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BRES2015-0427 Revision 1 Truss Calcs- VF A IB R.- VC A T.0 R S J �`... .ECEIVED APR 0.1 2016 CITY OF LA QUINTA C6 MUNITY DEVELOPMENT J 0(") —©. AP C AP �,'\ o 0 0 3i 0 < O 3 7 CU 0 t ) — m 1 A3 j < Al A 9q ■ ' 0 A22 fi n 1� . -I u o n FFii - A36JACK5 rill AIG! v " �J Reviewed ❑ Reviewed as CorrectedLog Alb IVi� 0 Rejected. 0 Revise and ResubmtiA22 JACKS ' 0 Submit Specified hem This review Is only for general conformance with. the design concept of the project and InI general compliance with the information given II in the C6ntratt Documents. Corrections oe ' comments made on the shop drawings during this . review do not relieve contractor from compliance with the requirementsof the plans and specifications. Review of a specific item shall not include review of an assembly of which the Itern is a component, Contractor Is responsible for dimensions to be confirmed and correlated at the jobske; information that U — pertains solely to the fabrication processes or r to the means, methods, techniques, sequences ' u 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: 3.29-16 By: AL ■ PATES `JFABRICATORS Job Name: Kelly Residence Lot IGI-IG2 Address: Kelly Residence Lot I G I - I G; La Qulnta, CA Designer: Project Manager: Marilyn Clardle Job #: M-3820 Plan / Elevation: Kelly Residence V ! 0 0 0 0 0 0 15-0 12' 19 6 12" 6.0 1/2' - 6'-2 1/2' 2a•ac. - - .. - - ■ -101- .. .. a 3'-9 12' i �i9• ji '' IIl.��I!!i■I��!�h�I�i Ij �1 4 V 1W Y &.A V AV - ■ O 0 0 m r� I�\s EA Ill j A ACK5 \ ■� r_ -- _ -- --- - 0 � — ---— -- ---- — IIt1Et'►�II 0(") —©. AP C AP �,'\ o 0 0 3i 0 < O 3 7 CU 0 t ) — m 1 A3 j < Al A 9q ■ ' 0 A22 fi n 1� . -I u o n FFii - A36JACK5 rill AIG! v " �J Reviewed ❑ Reviewed as CorrectedLog Alb IVi� 0 Rejected. 0 Revise and ResubmtiA22 JACKS ' 0 Submit Specified hem This review Is only for general conformance with. the design concept of the project and InI general compliance with the information given II in the C6ntratt Documents. Corrections oe ' comments made on the shop drawings during this . review do not relieve contractor from compliance with the requirementsof the plans and specifications. Review of a specific item shall not include review of an assembly of which the Itern is a component, Contractor Is responsible for dimensions to be confirmed and correlated at the jobske; information that U — pertains solely to the fabrication processes or r to the means, methods, techniques, sequences ' u 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: 3.29-16 By: AL ■ PATES `JFABRICATORS Job Name: Kelly Residence Lot IGI-IG2 Address: Kelly Residence Lot I G I - I G; La Qulnta, CA Designer: Project Manager: Marilyn Clardle Job #: M-3820 Plan / Elevation: Kelly Residence V ! 0 0 0 0 0 0 0(") —©. AP C AP �,'\ o 0 0 3i 0 < O 3 7 CU 0 t ) — m 1 A3 j < Al A 9q ■ ' 0 A22 fi n 1� . -I u o n FFii - A36JACK5 rill AIG! v " �J Reviewed ❑ Reviewed as CorrectedLog Alb IVi� 0 Rejected. 0 Revise and ResubmtiA22 JACKS ' 0 Submit Specified hem This review Is only for general conformance with. the design concept of the project and InI general compliance with the information given II in the C6ntratt Documents. Corrections oe ' comments made on the shop drawings during this . review do not relieve contractor from compliance with the requirementsof the plans and specifications. Review of a specific item shall not include review of an assembly of which the Itern is a component, Contractor Is responsible for dimensions to be confirmed and correlated at the jobske; information that U — pertains solely to the fabrication processes or r to the means, methods, techniques, sequences ' u 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: 3.29-16 By: AL ■ PATES `JFABRICATORS Job Name: Kelly Residence Lot IGI-IG2 Address: Kelly Residence Lot I G I - I G; La Qulnta, CA Designer: Project Manager: Marilyn Clardle Job #: M-3820 Plan / Elevation: Kelly Residence '' IIl.��I!!i■I��!�h�I�i r� I�\s EA Ill 1'l \ ■� - - - -- _ -- --- - 0 IIt1Et'►�II 0(") —©. AP C AP �,'\ o 0 0 3i 0 < O 3 7 CU 0 t ) — m 1 A3 j < Al A 9q ■ ' 0 A22 fi n 1� . -I u o n FFii - A36JACK5 rill AIG! v " �J Reviewed ❑ Reviewed as CorrectedLog Alb IVi� 0 Rejected. 0 Revise and ResubmtiA22 JACKS ' 0 Submit Specified hem This review Is only for general conformance with. the design concept of the project and InI general compliance with the information given II in the C6ntratt Documents. Corrections oe ' comments made on the shop drawings during this . review do not relieve contractor from compliance with the requirementsof the plans and specifications. Review of a specific item shall not include review of an assembly of which the Itern is a component, Contractor Is responsible for dimensions to be confirmed and correlated at the jobske; information that U — pertains solely to the fabrication processes or r to the means, methods, techniques, sequences ' u 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: 3.29-16 By: AL ■ PATES `JFABRICATORS Job Name: Kelly Residence Lot IGI-IG2 Address: Kelly Residence Lot I G I - I G; La Qulnta, CA Designer: Project Manager: Marilyn Clardle Job #: M-3820 Plan / Elevation: Kelly Residence This design prepared from computer input by SPPJaBRI� (JRM M M LUMBER 'SPECIFICATIONS- TRUSS SPAN 231- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=l.o0 TC: 2x4 OF N16BTR; LOAD DURATION INCREASE = 1.25 1- 2=( -844) 822 2- 9=( 0) 2204 2- 3=(-1998) 0 2x4 OF 210OF T2 - SPACED 24.0" O.C. 2- 3=( -928) 260 9-10=(-95) 1856 4- 9=( -237) 11 BC: - 2x4 OF 111dBTR 3- 4=(-2353) 0 10- 8=( 0) 2217 9- 5=( 0) 413 WEBS: 2x4 OF H16BTR1 LOADING 4- 5=(-2147) 0 5-10=( 0) 528 LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.io 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. TOTAL LOAD = 50.0 PSF 7- 8=( -471) 0. •, LETINS:. .1-02-00 1-02-00 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. 0'-- 0.0" -92/ 283V -800/ BOON 1.50" 0.30 'DF.( 625) 31- 7.5" ,. 0/ 1089V 0/ OH 5.50" 1.16 OF ( 625) BOTTOM CHORD CHECKED.FOR 1OPSF LIVE LOAD. TOP '' 23-1- 0.0" 0/ 1150V -800/ BOON 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 .. { 1 BRG @ . 31- 7.5" 1.16 DF/ 1.79HF/'1.71 SPF41 ' BRG @ 231- 0.0" 1.23 DF/ 1.89 HF/. 1.80 SPF_ e VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240. - •, - - _ MAX LL DEFL = -0.128'-,@ 131- 1.0" Allo MAX DL CREEP DEFL ='-0.34711 @ 161- .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" 11 MAX HORIZ. LL DEFL'= 0.031" @ • 0'- •0.8" • '. ..._ •�'.. MAX HORIZ TL DEFL -= -0.080'.@ .0'- 0.8" i :• ,� _ 1 COND. '2: 800.00 LBS SEISMIC LOAD. ' ; Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2,"ASCE 7=10, :• 13-01 9-11 (All Heights), Enclosed, Cat.2, Exp'.B, MWFRS(Dir), load duration f6ctor=1.6, ` 3-02 1-01-14 3-09-10 '4-11-08 4-11-08 3-09-10 '1-01-14 End verticals) are exposed to wind, ` • . 'r Truss designed for wind loads • = ' 12 r • 12 ,, in the plane of the truss only. 3.00 v M -4x5 a 3.00' _ Design checked for a 300 lb concentrated top chord 9.0" , live load per IBC 2012 due to maintenance workers - 5 �' z which is non -concurrent with other live loads. M -2x4' M -2x4 �. 4 6 = M -3x6+ M3x5 " --8. - 2 - .. 9. _ ... _ 10 ` o. M -7x6 M -3x9 . M -3x4" =M -5x5 > *_ r 9-09-05 6-07-05 6-07-05" <PL:10-00-12 .23-00 _ >PL:10-06-04 PROVIDE FULL BEARING;Jts:l JOB NAME: Kelly Residence Lot '161-162- Al '' - scale: 0.2646 FES WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: .. Al 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 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 to be laterally braced atC flit 66864 DES. BY: EE 3. Additional temporary bracing to insure stability during construction T o.c. and at 10' o.c. respectively unless braced thmu pout their le th b Is the responsibility of the erector. Additional bracing of pa y g n y W - - rn ' DATE: 3/25/2016 permanent continuous sheathing such as plywood sheathing(TC) endlor drywall C). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ EXP. �9%3�j20 6 " SEQ. : 6378418 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners bads than 5. Design assumes trusses are to be used in a non-cormsive environment, - TRANS I D : 435019 are complete and at no time should any greater design bads be applied to any coponent. and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTlus has for the 7! vT..> t•.� % CIV (\. Q • no central over enmd assumes no responsibility necessary. fabrication, handling, shipment and Installation of components. 7, Design assumes adequate drainage is �\ qTc - 6. This design is furnished subject to the limitations set forth by 6provided. Plates shall be located on both faces of truss, and placed so their center CALGO� c OF ,` . TPINVTCA in BCSI, copes of which will be furnished upon reque$L lines coincide wjoint center lines. IIII I I III II I III VIII I II IIII II I IIII 9. Digits indicate size of plate in inches. MiTek USA, IncXompuTrus Software 7.6.7(1 LYE 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) I"IIIIIIIIIII This design prepared from computer input by i � S ! - SPP'4BRI(_ (JR_ M M LUMBER SPECIFICATIONS TRUSS SPAN 23'- 0.0" CBC2013/IBC20.12 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF N16BTR; LOAD DURATION INCREASE = 1.25 1- 2=( -58) 24 2- 9=(0) 2204 2- 3=(-1998) 0 2x4 OF 2100E T2 SPACED 24.0" O.C. 2- 3=( -691) 0 9-10=(0) 1737 4- 9=( -237) 0 BC: 2x4 OF ##&BTR 3- 4=(-2353) 0 10- 8=(0) 2217 9- 5=(. 0) 413 WEBS: 2x4 OF #1dBTR LOADING 4- 5=(-2147) 0 5-10=( 0) 528 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. TOTAL LOAD = 50.0 PSF 7- 8=( -471) 0 . LETINS: 1-02-00 1-02-00 ADDL: BC UNIF LL+DL= 20.0 PLF 131- 4.0" TO 231- 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" - 0/ 216V -17/ 22H 1.50" 0.23 OF ( 625)" 31- 7.5" 0/ 1089V 0/ OH 5.50" 1.16 DF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD.•TOP 23'- 0.0" 0/ 1150V 0/ OH 5.50" 1.23 OF ( 625) .. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.. - BRG @ 0'- 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 @- 23'- 0.0" 1.23 DF/ 1.89 HF/ 1.80 SPF VERTICAL DEFLECTION LIMITS: LL=L/360,:TL=L/240 _•' r MAX LL DEFL = -0.128" @ 131- 1.0". Allowed = '0:631" ' ` -, .. - •_ ��• ' MAX DL CREEP DEFL = -0.347" @ 161- 4.7" Allowed = 0.946" MAX TL CREEP DEFL•= -0.471" @ 16- 4.7" Allowed = 0.946". .r. - RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.34711 - MAX HORIZ.'LL`DEFL = 0.029"-@ 221- 6.5" MAX HORIZ. TL DEFL`= 0.077" @ 221- 6.5" + Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, T • (All Heights), Enclosed, Cat_2, Exp:B, MWFRS(Dir), 13-01 9-11 load duration factor=1:6, - End vertical(s) are exposed to wind 3-02 1-01-14 3-09-10 4-11-08 4-11-08 3-09-10 1-01-14 Truss designed designed for wind loads in the plane of the truss only. r. 12 ° 12 M -9x5 Design checked fora 300 lb concentrated top chord. 3.00 v 3.00 live load per IBC 2012 due to maintenance workers + S 4.0.. which is non -concurrent with other live ,loads. "-M-2x4 ,. 5.. - ., M -2x9 4 6 M -3x5 M -3x6• ,. 0 3 f 7 J 0. M -7x6 -M-3x4 M -3x4 -M-5x5 > y 9-09-05 6.07-05 6-07-05 • t<PL:16-00-12 23-00 >PL:10-06-04' PROVIDE FULL BEARING;Jts:l 2 8 - JOB NAME: Kelly Residence Lot 161-162 - A2 Scale: 0.2646 FES WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised cleft 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. 3. Additional temporary bracing to insure stability during construction 2• Design assumes the top and bottom chords to be laterally braced at C 66864 DES. BY: EE T o.c. and at 10' o.c, respectively unless braced throughout their length by LLJ . fTt is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall C).. ;0 DATE: 3/25/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ EXP. 09�3012U 6' SEQ. : 6378419 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 5. Design assumes trusses are to be used in a non -corrosive environment, -* . ., TRANS I D : 435019 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. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over end assumes no responsibility for the 7- 1 •-j r I / S' Q J` C (v (L `\ necessary. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is - Q�\ provided .%C 6. This design is furnished subjed to the limitations set forth by 8. Plates shall be located on both faces of truss, end placed so their center OF �F ' CA` in BCSI, copies of which will be furnished upon request lines coincide with joint center lines. VIII I II II VIII VIII I II I I I II IIITPI/N?CA 9. Digits indicate size of plate in inches. MiTek USA, IncJC:ompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1986 (MiTek) 7-09-04 4-03-08 7-09-04 6 6 <PL:10-00-12 19-10 JOB NAME: Kelly Residence Lot 161-162 A3 Scale: 0.3103 Truss: A45 45 DES. BY: EE DATE: 3/25/2016 SEQ.: 6378420 TRANS ID: 435019 I III I I III I IIII II VIII I I I II I IIII WARNINGS: 1. Builder and erection contractor should be advised of all General Notes GENERAL NOTES, unless otherwise noted. 1. This design is based only upon the pammeters 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 dump constmdion This design prepared from computer input by �II � continuous sheathing such es plywood sheathirg(TC) end/or drywall C . _ 3. 2x Impact bridging or lateral bracing required where shown + + 4. No load should be applied to any component until after all bracing and SPPJJWRI� (JR_ M_ LUMBER SPECIFICATIONS 5. Design assumes trusses are to be used in a non-corosive environment, TRUSS SPAN 19•- 10.0•' and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTms has no control over and assumes no responsibility for the CBC2013/IBC2012 MAX MEMBER FORCES 4WR/6DF/Cq=1.00 TC: 2x4 OF 01dBTR , LOAD DURATION INCREASE = 1.25 (Non -Rep) - 8. Plates shall be located on both faces of truss, and placed so their center TPNWTCA in SCSI, copies of which will be furnished upon request. 1- 2=( -140) 0 1-10=(0) 2377 1- 2=(-2600) 0 BC: 2x4 DF 11l6BTR 9. Digits indicate size of plate in Inches. SPACED 28.2" O.C. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 2- 3=(-2555) 0 10-11=(0) 2519 3-10=( -102) 360 WEBS: 2x4 OF ff1dBTR _ 3- 4=(-2629) 0 11- 9=(0) 2430 10- 4=( 0) 203 LOADING 4- 5=( -369) 33 4- 6=(-2377) 0 TC MAX PURLIN SPACING 32110C.UON. - LL(.20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=( -356) 45 6-11=( 0) 287 BC MAX PURLIN SPACING 120"OC. 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 8- 9=( -146) 0 BC UNIF LL( 0.0)+DL( 12.5)= 12.5 PSF 71- 11.0" TO 111- 11.0" V Unbalanced live loads have been ADDL: BC UNIF LL+DL= 20.0 PLF- 131- 4.011 TO 191- 10.011 V considered for this design. 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 OF ( 625) 191- 10.0" 0/ 1337V 0/ OH 5.50" 1.43 OF ( 625) • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP_ AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 0•-. 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-= 0.9461' MAX TL CREEP DEFL = -0.456" @ 11'= 11.4" Allowed = 0.946•• _ RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.316•' MAX HORIZ. LL DEFL = 0.022" @ 19- 4.5•' Y MAX HORIZ. TL DEFL = 0.058" @ 191- 4.:5" . Wind: 110 mph, h=15ft,TCDL=13.8,BCDL=4.2, ASCE'7-10, 9-11 - (All Heights), Enclosed, Cat.2, Exp.,B, MWFRS(Dir), r, load duration factor=1.6, 1-07-11 2-05-09 3-09-12 2-00 2-00 3-09-12 2-05-09 1-07-11' End verticals) are exposed to wind, ' Truss designed for wind loads in the plane of the truss only. 12 _ 12 3.00-v _ v 3.00 Design checked for a 300 lb concentrated top chord IIM-4x9 live load per IBC 2012 due to maintenance workers 5 -3x10 which is non -concurrent with other live loads. ' ,M -3x10 M M -2x4. M -2x9 3 4-00 0 7 �. o M -3x6 M -3x6 1 t 2 8 < M -5x5 M -4x6 M -2x4 M -4x6 =M -5x5 7-09-04 4-03-08 7-09-04 6 6 <PL:10-00-12 19-10 JOB NAME: Kelly Residence Lot 161-162 A3 Scale: 0.3103 Truss: A45 45 DES. BY: EE DATE: 3/25/2016 SEQ.: 6378420 TRANS ID: 435019 I III I I III I IIII II VIII I I I II I IIII WARNINGS: 1. Builder and erection contractor should be advised of all General Notes GENERAL NOTES, unless otherwise noted. 1. This design is based only upon the pammeters 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 dump constmdion 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced thmughoul their le th; y is the responsibilityof the erector. Additional permanent brad of n9 continuous sheathing such es plywood sheathirg(TC) end/or drywall C . 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 bads greater than 5. Design assumes trusses are to be used in a non-corosive environment, design bads 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. CompuTms has no control over and assumes no responsibility for the necessary. fabrication, handli ng, 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 TPNWTCA 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, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 66864 "� r rr EXP. 09/3012016 z \'y\Tcc OF IPM -W i `� � /� This design prepared from computer input by 111 f M M M SPPVWRIC (JR M M. 