' 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. 2x4 compression web bracing must be installed where shown +. 2. Design assumes the top and bottom chords to be laterally braced at 3. Additional temporary bracing to insure stability during construction . 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggtthh by is the responsibility of the erector. Additional permanent bracing of Po Y P 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). the overall structure is the responsibility of the building designer. 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. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are o be used in a noncorrosive environment, design loads be applied to any component. and are for "dry condition” of use. 5. CompuTrus has no control over and assumes no responsibility for the S. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handlin shipment and installation of components. g• P po 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 TPINVTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center fines. 9. Digils indicate size of plate in inches. ^ MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. Forbasic connector plate design values see ESR -1311, ESR -1988 (MTek) II II� 2. Design assumes the top and bottom chords to be laterally braced at Y o.c. and at 1o' o.c. respectively unless braced throughout their length by r Ms deMrepap"om c_'r in_ 0 W • � C 60384 - r, is the responsibility of the erector. Additional permanent bracing of W ty Pe 9 continuous sheathing such as plywood ; eathing(TC) and/or drywall(BC). SPATES FABRICATORS (JR) LUMBER .SPECIFICATIONS 7 - TRUSS SPAN 1'- 10.4" COND. 2: 200.00 PLF SEISMIC LOAD. TC: 2x4, DF 01&BTR' LOAD DURATION INCREASE ='1.25 _ Note: Truss design requires continuous 4. Installation of truss is the responsibility of the respective contractor. BC: 2x4 DF N1dBTR - SPACED 24.0" O.C. - - - bearing wall for entire span UON: 5. Design assumes trusses are to be used in a noncorrosive environment, and are for "dry condition' of use. VIEBS: 2x4 DF I1l&BTR - design loads be applied to any component. 5. CompuTnus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if . fabrication, handling, shipment and installation of components. necessary. LOADING All connections and attachments of components to form TC LATERAL SUPPORT <= 12110C. DON. - LL( 20.0)+DL( 23.0) ON TOP CHORD = 43,0 PSF the structural system for imposed seismic loading is . BC .LATERAL SUPPORT <=.12'0C. UON. DL ON BOTTOM CHORD = 7:0 PSF. the responsibility of the engineer of record. - 9. Digits indicate size of plate in inches. TOTAL LOAD = 50.0 PSF - MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) - Design assumes shear panel to align with verticals ' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. . _ REQUIREMENTS OF CBC -2013 NOT BEING MET. Note: Attachments as stated above must account ' BOTTOM CHORD CHECKED 'FOR 10PSF LIVE LOAD. TOP for the .component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - - Design checked for a 300 lb concentrated top chord M -3x9 M -2x9 live load per IBC 2012 due to maintenance workers JOB NAME: M-3820 Truss: AU DES. BY: BS i_ DATE: 12/8/2015 SEQ.: 6344635 TRANS ID: 432763 j I III I VIII I I I I I I� VIII I III IIII IIII 4 Kelly Residence Lot 161-162 - -Scale: 0.6779 SPATES FABRICATO WARNINGS: _ GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Y o.c. and at 1o' o.c. respectively unless braced throughout their length by - 0 W • � C 60384 - r, is the responsibility of the erector. Additional permanent bracing of W ty Pe 9 continuous sheathing such as plywood ; eathing(TC) and/or drywall(BC). `t 7 I 3. 2x Impact bridging or lateral brarang 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. - * JOB NAME: M-3820 Truss: AU DES. BY: BS i_ DATE: 12/8/2015 SEQ.: 6344635 TRANS ID: 432763 j I III I VIII I I I I I I� VIII I III IIII IIII 4 Kelly Residence Lot 161-162 - -Scale: 0.6779 SPATES FABRICATO WARNINGS: _ GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Y o.c. and at 1o' o.c. respectively unless braced throughout their length by - 0 W • � C 60384 - r, is the responsibility of the erector. Additional permanent bracing of W ty Pe 9 continuous sheathing such as plywood ; eathing(TC) and/or drywall(BC). Of 7 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral brarang 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. - * EXP. OBI3O/� B fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, and are for "dry condition' of use. Q / Z I S// design loads be applied to any component. 5. CompuTnus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if S C I�/I\ fabrication, handling, shipment and installation of components. necessary. p �P 6. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage isrovided. 