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 N1&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -602) 0 1- 7=(0) 2712 1- 2=(-2684) 0 BC: 2x4 DF 41&BTR 2- 3=(-2884) 0 7- 8=(0) 3014 7- 3=( 0) 184 WEBS: 2x4 DF #1&BTR LOADING 3- 4=(-3170) 0 8- 6=(0) 3014 7- 4=( -26) 226 TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0" TO 61- 0.0" V 4- 5=(-3176) 0 4- 8=( -2) 128 TC LATERAL SUPPORT <= 12 --OC. UON. TC UNIF LL'( 80.0)+DL( 92.0)= 172.0 PLF 6'- 0.0 TO 8'- 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 8'- 0.0" TO 14'- 0.0" V BC UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF 0'- 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 @ 81- 0.01,0' 0.0"' 0/ 1315V -9/ 10H 5.50" 0.70 OF 1625) 131- 10.0" 0/ 1313V 0/ OH 3.50" 0.70 DF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - LETINS: 1-02-00 1-02-00. - REQUIREMENTS OF CBC 2013 NOT BEING MET. - • BRG @ .01- ,0.0" + 0.70 DF/ 1.08 8F/ 1.03 SPF ( BRG @ 13'- 10.0" 0.70 DF/1.08 HF/ 1.03 SPF 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. _ - VERTICAL DEFLECTION LIMITS:LL=L/360, TL=L/240 nails staggered: MAX LL DEFL = -0.123" @ 81- 0.0" Allowed =' 0.436" 9" oc in 1 row(s) throughout 2x4 top chords, , MAX DL CREEP DEFL = -0.275""@ 81- 0.0" Allowed 0.654" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX TL CREEP DEFL = -0.396" @ 8'- 0.0" Allowed = 0.654" 9" oc in 1 row(s) throughout 2x4 webs. : RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.275" , 1 - _ - MAX HORIZ. LL DEFL = 0_010" @ 13'- 6.5" .. ` « 5-11- 11 2-00.10 5-,11-11 MAX HORIZ..TL DEFL = 0.0.24" @ 13' X6.5" - = S Wind: 110 mph, h=15ft „ TCDL=I3.8,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), 430#930# load duration factor=1.6, ; 12 12 , End vertical(s) are exposed to wind, } Trus 3.00- v 3.00 i s designed for wind loads' iq,the plane of the truss only., Design checked for a 300 lb concentrated top chord M -5x8 -M-6x6 live load per IBC 2012 due to maintenance workers which is non-concurrent.with other live loads. M -3x9 M -3x9 0 C, 1 -.- -7 R6 0 < M -3x5 M -4x6 M -2x9 M -3x6 - 1. •� �.. _. L _ • 5-05 3-03-12 5-03-09 13-10 <Pt:1'3-02-00 14-00 r JOB NAME: Kell Residence Lot 161-162 A4' ` � Y Scale: 0.3763 s A 4m Truss: DES. BY: EE .DATE: 3/25/2016 SEQ.: 6378421 TRANS ID: 435019 IIII I I II II I111111111111111111111111 IIII 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 drown 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. Add'dionaI temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their le th by is the responsibility of the erector. Additional permanent bred of ty P n9 continuous sheathing such as plywood sheathing(TC) end/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 bad 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 bads greater than S. Design assumes trusses are to be used in a non -corrosive environment, design bads 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 contraI over and assumes no responsibility for the fabrication, handli ng, shipment end installation of componerds. 7. Design assumes adequate drainage ispravioed. _ Design as. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, end placed so their center 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, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) LU C 66864 w * EXP. 09/3012016 s'l CIVIC �Q q�F-OF CAOF IIIThis design prepared from computer input by _ SP�ABRI� (JR M M 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 #16BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -600) 0 1- 7=(0) 2710 1- 2=(-2682) 0 BC: 2x4 DF #IdBTR 2- 3=(-2882) 0 7- 8=(0) 3004 7- 3=( 0) 184 WEBS: 2x4 DF #I&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 61- 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 <= 12110C. UON. TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 8'- 0.0" TO 14'- 0.0" V BC UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF 01- 0.0" TO 141- 0.0" V ______________________===== - -I I 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" 01- 0.0 '0/ 1314V -9/ 9H 5.50" 0.70 DF ( 625) 14' 0.0" 0/ 1314V 0/ OH 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 @ 01- 0.0" 0.70 DF/ 1.08 HF/ 1.03 SPF ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BRG @ 141- 0.0" 0.70 DF/ 1.08 HF/ 1.03 SPF 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: 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.125" @ 8'- 0.0" Allowed = 0.436" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX DL CREEP DEFL -0.280" @ 8'- 0.0" Allowed = 0.654" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.403" @ 8'- 0.0" Allowed = -0.654" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.280" _ MAX HORIZ. LL.DEFL = 0.010"@ 131- 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=9.2, 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), load duration factor=t..6, 12 9300 930# 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 M -5x8 Z 117 6x6 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. M -3x9 M -3x9 2 ti 5 r o 1 7 8 6 0t. < M -3x5 M -4x6 14-2x4 M -3x5 t 5-05 3-03-12 L <PL:13-02-00 14-00 JOB NAME: Kelly Residence Lot 161-162 - A4A Truss: 1tZZJ DES. BY: EE DATE: 3/25/2016 SEQ.: 6378422 TRANS ID: 435019 5-03-04 Scale: 0.4138 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 consirud!on 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of their lallh by continuous sheathing such as elyply unless braced though andoul/or drywall C). n9 plywood the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing requued where shown + + requirsheated eros own 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 bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and are for'dry condi0on' 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 fabrication, handli ng, shipment and installation o(componeMs. 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 TPI/WTCA in BCSI, copies of which will be fumishod upon request. lines coincide with pint center lines. 9. Digits indicate size of plate in inches. MiTek USA, InclCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1986 (MTek) w C 66864 m W ;0EXP. 0913012016 CIV11. ATF OF CAS\F�(� JOB NAME: Kelly -Residence Lot 161-162 A5 Scale: 0.3864 FES Pruss- A5 )ES. BY: EE )ATE: 3/25/2016 3EQ.: 6378423 GRANS ID: 435019 II II I III III VIII II I III IIIII I IIIII WARNINGS: Will 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 This design prepared from computer input bi. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent brad of po ty ng 2' o.c. and at 10' o.c. respectively unless braced throughout their tang-th by continuous sheathing such as plywood sheathing(TC) and/or drywa111BC). SP�ABRI� (JRM M LUMBER SPECIFICATIONS 4. No bad should be applied to any component until after all bracing and TRUSS SPAN 141- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF flI&BTR design bads be applied to any component. and are for"dry conditton' of use. LOAD DURATION INCREASE = 1.25 - 1-2=(•-258) 0 1-6=(0) 1370 1-2=(-1463) 0 BC: 2x4 DF 01bBTR necessary. 7. Design assumes adequate drainage Is Provid 6. This design is furnished subject b the limitations set forth by SPACED 24.0" O.C. 2-3=(-1491) 0 6-5=(0) 1371 6-3=( 0) 469 WEBS: 2x4 DF N16BTR 9.Digits indicate size of plate in Inches. MiTek USA, IncJC ompuTrus Software 7.6.7(1 L}E r 3-4=(-1492) 0 4-5=(-1484) 0' LOADING 4-5=(-1484) 0 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 " 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) 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 OF ( 625) 131- 10.0" 0/ 885V 0/ ON 3.50" 0.94 DF 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 @ 131- 10.0" 0.94 DF/ 1.46 HF/•1.39 SPF BOTTOM CHORD CHECKED FOR lOPSF 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" @ 71- 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- 6.5" 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 I2 End vertical(s)"are exposed to wind, 3.00 v v 3.00 Truss designed for wind loads " y in.the plane of the truss only., IIM-4x9 • 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. oM -3x9 2.0„ M -3x9 O " - d 2 - q. < 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: 0.3864 FES Pruss- A5 )ES. BY: EE )ATE: 3/25/2016 3EQ.: 6378423 GRANS ID: 435019 II II I III III VIII II I III IIIII I IIIII 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 lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent brad of po ty ng 2' o.c. and at 10' o.c. respectively unless braced throughout their tang-th by continuous sheathing such as plywood sheathing(TC) and/or drywa111BC). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad 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 bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and are for"dry conditton' 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 'fabrication. hardli ng, shipment end installation of components. necessary. 7. Design assumes adequate drainage Is Provid 6. This design is furnished subject b the limitations set forth by 8. Plates shall be located on both faces of truss, end placed so their center TPI/WfCA 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, IncJC ompuTrus Software 7.6.7(1 L}E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) w C66864 EXP. 09/3012016 7 ts'T CIVIL �x qTF OF C 0 WVIIIThis design prepared from computer input b _ SP�ABRIM (JR_ LUMBER SPECIFICATIONS TRUSS SPAN 101- 0.01,COND. 2: 2000.00 LBS SEISMIC LOAD. TC: 2x4 F N1bBTR LOAD DURATION INCREASE 1.25 O BC: 2x9 OF H1bBTR SPACED 29.0" O.0 .- Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, WEBS: 2x4 OF H1bBTR r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LOADING load duration factor=1.6, TC LATERAL SUPPORT <= 12110C. UON. 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 TOTAL LOAD = 50.0 PSF" in the plane of the truss only. LETINS: 1-02-00 1-02-00 r +LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note:Truss design requires continuous Staple or equal at non-structural REQUIREMENTS OF CBC 2013 „ NOT BEING MET. bearing wall for entire s 9 pan UON. vertical members (uon).. ' Design checked fora 300 lb concentrated top chord B 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. c12 Outlookers must be cut with care and are + v 3.00' .' permissible at inlet 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 M -3x5 M -2x4- M 2x4 t M -3x9 - M -3x9 ,. o M -3x5 _ - M -3x5 C> z , ; 4 1 ////////z/ IIIIIIIIIIIIIIIIll,"Illllllllllllllll-IIIIIIIIIIIIIZZIIIIIIIII11177 ' T' �M-5x5 M -2x4 =M -5x5 iA T.. 5-00 �<PL:16-00-12 10-00 JOB NAME:rKelly Residence Lot 161-162 - A6 �• • Scale: 0.5953 oFESS/�� • WARNINGS: GENERAL NOTES, unless otherwisenoted:6 A1. 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 oorrstruction 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. 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 respectively unless braced their le th by C.D W m C 60384 m - Is the responsibility of the erector. Additional permanent bracing of continuous (TC)throughout continuous sheathing such as plywood sheathirg(TC) andlor dryweli C).. . DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bddging or lateral bracing required where shown + + • : 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.SEQ. EXP. O6I3O/� 6 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non•oonosive environment, *dry TRANS I D : 432738 design bads be applied to any component. 5. has no control over and assumes no responsibility for the and are for condltion of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. tr� C/V )L fabri non, fabrication, hardlirg, shipment and installation of componerris. 6. This design is furnished to the limitations forth by 7• Design assumes adequate drainage is provided. F0ca��F o subject set TPINVTCA 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 lines coincide with joint center lines. IIII I VIII II I III I I I I III VIII 1111 III MiTek USA, IncJGorrlpuTruS Software 7.6.7(11_)-E 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This design prepared from computer input by r SPPJJWRI� (JRM M _ LUMBER SPECIFICATIONS TRUSS SPAN 10- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 _ TC: 2x4 OF H16BTR LOAD DURATION INCREASE = 1.25 1-2=(-141) 0 1-6=(0) 795 1-2=(-900) 0 BC: 2x4 OF P16BTR SPACED 24.0" O.C. 2-3=(-873) 0 6-5=(0) 795 6-3=( 0) 276 WEBS: 2x4 OF H1dBTR 3-4=(-873) 0 4-5=(-900) 0 ,LOADING r -- 4-5=(-141) 0 - 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 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) - _ ADDL: BC UNIF LL+DL= ' 20.0 PLF 0'- 0.0" TO; 10'- 0.0" V 0'- 0.0 0/ 622V -8/ . 8H 5.50 0.66 DF ( 625) `- 10'- 0.0" 0/ 622V 0/ OH 5.50" 0.66 DF ( 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'- 0.0" 0.66. DF/ 1.02 HF/ 0:98 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 = -0.027" @ 5'- 0.0" Allowed = 0.303" 5-00 5-00 MAX DL CREEP DEFL = -0.083" @ .•51- 0.0" Allowed =' 0.454" - - MAX TL CREEP DEFL = -0.111" @ 51- 0.0" Allowed = 0.454" " RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.083" 1-01-14 `: 3-10-02 3-10-02 1-01-19 ' - MAX HORIZ. LL. DEFL =-.:0.003" @ 91- 6.5" .. _ 12 12 MAX HORIZ. TL DEFL = 0.009" @ 9'-- 6.5,'' 3.00 v ` a 3.00 - Wind: 110 mph, h=15ft, TCDL=I3.8,BCDL=9.2, ASCE 7-10, ' - - (All Heights), Enclosed, Cat.2,-,Exp.B, MWFRS(Dir), t - load duration factor=1.6, End vertical(s) are exposed to wind,. w Truss designed for wind loads ) 114-9x9 + in the, plane of the truss :only 3 q p Design checked for a 300 lb concentrated top chord f live load per IBC 2012 due to maintenance workers ' which is non -concurrent with other live.loads. o, M73x9M-3x9 v 2 2 0„ o LIA C> o-' _6.., <M -3x5 M -2x9. x5 :. c ,. 5=00 5=00 .5-00 <PL:10-00-12: - 10-00 s T JOB NAME: Kelly Residence -Lot 161-162 - A7 ` Scale: 0.5203 OFESS/p N9�� WARNINGS: GENERAL NOTES, unless otherwise -led: " A7 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 Truss: and Warnings before construction commences. building component Applicability of design parameters and proper is the buiMing designer. 2. 2x4 compression web bracing must be installed where shown +. incorporation of component the responsibility of 2 DES. BY: AM 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top end bottom chords to be laterally braced et T o.c. and at 10' o.c. respectively unless braced throughout their length by LU C 60384 rn ' is me responsibility of the erector. Additional permanent bred of Po h Pe n9 continuous sheathing such as plywood sheathing(TC) and/or drywall (6C). .Z] DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 6344434 4. No bad 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. , TRANS I D 9 32 7 3 8 fasteners are complete and at no time should any beds greater than • design bads be applied to any component. • 5. CompuTrus has no control over and assumes no responsibility for the 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' f use. supports g 6. Design assumes full bearingat all su rts shown. Shim or wedge if 1 z /7115 tS C)V 1` P fabrication, handling, shipment and installation n of components. 6. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage is pmvided. 8. Plates be located both faces Wss, their j• �\ Qj-• in SCSI, copies of which will be furnished upon request shall on of and placed so center lines coincide with pint center lines. CA LSF . II II II II II I III III I I III I I II IIITPIIWTCA 9. Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus 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 - A8 sale: 0.5736 _aOFESS/n., Truss: III DES. BY: AM DATE: 12/8/2015 This design prepared from computer input bko SPI�ABRIM (JR_ LUMBER SPECIFICATIONS TRANS I II II I II II TRUSS SPAN 6'- 4.0" . building component Applicability of design parameters and proper - • - COND. 2: 2000.00 LBS SEISMIC LOAD. TC: 2x4 DF N16BTR incorporation of component is the responsibility of the building designer. LOAD DURATION INCREASE = 1.25 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of Wind: 110 mph, h-15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, BC: 2x4 DF H16BTR the overall structure is the responsibility of the building designer. SPACED 24.0" O.C. Ii' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), WEBS: 2x4 DF 416BTR * EXP. 06�3O1� 6' - fasteners are complete and at no time should any bads greater than S. Design assumes trusses are to be used in a non•oonosive environment, *dry load duration factor=1.6, TC LATERAL SUPPORT <= 12"OC. UON. and are for condition' of use. LOADING LL(.20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF S. CompuTrus has no control over end assumes no responsibility for the End vertical(s) are exposed to wind, BC LATERAL SUPPORT <= 12110C. UON. fabrication, handling, shipment and installation of components. fabrication, furnished forth DL ON BOTTOM CHORD = 7.0 PSF - '9% F�F.CAUF� Truss designed for wind loads 8. plates shall be boated on both (aces of truss, and placed co their center lines coincide with joint center lines. C TOTAL LOAD = "50.0 PSF 9. Digits indicate size of plate in inches. in the plane of the truss only. LETINS: 1-02-00 0-00-00 10. For basic connector plate design values see ESR -1311, ESR -1968 (MiTek) Note:Truss design requires continuous . Staple or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. bearing wall for entire span UON. ` vertical members loon). 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. - 1-01-14 2 -OD -02 3-02 Truss designed for 4x2 outlookers. 2x4 let -ins of the same size and grade as structural,top 1 12 chord. Insure tight fit.at each end of let -in. 3.00 Outlookers must be cut with care and are NOTE: TRUSS DESIGNED FOR WIND LOADS IN THE PLANE > r permissible at inlet board areas only., '•OF THE TRUSS ONLY. EXCEPTION: FOR EXTERIOR STUD -- CONDITION REFER TO COMPUTRUS•STANDARD GABLE END DETAIL. 21 M -2x4 M=3x5 4 : M -2x9 �. M -3x5 l`I - M -3x5 t M -3x4 M -3x5 SM -5x5.. , _ M-�x6 t 0-03-08 R , ZPL: 9-00-12 6-04 JOB NAME: Kelly Residence Lot 161-162 - A8 sale: 0.5736 _aOFESS/n., Truss: rr«% DES. BY: AM DATE: 12/8/2015 SEQ.: 6344435 TRANS I II II I II II ID: 432738 VIII III I III III III WARNINGS: GENERAL NOTES, unlessotherwisenoted: 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 - h� 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 is the responsibility of the erector. Additional permanent bracing of 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their le th by q LL1 C 6O J 84 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 ++ Ii' 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. * EXP. 06�3O1� 6' - fasteners are complete and at no time should any bads greater than S. Design assumes trusses are to be used in a non•oonosive environment, *dry / design bads be applied to any component. and are for condition' of use. I Z 17/1.7 S. CompuTrus has no control over end assumes no responsibility for the 6. Design assumes full bearing al all supports shown. Shim or wedge if necessary. S C j C10 - fabrication, handling, shipment and installation of components. fabrication, furnished forth 7. Design assumes adequate drainage is ftm%. . - '9% F�F.CAUF� 6. This design is subject to the limitations set by �'. TPINVTCA in BCSI, copies of which will be furnished upon request. 8. plates shall be boated on both (aces of truss, and placed co their center lines coincide with joint center lines. C 9. Digits indicate size of plate in inches. ' MiTek USA, InclCompuTrus Software 7.6.7(1 LYE 10. For basic connector plate design values see ESR -1311, ESR -1968 (MiTek) This design prepared from computer input by •I w SPFJ\BRI� (JR_ M LUMBER SPECIFICATIONS TRUSS SPAN 61- 4.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF H16BTR - LOAD DURATION INCREASE = 1.25 1-2=( -51) 56 1-5=(0) 365. 1-2=(-472) 0 BC: 2x4 DF #1dBTR SPACED 24.0" O.C. • - 2-3=(-414) 0 3-5=(-393) 0 WEBS: 2x4 OF #1dBTR 3-4=( -39) 48 5-4=(-187) 0 LOADING' ' TC LATERAL SUPPORT <='12"OC. 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: 1-02-00 0-00-00 01- 0.0" 0/ 405V -15/ 39H 5.50" 0.43 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 61- 4.0" 0/ 362V 0/ OH 5.50" 0.39 OF ( 625) ** For hanger specs. - See approved plans REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 0'- 0.0" 0.43 DF/ 0.67 HF/ 0.63 SPF BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BRG @ 6'- 4.0" 0.39 DF/ 0.60 HF/ 0.57 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. , 1-01-19 2-00-02 3-02 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 - - 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 = O:271" 3.00 v _ - ,; RECOMMENDED CAMBER (BASED ON DL DEFL)=-0.040" - - • MAX HORIZ. LL DEFL = 0.001" @ 61- 0.5" MAX HORIZ. TL DEFL = 0.003" @ 61- 0.5", - Wind:, 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, M -2x9 - (All Heights), Enclosed, Cat.2, Exp.B, ,MWFRS(Dir),, load duration factor=l:6, 9 r End vertical(s) are exposed.to wind, Li Truss designed for wind loads in the plane of the truss only. M -2x9 - Design checked for a 300 lb concentrated top chord 3 . live load per IBC 2012 due to maintenance workers o which is non -concurrent with.other live loads. M -3x9 - 2 C' < 11-3x5 M=3x9 _ ' 6-00-08 0-03-08 �<PL: 9-00-12 6-04 JOB NAME: Kelly Residence 161-162 - A9 .Lot Scale: 0.5828 ()FESS/pN WARNINGS: '- GENERAL NOTES, unless otherwise noted: - 9 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. h� - 2 DES. BY: AM 3. Additional temporary bracing to insure stability during constroclton - 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their le th by is the responsibility of the erector. Additional permanent bracing of V. w f11 C 60384 rn - DATE: 12/8/2015 continuous sheathing such as plywood sheathing(TC) and/or drywall C). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown+ + I X SEQ. 6344436 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. * R 0 O6/3O/16ads : fasteners are complete and at no time should non-corrosiveEXP. any greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be to and are for *dry condition' of use. - 7/1 S TRANS I D : 432738 applied any component 5. CompuTnrs 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 )� P fabrication, handling,necessary. shipment a� installation o(components. 7. Design assumes adequate drainage is provided. 6. This design is f to the limitations forth by T \\ rmished subject set 8. Plates shall be located on both faces of truss, and placed so their center OFICA IIII I II II I III I I I I I III VIII I II III TPIM/TCA 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, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) This design prepared from computer input by _ SPPJJWRI� (JR_ M _ LUMBER SPECIFICATIONS 13-10-00 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=( -590) 0 1- 7=(0) 2668 1- 2=(-2642) 0 BC: 2x4 DF 41dBTR 2- 3=(-2836) 0 7- 8=(0) 2952 7- 3=( 0) 180 WEBS: 2x4 DF N16BTR LOADING 3- 4=(-3114) 0 8- 6=(0) 2952 7- 4=( -20) 226 TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0" TO 61- 0.0" V 4- 5=(-3112) 0 4- 8=( -12) 120 TC LATERAL SUPPORT <= 12110C. UON. TC UNIF LL( 80.0)+DL( 92.0)= 172.0 PLF 6'- 0.0" TO 71- 10.0" V 5- 6=( -702) 0 5- 6=(-2828) 0 ,BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 71- 10.0" TO 131- 10.0" V BC UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF 01- 0.0" TO 131- 10.0" 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 @, 71- 10.0 01- 0.0" 0/ 1297V - -9/ 9H 5.50" 0.69 OF ( 625) ---------- _______________------------ 131- 10.0" 0/ 1297V 0/ OH 5.50" 0.69 OF ( 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 @ 01- 0.0" 0.69 DF/ 1.07 HF/ 1.02 SPF ( 2 ) complete trusses required.BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD.' TOP - .BRG.@ 131- 10.0" 0.69 DF/ 1.07 HF/ 1.02 SPF 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: 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL -0.121" @ 71- 10.0" Allowed = 0.431" 9" oc in 1 row(s) throughout 2x4 bottom chords,- - - _ MAX DL CREEP DEFL = -0.271" @ 71- 10.0" Allowed = 0.646" - 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.390" @ 71- 10.0" Allowed = 0.646 RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.271" " . MAX HORIZ. LL DEFL = 0.009" @ 13'- 4.5" 5-11-11 1-10-10 5-11-11 r MAX HORIZ. TL DEFL = 0.023". @ 131- 4.5" - - - - Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, - 1-01-14 - 4-09-13 ` 1-10-10 9-09-13r 1-01-14 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 930H 930M 12 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads. 3.00 a 3.00 _ 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. T- M -3x4 M -3x9 c 2 5, I. oLi - o I .' 1 7 8 6 0 < M -3x5 M -3x7, M -2x9 M -3x5 5-05 3-01-12 5-03-09 <PL:12-00-12 13-10 JOB NAME: Kelly Residence Lot 161-162 - A10 Truss: A l DES. BY: AM DATE: 12/8/2015 SEQ.: 6344437 TRANS 1111111111111111111111111111111111111111 ID: 432738 IIII Scale: 0.4243 ()FESS/p WARNINGS: GENERAL NOTES, unless otherwise rated: 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 constructbn 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. +L 3. Additional temporary bracing to insure stability during construdbn is the responsibility of the erector. Additional permanent bracing of 2. Design assumes the top and bottom chords to be laterally braced at 2'nless braced and/or ch a LU C: 60384 rn the overall structure Is the responsibility of the building designer. tuous sheathingrespectively plywood sheath g(TC) derywa"$C).y 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad should be applied to any component until ager all bracing and 4. Installation of truss is the responsibility of the respective contractor. 'k EXP. OBI3OIt G fasteners are complete and at w time should any bads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, -dry design bads be applied to any component. and are for condition' of use. IZ1711 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(V �L shipment and installation o(components. fabrication, handling,S 6. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage' provided. (sees - �P FOF TPI/WTCA in BCSI, copies of which will be famished upon request. 8. Plates shall be boated on both o(lruss, and placed so their center lines coincide with joint center lines. CAL\\ 9. Digits indicate size of plate In Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR•1311, ESR -1988 (MiTek) 0111This _ 1. Builder and erection contractor should be advised of all General Notes ' and Warnings before construction commences. build, com nam Applicability of design rameters andproper n0 Po PPI Y 9 Pa 2. 2x4 compression web bracing must be installed where shown+, design prepared from computer input _ SPA RI� (JR_ by - LUMBER SPECIFICATIONS Is the responsibilityof the erector. Additional permanent bras of n9 13-10-00 HIP SETBACK 6-00-00 FROM END WALL the overall structure is the responsibility of the building designer. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 4. Installation of truss is the responsibility of the respective contractor. TC:2x4 OF #1dBTR 5. Design assumes trusses are to be used in a non -corrosive environment, LOAD DURATION INCREASE'= 1.25 (Non -Rep) 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 1- 2=( -590) 0 1- 7=(0) 2668 1- 2=(-2642) 0 BC: 2x4 OF #laBTR TPIIWTCA 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, IncJCompuTrus Software 7.6.7(1 L) -E 2- 3=(-2836) 0 7- 8=(0) 2952 7- 3=( 0) 180 WEBS: 2x4 OF #1dBTR LOADING 3- 4=(-3114) 0 8- 6=(0) 2952 7- 4=( -20) 226 TC UNIF LL( 40.0)+DL( "'46.0)= 86,0 PLF .01- 0.0" TO' 61- 0.0" V 4- 5=(-3112) 0 - 4- 8=( -12) 120 TC LATERAL SUPPORT <= 12110C. UON. TC UNIF LL( 80.0)+DL( 92.0)= 172.0 PLF 61- 0.0" TO • 71- 10.0" V 5- 6=( -702) 0 5- 6=(-2828) 0 BC LATERAL SUPPORT <= 12110C. DON. = TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 7'- 10.0" TO 13.1- 10.0" V - t BC UNIF LL(0.0)+DL( 28.0)= 28..0 PLF 01- Oro" TO 131- 10.0" V. " BEARING "MAX VERT MAX HORZ ..BRG REQUIRED ERG LENGTH NOTE: 2x4 BRACING AT 24"OC DON. FOR TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 6.1- 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 @ 71- 10.0" 01- 0.0" 0/ 1297V -9/ 9H 5.50" 0.69 OF ( 625) ------ 13- 13- 10.0" 0/ 1297V - 0/ ON 5.50" 0.69 OF ( 625)• LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LETINS: 1-02-00 1-02700 REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 0'- 0;0" 0.69 DF/ 1.07 HF/ 1.02 SPF BRG @ ,131- 10.0" 0.69 DF/ 1.07 HF/ 1.02 SPF (2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD.,TOP nails staggered: Attach staggered: with 3"x.131 DIA GUN - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY,.. ,VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 - , 9" oc in l.row(s).throughout 2x4 top chords, ' I I I I MAX LL DEFL = -.0.121" @ 71- 10.0" Allowed = 0.431 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX DL CREEP DEFL =.-0.271" @ •7'- 10:0" Allowed = 0:646" 9" oc in 1 row(s) throughout 2x4 webs: 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" 5-11-11 1-10-10 5-11-11 MAX HORIZ. TL DEFL = 0.023" @ 131- 4.5 11 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2,,ASCE 7-10, 1-01-19• 4-09-13 1-10-10 " 4-09-13 1-01-19. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 43011 4300 End vertical(s) are exposed to wind, 12 F 12 3.00 Truss designed for wind loads 3.00 x ' � •; _ .. "in the plane of the truss only. 1 i Design checked for 300 lb concentrated top chord fi live load per IBC 2012 due to maintenance workers - M -5x8 ; M=6x6 4 .which is non -concurrent with other live loads. o M -3x9 .. 14-3x4 o 2 - 5 o •flll�� 1 , .7 _ 8 - • 6 , o M -3x5 M-30 M -2x4 M -3x5 ,5-05 �. 3-01-12• F � � 5-03-09 I; - .• � . - . � 4- . '<PL:12-00-12 -13-10 JOB NAME: Kelly Residence Lot 161=162' - A10A Scale: 0.4243 QRpFESS/Onr- Truss: r&lulll16 v DES. BY: AM DATE: 12/8/2015 SEQ.: 6344438 TRANS ID: 432738 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. build, com nam Applicability of design rameters andproper n0 Po PPI Y 9 Pa 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 Is the responsibilityof the erector. Additional permanent bras of n9 2' o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or drywall C). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown+ + 4. No bad 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 bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads 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 fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center . TPIIWTCA in BCSI, copies of which will be furnished upon request. - . lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1968 (MiTek) i LU C 60384 rn • EXP. 06130/16 * - rSN C10 - OF C AI-W 10-OFCAIW IIII This design prepared from computer input b SP�ABRI� (J� LUMBER SPECIFICATIONS TRUSS SPAN 131- 10.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:2x4 OF H16BTR - LOAD DURATION INCREASE = 1.25 r 1-2=( -168) 0 1-6=(0) 1029 1-2=(-1153) 0 BC: 2x4 IF Hl6BTR SPACED 24.0" O.C. 2-3=(-1133) 0 6-5=101 1029 .6-3=( 0) 259 WEBS: 2x4 DF H16BTR 3-4=(-1133) 0 9-5=(-1153) 0 LOADING 4-5=( -168) 0 TC LATERAL SUPPORT <= 12"0C. 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 - • TOTAL LOAD = 50.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LETINS: 1-02-00 1-02 00 - LOCATIONS REACTIONS REACTIONS SIZE _ INCHES. (SPECIES)- •' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL , 01- 0.0" 0/ , 692V . -12/, 12H '-5.50" 0.74 OF ( 625) REQUIREMENTS OF CBC 2013 NOT BEING MET. r 131- 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 @ 131- 10.0" 0.74 DF/' 1.14 HF/ 1.08 SPF - - - •" VERTICAL DEFLECTION LIMITS: LL=L/360,.TL=L/N0 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 = 0.646" •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" 1-01-19 - - 5=09- 02 15-09-02 p Wind: 110'm h, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, 1-01-19. . r' t • (All Heights), Enclosed, Cat.2, Exp.B, , MWFRS(Dir),; load duration factor=1:6,• r 12 c 12' „, t End vertical(s) are exposed to wind, 3.00 v " T a 3.00 Truss designed for wind loads in the plane of.the truss only. r IIM-9x9 ` Design checked for a 300 lb concentrated top chord t live load per IBC 2012 due to maintenance workers - ' ! 3 q 0•• ••. '" • which is non -concurrent with other live loads. } M -3x9 :2.0" M -3x9 0 2 4 7. - <M -3x5 • M-20 i t + ' 6-11 �<PL:12-00-12 13-10 4 JOB NAME: Kelly Residence Lot 161-162'-, A11' Scale: 0.4368 OFESS/� Nql� WARNINGS: GENERAL NOTES, unless otherwise noted: • Al L1. 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. t h� Z ' 13 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' respectively unless braced throughout their le th by � is the responsibility of the erector. Additional permanent bracing of U' u- 11'1 C 60 384' m DATE: 12/8/2015 continuous hin ply 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 ++ SEQ. : 6344439 4. No bad 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' fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are b be used in a non -corrosive environment, 'dry *- y TRANS I D : 432738, ' design bads be applied to any component. and are forcondt6on' of use. Design assumes full bearing Shim if I Z / ( 11 5 . B. at all supports shown. or wedge 5: CompuTros has ro control over end assumes no responsibility for the necessary' ST C10- 1 I�- \\Q• fabrication, handling, shipment and installation or components. 7, Designs adequate drainage is provided. - 7. 6. This design is furnished to the limitations forth by '9% �\ - O FpF• subject set 8. Plates shall be ocated on both faces of wss, and placed so their center CALM; IIIIII II II I III VIII VIII VIII VIII III IIII TPIM/TCA in SCSI, copies of which will be furnished upon request, lines coincide with joint center lines. 