8. Plates shall be located on both faces oPWss. and placed so their center - QF CALIF TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) des)m co� inF� am iIII II� ES177 TORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.4". COND- 2: 200.00 PLF SEISMIC LOAD.. TC: ' 2x10 OF 02 LOAD DURATION INCREASE = 1.25 _ Note:Truss design requires continuous <PL: 0-00-00 - BC: 2x12'OF #2. SPACED 24.0" O.C. - Kelly Residence Lot 161-162 -I 1-0000 SPATES bearing wall for entire span UON. t TC LATERAL SUPPORT <= 12"OC. UON. LOADING p ESS/pN All connections and attachments of components to form BC LATERAL SUPPORT <= 12"OC.-UON. GENERAL NOTES, unless otherwise noted: LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF the structural system for imposed seismic loading is BC LATERAL SUPPORT <= 12"OC.. (ROOM AREA) - -. DL ON BOTTOM CHORD = 7.0 PSF � - the responsibility of the engineer of record. - _ TOTAL LOAD = 50.0 PSF - Unbalanced live loads have been Design assumes shear panel to align with verticals , ' considered for this design. -. LIMITED .STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses.' - y m t • DES. BY • B$ REQUIREMENTS OF CBC 2013 NOT BEING MET. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Adtlitional permanent bracing of 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( ). • C 60384. T^ - Note: Attachments as stated above must account - - - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP - for.the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. E 6 3 4 4 6 3 6 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 man 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment "dry - i Design checked for a 300,Pb concentrated top chord . ' TRANS I D : 432763 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge i1 necessary. live load per IBC 2012 due to maintenance workers T C(V (` Q' \\ which is non -concurrent with other live loads'. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both laces of truss, and placed so their center F Obi` OF CALIF I TPIIWTCA in BCSI, copies of which will be famished upon request. lines coincide with joint Center lines. LUMBER MUST BE CLEAR :. . - - 1+) MiTek USA, Inc./CompuTrus Software +7.6.7(1L)•E -10. 9. Digits indicate sae of pyla in inches. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) .. ... .OF KNOTS d"SPLITS. M -2x8+ M -2x8+ 1 r + r '1-10-06 <PL: 0-00-00 - JOB NAME: M-38204 - Kelly Residence Lot 161-162 -I 1-0000 SPATES FABRI,CATO C. Scale: p ESS/pN WARNINGS: GENERAL NOTES, unless otherwise noted: AV _ 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual - Truss ' and Warnings before construction commences. building component. Applicability of design parameters and proper incorporation is me the building designer. 1 2. 2x4 compression web bracing must be installed where shown . of component responsibility of 2. Design assumes the top and bottom chords to be laterally braced at C7 - y m t • DES. BY • B$ 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Adtlitional permanent bracing of 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( ). w C 60384. T^ (. DATE: 12 / 8 / 2 015the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ E 6 3 4 4 6 3 6 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 man 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment "dry - i EXP. O6I3OI16- , TRANS I D : 432763 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge i1 necessary. T C(V (` Q' \\ 4 fabrication, handling, shipment and installation of components. 4 6. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both laces of truss, and placed so their center F Obi` OF CALIF I TPIIWTCA in BCSI, copies of which will be famished upon request. lines coincide with joint Center lines. • III I I III I I IIIII I II I I I III 1+) MiTek USA, Inc./CompuTrus Software +7.6.7(1L)•E -10. 9. Digits indicate sae of pyla in inches. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) III IIdes�epax_)m ccIM inF= 2-06-19 J SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 21- 6.9" COND. 2: 200.00 PLF SEISMIC LOAD. TC: 2x10 OF 02 - LOAD DURATION INCREASE = 1.25 C. Note:Truss design requires continuous - BC: 2x12 DF 02 p ESS/pd' SPACED 24.0" O.C. bearing wall for entire span DON. GENERALNOTES, unless otherwise noted: TCLATERALSUPPORT•'<= 12"OC. DON.- _ LOADING - All connectionsand attachments of components to form BC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF the structural system for imposed seismic loading is . BC LATERAL SUPPORT <= 12.00. (ROOM AREA) DL ON BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of record. Z TOTAL LOAD = 50.0 PSF ' Unbalanced live loads have been - _ Design assumes shear panel to align with verticals consideredforthis design. C60384 - LIMITED STORAGE DOES NOT APPLY DUE TO THE.SPATIAL - in adjacent trusses. �DATE : 12/13/2015 is the responsiDilBy of the erector. AddAional permanent bracing of the overall structure is the responsibility of the building designer. • REQUIREMENTS OF CBC 2013 NOT BEING MET. .. Note: Attachments as stated above must'account . - SEQ. : 6344637 - - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP - for the component overturning moment.- * EXP. O6I3OI1 s Q AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. design loads be a lied to an component. g applied y p 5. CompuTrus has no control over and assumes no responsibility for the and are for condition" of use. 6. Decesnsary umes full bearing at all supports shown. Shim orwedge if � rS/. Design checked for a 300 lb' concentrated top chord ' F - fabtihdlishit d installation fabrication, anon ocomponents. 7. Design assumes adequate drainage is provided. live load per IBC 2012 due to^maintenance workers '9TF OQl - t y, which is -non -concurrent with other live loads. OF CALIF _ LUMBER MUST BE CLEAR. TPIIWfCA in SCSI, copies of whim will be famished upon request. lines coincide with joint center lines. OF .KNOTS d SPLITS., . r MiTek USA, Inc./CompuTrus Software +7,6.7(1 L) -E 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) 2-06-19' , M -2x8+ M -2x8+' 2-06-19 <PL: 0-00-00 JOB NAME: M-38204 - Kelly Residence Lot 161-162 - ASW - SPATES FABRICATO C. cale: 0.8881 p ESS/pd' -AWWARNINGS: GENERALNOTES, unless otherwise noted: 'VKe 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Tr U S S 1 - - and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. building component. Applicability of design parameters and proper =ration incorporation of component is the responsibility of the building designer. Z 111 DES., BY: BS 3. Atltlilional temporary bracing to insure stability during construction 2. the top and bottom chords to be laterally braced at by 2'ntinandat10'hin - - C7 w C60384 fn m �DATE : 12/13/2015 is the responsiDilBy of the erector. AddAional permanent bracing of the overall structure is the responsibility of the building designer. suchasvlyunlessbracedthroughouttheirall(g continuous sheathing such as plywood sheathing(TC) anNor drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ ;0 SEQ. : 6344637 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 o be used in a non-corosive environment, "dry * EXP. O6I3OI1 s Q ' TRANS I D : 432763 design loads be a lied to an component. g applied y p 5. CompuTrus has no control over and assumes no responsibility for the and are for condition" of use. 6. Decesnsary umes full bearing at all supports shown. Shim orwedge if � rS/. / Z / 8 I S . - CIV (`- \P F - fabtihdlishit d installation fabrication, anon ocomponents. 7. Design assumes adequate drainage is provided. '9TF OQl - r 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 OF CALIF _ TPIIWfCA in SCSI, copies of whim will be famished upon request. lines coincide with joint center lines. . t 11111111111111 I III I VIII I I I I VIII I II II IIII III MiTek USA, Inc./CompuTrus Software +7,6.7(1 L) -E 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) c n --I- - 4� �� < .� A�mlv]"m m�a3z ik m� aGc mo N� NO Ao o majT oomG n G N m N m N N a N H AC ] a AO n ]c yen as nt°a Bim arc -.'A^ Av°iao?Eo�°� m40 om o�^° jo a' `=<3 °j0 =`rod ? O O rC O: ] O? 3 F.m 0 n o -m c p mo m0 J C O as oJ a �O u p S amco o,i.R m Vf3 mm,°nmo r'uA,mi°`c Aon `•mc3u�fDA 33 D A. 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H z Gt ~ O mA �o a N au An L 9 y D O m ]A C r M, m O O = O � A _ r N N m 3�d t N9L voi of v v m m m m m m m m m m m m m r m r m m m �■ . �. � � � r � � � � � � � • "moi � ii -� � _moi _ �.-.� FOR CABLE ENDS UNDER 6'-1• IN HEIGHT DBalen tonforma to Main-wndforce-Resisting f_ SYMOM SWO Components and C laddhg. criorfa. ^MINIIUMGABLE STUDGRADE-2x4 STUD GRADE DOUGFIR - r ` *■ �- . _ __ k ; .. :�- = CONDITION2---"- -- T' - - Wind: .vult,=115' mph'max h=30ft max; ASCE 7-1C' All Heights), Enclosed, Cat:,2, Exp H.oi C t' '' Tek GABLETRUSS MAY S UP TO 180 MF DRAG LOAD Load Duration Factor=l. 6. - O DED REEND RESISTING MATERIAL ADEQUATE TO RESIST 180PLFISATTACHED.TOONE FACE 'STUCCO MUST BE ATTACHED IN . CABLE END, PCCOADAkCE,WTH IBC TABLE 2308A.S. 2 CABLE ENOTRUSSIS•ADEOUATELYAND CONTINUOUSLYCONNECTEO 'TO SUPPORTING BEARING WALL.. . - - 2ae•BRACE.AT 16'-0' o:c:OR AT • CENTERLINE. ATTACH %ATH 16tl - NAILS SHOWN IN(),M•iXiTypical' , - N w - '.12)• '2z0.STUDS•• . 3. c :. . - STRUCTURAL. TRUSSES: .. ." _ • - .42.5s4 . 18' - - � Io - .:. - 'MAX d (21,__ ,. PLATE •t. .i .•. v ' ��J�..ry i/YY J 3 f.-. •�'"i - y •CENTER. VERTICALS VARY AS REWIRED ,moi - BY VENT SVE OR OUTL00KER : - .. . �BRACINGFORGABLEEND �• .j;,.� - .:, _ r �,1, a.. CUTOUTFOR44 • .. .. - _ . '. OUTLOOKER 'CUTOUT FOR 4,Q OUTLOOKER r- OFFSTUD 1)d ADD-ON. ATTACH WRH 8d NAILS'AT— OVER STUD .. . ! , DRAGGABLE DES. $Y: MJ DATE: 3/19/2015 SEQ. : 62127'63 TRANS ID: .4.19298' C9C20:J/IAC2012 J FESS -1 4n OUTLOOK R D T n c W E1( 603844' :EX • sr civt� gTFOF C RL�Fd� FOR GABLE ENDS OVER6'-1' IN HEIGHT Design conforms to Main VAndforce-Reelsting M iTe k® "MINIMUM GABLE STUDGRADE 2x4 CONSTRUCTION GRADE DOL1f}FIR SyttCM dho ComponenU and Cladding crkeria. GABLE STUD SPACINGI6-dt Wind: Vult.