9. Digits i�icate size of plate m inches. MiTek USA, InclCompuTrus Software 7.6.7(1 L}E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) , I III This desiBRlpre are(JRroMmputer input b� LUMBER SPECIFICATIONS 25-10-00 HIP SETBACK 8-00-00 FROM END WALL CBC20133/IB��C2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF Hl&BTR LOAD DURATION INCREASE = 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 OF #1&BTR a 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 81- 0.0" V 4- 5=(-8720) 0 12- 9=(0) 6304 .10- 5=(-2612) 0 TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 100.0)+DL( 1.15.0)= 215.0 PLF 81- 0.0" 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 25'- 10.0" V 6- 7=(-8826) 0 5-12=(-2734) 0 BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 01- 0.0" TO 251- 10.0" V 7- 8=(-6780).0 6-12=( 0) 444 8- 9=( -252) 0 12- 7=( O) 2450 NOTE:.2x4 BRACING AT 20"OC 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 OF ( 625) 25-'10.0" 0/ 3020V 0/ OH 5.50" 1.61 OF ( 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 nails staggered: BRG @ 251- 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 2x4 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" r MAX TL CREEP DEFL = -0.842" @ 121- 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".13 25'- 4.5" 41 * 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, 3 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 " s M=2x4 M -2x9 C> M-30 3 r 7 M-30 o _ 2 t o 0 N , 1 y 10-11- 12 .. _ 9 C? < M -5x7- M -3x10 0.25" s. M -3x10 M-50 0 - MHS-5x14(S) 7-03-04 5-07-12 5-07-12 7-03-09 <PL:10-00-12- 25-10 JOB NAME: Kelly Residence Lot 161-162 Al2 Q�FEss ". Scale: 0.2545 Truss: JM L & DES. BY: AM DATE: 12/8/2015 SEQ.: 6344440 TRANS ID: 432738 11111111111111111111111111111111111111111 III WARNINGS: GENERAL NOTES, unlessolhenwisenoted: 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 2' at 10' respectively unless braced Ihraughout Their le"p) y is the responsibility of the erector. Additional permanent brad of hino.c n9 continuous sheathing such as plywoodq and/or drywall C . ou continuous n the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ iced ere s 4. No bad 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 bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and are for "dry condition' of use. 5. CompuTms has no central over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary. 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 co their center TPI1WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. " 1 9. Digits indicate size of plate in Inches. MiTek USA, InclCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 60384 EXP . OC/30116 S� C 10- �P 9TFOFIC IF�(� <PL:1,0-00-12 25-10 -JOB NAME: Kelly Residence Lot 161-162 - A13 Scale: 0.2596 Truss: :A1 1 3 ' DES. BY: AM DATE: This design prepared from computer input by SEQ.: IiIWIWIII _ ID: 432738 SPPJJWRI( (JR S M - LUMBER SPECIFICATIONS TRUSS SPAN 251- 10.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.25 1- 2=( -94) 0 1-10=(0) 2832 1- 2=(-3064) 0 BC: 2x4 OF 41&BTR SPACED 24.0" O.C. 2- 3=(-3011) 0 10-11=(0) 3104 3-10=( -158) 250 ' WEBS: 2x4 OF #1&BTR 3- 4=(-2991) 0 11- 9=(0) 2730 10- 4=( 0) 305 LOADING 4- 5=(-2870) 0 10- 5=( -356)- 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL(.23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-2844) 0 5-11=( -378) 0 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-2963) 0 6-11=( 0) 297 TOTAL LOAD = 50.0 PSF '7- 8=(-2911) 0 11- 7=( -104) 306 8- 9=( -99) 0 8- 9=(-2968) 0 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 ERG LENGTH - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LETINS: 1-08-00 1-11-00 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 01- 0.0" 0/ 1283V -16/ 16H 3.50" 1.37 OF ( 625) 251- 10.0" 0/ 1300V - '0/ ON 5.50" 1.39 OF ( 625) BRG @ 01- 0.0" 1.37 DF/ 2.11 HF/ 2:01 SPF BRG @ 25'- 10.0" 1.39 DF/ 2.14 HF/ 2.04 SPF - , - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.184" @ 121- 11.0" Allowed = 0.836" MAX DL CREEP DEFL = -0.413" @ 12'- 11.0" Allowed = 1.254" MAX TL CREEP DEFL.= -0.596" @ 12'- 13.0" Allowed = 1.254" • ;, RECOMMENDED CAMBER (BASED ON,DL DEFL)= 0.413" - y MAX HORIZ.. LL DEFL = 0.037" @ 25'- 14.5" _ MAX HORIZ., TL DEFL = 0.09211. @ 25`=x: 4.511. - r Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), t ^- load duration factor=1.6, End vertical(s) are exposed to wind, .. • Truss designed for wind loads in the plane of the truss only. 9-11-11 5-10-10 9-11-11 Design checked for a 300 lb concentrated top chord 1-07711 3-00-13 5-03-03 2-11-05• 3-06.' 4-08.08 2-09-14 1-10-10 live load per IBC 2012 due to maintenance workers . which is non -concurrent with other live loads. - - 12 12 3.00 a 3.00 , M -4x8 M -4x8, M -3x4 6 M -2x9 ,.. M -2x9 7 o M-303 . -m 3x7 w o ,-- 1 C> , ... o < .. ,_ M -5x6 10 - 0.25" 11 M -3x8 M -5x6 y M-5x8(S) 9-03-09 9-03-04 7-03-08" <PL:1,0-00-12 25-10 -JOB NAME: Kelly Residence Lot 161-162 - A13 Scale: 0.2596 Truss: :A1 1 3 ' DES. BY: AM DATE: 12/8/2015 SEQ.: 6344441 TRANS 111111111111111111111111111111111111111111111 ID: 432738 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 bad should be applied to any component unfit after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, IncXompuTrus Software 7.6.7(1L) -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 T o.c. and at 10• o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) end/or drywalllC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a nomoomosive 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 (MiTek) LU C 60384 * EXP. 06130116 S� CIV1� �P 9T6 0F CAli_* This design prepared from computer input by INWLUMBER II _ SPA�BRI� (JR� SPECIFICATIONS TRUSS SPAN 251-10.01'' CBC2013/IBC2012MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 016BTR LOAD DURATION INCREASE = 1.25 1- 2=( -280) 0 1-11=(0) 2624 1- 2=(-2797) 0 9-10=(-2670) 0 BC: 2x4 DF N16BTR SPACED 24.0" D.C._ 2- 3=(-2822) 0 11-12=(0) 2975 3-11=( 0) 364 WEBS: 2x4 DF 016BTR +-• 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. DON. 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 <= 12"OC. 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 DON. 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 IOPSF 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. DF ( 625) 251- 10.0" 0/ 1300V 0/ ON 5.50" 1.39 DF ( 625) + + BRG @ 01- 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" @ 121- 0.0" Allowed = 1.254" - MAX TL CREEP DEFL = -0.525" @ 12'- 0.0" Allowed = 1.254" - - - -, RECOMMENDED CAMBER (BASED ONDLDEFL)= 0.366", ' - - - MAX HORIZ. LL DEFL = 0.035" @ 25'- '4.5" • -.. •, ,. , -" ,MAX HORIZ.,TLDEFL .= .0.087"..@` 251- 4..5" - Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7 - - - - - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), - load duration factor=1.6, End vertical(s) are exposed to wind, ` v� ' 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, 9=06-11 2705-05 4-00 3-08-08 2-03-11 1-04-13 Design checked fora 300 1b concentrated top chord live load per IBC 2012 due to maintenance workers ' which is non -concurrent with other live loads. 12 12 3.00 v M -4x8 M -7x6 a 3.00 5' 6 M -3x5"` M -3x5 a 4` 7 �i M -2x9 .- M -2x9 C> M -3x6 3 6 M -3x6 r C, 0 �o --10 o�+ 1 < M -5x6 u .120.25n 13 14 M -3x4 M -3x4, M -3x4 M -5x6 M -5x8 (S)< 5-08-08 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 ,Sale: 0.2471, pFESS/p - 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� T Y 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. 2 DES. BY: AM 3. Additional temporary bracing to insure stability during construUion 2. Design assumes the top and bottom chords to be laterally braced at is me res nsibili of the erector. Additional permanent brad of 2' o.c. and at 1V o.c. respectively unless braced throughout their le �th by ty P n9 - 0 W C 60 384 m m DATE • 12/8/2015 Po continuous sheathing such as plywood sheathing(TC) and/or drywall C). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or [atom] bracing required where shown ++ �7 6344442 4. No bad 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. : fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a rwn-corrosive environment, and are for "dry condition' of use. I Z 17/15 TRANS I D' 432738 "" design loads be applied to any component. g 5. CompuTrus has no central over and assumes no responsibility for the 6. Design assumes full bead at all supports shown. Shim or wedge if is C )` Q' �• (V - fabrication, handling,shipment and installation of component necessary. shi Po 7. Design assumes adequate drainage is provided. 6. This design is furnished to the limitations set forth by '8' Plates both faces truss, their �\ O� QF' subject shell be located on of and placed so center TPIIWTCA in BCSI, copies of which will be furnished upon request. lines coincide with pint center lines. CA LSF - II III II II I III I III VIII I I I III IIII 9. Digits indicate size of plate In inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 1g. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Truss: JMA, DES. BY: AM DATE: 12/8/2015 SEQ.: 6344443 TRANS ID: 432738 111111111111111111111111111111111111111111111 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. This design prepared from computer input by _ incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction SPPJJWRI� (JR- M _ ' LUMBER SPECIFICATIONS TRUSS SPAN 251- 10.0" the overall structure is the responsibility of the building designer. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:2x4 OF 016BTR" - LOAD DURATION INCREASE =.1.25 fasteners are complete and at no time should any bads greater than 1-2=( -767) 0 1-6=(0) 3128 1-2=(-2660) 0 4-5=(-2772) 0. BC: 2x4 OF H1dBTR SPACED 24.0" O.C. 5. CompuTrus has no central over and assumes no responsibility for the 2-3=(-2912) 0 6-7=(0) 2185 2-6=( -509) 0 WEBS: 2x4 OF N16BTR necessary. 7. Design assumes adequate drainage is revised. 6. This design is furnished subject to the limitations set forth by 3-4=(-2881) 0 7-5=(0) 3072 6-3=( 0) 730 _ LOADING -. 4-5=( -609) 0 3-7=( 0)691 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0PSF * 7-4=( -474) 0 BC LATERAL SUPPORT <= 12"OC. UON. DLON 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 OF ( 625) _REQUIREMENTS OF. CBC 2013 NOT BEING MET. 251- 10.0" 0/ 1300V 0/- OH 5.5011. 1.39 DF ( 625) - - _ BOTTOM CHORD CHECKED FOR lOPSFLIVE 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" @ 12'- '11.0" Allowed 0.836" ". L MAX DL CREEP DEFL = -0.267" @• 12.1- 11.0" Allowed 1.254" .-, • - r - - MAX TL CREEP DEFL = -0.383" @• 12'- 11.0" Allowed 1.254" . RECOMMENDED CAMBER (BASED ON DL DEFL)=- i ; MAX HORIZ. LL DEFL = 0.036" @ 25'- 4.5" l - MAX HORIZ. TL DEFL = 0.089" @ 25'- 4.57 ' r s Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, - f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), k load duration factor=1.6,' G End vertical(s) are exposed to wind, ' - Truss designed for wind loads C - 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 " 12 12 3.00 yr , M -4x6 v 3.00 4.On. 3 + +, o - M -4x5 M -4x5 - ' o 2- o M -2x9 a M -2x9'• - - 1 < M -5x6 6 .7 - 0.25". - t M -3x9 M -5x6 5- , M-5x7(S) c 8-07-05 t. , ' T 8.07-05 8-07-05" <PL:10-00-12 25-10 JOB 'NAME: Kelly Residence Lot -161,162 - A15 C ,1": r 109 Truss: JMA, DES. BY: AM DATE: 12/8/2015 SEQ.: 6344443 TRANS ID: 432738 111111111111111111111111111111111111111111111 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 T is the responsibility of the erector. Additional permanent bracing of o.c. and at 10' o.c. respectively unless braced threughout their le th by continuous sheathing such as plywood sheathing(TC) and/or dN:lI$C). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad 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 bads greater than 5. Design assumes trusses are to be used in a non-conosNe environment, design loads be applied to any component. and are for "dry condition' of use. 5. CompuTrus has no central 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. 7. Design assumes adequate drainage is revised. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both feces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, jnclCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1966 (MITek) C:60384 '' 1 lzl7l15 s� C(V)s \P 9TFOFCAOFo III Al DES. BY:' EE This design pre ared from computer input b SPI-ABRI� (JR_ j. LUMBER SPECIFICATIONS .SEQ.: - TRUSS SPAN 261- 0.0" TRANS 1111111111111111111111111110111111111111111 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1dBTR T o.c. and at 10' o.c. respectively unless braced throughout their ler e th by continuous sheathing such as plywood sheathing(TC) and/or drywall�(BC): LOAD DURATION INCREASE = 1.25 3. 2x Impact bridging or lateral bracing required where shown .. 1-2=(-1062) 0 1-6=(0) 3415 1-2=(-2721) 0 4-5=(-2853) 0 BC: 2x4 OF 1116BTR fasteners are complete and at no time should any loads greater than SPACED 24.0" O.C. design bads be applied to any component. 2-3=(73113) 0 6-7=(0) 2275 2-6=( -637) 0 WEBS: 2x4 DF #ldBTR 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary' shipment and installation of components. 7. Design assumesadequate drainage is pmvlded. 3-4=(-2974) 0 7-5=(0) 3162 6-3=( 0) 861 8. Plates shall be bested on both faces of truss, and placed so their center TPIM?CA in BCSI, copies of which will be furnished upon request. LOADING MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 4-5=( -623) 0 3-7=( 0) 692 TC LATERAL SUPPORT <= 12110C. DON. - LL( 20.0)+DL(,23.0) ON TOP CHORD 43.0 PSF - 7-9=( -973). 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) ' ADDL: TC CONC LL+DL= 203.0 LBS @ 21- 10.0" 01- 0.0" 0/ 1583V -22/ 22H 5.50" 1.69 OF ( 625) " + ADDL: TC CONC LL+DL= 110.0 LBS @ 2'- 10.0" ,- 261- 0.0" -0/ 1330V. 0/ ON 5.50" 1.42 OF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4 BRG @ 01- 0.0" 1.69 DF/ 2.61 HF/ 2.48 SPF " REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 261- 0.0" 1.42 DF/ '2.19 HF/ 2.09 SPF " BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP + - --VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.' MAX LL DEFL = -0.117" @ 13'- 0.0" Allowed =_ 0.836"- " MAX DL CREEP DEFL = -0.283" @ 131'- 0.0"Allowed 1.254" MAX TL CREEP DEFL = -0.399" @ 13'- 0.0" Allowed = .1.254" RECOMMENDED CAMBER (BASED ON 'DL DEFL)= 0.283" MAX HORIZ." LL DEFL = 0.036" @ 25'- 6.5" ' .. MAX HORIZ. TL DEFL = .0.094" @ 25- 6.5" . ' . y 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. 13-00 a ^ ' 13-00 A Design checked for a300 lb concentrated top chord 6-03-13 `--:6-08-03 '" live load per IBC 2012 due to maintenance workers y 6-06 6-06 which is.non-concurrent with other live loads. PI➢0# 12 12 3.00 v M -9x6 i. +. a 3.00 4.0" r; 3 '. C, .. M -9x5 'M -4x5: i - - - 2' "4" - : M72x4' M -2x-4• - - s oo M-5x M-3x9< 0.25 6M-5x x M-5x7(S) - • • 8-018 1. - a 8-08 8-0e �<PL:10'00-12 26-00 - JOB NAME: Kelly Residence Lot 161-162 -,A16 Truss: Al DES. BY:' EE DATE: 3/25/2016 .SEQ.: 6378424 TRANS 1111111111111111111111111110111111111111111 ID: 435019 WARNINGS: GENERAL NOTES, unlessotherwise 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 dudng construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of T o.c. and at 10' o.c. respectively unless braced throughout their ler e th by 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 bad 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 to be used in a non-conoslve environment, design bads 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 fabrication, handling,necessary' shipment and installation of components. 7. Design assumesadequate drainage is pmvlded. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be bested on both faces of truss, and placed so their center TPIM?CA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA, IncJCompuTrus 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 (MiTek) W U C 66864 m EXP. 09/30/2016 F OF CA\ -\F This design prepared from computer input bi. SPF�ABRI(�. (JRm LUMBER SPECIFICATIONS - TRUSS SPAN 251- 6.5" COND. 2: 5700.00 LBS SEISMIC LOAD. TC: 2x4 OF 916BTR LOAD DURATION INCREASE = 1.25 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=9.2, ASCE 7-10, WEBS: 2x4 BC: 2x4 OF H16BTR;F 2250E A LOADING F N1aBTR SPACED 24.0" O.C. duration acor(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2x8 Dload dtift=l.6, _ LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF End vertical(s) are exposed to wind, TC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF • Truss designed for wind loads - BC LATERAL SUPPORT <= 12110C. UON. TOTAL LOAD = 50.0 PSF in the plane of the truss only. LETINS: 1-05-00 1-05-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL• Note: Truss design requires continuous. bearing wall for entire span LION ' REQUIREMENTS OF CBC 2013 NOT BEING MET. - Staple or equal at non-structural Design checked for a 300 lb concentrated top chord vertical members (uon). BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP live load per IBC 2012 due to maintenance workers Unbalanced live loads have been AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. _ which is non -concurrent with other live loads. considered for this design. ( 2 ) complete trusses required.Truss designed for 4x2 outlookers. 2x4 let -ins Attach 2 ply with 3"x.131 DIA GUN of the same size and grade as structural top nails staggered: . chord. Insure tight fit at each end of let -in. 9" oc in 1 row(s) throughout 2x4 top chords," Outlookers must be cut with care and are 9" oc in 1 row(s) throughout 2x4 bottom chords, permissible at inlet board areas only. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s)-throughout 2x8" webs. 12-06-08 13-00 1-04-08 3-04-11 4-02-09 3-06-12 6-06 5-01-03 1-04-13 12 M -4x5 a 3.00 .n 4:0" M -3x5 M-3X55.'W ' M -3x5 M -2x4 M -2x9. 4 M -2x9 M -3x5 M -2x6 M -2x9 M -3x5 t _ 3 _ M -2x4" M -3x5 o; M -3x9' A M -3x4 2 7. 0• -�6 t - I 1 I < 9 - 0.25" - x lz o M -7x6 M-5X12(S) M -4x6 •. ' M -2x9 -.M-5x5 8=11-12. 16-06-12 9-07-03 15-11-05 <PL:10-00-12 24-02-02 ' JOB NAME: Kelly Residence Lot 161-162 A17 Scale: 0.3169 FES LL � WARNINGS: GENERAL NOTES, unlossolherwisenoted: A171. 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 Z 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 • C 66864 m DES. BY: EE T o.c. and at 10' o.c. respectively unless braced throughout their le th by w m is the responsibility of the erector. Additional permanent bracing or continuous sheathing such as plywood sheathing(TC) and/or drywa3c). I X DATE: 3/25/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ EXP. O9I3OIZO F) 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. _ SEQ. : 6378425 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for *dry condition of use. to TRANS I D : 435019 5. CompuTnrs 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 )� fabrication, handling,necessary. shipment and installation of components. 7. Design assumes adequate drainage is provided. '9 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 OF CAXOF III III II II I VIII II I I I I VIII I I INTPIIWTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digitsindicate size of plate In Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -13111. ESR -1988 (MiTek) This design prepared from computer input by SPF111WRI� (JRM w LUMBER SPECIFICATIONS TRUSS SPAN 261- 0,0" • CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 1116BTR LOAD DURATION INCREASE = 1.25 1-2=(-1062) 0 176=(0) 3415 1-2=(-2721) 0 4-5=(-2853) 0 BC: 2x4 DF #I&BTR SPACED 24.0" O.C. 2-3=(-3113) 0 6-7=(0) 2275 2-6=( -637) 0 WEBS: 2x4 DF 0l&BTR 3-4=(-2974) 0 7-5=(0) 3162 6-3=( 0) 861 LOADING 4-5=( -623) 0 3-7=( 0) 692 TC LATERAL SUPPORT <= 12110C. UON. LL( 20.0)+DL( 23..0) ON TOP CHORD = 43.0 PSF 7-4=( -473) 0 BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF r TOTAL LOAD = 50.0-PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH - • - LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ADDL: TC CONC LL+DL= 203.0 LBS @ 2'-'10.0" 0- 0.0" 0/ 1583V -22/ 22H 5.50" 1.69 DF ( 625) - ADDL: TC CONC LL+DL= 110.0 LBS @ 21- 10.0" 261= 0.0" 0/ 1330V 0/ ON 5.50" 1.42 DF ( 625) i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BRG @ 01- 0.0" 1.69 DF/ 2.61 HF/ 2.48 SPF REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 261- 0.0" 1.42 DF/ 2.19 HF/ 2.09 SPF BOTTOM CHORD CHECKED.FOR 1OPSF LIVE LOAD. TOP_ - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ' '.AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ,' MAX LL DEFL = -0.117" @ 131- 0.0" Allowed = 0.836" - MAX DL CREEP DEFL = -0.283" @ 131- 0.0" Allowed = 1.254" MAX TL CREEP DEFL = -0.399" @ 13- 0.0" Allowed = 1.254" r RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.283" -' MAX HORIZ. LL DEFL = 0.036" @ 251- 6.5" - - - MAX HORIZ. TL DEFL = 0.094" @ 25'- 6.5" • Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE'7-10,- ' (All Heights), Enclosed, Cat.2, Exp.B, ,MwFRS(Dir), •A load duration factor=1.6, r. End vertical(s) are exposed to wind, Truss designed for wind loads re " in the plane of the truss only. , r 13-00 ; 13-00 „ Design checked fora 300 lb concentrated top chord - orkers. live load per IBC 2012 due`to maintenance workers- ' 6-03-13 6-03-13 6-08-03 " r6-06 - 6-06 which is non -concurrent with other live loads. 12 '12 3.00 v M -4x6 x 3.00 _ .. +203# .r. 34"` y o M -4x5 M -4x5 2 _ 4 1 _ { M -2x9 , f .f M- x4 •. �1 .., o <1 m-5050.25" M -3x9 M -5x6 5 0 M-5x7(S) 8-08 8-08 B-08 <PL:10-00-12 26-00 JOB NAME: Kelly Residence Lot 161-162 - A18 Scale: 0.2594 , FES • Nq�� WARNINGS: GENERAL NOTES, unless otherwise noted: ��cp t Truss ` 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 Z - 2. 2x4 compression web bmcing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 2• Design assumes the top and bottom chards to be laterally braced at _ U, .0 66864 T DES. BY ' EE • 3. Additional temporary bracing to Insure stability during construction T o.c. and at 10' o.c. respectively unless braced throughout lheii length by is the responsibility of the erector. Additional permanent bracing of W DATE: 3/25/2016 continuous sheathing such as plywood sheathing(TC) and/or drywallltlC). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ - O9I3OIPO16 SEQ. : 6378426 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 5. Design assumes trusses are to be used in a non-conosive environment, *EXP. TRANS I D : 435019 are complete and at no time should any bads greater than design loads be applied to any component. and are for `dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge If S. Comp has no control over and assumes no responsibility for the ' P % C(V )L. - necessary. tion, fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is wdecf �\ - '9A 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 AL,F C TPINVTCA in BCSI, copies of which will be fumished upon request, lines coincide with pint center lines. IIII I VIII II I IIII IIII VIII I I I I II IIII 9. Digits indicate size of plate in inches. MiTek USA, IncXompuTrus 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 -.A19 WARNINGS: GENERAL NOTES, unless otherwise rated: _ 91. 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 ll S S and Warnings before construction commences. This desigRlpreparedJRrom computer input by 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. r 3. Addit'anal temporary bracing to insure stability dudrg construction is the responsibility of the erector. AddBional permanent brad of Ia ty Pe n9 rIM DATE: 3/25/2016 . LUMBER SPECIFICATIONS continuous sheathing such as plywood sheathing(TC) and/or drywall C). . continuous hin ). 3. 2x Impact bridging or lateral bracing required where shown ++ " - SEQ. : 6378427 TRUSS SPAN 121- 8.0" 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses to be In ' TRANS I D : 435019 GOND, 2:2000.00 LBS SEISMIC LOAD. TC: 2x4 DF N1dBTR 5. CompuTrus has a control over end assumes no responsibility for the LOAD DURATION INCREASE = 1.25 shipment end installation of components. fabrication, handling,- .Wind: .110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, BC: 2x4 DF N16BTR 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 SPACED 29.0" D.C.- TPINVTCA in BCSI, copies of which will be furnished upon request, '. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), WEBS: 2x4 DF N16BTR 9. Digits Indicate size of plate in0. MiTek USA, IncJCompuTNS Software 7.6.7(1 L) -E - load duration factor=1.6, - TC LATERAL SUPPORT <= 12 --OC. 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.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 1-02-00i� Note:Truss design requires continuous ' - 'LIMITEDSTORAGE 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. Truss designed for 4x2outlookers. 2x9 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 - 6-06. 6-02. permissible at inlet,board areas only., , ' 6-06 5700-02 1-01-19 12 ` 12 ,r 3.0O o , v 3.00 r . t, M -4x5 1 . 9. M -3x5 2 r-� r M -3x5. � + , •M , F ' � -2x9 . • M -3x5` N o M -3x9 M -2x9 - M -3x9 o M -3x5 ; 1 3 c C. 4 o 777777 =M -5x5 , M -2x4 , <PL:10-00-12 _ 1.. JOB NAME: Kelly Residence Lot ' 161-162 -.A19 w ` C 66864 '7 1 * IX EXP. 09/3012016 3I�1 tib,. `Pl9T clv 11. F OF CAVE° WARNINGS: GENERAL NOTES, unless otherwise rated: _ 91. 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 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. • DES. BY: EE 3. Addit'anal temporary bracing to insure stability dudrg construction is the responsibility of the erector. AddBional permanent brad of Ia ty Pe n9 2.' Design assumes the lop and bottom chords to be laterally braced at 2• and at 10• respectively unless braced throughout their le th by DATE: 3/25/2016 . the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall C). . continuous hin ). 3. 2x Impact bridging or lateral bracing required where shown ++ " - SEQ. : 6378427 4. No bad 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 ' TRANS I D : 435019 fasteners are complete and at no time should any loads greater than design bads be applied to any component. assumes are used a non corrosive envimnment. and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has a control over end assumes no responsibility for the shipment end installation of components. fabrication, handling,- Designa 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 placed so their center TPINVTCA in BCSI, copies of which will be furnished upon request, lines coincide with joint center lines. II I I III I IIII VIII I I I VIII IIII IIII 9. Digits Indicate size of plate in0. MiTek USA, IncJCompuTNS Software 7.6.7(1 L) -E For basic connector plate desiginches. 1 n values see ESR -1311, ESR -1988 (M.Tek) w ` C 66864 '7 1 * IX EXP. 09/3012016 3I�1 tib,. `Pl9T clv 11. F OF CAVE° Truss: DES. BY: EE DATE: 3/25/2016 SEQ.: 6378428 TRANS ID: 435019 ' III I VIII I III II II VIII 11111 III IIII 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 ihividu '- 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. This design prepared from computer input b SPIJW-IBRI� 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of .. the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown+ � (JRM lin LUMBER SPECIFICATIONS fasteners are complete and at no time should any bads greater than TRUSS SPAN 121- 6.5" design bads be applied to any component. and are for "dry condition' of use. S. CompuTrus has no control over and assumes no responsibility for the CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF Ol6BTR 7. Design assumes adequate drainage Isprovided. ., LOAD DURATION INCREASE = 1.25- 8. Plates shall be located on both faces of truss, and placed so their center TPIIWTCA in BCSI, copies of which will be furnished upon request. lines coincide with pint center lines. 1-2=(-1035) 0 1-5=(0) 913 5-2=( 0) 234 .- BC: 2x4 DF 01dBTR MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E SPACED 24.0" O.C. 2-3=(-1005) 0 5-4=(0) 913 3-4=(-1031) - 0 WEBS: 2x4 DF 0l6BTR 3-4=( -148) 0 ' LOADING TC LATERAL SUPPORT <= 12"OC. DON. 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 01- 0.0.. 0/ 626V -11/ 10H 5.50" ,0.67 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 121- 6.5" - 0/ 628V 0/ OH 5.50" 0.67 DF ( 625) ** For hanger specs. - See approved plans REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 0'- 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" @ 6' 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 = 0.005" @ 12'-, 1.0" 6-04-08 6-02 MAX HORIZ. TL DEFL = 0.013"'@ 12'- 1.0" A 6-04-08 - ' 5-00-02 '1-01-14 Wind: 110 mph, h=15ft,,TCDL=13.8,BCDL=4.2, ASCE'7-10, T - - - _ (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 R. 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 x live load per IBC 2012 due to maintenance workers 24 .0. which is non -concurrent with other -live loads. o M -3x4' .. M -3x4 y 2.0" 3. - Li L1_ it M -2x4 ri M -3x5 , 6-04-08. 6-02 - �<PL:10-00-12 i2 -06-0e WEDGE REQUIRED AT HEEL(S). e,• r JOB NAME:' Kelly Residence Lot 161-162 - A20 ,,o AAr, ,. _�,> Truss: DES. BY: EE DATE: 3/25/2016 SEQ.: 6378428 TRANS ID: 435019 ' III I VIII I III II II VIII 11111 III IIII 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 ihividu 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 is the responsibility of the erector. Additional permanent bracing of 2' o.c. andt 10' is such as plywood yless s braced h ghoul heir le th by all C ) the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown+ � 4. No bad 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 bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and are for "dry condition' of use. S. CompuTrus 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,necessary' shipment end installation of components. 7. Design assumes adequate drainage Isprovided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIIWTCA in BCSI, copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) /11L /- C 66864 �� m EXP. 09/30/2016 *: rlbl *. S'T CIV11. qTF OF CA This design prepared from computer input by fill _' SPA\BRI�, (JRj" M _ LUMBER SPECIFICATIONS TRUSS SPAN 121- 6.5"- CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1dBTR 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 OF (ildBTR 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 01- 0.0" 0/ 626V -2000/ 2000H 5.50" 0.67 OF ( 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 @ 0'- 0.0" 0.67 DF/ 1.03 HF/ 0.98 SPF - BOTTOM CHORD CHECKED FOR 10PSF 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" @ 6'- 4.5" Allowed = 0.581" MAX TL CREEP DEFL = -0.090" @ 6'- 4.5" Allowed = 0.581" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.307'' - ` - - ' MAX HORIZ. LL .DEFL =- 0.016" @ -0'- 5.511- " r 6-04-08 + 6-02 - MAX HORIZ. TL DEFL = -0.024" @- 0'- 5.5" - COND.1 2: 2000.00 LBS SEISMIC LOAD. 6-04-08 -5-00-02; 1-01-14 - 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, rWind: 12r 12 (All Heights), Enclosed, Cat.2, Exp:B, .MWFRS(Dir), 3.00 v 3.00 load duration factor=1.6, End vertical(s) are exposed to wind, 4 y Truss designed for wind. loads -4x5 in the plane of the truss only. ,M 4 AllDesign checked for a 300 lb concentrated top chord, 2 .11 live load per IBC 2012 due to maintenance workers • I r which is.non-concurrent with other live loads. O M -3x9 �. C) -M=9x9 1.9" • f 3 .. - - 1*may 114 o .. '•.� .5 _. - <• _ M -2x9 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: 0.9951 FES WARNINGS: GENERAL NOTES, rated: Q�O t � � onlyotherwise edunless 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 1 Il S S ' and Warnings before construction commences. building component. Applicability of design parameters and proper Z 2. 2x4 compression web bracing must be installed where shown r, incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at _ w - C 66864 m • DES. BY • EE 3. Additional temporary bracing to insure stability during construction 2' a.c. and at 1o' o.c. respectively unless braced throughout their I th by is the responsibility of the erector. Additional bracing of _ Zl DATE: 3/25/2016 permanent continuous sheathing such as plywood sheathing(TC) and/or drywall C). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown+ * EXP- O9%30�20 6 SEQ. : 6378429 4. No bad 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 : 435019 fasteners are complete and at no time should any bads greater than design loads be applied to an component. and are for *dry cordilfon" of use. g VV y 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has for the Z j r ' ` 7! F'U G % CIVIL Q ro control over end assumes no responsibility entry necessary. fabricolion, handling, shipment and installation of components. 7. Design drainage is TLS O assumes adequate provlded. 6. This design is furnished subject to the limitations set forth by S. Plates shall be located on both faces of truss, and placed so their center G ` OF C A1-1` TPIM/TCA in SCSI, copies of which will be furnished upon request • lines coincide with joint center lines. - II II II III IIII I II I I I I I I II III 9. Digits indicate size of plate in inches. MiTek USA, IncICorllpuTrus Software 7.6.7(lLYE 10. For basic connector plate design values see ESR -1311, ESR -1988 (M Tek) This design prepared from computer input by M SPP11WRI�, (JR� LUMBER SPECIFICATIONS 21-09-08 MONO HIP SETBACK 8-00-00 FROM END WALL CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #16BTR _ LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=(-3262) 0 6- 7=(0) 14 1- 6=( 0) 198 8- 4=( 0) 1236 BC: 2x4 OF 016BTR; 2- 3=(-3062) 0 7- 8=(0) 3592 1- 7=( 0) 3220 4- 9=(-3330) 0 2x8 OF 2250F B1 LOADING 3- 4=(-_3114) 0 8- 9=(0) 2506 7- 2=(-378) 24 9- 5=( -458) 20 WEBS: 2x4 OF #I&BTR TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0" TO B'- 0.0" V 4- 5=( -26) 28 7- 3=(-688) 56 TC UNIF LL( 100.0)+DL( 115.0)= 215.0 PLF 8'- 0.0" TO 211- 9.5" V 3- 8=(-930) 10 TC LATERAL SUPPORT 24"OC. UON. BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0" TO 21- 9.5" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH TC CONC LL(- 373.3)+DL( 429.3)= 802.7 LBS@ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) __________ 01- 8.0" 0/ 2478V -44/ 73H 5.50" 1.32 DF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 211- 9.5" 0/ 2741V 0/ OR 5.50" 1.46 OF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 0'- 8.0" 1.32 DF/ 2.04 HF/ 1.94 SPF BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BRG @ 211- 9.5" 1.46 DF/ 2.26 HF/ 2.15 SPF, Unbalanced live loads have been AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. considered for this design. - - - 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 ( Attach 2 ply with 3"x.131 DIA GUN - MAX LL DEFL = -0.055" @ 71- 12.0" Allowed = •0.674" nails staggered: MAX DL CREEP DEFL = -0.109" @ 7'- 12.0" Allowed = 1.010" _ MAX TL CREEP DEFL = -0.164" @ 7'- 12.0 Allowed = 1.010" 9" oc in 1 row (s) throughout 2x9 top chords, 9" oc in 1 cow(s) throughout 2x4 bottom chords, ' RECOMMENDED CAMBER (BASED ON DI DEFL)= 0.109" 9 oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = '0.008" @ 211- 6.0" 8-00 13-09-08 MAX HORIZ. TL DEFL =, 0.018" " @ 21'- 6.0 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, 8-00• _ 4-01-05 - - 4-08-05, 4-11-13 - (All Heights), Enclosed, Cat.2, Exp.B, ',MWFRS(Dir), 802.7.04 ;r load duration factor=1.6, ` 12 End vertical(s) are exposed to wind, 3,00 v Truss designed for wind loads in the plane of the truss only. M=4x6 2 M -3x4 M -3x6 M -2x4 Design checked for a 300 lb concentrated top chord 3 4 5 live load per IBC 2012 due to maintenance workers - - - which is non -concurrent with other live loads. - M -10x10 0 o M -4x5+ a o .. .�. i 6. 7 . 