=115 mph max, h-30ft max, ASCE 7-1.0 OF (All Heights), Enclosed, Cat 2, Exp B or iC. M l Load Duration Factor=1.6, f W-Wo.r- MAX M -2,5x4 � 2 LU 384 k 2x4OUTL HER tk EXP 4APA C(V1\- \� M-1x9Typiwl glFOFCA\-\FUS r I ij I. . f L j W BRACES. BRACED - �!:I .AT 6W APAXIMUM ' 1P t ', 2x4 STUD« n 1a MAX { ' 2x4CONT1NUOUS CONDITION M -2.5x4 BACKING GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, I " ATTACHED NTH 16d PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATER14LADEQUATE TORESIST " " 180 PLF IS ATTACHED TOONEFACE-STUCCO MUST BEATTACHEDIN ' ACCORDANCE WITH IBC TABLE 2908.7. . j 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED ft TO SUPPORTING BEARING WALL i I DRAG GABLE 80C (+ 8'-1') DES. BY.: MJ DATE: 3119/2015 I SEQ.: 6212764 TRANS ID: 419298 I CBC2013LIBC2012 1.. T SHEATHING TO GABLE ENO 2x4 BLOCKS WITH 3316d NAILS EACH END{ i 8d NAIL AT Joe 8' O.C. GABLE STUD 1.164 . i 6d at 24' O.C: 20 BLOCK 2.18d - WITH 2-15d _ 86 NAIL A7 Wax. NOTCHED PER OUTLOOKER SPACING0.a _ of 2x4 BRACE SMiH 4/8d NAILS ' TOE NAIL 2-184- - EACH ENO. - - 2-16d 1�/ at 24' ' r Block O Plate O Raised Heel CompuTrus, Inc. 2x4 M -3x6 2x8 M -3x8 M-3xs Custom Software Engineering Manufacturing Extensions must be supported every 4-0-0 2x8 M -3x10 Plate Pitch ----- 2.82-3.00 'M -3x8 M -3x5 M -3x8 3.00-4.50 M -3x8 M -3x5 M -US 4.50-0.00 1, M -3x6 M -3x5 M -3x8. max. Extensions may be plated as shown for 2x10 M -3x12 ' additional length Use M -3x8 plate for 2x4 + lumber, M-64 for 24. B ' � ' ----- 2.82- 12 X 6.00 ` 18' min. Deflection Crkeria: Cantilever Live Load = U240 Dead Load = U180 Varies with pitch . -3x4. lip A -30i•• j i �- 1 0 - Do not overcut ripped cords. 0r". r § - Shim all supports solid to bearing ^ 2x4, 2x6.2x8, 2x10' z' block FL grade. Refer to Max Setback 1 Lumber Grades TC LL/DL Max Setback TC LL/DL Max Setback R 3475 max: W= 1'.5 min 4 over 2 supports > R =694# max. W =1.5" min SPF1650F(1.5E) 2011- 27# 8.8-0 • 2014.34# '8-0-0 - r ^ SPF2100F(1.8E)20f7=27# •8-10.-0 '20/14 = 345 '8-4-0 n +• 14 Note: Max Setback is from inside of bearings. Q�pFESSr j • FLE NO: Hip Rafter -2x6(125) w EXP. Note: DATE: 07/01!09 SEQ: 2787668 Sl CPAL qrF Conventional framing Is not the responsibility of the truss designer, plate manufacturer nor the truss fabricator. Framers erecting ofc�i� trusses are cautioned to seek the advice of a local, professional k IBC 20091CBC 2010 _ - - :- engineer regarding conventional framing. , ALTERNATE FRAMING DETAIL AROUND 30" ACCESS LUMPLTIr Ing. s. Custom Software Engineering Manufacturing TYPICAL ROOF TRUSS LAYOUT - 24' 1 24•_ 24* 24' t 24• L 24• L . 24' o- y ° " NOTE: REFER TO APPROPRIATE ENGINEERING DETAIL FOR t TRUSS TYPES DESIGNED FOR OVER SPACING. ADJUSTED ROOF TRUSS LAYOUT single member"common (net `24 o.c.)At ; `.'Ladder Frame: ; F w ' •, " Between trusses with 2x4 at 48 o c:; ` r a lgpFESS I�N•q! 't 24' 24• 2P 30' deer L 1 L L L 21' 2a 24' Section A-A 1 L (t MM view) 30'x 30' . r Q� Access.i/, Opening 4 Section A-A X30 # i SEQ: S5480564 DETAIL FOR COMMON AND END JACKS MII/SAC - 8 -20PSF 8/31/2005 PAGE 1 ' MAX LOADING (p5f) TCLL 20.0 rCDI t6.0 Bcm. oA PACING zoo late. Indease 1.15 Lumber Inuease t.ts Rep Stress Ina YES BRACING TOP CHORD BOT CHORD Sheathed. Rigid ceiling directly applied. MiTek Industries, Ina Western Division BCDL 10.0. MINIMUM LUMBER SIZE AND GRADE T OP CHORD 2 X 4 HF, OF -L 110.1 LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, HF, DF -L No.2 AS DESIGN REQ'D 20'-0' MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22' LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W1(.131'X3.0' M1N) NAILS ( 3' O.C. 2 ROWS .2-0.0 s � NOTE: TOP CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. ��</@ T AND CONNECTION DY OTHERS OR 2-tOd COMN,ON K9RE l X 3.57 LGT TOE NAILS SUPPORTS SHALL BE PROVIDED .C. ALONG THE EXTENSION OF TOP CHORD. CONN. W13 /6d COMMON WIRE (0.162 -DIA. X 3.5- LGT) TOE NAILS ' / L3x4_ y CONN. W?215d COMMON WIRE I 6.Oq 6-0-0 1 i —._---'— 44.0-0 X 3.SSLGT) TOENAILS EXT. 2.0.0 2a0 EXr. I ..• 1 �— T. Exr 2•0.o J _ r 240 / 1 CONN. WM 16d COMMON WIRE (0.162"DIA X 3.5• LGT) TOE NAILS 1 3X4 = BOTTOM CHORD LENGTH MAY BE 2'-0' OR A BEARING BLOCK CONN. WR 16d COMMON W0$(0.162"OIA. X 3.51 LGT YOE NAILS OR SEE DETAIL MILSAC-7 F( 2.0.0 _ _ _ - PRESSUREBLOCXING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. . I WARVN6 • Verify der/ -- - 77:' :yeenbadr lane N /J/ 9n parometerc turd 1450 ND7E9 ON 7HIS AND LYCL11bED, NITEX RBF::Rf.BCB PAGE 917 7472 BESbW: LSF. �rta.m II f Design vaid fa v50 orgy wish MZek Connaclort, this design Is baied onty upon.Poraref of shown and -o for an indniduat e m I Salto 109 bstlduq omponenl. A abd ddc' n pprollond GWSNL40211%CA.2561._ 1 ; ori N 49 poramual we and pope: rise. Component o resp to ihe3y �1 butldi� designs - rWl 4u:s designee. &tang shown n Iv loterol Support of inelivifuol wen member. orae. Addgond lortspdory brx'vsp to csE a tfoNfily dwlfg eonsltuellon is :he tesponsfWly of the ' I. r erector. Addit'Unal Pem7nent broung of tj" aveead Sbucl Wn it the resporssibi5ry of Out buh$ig d"—. Fn genmol gu:donco fegordklg I fobricolion. Quolly control doroge. defrery. twecllon and tracing. Conwtf ANSIrTPil Oudlly CAteAo. 65 S. S? and SCSI1 9uWag Campenenl � jf �'�'�� ID i Sdety Ween-flon ovoi5bm le SoTnns Pkbfe Ns:Bute. SM D Onettlo Drive. Modkon, W! W1y. �1/e August 10, 2010 T -BRACE/ 1-B .RACE DETAIL WITH -2X BRACE ONLY ST = T -BRACE 2 MiTek USA, Inc. Page1 of 1 Note: T -Bracing / 1 -Bracing to be used when continuous lateral bracing oo is impractical. T -Brace / 1 -Brace must cover 90% of web length. E=n t Note: This detail NOT to be used to convert T -Brace / I -Brace MITek USA, Inca webs to continuous lateral braced webs. Nailing Pattern T -Brace size Nail Size Nail Spacing 2x4 or 2x6 or. 2x8 1 od 6" o.c. Note: Nail along entire length of T -Brace / I -Bra_ ce (On Two; -Ply's Nail to Both Plies) Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x41 -Brace 2x6 2x6 T -Brace 2x6I-Brace 2x8 2x8 T -Brace 2x8f-Brace Brace Size " for Two -Ply Truss y Specified Continuous Rows of Lateral Bracing t SPACING. Web Size 1 2 - 4 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace ` WEB 2x6 2x6 T-Brace2x6 I -Brace A 2x8 2x8 T -Brace 2x61 -Brace a - T -Brace / I -Brace must be same species } and grade (or better) as web member. T -BRACE . Nails Section Detail09 �t)fESS/ T -Brace Web.., Nails rpFCALtF� Web 1 -Brace �: °~' • .. - . Nails Ij.. 11. 1� Ij li II II I' II• II I 11 11 I VALLEY PLATE .I ( SEE NOTE #4) 11 ;, POST VALLEY RAFTERS ( SEE NOTE #8) ( SEE NOTE #2) , PLAN DRAWING �.,..�..,,.,,.., MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE MITek USA, Inc. Page 1 of 1 L r J LSU O Dt� o coo a MiTek USA; Inc. *Bay size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24"O.C. TYPE BRACING MATERIALSGENERAL BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D 19-0' 1610 18861666 ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED 2829 "� .-•.. "'+��=,�•-• i f''•'+ %.•+ " \ :` 4' "C•::vv�, •> ..v.�•.y,,. .<t--•`�.•�i. "4• 1 X 4 IND. 45 SIP - 2. THESE MOULAT045 ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE A -OR, r _ 12'0' 1342 1572 .. 1572 2358 !� ?>�� 3143 3143 4715 4715 7074 .;;S �i.•`4 .;\: '�`TL `-'• �:-'ia.•. 5 ',;� '' 1. • �.'' ti': \e':�°.1.:••'r.. .y. .. ;:te';. r\., .A!.•�.ge' `7,:Y_(.S H.:s• F�'I.r.'%�• .Tar.: - 4',.:.. rL�.,�"'.'•�:rs-y •Y^'kc.� Phi.: .-'' a�1r, i(; ;> t ..-!•. h'��;•�,s,2� : .a\+C.:�+.`,y.',+�'dt�^±-'�=,r+�-.. t4'-0" 1150 1347�� 1347 2021 (0.131'125') FOR 10 BRACES, 2./0010.131•-31 FOR 20 and 2M BRACES, AND 3-106 (0.131 -.01 FOR 2,0 BRACES. - 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2 -ad (0.131.12.5) NABS FOR .N LATERAL BRACES, 1006 1179 1179 1768 �y w' 2358 2358 3536 c ..tea ?cis . � .. R-� . •'•i.. •.1'L•,;,;yi;,Y,%.•igt'`%:lit?y�#�'r'�i.\°'r'^�'�' 3143 4715 ' ^- 18'-0" 894 1048 1572. - (SEE NOTE 4) . FOR CONTINUITY. .1048 •., > 20'-0' 805 943' 943 1414- 4yy 1886 1086 2829(:;?5`rr�y�° �< . WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS RATE INSTITUTE. . ,>t *Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: NOTES TYPE BRACING MATERIALSGENERAL FOR A SPACING OF 24' O.C.ONLY, MUTEK'STABWZER' TRU53 BRACING SYSTEMS CAN BE 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ' SUBSTITUTED FOR TYPE A. 0, C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ROOF AND�OR CEMM DIAPHRAGM. THE DIAPHRAGM IS TO RE DESIGNED BY A QUALIFIED - - - - ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED PROFESSIONAL 1 X 4 IND. 45 SIP - 2. THESE MOULAT045 ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE A -OR, 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER. AS THE LATERAL BRACE DIAGONAL BRACE MATERW. AND SHALL BE INSTALLED N SUCK A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4 82 SRB (OF, HF, SPF) AT APPROX 45 DEGREES AND SMALL BE NAILED AT EACH END AND EAOH INTERMEDIATE TRUSS WITH 24d e. (0.131'125') FOR 10 BRACES, 2./0010.131•-31 FOR 20 and 2M BRACES, AND 3-106 (0.131 -.01 FOR 2,0 BRACES. - 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2 -ad (0.131.12.5) NABS FOR .N LATERAL BRACES, 2.100 (0.131.101 NAILS FOR 2O and 2x4 LATERAL BRACES, AND 3.10d (0.131-C) FOR 218 LATERAL BRACES. B 2 X 3 R3, STD, CONST (SPF, DF, HF, OR SP) ' . 5, LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE - - - (SEE NOTE 4) . FOR CONTINUITY. S. FOR ADOITtOMAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING. CONSULT C SP) _ ose'e3 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BC311 2 X 4 03. STD. CONST (SPF, DF, NF, OR GUIDE TO GOOD PRACTICE FOR HANDLING, NSTAUM a BRACH OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS RATE INSTITUTE. . w1vw.