0.25" 8 9 M -2x4 M -3x10 M -5x6(8) M -3x6 > . 1-03-08 5-11-12 7.-02-04 7-09 0-08 21-01-08 t 1-01-12 20-07-12 <PL:12-00-12 21-09-08 >PL:10-00-12 - JOB NAME: Kelly Residence Lot --161-162 - A22 Sale: 0.2607 FES 1' WARNINGS: GENERAL NOTES, unless otherwise noted: wO 'V91 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 Z U S S and Warnings before construction commences. building component. Applicability of design parameters and proper y 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. C 66 864 m 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at W - m DES. BY: EE T o.c. and at 10' o.c. respectively unless braced throughout their I th by is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall C). Of DATE: 3/25/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ EXP.. 09/30/2016 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6378430 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, * '2 design bads be applied to an component. and are for 'dry condition- of use. TRANS I D : 435019 PPI y 6. Design assumes full bearing at all supports shown. Shim or wedge if S Q 5. CompuTros has no control over and assumes ro responsibility for the necessary. �' C /V 1`' �\ fabrication, handling, shipment and installation of components. 7, Design assumes adequate dminage is provided. qrF CAL O� 6. This design is furnished subject to the limitations set forth by 6. Plates shall be located on both faces of truss, and placed so their center OF ,F I II II II II III VIII II II I III III III TPIM?CA in BCSI, copies of which will be furnished upon request. lines coincide 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 -1986 (MiTek) This design prepared from computer input b III w r SPP111WRI�, (JRM LUMBER SPECIFICATIONS TRUSS SPAN 211- 9.5" F CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF HldBTR - _ LOAD DURATION INCREASE = 1.25 1- 2=( -216) 33 6- 7=(0) 944 1- 6=( 0) 864 8- 4=(. 0) 211 BC: 2x4 OF 0ldBTR; SPACED 24.0" O.C. 2- 3=(-1189) 0 7- 8=(0) 1041 6- 2=(-1138) 0 4- 9=(-1314) 0 2x8 OF 2250F B1 3- 4=(-1121) 0 8- 9=(0) 1041 2- 7=( 0) 284 9- 5=( -200) 0 WEBS: 2x4 OF 016BTR LOADING 4- 5=( -32) 33 7- 3=( -100) 15 LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 7- 4=( -24) 195 TC'LATERAL SUPPORT <= 12110C. UON. - DL ON. BOTTOM CHORD = 7.0 PSF - - - BC LATERAL SUPPORT <= 12110C. UON. t TOTAL LOAD = 50.0 PSF - BEARING AMAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 8.0" 0/ 1132V -46/ 83H 5.50" 1.21 OF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF CBC 2013 NOT BEING MET. 211- 9.5" 0/ 1022V 0/ ON 5.50" 1.09 OF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED - BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BRG @ 0'- 8.0" 1.21 DF/ 1.86 HF/ 1.78 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 211- 9.5" 1.09 DF/ 1.68: HF/ 1.60 SPF Unbalanced live loads have been , considered for this design. - • , VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 - ' MAX LL DEFL = -0.051" @ 10'- 0.0" Allowed = 0.674" ` MAX DL CREEP DEFL = -0.078" @ 10'- 0.0" Allowed = 1.010." i - MAX TL CREEP DEFL = -0.129" @ 10'- -0.0" Allowed = 1.010" • - RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.078" ` - v • 'MAX HORIZ."LL DEFL = 0.007".@. -21' 6.011. 9-11-11 11-09-13 MAX HORIZ. TL DEFL = 0.018" @ 21'- 6.0" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, _ 5-03-03 4-08-08 5-06.05 6-03-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dii), load duration factor=1.6, 12 End vertical(s) are exposed to wind, 3.00 v Truss designed for wind loads M -4x6 in the plane of the,truss only. 3 M -4 x8 M -5x6 a, M -2:5x4 or equal at non-structural diagonal inlets. M -3X5 -- 5 Design checked for a 300 lb concentrated top chord 2 live load per IBC 2012 due to maintenance workers M -5x10 which is non -concurrent with other live.loads. .rn M -4x5+ - - 0 0 + o0 C, o M -3x9. M-300.25"6' M -3x5 9>' =M -5x5(5) 1-05-04 7-10 6-02-12 6-03-08 fi 0-08 21-01-08 1-01-12 20-07-12 <PL:12-00-12 21-09-08 >PL:10-00-12� JOB NAME: Kelly Residence Lot 161-162 - A23r Scale: 0.2578 FES � WARNINGS: GENERAL NOTES, unless otherwise noted: A231. 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 -rn r mrd. Applicability of design parameters and proper Gi 2. 2x4 compression web bracing must be installed where shown +. incorporation of componend is the responsibility of the building designer. C 66 864 Z 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at �' m DES. BY: EE T o.c. and at 10' o.c. respectively unless braced throughout their lel by u.f' m is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall C). DATE: 3/25/2016 the overall structure is the responsibility, of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ EXP. 09�30�20 6 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6378431 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for'dry condition' of use. 1 t? TRANS I D : 435019 p y 6. Design assumes full bearing at all supports shown. Shim or wedge if s C (v'L �P 5. COm uTras has rw wntrol over end assumes no res nsibilit for the necessary fabrication, handling, shipment and installation of components. - 7. Design assumes adequate drainage is provided. q7F 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 CA\-*. III I VIII II IIII IIII I III VIII II III TPINVTCA 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 +7.6.7SP2(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIII ,■� � � LUMBER SPECIFICATIONS TC: 2x4 DF 016BTR; 2x6 DF SS T2 BC: 2x4 DF NI&BTR; 2x8 DF 2250F B1 WEBS: 2x4 DF N16BTR; 2x8 DF 2250F A 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 Unbalanced live loads have been considered for this design. TRUSS SPAN 31'- 0.0" 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 131- 1.3" TO 181- 1.3" V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. This design prepared from computer input by _ SPI ABRIM (JR _ CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-1923) 0 9-10=(0) 8 1- 9=( 0) 106 13- 8=( 0) 1863 2- 3=(-2298) 0 10-11=(0) 1806 1-10=( 0) 1909 14-16=( 0.) 153 3- 4=(-2182) 0 11-12=(0) 2220 10- 2=(-651) 0 8-16=(-1552) 0 4- 5=(-2220) 0 12-13=(0) 1990 2-11=( 0) 492 5- 6=(-2203) 0 13-14=(0) 258 4-11=( -72) 109 6- 7=(-2325) 0 14-15=(0) 0 5-12=( -36) 145 7- 8=(-2052) 0 12- 7=( 0) 347 7-13=(-706) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH ' LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 8.0" 0/ 1668V -22/ 36H 5.50" 1.78 DF ( 625) 31'- 0.0" 0/ 1575V O/ OH 5.50" 0.55 IF (1925) BRG @ 0'- 8.0" 1.78 DF/ 2.75 HF/ 2.62 SPF BRG @ 311- 0.0" 1.68 DF/' 2.59 HF/ 2.47 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.133" @ 191- 6.2 Allowed = 0.981" MAX DL CREEP DEFL = -0.198" @ 18'- 3.0" Allowed = 1.471" MAX TL CREEP DEFL = -0.273" @ 18'- 3.0" Allowed = 1.471" RECOMMENDED'CAMBER (BASED ON DL DEFL) 0.198" MAX.HORIZ. LL DEFL = 0.014 @ 30'- 8.4" 12-11-11' 5.00`10 12-11-11 MAX HORIZ. TL DEFL = •0.031" @ 30'- 8.9" 6-06-12 4-11-01 1-05-11 5-03-08 1-03-03 5=01-09 6-04-04 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 3.00 v M-46 x'3.00 End vertical(s) are exposed to wind, Truss designed for wind loads• M -4x6 M -3x6 M -3x6 in the plane of the truss only. 3 6 M -4x6 2 o =M -10x10 ' o o M -4x5+ 1 o I 1 5 N .9- 10.110.25" 12 M -2x4 11 -30M -4x6 'M-6x12(S) M -3x4+ 1-03-08 4-11-12 6-08-04 5-03-08 6-08-04 0-08 30-04 1-01-12 29-10-04 <PL:12-00-12 31-00 JOB NAME: Kelly Residence Lot 161-162 - A24 Truss: DES. BY: EE DATE: 3/25/2016 SEQ.: 6378432 TRANS ID: 435019 IIII I I II I I I IIII I VIII I I I IIII Design checked for a 300 lb concentrated top chord M -4 x6 live load per IBC 2012 due to maintenancb workers 7 M -4x10 which is non -concurrent with other live loads. M -4x16 8 - A " 1 � N 13. 145- M-30 14-2x4 6-00-12 >PL:11-00-04 Scale: 0.1976 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 is the responsibilityof the erector. Additional permanent brecin of g 2. o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or drywalIBC). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad 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 bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component, and ere for -dry condildon-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 fabrication, handli ng, shipment and installation of components. necessary' 7, Design assumes adequate drainage isprovkded. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, end placed so their center TPI/WTCA in BCSI, copies of which will be furnished upon request, lines coincide with pint center lines. 9. Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1986 (Mi rek) U09/30/201 fi OFAk\E WHIM = M M LUMBER SPECIFICATIONS TC: 2x4 DF #ldBTR BC: 2x4 DF #IdBTR; 2x8 DF #IdBTR B1 WEBS: 2x4 DF 41dBTR; 2x8 DF 2250F A TC LATERAL SUPPORT <= 12110C. LON. ' BC LATERAL SUPPORT <= 12110C. UON. BC UNIF LL( NOTE: 2x4 BRACING AT 24"OC UON. FOR - ALL FLAT TOP CHORD AREAS NOT SHEATHED Unbalanced live loads have been considered for this design. TRUSS SPAN 31'- 0.0" 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 13'- 0.0" TO 18'- 0.0"'V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. This design prepared from computer input by - SPF_ABRIM (JR_ M M CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-2037) 0 . 7- 8=(0) 18 1- 7=( 0) 121 5-11=( -668) 0 2- 3=(-2302) 0 8- 9=(0) 1925 1- 8=( 0) 2008 11- 6=( 0) 1945 3- 4=(-2155) 0 9-10=(0) 2155 8- 2=(-673) 0 12-14=( 0) 161 4- 5=(-2302) 0 10-11=(0) 2089 2- 9=( 0) 470 6-14=(-1559) 0 5- 6=(-2159) 0 11-12=(0) 260 9- 3=( -23) 165 12-13=(0) 0 4-10=( -16) 166 10- 5=(-104) 316 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0- 8.0" 0/ 1660V -22/ 38H 3.50" 1.77 DF ( 625) 311- 0.0" 0/ 1583V 0/ ON 5.50" 0.55 DF (1925) BRG @ 01- 8.0" 1.77 DF/ 2.73 HF/ 2.60 SPF BRG@ 31'- 0.0" - 1.69 DF/ 2.61 HF/ 2.48 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.480" @ 18'- 0.0" Allowed = 0.986" MAX DL CREEP DEFL = -0.401" @ 18- 0.0" Allowed = 1.479" MAX TL CREEP DEFL = -0.732" @ '18'- 0.0" Allowed = 1.479" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.401" .MAX HORIZ. LL DEFL = 0.047" @ 301- 8.4" MAX HORIZ. TL DEFL = 0.072" @ 301- 8.4" 13-11-11 3-00-10 13-11-11 - Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2 ASCE 7-10, 6-10-04 7-01-07 3-00-10 7-01-07 6-10-04 (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 -4x12 M -4x12, a 3.00 Truss designed for wind loads 3, 4 in the plane of the truss only. -------------- Design checked for a 300 lb concentrated top chord M -3x5 M -3x5 live load per IBC 2012 due to maintenance workers M -2x4 MHS-5xl4(S) M -2x4 M -2x4 1-03-08 5-03-04 6-03-08 5-03-08 6-03-08 6-06-12 0-08' 30-04 L L J 1-01-12 29-10704 <PL:12-00-12 31-00 >PL:11-00-04'( JOB NAME: Kelly Residence Lot 161-162 - A25 Truss: q DES. BY: EE DATE: 3/25/2016 SEQ.: 6378433 TRANS ID: 435019 Scale: 0.2002 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 end 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 o be laterally braced at is the responsibility of the erector. Additional permanent bracing of T o.c. and at 10' o.c. respectively unless braced throughout their lenth by the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall C). 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 to be used in a non -corrosive environment, design bads be applied to any component. and are for "dry condition' of use. 5. CompuTnrs 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,necessary. shipment and installation of components. 7. Design assumes adequate drainage is provded. 6. This design is furnished subject o the limitations set forth by 8' Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA, IncJCompuTrus Software 7.6.7(11_ -E 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) which is non -concurrent with other live loads. 0 Ix16 0 .-i O 11 OU (- C 66864 �' fi M 7 *'E11R 09/3012016 31 �� CIVIL �� �P FOF CAUF�/ WHIM LUMBER SPECIFICATIONS TC: 2x4 OF 01dBTR BC: 2x4 DF 016BTR; 2x8 DF 81dBTR B1 WEBS: 2x4 DF N1dBTR; 2x8 OF 2250F A TC MAX PURLIN SPACING 32"OC. UON. BC MAX PURLIN SPACING 120"OC. DON Unbalanced live loads have been considered for this design. BC UNIF LL( M TRUSS SPAN 31'- 0.0" LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 28.2" 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 13'- 0.0" TO 18'- 0.0" V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. This design prepared from computer input by - SPIJABRI� (JR_ CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-2333) 0 8- 9=(0) 20 1- 8=( 0) 131 11- 6=( -149) 352 2- 3=(-2673) 0 9-10=(0) 2207 1- 9=( 0) 2320 6-12=( -822) 0 3- 4=( -420) 55 10-11=(0) 2511 9- 2=( -806) 0 12- 7=( 0) 2268 4- 5=( -414) 56 11-12=(0) 2429 2-10=( 0) 548 13-15=( 0) 187 5- 6=(-2682) 0 12-13=(0) 305 10- 3=( -19) 188 7-15=(-1834) 0 6- 7=(-2505) 0 13-14=(0) 0 3- 5=(-2351) 0 5-11=( 0) 248 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 8.0 0/ 1954V -30/ 49H 3.50" 2.08 OF ( 625) 311- 0.0" 0/ 1864V 0/ OH 5.50" 0.65 OF (1925)' BRG @ 0'- 8.0" 2.08 DF/ 3.22 HF/ 3.06 SPF BRG @ 311- 0.0" 1.99 DF/ 3.07 HF/ 2.92 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.308" @ 181- 0.4" Allowed = 0.986" MAX DL CREEP DEFL = -0.316"@ 18- 0.4" Allowed = 1.479" MAX TL CREEP DEFL = -0.525" @ 18'- .0.4" Allowed = 1.479" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.316" - - MAX HORIZ. LL DEFL = 0.033" @ 30'- ,8.4" 15-06 15-06 MAX HORIZ. TL DEFL = 0.058" @ 30'- 8.4" 6-06 6-06. 2-06 2-06 6-09-09 6-07-12 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),12 12' . load duration factor=1.6, 3.00 v IM -9X4. v 3.00 End vertical(s) are exposed to wind, M -3x10 4 M -3x10 Truss designed For wind loads iYt➢�' in the plane of the truss only. r 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 -4x10 \ M -4x16 M-5x12(S) M -2x4 1-03-08 4-11 6-07-12 5-03-08 6-06 6-04-04 L 0-08 30-04 1-01-12 29-10-04 <PL:12-00-12 31-00 >PL:11-00-04 JOB NAME: Kelly Residence Lot 161-162 A26 Scale: 0.1996 Truss: DES. BY: EE DATE: 3/25/2016 SEQ.: 6378434 TRANS ID: 435019 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of alt 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. 214 compression web bracing must be installed where shown +, mconporsuon 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 Is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or drywall C). the overall structure is the responsibility of the building designer. 9. 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 contmctor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a normmosive environment, design bads be applied to any component. and are for "dry condition' of use. 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 fabrication, handling,necessary. fabrication, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss, and placed so their center TPUWTCA in BCSI, copies of which will be fumishad upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1911, ESR -1988 (MiTek) 0 co 0 0 I I Y -I 0 w � C 66864 � 7 EXP. 09/30/2016 */ 11G sp�T CIViL F CF CAS 1F� Truss: , ,-&&8 I DES. BY: EE DATE: 3/25/2016 SEQ.: 6378435 TRANS ID: 435019 ` I IIII I I II III I VIII II I III I I I IIII WARNINGS: III 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. This design prepared from computer input by 2_2 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. - 3. Additional temporary bracing to insure stabil'Oy during construction 2. Design assumes the top and bottom chards to be laterally braced at is the responsibility of the erector. Additional permanent bracing of SP11WRIM (JR_ M LUMBER SPECIFICATIONS 3. 2x Impact bridging or lateral bracing required where shown ++ moat ere shown TRUSS SPAN 311- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF PI&BTR 5. Design assumes trusses are to be used in a non -corrosive environment, LOAD DURATION INCREASE = 1.25 (Non -Rep) - 1- 2=(-4398) 0 1-10=(0) 4021 1- 2=(-4398) - 0 7-14=( 0) 293 BC: 2x4 OF N16BTR 6. Design assumes full bearing at all supports shown. Shim or wedge if SPACED 24.0" O.C. ' 2- 3=(-4276) 0 10-11=(0) 4010 10- 3=( 0) '275 8- 9=(-4574) 0 WEBS: 2x4 OF H16BTR 8. Plates shall be located on both faces of truss, end placed so their center TPI/WTCA In BCSI, copies of which will be furnished upon request. 3- 4=(-4375) 0 11-12=(0) 4203 3-11=( -100) 326 " LOADING 4- 5=(-3472) 0 12-13=(01 4304 11- 4=( 0) 263 TC LATERAL SUPPORT <= 12110C. UON. LL( 20:0)+DL( 23.0) ON TOP CHORD =: 43.0 PSF 5- 6=(-3471) 0 13-14=(0) 4436 4-12=(-1041)• 0 - BC LATERAL SUPPORT <= 12110C. UON.. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-4492) 0 14- 9=(0) 4448 12- 5=( 0) 1330 TOTAL LOAD = 50.0 PSF 7- 8=(-4677) 0 12- 6=(-1158) 0 LETINS: 3-11-00 3-11-00 8- 9=( -287) 0 6713=( 0) ,350• ADDL: BC UNIF,LL+DL= 26.6 PLF 1'- 3.0" TO 291- 9.0" V 13- 7=( -360) 73 Unbalanced live loads have been considered for this design. - - - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG ` REQUIRED BRG LENGTH REQUIREMENTS OF CBC 2013 NOT BEING MET. - LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 6.0" 0/ 1959V -19/ 19H 5.50" 1.96 OF ( 625) • - .BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD: TOP 311- 0.0" ,0/ 1897V 0/ OH 5.50" 2.02 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.,.. - BRG @ 01- 6.0" 1.96 DF/ 3.02 HF/ 2.88 SPF h BRG @ 311- 0.0" 2.02 DF/ 3.12 HF/ 2.98 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.168" @ 15- 6.0" Allowed = 0.986" -MAX DL. CREEP DEFL = -0.558" @ 15- 6.0" Allowed = 1.479" MAX TL CREEP DEFL = -0.725" @ 15'- 6.0" ,Allowed = 1.479" - _ i •-. a. RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.558" '. MAX HORIZ. LL DEFL = 0..050" @ 30'- 6.5" • _. ., ,. '' _ -' ` - - MAX HORIZ. -TL DEFL = 0.159" @ .30'- 6.5" f' ' Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, • - - - ' -(All Heights), Enclosed, Cat.2, Exp.B, 'MWFRS(Dir), . + 15-06• +. 15-06 load duration factor=1.6, End vertical(s) are exposed'to wind, " 1-3-09-14' 1=05-14, 5-02° 5-00-09 - 5-00-04 5-02 1-05-19 ' 3-09-14 Truss designed for wind loads in the plane of the truss only. ' 3.00 v +M -4x6 am 3.00 Design checked for a 300 lb concentrated top chord [ live load per IBC 2012 due to maintenance workers n 4.0" which is non -concurrent with other live loads. M -3x5, J 'M,3x5` t. N 4 3.0" 6 ' A M -3x5 ' M -3x5 o rM-3x5 3 �. 7 M -3x10. - .. IT -1 - - o .10 11. 12 13 14 - - 9 �• .- , < M -5x8 M -2x9 M -3x9 0 . 2 $' M -3x4 M -2x4' M -5x10 , MHS-5xl4(S) a , 5-02 5-00-04 5-03-12 •5-03-12 5-00-04 5-02 0-06 1 30-06 . . <PL:12-00-12 31-00 , JOB NAME: Kelly'Residence Lot 161-162 - A2.7 c - ,e. nInAa %F-" Truss: , ,-&&8 I DES. BY: EE DATE: 3/25/2016 SEQ.: 6378435 TRANS ID: 435019 ` I IIII I I II III I VIII II I III I I I IIII 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_2 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. - 3. Additional temporary bracing to insure stabil'Oy during construction 2. Design assumes the top and bottom chards to be laterally braced at is the responsibility of the erector. Additional permanent bracing of and at 10' hin respectively unless braced throughout (heir le ih by 2' continuous in continuous sheathing such as plywood drywal C). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ moat ere 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 bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads 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 fabrication, handling,necessary. shipment and installation of components. 7, Design assumes adequate drainage is rovided. 6. This design is fumishad subject to the limitations set forth by 8. Plates shall be located on both faces of truss, end placed so their center TPI/WTCA In BCSI, copies of which will be furnished upon request. lines coincide with pint center lines. 9. Digits indicate size of plate in inches. MiTek USA, IncJContpuTrus Software 7.6.7(1 LYE 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) w C 66864 EXP. 09/3012016 �I CIVIC �Q . qTF OF W_\, �j Truss:AZ E DES. BY: EE DATE: 3/25/2016 SEQ.: 6378436 TRANS ID: 435019 1111111111111111111111111111111111111111 III 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. This design prepared from computer input by 2. 2x4 compression web bracing must be installed where shown +, WINI�III _ -. •� SPIMABRI� (JR_ _ LUMBER SPECIFICATIONS TRUSS SPAN 311- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1dBTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -81) 0 1-12=(0) 4080 1- 2=(-4425) 0 10-11=(-4390) 0 BC: 2x4 DF #IdBTR SPACED 24.0" O.C. 2- 3=(-4356) 0 12-13=(0) 4638 3-12=( 0) 613 WEBS: 2x4 DF #1dBTR necessary. 7. Design assumes adequate drainage is rovded. 3- 4=(-4711) 0 13-14=(0) 4424 12- 4=( -126) 99 TPI/WTCA In BCSI, copies of which will be furnished upon request. LOADING 4- 5=(-4419) 0 14-15=(0) 4659 4-13=( -486) 0 TC LATERAL SUPPORT <= 12110C. UON. LL('20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF' - 5- 6=(-4246) 0 15-11=(0) 4049 13- 5=( 0) 660 BCLATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-4245) 0' 13- 6=( -307) 0 TOTAL LOAD = 50.0 PSF 7- 8=(-4421) 0 6-14=( -307) 0 8- 9=(-4728) 0 7-14=( 0) 656 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC UNIFLL+DL= "26.6"PLF '11- 3.0" TO 291- 9.0".V 9-10=(-4325) 0 14- 8=( -502) 0 ALL FLAT TOP CHORD AREAS NOT SHEATHED _ - 10-11=( -85) 0 8-15=( -129) 87 LIMITED STORAGE DOES NOT APPLY DUE. TO THE SPATIAL 15- 9=( . 0) 650 - REQUIREMENTS OF CBC 2013 NOT BEING MET. - LETINS: 2-05-00 2-05-00 _ 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/ 1928V -15/ 15H 5.50" 2.06 DF ( 625)' , 311- "0.0" 0/ 1928V 0/ OH 5.50" 2.06 DF ( 625) BRG @ 0- 0.0" 2.06 DF/ 3,17 HF/ 3.02 SPF BRG @ 311- 0.0" 2.06 DF/ 3.17 HF/ 3.02 SPF • - - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 "> ' -MAX LL DEFL = -0.202" @ 15- 6.0" Allowed = 1.003" MAX DL CREEPDEFL = -0.659"A, 15'- 6.0" Allowed = 1.504" MAX TL CREEP DEFL = -0.861" @ 15'- 6.0" Allowed = 1.504" -- '" -.• "" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.659" " -. • - - MAX HORIZ. LL DEFL = 0.054" @ 30- 6.5" - _ MAX HORIZ. ,TL DEFL = 0.167" @ 30'- 6..5" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7=10, - - -moi.. ` •" ,, �' (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 - 0 12-08-03 5-07-10 12-08-03 = in the plane of the truss only. 2-09-071-08-01 9-00-08 9-07-03 1" 2-09-13 2-09-13 • 9-09-08 3-11-05 1-06-192.09-07, Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers o , r which,is non -concurrent with other live loads. 12 - 12 , 3.00 v M -9x12 =M19x12 v 3.00 - M -36x9 �. 5 M -3x5 4 6 M -2x9 M -2x9 o M -3x103 9 M -3x10 o 2 0 0 --11"Jo r 1_- 12 o < M -5x8' M -3x9 13.0.25" .14 1g M -3x8 M -3x4 M -5x8 " MHS-5x19(S). _ • 6 � 6-00-12 � 't 1, 5-11 7-00-08 5-11 1 6-00-12 ' <PL:12-00-12 31-00 F JOB NAME: Kelly Residence Lot 1,161-162' - A28.. Cra1o, n 7ns7 ,/�;FEs-oin. Truss:AZ E DES. BY: EE DATE: 3/25/2016 SEQ.: 6378436 TRANS ID: 435019 1111111111111111111111111111111111111111 III 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. Add'dionaI temporary bracing to insure stability during construction 2• Design assumes the top and bottom chords to be laterally braced at T is the responsibility o(lhe erector. AddNional permanent breci of n9 o.c. and at 10' o.c. respectively unless braced throughout their le th by 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 ++ 4. No bad 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 bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads 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 fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is rovded. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of tnrss, and placed so their center TPI/WTCA In BCSI, copies of which will be furnished upon request. lines coincide with pint center lines. 9. Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (Mi -Tek) " W C 66864' m EXP. 0913012016 * 3/tel i6 CIVIC qTF OF CAUL III GENERAL NOTES, unlessotherwisenoted: Ct�O 'Vql� This design prepared from computer input by ® ® ® ® SP RIq� (JR� LUMBER SPECIFICATIONS TRUSS SPAN 311- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF H1dBTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -593) 0 1- 8=(0) 4729 1- 2=(-4498) 0 5-11=( 0) 644 BC: 2x4 DF ii16BTR SPACED 24.0" O:C. 2- 3=(-4722) 0 8- 9=(0) 4717 8- 2=( 0) 302 11-16=(( -301) 8 WEBS: 2x9 OF H1dBTR * _ 3- 9=(-4526) 0. 9-10=(0) 5166 2- 9=( -301) 8 6-12=( 0) 302 5. Design assumes trusses are to be used in a non -corrosive environment, aare for'dry condition' of use. and LOADING 4- 5=(-4526) 0 10-11=(0) 5166 9- 3=( 0) 699 6- 7=(-9998) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-4722) 0 11-12=(0) 4717 9-.4=( -732) 0 BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=( -593) 0 12- 7=(0) 4729 10- 4=( 0)299 6: Plates shall be boated on both faces of truss, and placed so their center lines coincide with joint center lines. TOTAL LOAD = 50.0 PSE 4-11=( -732) 0 NOTE: 2x9 BRACING AT 24"OC UON. FOR ADDL: BC UNIF LL+DL- 26.6 PLF 1'- 3.0" TO 29'- 9.0" V BEARING :f• MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH ALL FLAT TOP CHORD AREAS NOT SHEATHED 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LIMITED STORAGE DOES NOT "APPLY DUE TO THE SPATIAL "" 01- 0.0" 0/ 1928V -13/ 13H 5.50" 2.06 OF ( 625) - REQUIREMENTS OF CBC 2013 NOT BEING MET. 311- 0.0" 0/. 1928V 0/ OH 5.50" 2.06 DF (625) - - BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP BRG @ 0'- 0.0" 2.06 DF/ 3.17 HF/ 3.02 SPF ." AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. .. "BRG @ 31'- 0.0" 2.06 DF/ 3.17 HF/ 3.02 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 " MAX LL DEFL = -0.212" @ 15'= 6.0" Allowed = 1.003" z MAX OL CREEP DEFL = -0.690" @ 151- 6.0" Allowed = 1.504" MAX TL CREEP DEFL = -0.902" @ 15,'_- .6.0" Allowed = 1.504" RECOMMENDED CAMBER (BASED -ON DL DEFL)= 0.690" - - - • , MAX HORIZ. LL DEFL = •0.059" @ 30'- 6.5" MAX HORIZ. TL DEFL = 0.186" @ -' 30'- 6.5" • - - 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, Truss designed for wind loads ' c in the plane of the truss only. + Design checked for a 300 lb concentrated top chord- 1 a live load per IBC 2012 due to maintenance workers 11-00-11 8-10-10 11-00-11 which is non -concurrent with other live loads. 5-04-12 5-07-15 4-05-05 4-05-05 5-07-15 5-04-12 12 12 3.00v M -9x19 ." M -9x19 a 3.00 M=3x8 M M-4 x12 ` M -4x12 ,. o t M -2x9 o M -2x4 o u EEO 9 10 11 -5x10 M -2x9 M -3x8• 0.25" M -3x8 12 M -2x9 M -5 x1 7 0 MHS-5x14(S) 5-03., 5-01-04 5.01-12 5-01-.12 5-01-04 5-03 , <PL:12-00-12 31-00 JOB NAME: Kelly Residence Lot 161-162 - A29 Scale: 0 2303 FES Truss: fto DES. BY: EE DATE: 3/25/2016 SEQ.: 6378437 TRANS ID: 435019 111111111111111111111111111111111111 IN III WARNINGS: GENERAL NOTES, unlessotherwisenoted: Ct�O 'Vql� 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 N 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 m C 66864 n 3. Additional temporary bracing to insure stability during construction Is the responsibilityof the erector. Additional permanent brad of 2' o.c, and at 10' o.c. respectively unless braced throughout their len th by continuous sheathing such as plywood shealhirg(TC) and/or drywall�C). jy y the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ - EXP, 09/3012016 4. No bad should be applied to any component until ager all bracing and 4. Installation of truss is the responsibility of the respective contractor. * _ fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, aare for'dry condition' of use. and -Z J j / 116 6 design bads be applied to any component. 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 necessasumes S>• C(v )` \\�P fabrication, haling, shipment and installation of components. 7. Design a adequate drainage is mvided. 6. This design is furnished subject to the limitations set forth by TPIIWTCA in BCSI, copies of which will be furnished upon request. 6: Plates shall be boated on both faces of truss, and placed so their center lines coincide with joint center lines. OF L`A�-,` " 9.Digits indicate size of plate in 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) Truss: A 3 C DES. BY: EE DATE: 3/25/2016 SEQ.: 6378438 TRANS ID: 435019 111111111111111111111111111111111111111111111 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 bad should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design bads be applied to any component. 5. CompuTras has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software +7.6.7SP2(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the pammeters shown and is for an Individual building component. Applicability of design pammeters 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 T o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or drywall BC). 3. 2x Impact bridging or lateral bracing required where shown+ . 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a 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 pint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR•1311. ESR•1988 (MiTek) C 66864 m EXP. 09130/2016 * 3I�Ilb CIVI\- \TF OF CAS\F�� This design prepared from computer input by SPF-ABRI� (JR_ LUMBER SPECIFICATIONS TRUSS SPAN 311- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 01&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -170) 0 1-11=(0) 4199 1- 2=(-4432) 0 BC: 2x4 OF 210OF SPACED 24.0" O.C. 2- 3=(-4449) 0 11-12=(0) 6039 3-11=( 0) 848 WEBS: 2x4 OF 01&BTR 3- 4=(-5064) 0 12-13=(0) 6039 11- 4=( 0) 668 LOADING 4- 5=(-4880) 0 13-10=(0) 4199 _11- 5=(-1285) 0 TC LATERAL SUPPORT <= 12110C. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF - - 5- 6=(-6171) 0 5-12=( 0) 337 BC LATERAL SUPPORT <= 12110C. UON. "' - - DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-4880) 0 ,. 12- 6=( 0) 337 TOTAL LOAD = 50.0 PSF _ 7- 8=(-5064) 0' 6-13=(-1285) 0 8- 9=(-4449) 0 7-13=( 0) 668 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC UNIF LL+DL= 26.6 PLF 1'- 3.0" TO 29'- 9.0" V 9-10=( -170) 0 13- 8=( 0) 848 ALL FLAT TOP CHORD AREAS NOT SHEATHED - - 9-10=(-4432) 0 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL " REQUIREMENTS OF CBC 2013 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LETINS: 3-02-00 3-02-00 LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) , " BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP - ' 0'-. 0.0" 0/. 1928V -11/ 11H 5.50" 2.06 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 311- 0.0" 0/ 1928V 0/ ON 5.50" 2.06 DF ( 625) _ BRG @ 01- 0.011 2.06 DF/ 3.17 HF/ 3.02 SPF " - - • BRG @ 311- 0.0" 2.06 DF/ 3.17 HF/ 3.02 SPF - - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.271" @ 151- 6.0" Allowed = 1.003" MAX DL CREEP DEFL = -0.873" @ 15'- 6.0" Allowed = 1.504"- - MAX TL CREEP DEFL = -1.144".@ 151- . 6.0" Allowed = .1.504" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.873" • '• MAX HORIZ. LL DEFL = 0.063" @ 301- 6.5" - - MAX"HORIZ. TL DEFL = 0.-194" @. 301- 6.511 _ 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, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord 9-00-11 12-10-10 9-00-11 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. " 3-01-03 1-01-13 4-09-11 4-01=05 4-08' 4-01-05 4-09=11 1-01-13 3-01-03 ' 12 12 3.00 v" a 3.00 M -5x12 r M -5x12 M -3x5 M -3x54 r- M -2x4' M -2x4 " ' M -3x10 M -3x10 10 - - d + < 11 -5x8 M -3x10 1213 0.25„ M-3, X101 - M -5x8 , MHS-6xl6(S) 8-04-04 7-01-12 7-01-12 8-04-09 <PL:12-00-12 31-00 - JOB NAME: Kelly Residence Lot 161-162 - A30 s-, • n,,,6 1�1FEs1.. Truss: A 3 C DES. BY: EE DATE: 3/25/2016 SEQ.: 6378438 TRANS ID: 435019 111111111111111111111111111111111111111111111 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 bad should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design bads be applied to any component. 5. CompuTras has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software +7.6.7SP2(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the pammeters shown and is for an Individual building component. Applicability of design pammeters 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 T o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or drywall BC). 3. 2x Impact bridging or lateral bracing required where shown+ . 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a 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 pint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR•1311. ESR•1988 (MiTek) C 66864 m EXP. 09130/2016 * 3I�Ilb CIVI\- \TF OF CAS\F�� This design prepared from computer input by _ SPVWRIOO (JRNM LUMBER SPECIFICATIONS 31-00-00 HIP SETBACK 8-00-00 FROM END WALL CBC2013/IBC2012MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=(-10414) 0 1-10=(0) 9714 2-10=( 0) 2604 7-14=(0)-1538 BC: 2x6 DF SS 2- 3=(-12454) 0 10-11=(0) 16776 10- 3=( 0) 1538 14- 8=(0) 2604 WEBS: 2x4 DF #13BTR LOADING 3- 4=(-12052) 0 11-12=(0) 18298 10- 4=(-5150) 0 . TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0 TO 8'- 0.0" V 4- 5=(-16900) 0 12-13=(0) 18298 4-11=( 0) 792 TC LATERAL SUPPORT <= 12"OC.'UON. TC UNIF LL( 100.0)+DL( 115.0) 215.0 PLF 81- 0.0" TO 231- 0.0" V 5- 6=(-16900) 0 13-14=(0) 16776 11- 5=(-1524) 0 BC LATERAL SUPPORT <= 12110C. UON. TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 23'- 0.0" TO 31; 0:0" V 6- 7=(-12052) 0 14- 9=(0) 9714 12- 5=( 0) 410 BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0" TO 311- 0.0" V 7- 8=(-12454) 0 5-13=(-1524) 0 ADDL: BC UNIF LL+DL= 26.6 PLF 1'- 3.0" TO 29,'- 9.0" V,8- 9=(-10414) 0 13- 6=( 0) 792 NOTE: 2x4 BRACING AT 12"OC UON. FOR 6-14=(-5150) 0 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 373.3)+DL('429.3)= 802.7LBS @ 8'c 0.0" TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS@ 231- 0.0" - - BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0"' 0/ 4024V -8/ 8H 5.50" 2.15 OF ( 625) ' Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF CBC 2013 NOT BEING MET. 311- 0.0" 0/ 4024V 0/ OH 5.50" 2.15 1 DF ( 625) nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP - BRG @ 01- 0.0" 2.15 DF/ 3.31 HF/ 3.16 SPF 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 311- 0.0" 2.15 DF/ 3.31 HF/ 3.16 SPF 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/366, TL=L/240 - MAX LL DEFL = -0.398" @ 15' 6.0" Allowed = 1.003" - - MAX DL CREEP DEFL = -1.021" @ 15'- 6.0" Allowed.= 1.504" MAX TL CREEP DEFL = -1.419" @ 15'- 6.0" Allowed = . 1.504" - RECOMMENDED CAMBER (BASED ON DL DEFL)= 1.0211-' / 'MAX HORIZ. LLDEFL = 0.061".@ 30'- 6.5" MAX HORIZ. TL DEFL = 0,164@ 30- 6.5" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10,. „ - (All Heghts),'Enclosed, Cat. 2, _Exp. B, MWFRS(Dir), + 1 load duration'factor=1.6, - t End vertical(s) are exposed to wind,. Truss designed for wind loads in the plane,of the truss only. A Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 7-05-11 s 16--00-10 7-05-11 which is non -concurrent with other live loads. 