�aWaaY-mm and WON.Mlt"a D 2 X 6 63 OR BETTER (SPF, DF, HF, OR SP) 7. REFER To SPECIFIC TRUSS OESKIN ORAWNG FOR WEB MEMBER FORCE: - 6. TABULATED VALUES ARE BASED ON A DOL. -LIS FOR STABILIZERS: FOR A SPACING OF 24' O.C.ONLY, MUTEK'STABWZER' TRU53 BRACING SYSTEMS CAN BE ?L` ' SUBSTITUTED FOR TYPE A. 0, C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE 'STABILIZER. - - ' TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE +• CONTINUOUS LATERAL - RESTRAINT 2-1Od NAILS . . - (SEE NOTE 4) . f TRUSS WEB -MEMBERS'.,_ •_ i This information is provided as a recommendatlonto assist in the requirement for permanent bracing of the individual truss web . •�` ;' members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just. one method that can be used to provide stability against web buckling MINIMUM LUMBER- SPECIFICATIONS (DF ONLY) PIGGYBACK TRUSS SPAN UP TO 16'- 0.0 MAXIMUM WIND SPEED = 110mph, MAX MEAN ROOF HEIGHT_ = 20ft. TC: 2x4 DF #2 LOAD DURATION INCREASE = 1.25° MAX. SPACING = 24.0" O.C. DF WEBS: 2x9 CATEGORY II, BUILDING EXPOSURE B or C BC: 2x4.STD/STUD DF #2 ENCLOSED STRUCTURE, GABLE END ZONE LOADING ASCE 7-10, DURATION OF LOAD INCREASE = 1.60 TC LATERAL SUPPORT <= 12"OC..UCN. LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON 'BOTTOM CHORD = 1.0 PSF • TOTAL LOAD - 360nor A ** 2x9 stripping _ _ _ required as _ . _ - _ r shown. .. NOTE: STRUCTURAL TRUSS SHOWN BELOW PIGGYBACK TRUSS IS LY1D TT T r1CTDTTT/V.l Dr1DMCT'C 11TiT V DCCCD RV1 T DDT TO— A GENERALNOTES, unless otherwise noted: CAP. B nerat Notes tle ere io on ra i1eidelft 1. This tlesign is based only upon the parameters shown and is for an individual TruSS ' bet n building component. Appticabiltyofdesign parameters antl proper 4 on m n +, incorporation of component is the responsibili of the building designer. DES. BY ' MJ 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 7 O.C. and at 10' o.c. respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as pywood sheathing(TC) and/or drywatl(BC). DATE: 3/16/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6209S98 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 in TRANS •ID: 419042 fasteners are complete and at no time should any loads greater than design loads be applied to any component. assumes busses are to be 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 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 TPIIWfCA in SCSI, copies of which will be furnished upon request. lines cold with jo nt center lines. 1 III II II II VIII VIII IIII I I IIII IIII IIII 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software +7.5.2.2F(1 Q -Z 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) TIMBER' PRODUCTS s INSPECTION March 16; 2015 Spates Fabricators, Inc.- . 85 — 435 Middleton.Street Thermal, CA 92274 ' To Whom It May Concern, Timber Products`Inspection, Inc.'is proud_to announce that`the following`truss manufacturing facility, Spates Fabricators, Inca is a subscriber to our nationally accredited "Truss Quality Auditing Program". rThe TP Truss Quality. Auditing Program �s accredited under the IASAA696/Evaluation Report and conforms to ' - requirements for independent inspection of trusses under the International Building Code and International Residential Code., " - •, ' -". ,li 'r ~. l Jam` .'."q •.. •• ,.7 Y:JY" . - , f •The TP program involves daily in -plant quality'control:checks.by_plantpersonnel and periodic unannounced' inspections by TP personnel for conformance'to engineering and industry standards for fabricators: The TP quality stamp on each truss bearing the registered GTI log is your ass •urance.that the trusses were fabricated in accordance with the TP Truss Quality Auditing`Program and applicable sections of the IBC and IRC... Specific design loads and installation requirements are not covered by,the_TP`Auditing Program.. At present; Spates Fabricators Inc is m good standing and the program is -set to.be renewed in 2016. ,:Please , note that the quality programs are automatically renewed unless requested -1 1othe`rwise.. Any questions about this 'program, the facilities status in the program 'or.the use of the,TP registered quality stamps may be directed to ` ' ' Timber Products Inspection,lnc at (770) 922-8000 r Sincerely Timber Products Inspection - ♦ r" `'' x _ ° t op Patrick C: Edwards, P.E Director.of Engineering'. + - - � . , r, . t•r . t'. �P �� - re's ,C '- �� t P.O.Box 919.••164.1 Sigman Road ••Con`yers Georgia.30012 t.e770/922-8000 r -FAX: 770/922-1290 ' 105 S.E.,124th Avenue -Vancouver, WA 98684 t X360/449-3138'- FAX: 360/449=3953 I 1 - DIVISION .06 00 00—WOOD, PLASTICS AND COMPOSITES ;SECTION 0 . . — HO ATE E � 617 53. S P FABRIC D WOOD TRUSSES � � �' •}.1 r,. , /Lib ,.'�S�y. i.. ,.- •:9 ��,.� r `y,� _t , • 7 1 ., c y . • �. .r- Y t9 t• i a REPORT HOLDER .. e r f,•fi' r ii• ej - ,r4 dr } _F { - Ir—. f `..f�?' .. ;v�• � ,,,• � _ \• MITEK.INDUSTRIES, INC.'' ;� • _ " �f " •� , 14515 NORTH OUTER FORTY,'SUITE 300 CHESTERFIELD,•MISSOURI 63017 u ' y �.... -' V � _'�� �. �+ � � rf 3i • aj �, ► ' ` t'r � ,t i � R .. ., "` ' EVALUATION SUBJECT s ' MITEV TRUSS CONNECTOR PLATES:'TL18, MT18,•-.MTI8HS`, M18SHSTM, TL20 AND MT203> F _ 4 J. ' „�, 7r Y l iw i • � t . • ICC � ICC ; � . rr+c0. � � ��.ya � �: .�y,���4�, �. _'t .:�• � ICC c r PMG LISTED' �-�• s �- Look for the trusted marks of.Conformityi `- '° "2014 Recipient of Prestigious„Western"States Seismic Policy (WSSPQ Award in Excellence" A Subsidia of INTERNATIONALry. LODECOUNdL' ' ICC -ES Evalztalion Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of thesub�ect':of the report, ora recommendation for its•zise. : There is no warranty by ICC Evahlation Service, LLC' express or implied, as to'aq finding or other mbtter in this report, t z4ow ' oras to any product covered by the report....t * -FF==C0MRCff= Copyright'© 2014 ICC -ES Evaluation Report- ESR -1988 Reissued October 2014 This report is subject to renewal December 2016. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council®» DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314) 434-1200 www.mii.com- EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: TL18, MT18, MTI8HSTM, M18SHSTm, TL20 and MT20 1.0 EVALUATION SCOPE - Compliance with the following codes: ■ •• • • • «• • • • » • • » • • • •Mtemefienaf•Building Code' »« • •«»»•• ■ •• • • • »• • • • » • • « • • • •tnfemafienaf•Residential Code' ■ •• • • • .6�q form Building Code - Property evaluated: - 3.2 MiTek® MT18HS-:» 3.3 MiTek® M18SHSTm: 2.0 USES- ........... ..... SES••......«.r.......«.... 3.0 DESCRIPTION« »„_,,,,,,».w.w„•,,, ,,,,,,,,,,,,,_«_, 3.1 MiTek®TL18 and MT18:« ... «..............« .... «............ «.r..... «....«.«... ....w . «... r ..« .......................... « w...... »...«........3.4.«Milek®.IJ..2G..tind.MIZO : �.. « . « ....... w ........ r ....... w .. w »........ r ... _ .....•••..••�..IYYY.wYYYwYYW WYYY»WYM w» ............... w .........«..•«.•..«....•« .... r .. _.. w . r . w.. w ... « .............. w « w ... r...«.....»wrraww.Yw•�•wvwwr•ww•v«» w .w.w . •« • .« . « w .» . •ww . ».w.w».w•w.w. . w « • • .. • • .. .... w • • w• • w . r ww • • w « • r .......•..s.asYYwrYY„ « ...• . .«... •. • • r • •• •• • . • •• • « r« r • . • • ........«.«...«...« ... • .w . • ..• « ... . .... • . •• •. •• •«w........«.w...w.�ww... •w • • ..«......r.wwwwY� .......... . .«wwwww«.w.-w« • • « • « .::.n.»www.«-.w ...... .... _« ..w.......... r « ......... w.. r .r ..�t....«..........•�vww•wwww. «........w ... _...... .......w ...... w ......«.«.«.....««.« « . « . • • «• r « . w . « • • . w •.wwr.w..wwwwwwww• • • w . • • ««.«.«••N•MMHHYYYN w . • .. « . « • • « w . • • « . « « • . « . r ... « • • _ ...«««««......«� • ...w .. w • w . •_ « .w ...« . « « • •« •www . «. .. « r . « «••«.«...pp1YYIMN•�YNVMVVWVWMWI•�••YM�•.. w ... w ...« ..w .. w.. w . w.«.«.««.•••.««. ICGES Eraltra/ion Reports ore not to he carsn•ued as representing aesthetics or any other attributes not specifically addressed, nor are they to he consttved ' as an endorsement of the strhjeci r jthe report or a recomniendatod for it., use. There is no warronry by lCC_' Evaluation Service. 1.1,C', express or implied. as ��- to anyfinding or other matter in this report, or as to any product covered by the report. •• w -.» ..... ».»» Page Iof3 ESR -1988 1 Most Widely Accepted and Trusted Page 2 of 3 center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2 -inch width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 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 the Manufacture of Metal Plate Connected Wood Trusses, ' shown as Chapter 3 in ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. F_� 1 1 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. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these truss plate connectors, must be accompanied by documentation showing that the design, manufacture, and proposed installation conform with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to ANSI/TPI 1, engineering drawings and the applicable code. 5.4 The design values (lateral resistance values, effective tension strength ratios, and effective shear resistance ratios) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code, and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4.6 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in St. Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1- 2007. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the MT20TM" plate is embossed "MT20"). Additionally, boxes containing the connector plates must be labeled with the MiTek® Industries name, the metal connector plate model, and the evaluation report number (ESR -1988). TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'/PLATE) LUMBER SPECIES SG 1. 1 AA I 'EA I AE EE TL18, MT18, MT18HST1, M18SHSTM, TL20 and MT20TM" Douglas fir -larch 0.49 248 203 170 171 Hem -fir 0.43 188 159 133 141 Spruce -pine -fir 0.42 206 162 125 122 Southern pine 0.55 244 192 171 178 For SI: 11b/in2 = 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. AA = 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. '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. ESR -1988 I Most Widely Accepted and Trusted Page 3 of 3 TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES', PROPERTY FORCE DIRECTION I TL18 AND MT18 MTIBHS- M18SHSTm TL20 AND MT20TM Efficiency Pounds/ inch/Pair of Connector Plates 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•• 0.5 1149 0.48 1596 0.52 2247 0.49 857 Tension @ 90•• 0.52 1208 0.5 1671 0.53 2292 0.49 854 Tension values in accordance with TPI -1 with a deviation (see Section 5.4.9 (e)] (Maximum Net Section Occurs over the joint) Tension @ 0•• 0.59 1349 '0.59 1975 0.6 2586 0.59 1035 Tension @-90-- 0.53 1214 0.51 '- 1727 0.54 2341. 0.49 861• Shear Values Shear @ 0•• 0.56 874 0.55 1099 0.53 1363 0.51 604 Shear @ 30•• 0.66 1023 0.57 1153 0.57 1482 0.74 876 Shear @ 60•• 0.83 1283 0:74 1492 0.7 1805 0.82 970 Shear @ 90•• 0.49 757 .'0.52 1052 0.39 1012 0.58 686 Shear @ 120•• 0.39 608. 0.4 802 0.41 1073 0.42 498 Shear @ 150•• 1 0.45 1 702 1 0.37 1 745 10.33 868. 1 0.5 592 For SI: 1 Ib/inch = 0.175 N/mm,'1inch = 25'.4 mm. NOTES: i 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20 gage, or 0.0466 inch (1.184 mm) for 18 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 Sections 4.3.3.2 and 6.3.4.1.3 of ANSI/TPI 1. ?Minimum Net Section - A line 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. 0.125 0.250" 0.125" 0.375" 3.2 mm 6,4 mm 3.2 mm 9.5 mm 000000000000 4� ag0000a00000 , =� 0000100000Ooo W o. E J ` N op0p�p�����Q .� E o00000000Oop .- ' N. .. - c -oo000oo0ooao- :. -. . _ 1. IMES Evaluation ReportESR-1988 FBC Supplement - r Reissued December 2014 ' This report issubject to renewal December 2016 wwwAcc-es.orQ (800) 423=6587 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD; PLASTICS AND COMPOSITES" Section: 06 17 53—Shop-Fabricated Wood Trusses, REPORT HOLDER: MITEK INDUSTRIES 14515 NORTH OUTER FORTY, SUITE 30Q, - CHESTERFIELD 0Q, CHESTERFIELD; MISSOURI 63017 (314) 434-1200 www.mii.com r , EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: TL18, MT18, MT18HST-, M18SHSTM^, TL20 AND MT20 r1.0 REPORT PURPOSE AND SCOPE Purpose: , The purpose of this evaluation report supplement is to indicate thafMiTek®fru ss Connector Plates TL18, MT18, MTI8HST"' ' M18SHSTM, TL20 and MT20, recognized in ICC -ES master report ESR -1988, have also been evaluated for compliance with the codes noted below. Applicable code editions: ' • •2010 and 2007 Florida Building Code—Building' j . - • •2010 and 2007 Florida Building, Code—Residential 2.0 CONCLUSIONS A. \ The MiTeke Truss Connector Plates TL18, MT18, MTI8HSTM, M18SHSTM, TL20 and MT20, described in. Sections 2.0 through 7.0 of the master evaluation, report ESR -1988, comply with the 2010 and 2007 Florida Building Code -Building and the 2010 and 2007 Florida Building Code—Residential, provided the design and installation are in accordance with the International Building Code® (IBC) provisions noted in the master report. Use of the MiTek® Truss Connector Plate.sTL'18, MT18, MT18HSTM,`M18SHSTM, TL20 AND MT20 has also been found:to be in compliance with the High -Velocity Hurricane Zone provisions of.ttie 2010 and 2007 Florida Building Code—Building and the 2010 and 2007 Florida Building Code—Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when,the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report reissued December 2014. , �a KC hS IYvaluation Reports art not to he consirueel as represenling aesthetics or aim other attributer tioi.vpecfcaliv ci(hire.vved, nor art' they to be' construe, Ea ' as an endorsement ofihe suhjeci of the report or a recommendation for its use l here is nn irorrnnty by 10. livalunlion Service, LLC', express or implied, as mg m arty ftndhtg or other mutter in this report. or as m oily product covered by the report. Copyright © 2014 Pagel of.T ] L t Most Widely Accepted and Trusted ft f, ICC -ES Evaluation Report.,. ESR -1988 CBC Supplement Reissued December 2014 This report is subject to, renewal December 2016. www.icc-es.orgj (800) 423-6587 1 (562) 699-0543' -A"Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES' Section: 06 17 53—Shop-Fabricated Wood Trusses !. REPORT HOLDER: MITEK INDUSTRIES, INC. ' ' 14515 NORTH OUTER FORTY, SUITE 300 .CHESTERFIELD, MISSOURI 63017 (317) 434-1200 www.mii.com , ' EVALUATION SUBJECT: Mitek® TRUSS CONNECTOR PLATES: TL18, MT18, MT18HSTM M18SHSTM TL20 AND MT20 1.0 EVALUATION SCOPE*' Compliance with the following code: ' - 2010 California Building Code (CBC) ♦ Property'evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the Mitek® Truss connectorplates TL18, MT18, MT18HST"', M18SHTM, TL20 and MT20, described in the master report ESR -1988 comply with the 2010 California Building Code, Chapters 16, 16A, 17,17A, and 23, when design and installation are in accordance with the IBC provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the 2010 California Building Code. This supplement expires concurrently with the master evaluation report reissued December 2014. 1 17 i ICC l Sla nitratirin Reports arc not in he antrtruer! ac r pre+enting aectheric.r or any tither anrrhuteS not speiificolly addressul, nor ore they to he construed = t ' as an endorsement rjthe suhjecv of the report or it reconunendation.for its use. /here is no n•arrainy by ICG licaluation Sen ice LLC, express or implied, as . to anv finding or other matier in this report,or as ro any product covered by the report. Copyright © 2014 + * Page 1 of 1