3-06-11 3-11 3-06-03' 4-06-02 4-06-02 3=06-03 3-11 3-06-11 802.700 2.70#• 12 12' 3.00 v ; 3.00 , M- 6x14 M -3x10 M -3x8 M -3x10 M -6x19 M -2x4 -4 5 6 _ M -2x9 o - 2 8 o M -9x8 M -9x8. o ,1 _ 10 11 . 12 13 14 9 .O M -4x12 M -3x4 0.25" M -3x9 M -9x12' MHS -7x16(5) ; 6-09-04 4-06-02 4-02--10 4-02.10 4-06-02 6709-09 j<PL:12-00-12 31.00 JOB NAME: Kelly Residence Lot 161-162 A31 Scale: D.2076��pFES Truss: jr&*4i J DES. BY: EE DATE: 3/25/2016 SEQ.: 6378439 TRANS ID: 435019 1111111 II III11111(III III11111II1IN WARNINGS: - 1. Builder amt 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 bad should be applied to any component until after all bracing and fasteners are complete and at ra time should any bads greater than design bads 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 (imitations set forth by TPNWfCA in SCSI, copies of which will be furnished upon request. MiTek USA, IncJCompuTrus Software 7.6.7(1L) -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 chards to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or drywalIBC). 3. 2x Impact bridging or laterel 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 arefor'drycondition' 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 or truss, and placed so their center lines coincide with pint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ,;; C 66864 R EXP. 0913012016 i11T clvl\ . �\j II = = � w LUMBER SPECIFICATIONS TC: 2x4 OF 013BTR BC: 2x4 OF H1dBTR WEBS: 2x4 OF H16BTR 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). 0 M M M M 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. + 13707 13-07 2-01-08 2 -0 4 -13 4-06-05 4-06-05 4-07-08 4-05-12 12 12 3.00 M -4x6 v 3.00 M -3x6 M-30 M -2x4+ M-30 M -3x7 M -3x7 M -2x4 M -3x7 i M -2x4+ 1 <PM -50 6-09-08 <PL:12-00-12 M-30 M-344 M -3x6 M -3x6 M -3x5 M -2x4 M -2x4 M -3x5 0��-I_ta M -3x4 0.25" M -2x4+ M-5x8{S) M -2x4+ M -2x4+ ♦70.700 70.709 3 6-09-08 6-09-08 27-02 JOB NAME: Kelly Residence Lot 161-162 - A32 Truss: ri..i DES. BY: EE DATE: 3/25/2016 SEQ.: 6378440 TRANS ID: 435019 11111111111111111111111111 111111 1111 11111 IN BEARING LOCATIONS 0'- 0.0" 27'- 2.0" H This design prepared from computer input by SPPSBRI(M (JR- M i CBC2013/IBC2012 MAX MEMBER 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 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 1464V -2100/ 2100H 5.50" 1.56 OF 1 625) 0/ 1464V -2100/ 2100H 5.50" 1.56 DF ( 625) BRG @ 01- 0.01.' 1.56 DF/ 2.41 HF/ 2.30 SPF BRG @ 271- 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" @ 131- 7.0" Allowed = 1.312" 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 2 -04 -0 4 2-01-08 End verticals) are exposed to wind, M -2x4+ M -3x7 M -3x7 M -2x4 M -2x4 M -3x7 M -3x 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 chord. Insure tight fit at each end of let -in. Outlookers must be cut with care and are 7 permissible at inlet board areas only. o - I 12 9 0 M -3x4 M -5x7 M -2x4+ M -2x4+ 70.70# 6-09-08 L Scale: 0.2229 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 irdividua 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 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of h by continuous sheathin succ. h as plyvely ood sheathing(TC)nless uendor dhout eu wall lC). ) the overall structure is the responsibility of the building designer. 3. 2x Impact bridging lateral bracing required where hown ++� 4. No bad 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 bads greater than 5. Design assumes trusses are to be used in a iron -corrosive environment, design bads 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 necessa fabrication, handling, shipment and installation of components. to the limitations forth by 7. Design assumes adequate drainage is provided. both faces truss, their 6. This design is furnished subject set TPI/WTCA in SCSI, copies of which will be furnished upon request, 8. Plates shall be located on of and placed so center lines coincide with joint center lines. 9. Digits indicate size of plate in Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L)•E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) C 66864 m EXP. 09/3012016 T CIV11. \�F OF CAL\Fpm P 4 I. - T _.. i 0. 0# I #70.70# J 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 .- A33 n 97AI / _y(�F�SR, Truss: ,riJ J DES. BY: EE DATE: 3/25/2016 SEQ.: 6378441 TRANS ID: 435019 I III I I II III VIII VIII III I I II IIII IIII • WARNINGS: GENERAL NOTES, unless otherwise rated: 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 end Warnings before construction commences. buitding component. Applicability of design parameters and proper This design prepared from computer input b. 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 is the responsibility of the erector. Additional permanent bracing of SPI11111VBRI1 (JR_ _.' LUMBER SPECIFICATIONS the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywal3C). 3. 2x Impact bridging or lateral bracing required where shown ++ TRUSS SPAN 271- 2.0" 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. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF flI&BTR 5. Deakin assumes trusses are to be used in a non-mrmsive environment, LOAD DURATION INCREASE = 1.25 and are for "dry condition' of use. 1- 2=( -68) 0 1-10=(0) 3122 1- 2=(-3405) 0 BC: 2x4 OF 111dBTR fabrication, handling, shipment and installation of components.necessary' - SPACED '24.0" O.C. " 6. This design is furnished subject to the limitations set forth by 2- 3=(-3328) 0 10-11=(0) 3277 3-10=( 0) 316 WEBS: 2x4 OF 81dBTR TPI/WfCA In BCSI, copies of which will be furnished upon requwL lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 3- 4=(-3427) 0 11-12=(0) 3290 10- 4=( -18) 201 MiTek USA, InclCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 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 <= 12110C. UON. 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- 7.011' - 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 0;- 0.0" 0/ 1464V -23/ 23H 5.50" 1.56 OF ( 625) REQUIREMENTS OF CBC 2013 NOT BEING MET. 271- 2.0" 0/ 1464V 0/ OH 5.50" 1.56 OF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF 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" = 0.875" ` _Allowed 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'- 8.511 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10,. ' w . . � (All Heights), Enclosed, Cat.2, Exp. B, 'MWFRS(Dir),. _ r load duration f cto -- 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' 9-05-12 2-09-04 2-01-08 , Design checked for a 300 lb concentrated top chord 12 12 live load per IBC 2012 due to maintenance workers , 3:00 v M, -4x6 a 3.00 which is non -concurrent with other live loads. ' 4.0" r* ' M -3x5 M -3x5 'a +, •4 6 • , 3:0" M -2x9 " M -2x9 o M -3x7. 3 M -3x7 2 c' y 8 o • � -11 --yo 1, 1 - 10. - -_ 12 .. < M -5x6 M -3x9: 0.25" M -3x4 M -5x6 q M-5x8(S) 70 70# 7 7 I. - T _.. i 0. 0# I #70.70# J 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 .- A33 n 97AI / _y(�F�SR, Truss: ,riJ J DES. BY: EE DATE: 3/25/2016 SEQ.: 6378441 TRANS ID: 435019 I III I I II III VIII VIII III I I II IIII IIII • WARNINGS: GENERAL NOTES, unless otherwise rated: 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 end Warnings before construction commences. buitding 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 is the responsibility of the erector. Additional permanent bracing of T o.c. end at 10' o.c. respectively unless braced thmughoul their le th by the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywal3C). 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 bads greater than 5. Deakin assumes trusses are to be used in a non-mrmsive environment, design bads be applied to any component. - and are for "dry condition' of use. S. CompuTrus 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' - 7. Design assumes adequate drainage is pmvided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of Wss, end placed so their cehter TPI/WfCA In BCSI, copies of which will be furnished upon requwL lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, InclCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) w ? C66864 EXp.09/3012016 * 3/tel Lp CIVIC \�P 9TF OF CAOF JOB NAME: Kelly Residence Lot 161-162 --A34 Scale: 0.2283 Truss: A is DES. BY: EE DATE: 3/25/2016 SEQ.: 6378442 TRANS ID: 435019 ILII I I II II VIII II I III I L I I II ILII WARNINGS: - III 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 componem is the responsibility of the building designer. This designprepared from computer input bi. 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of y the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall(gBC). 3. 2x Impact bridging or lateral bracing required where shown + * 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SPLA PI" (JR_ LUMBER SPECIFICATIONS design loads be applied to any component. TRUSS SPAN 271- 2.0" 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 felontion, handli ng, shipment and installation of components. CBC2013/IBC2012 MAX MEMBER FORCES • 4WR/GDF/Cq=1.00 TC: 2x4 DF #1dBTR 8. Plates shall be located on both faces of truss, and placed so their center LOAD DURATION INCREASE = 1.25 _ 9.Digits indicate size of plate in inches. 1-"2=( -79) 23 1-10=(0) 3122 1- 2=(-3405) 0 BC: 2x4 OF #1dBTR SPACED 24.0" O.C. 2- 3=(-3328) 0 10-11=(0) 3277 3-10=( -62) 362 WEBS: 2x4 OF #IdBTR 3- 4=(-3427) 0 11-12=(0) 3290 10- 4=( -81) 202 r LOADING 4- 5=(-2705) 0 12- 9=(0) 3112 4-11=( -818) 0 TC LATERAL SUPPORT <=- 12110C. 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. r 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: 2-02-00 2-02-00 6- 9=( -79)' 23 12- 7=( -57) 374 ADDL: BC CONC LL+DL= 70.7 LBS @- 61- 9.511' 8- 9=(-3395) 0 ADDL: BC CONC LL+DL= 70.7 LBS @ 131- 7.0" • .. ADDL: BC CONC LL+DL= 70.7 LBS @ 201- 4.611 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 0/ 1464V -1500/ 1500H 5.50" 1.56 DF.( 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 1OPSF LIVE LOAD. TOP - BRG @ 01- 0.0" 1.56 DF/ 2.41 HF/ 2.30 SPF - • _ .AND BOTTOM CHORD LIVE•LOADS ACT NON -CONCURRENTLY. L 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" - T MAX DL CREEP DEFL =-0♦427" @ 13'- 7.0" Allowed = 1.312" MAX TL CREEP DEFL =.-O.585" @ 131- 7.0" Allowed 1.312" ' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.432" MAX HORIZ. LL DEFL = 0.0399 @ 26'- .8,5" MAX HORIZ. TL. DEFL = 0.107" @. 261-; 6.5" , - •Wind: - ` - COND. 2: 1500.00 LBS SEISMIC LOAD. 110 mph h=15ft, TCDL-13 8 BCDL-9.2, ASCE 7-10, - • + - (All Heights), Enclosed, Cat .2,..Exp.B, MWFRS(Dir), " 13-07 13'07 load duration factor=1.6, ' " End vertical(s) are exposed to wind, 2-01-08 2-04-13 4-06705 9-06-05 4-07708 , 4-05-12 2-04-04 2-01-08 r Truss designed for wind loads , . in the plane of the truss only. 12 3.00 v - ` M -4x6 12 Design checked for a 300 111 concentrated top chord v 3.00 live load per IBC 2012 due to.maintenance workers 4.0' {' ' which is non concurrent with other live loads. "' r M, -3x5 M -3x5' -. r -. 4' m - .. - 6 , , 3.0" 4 M -2x9 -. M -2x9 _ - o 3 r M-30 _. M -3x7' a 2 o t 8 , ', '..1--" 10 .. 11 12 9o. .. .. C) <, M -'5x6 M -3x4 0.25" M -3x4' M -5x6- 0 M-5X8(S) - ♦70.700 70.70# f y7-0.70# 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 --A34 Scale: 0.2283 Truss: A is DES. BY: EE DATE: 3/25/2016 SEQ.: 6378442 TRANS ID: 435019 ILII I I II II VIII II I III I L I I II ILII 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 componem 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 is the responsibility of the erector. Additional permanent bracing of y the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall(gBC). 3. 2x Impact bridging or lateral bracing required where shown + * 4. No bad 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 to be used in a non-wonosive environment, design loads be applied to any component. and are for •d cond'dion' of u "dry 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 felontion, handli ng, shipment and installation of components. necessary' 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center 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, IncJGompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) W ? C 66864 rr EXP.. 0913012016 �1T CIVIL. qTF pFuF CA Truss: �, i� *, DES. BY: EE DATE: 3/25/2016 SEQ.: 6378443 TRANS ID: 435019 11111111111111111111111111111111111111111111 WARNINGS: - I�tl 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. - - . This design prepared from computer input bi. 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 o be laterally braced at is the responsibility of the erector. Additional permanent bracing of - SPI ABRI� (JR- LUMBER SPECIFICATIONS plywood sheathing(TC) and/or 3. 2x Impact bridging or lateral bracing required where shown ++ - TRUSS SPAN 2'- 2.0"O 4. Installation of truss Is the responsibility of the respective contractor. COND, 2: 2000.00 LBS SEISMIC LOAD, TC: 2x4 F H1dBTR design loads be applied to any component. LOAD DURATION INCREASE = 1.25 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 BC: 2x4 OF H1&BTR. 7. Design assumes adequate drainage is provided. � SPACED 24.0" O.C. 8. Plates shall be located on both faces of truss, and placed so their center Wind: 110 n: mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, P ' WEBS: 2x4 OF H1aBTR MITek USA, InClCompUTrus 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 (MiTek) (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), LOADING f '' load duration factor=1.6, TC LATERAL SUPPORT <= 12110C. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF f ,. End vertical(s) are exposed to wind,' BC LATERAL SUPPORT <= 12"OC. UON. DL': ONBOTTOM 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 " ' ' - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note:Truss design requires continuous bearing wall for entire span UON. - ' - REQUIREMENTS OF CBC 2013 NOT BEING MET. Design checked fora 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. 1-01-07 1-00-09 Truss designed for 4x2 outlookers. 2x4 let -ins S 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. , a � M -2x9 *. w. M -3x5 S , =r M -3x5' ry 2 .. r } 'fes ,♦ _f, ` I o r'- •.l_ ,',+� o _<-M-5x5 • � •; ' • • , 1'- .• . . M-L6a • r � � `^ • e • • r . 2-02 ; < PL: 12-00, 12 JOB NAME: Kell Residence Lot 161-162 - A35 Y -1 . a Inn'. Truss: �, i� *, DES. BY: EE DATE: 3/25/2016 SEQ.: 6378443 TRANS ID: 435019 11111111111111111111111111111111111111111111 WARNINGS: - GENERAL NOTES, unlessotherwise rated: 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 o be laterally braced at is the responsibility of the erector. Additional permanent bracing of - 2' O.C. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as drywall C). the overall structure is the responsibility of the building designer. plywood sheathing(TC) and/or 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad 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 bads greater than. 5. Design assumes trusses are to be used in a non -corrosive 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 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary. shipment and instillation 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 BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA, InClCompUTrus 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 (MiTek) w C66864 7 EXP. 09/3012016 s'T9T , C(V:I� �\P F pF CAJ��/ W11,- _` � Th design prepared computer input by �s ` as =r M � � JR� r LUMBER SPECIFICATIONS 11-03-00 HIP SETBACK 5-04-00 FROM END WALL CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 OF #16BTR - LOAD DURATION INCREASE = 1.25 (Non -Rep) i- 2=( -476) 0 1- 7=(0) 2240 1- 2=(-2254) 0 BC: 2x9 OF #16BTR 2- 3=(-2388) 0 7- 8=(0) 2494 7- 3=( 0) 288 WEBS: 2x9 OF 016BTR LOADING 3- 4=(-2640) 0 8- 6=(0) 2502 7- 4=( , 0) 226 ,r TC .UNIF LL( 90.0)+DL( 96.0)= 86.0 PLF 01- 0.0" TO 51- 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 51- 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 51- 11.0" TO 111- 3.0" V BC UNIF LL( 0.0)+DL( 25.7)= 25.7 PLF 0'-, 0.0" TO 11'- 3.0 V ,ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0' TO 11'1',3.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH NOTE: 2x4 BRACING AT 24"OC UON. FOR_ - LOCATIONS REACTIONS REACTIONS, SIZE INCHES (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL(- 159.1)+DL( 177.2)= 331.3 LBS @ 5'- 4.0" 01- 0.0" 0/ 1262V -9/ 9H 5.50" 0.67 OF ( 625) TC,CONC LL( 154.1)+DL( 177.2)= 331.3 LBS @ 51- 11.0" 11' 3.0" 0/ 1262V 0/ OH 5.50". 0.67 OF ( 625) LETINS: 1-02-00 1-02-00 - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - _ BRG @ 0'- 0.0" 0.67 DF/ 1.04 HF/ 0.99 SPF . • REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 111- 3.0" 0.67 DF/ 1.04 HF/10.99 SPF ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN .. - BOTTOM CHORD CHECKED FOR 1OPSF 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- 11.0" Allowed = 0.394" 9" oc in 1 row(s) throughout 2x4 top chords, MAX DL CREEP DEFL = -0.206" @ 5'- 11.0" Allowed = 0.517" 9" oc in 1 row(s) throughout 2x4 bottom chords: MAX TL CREEP DEFL = -0.267" @ 5'- 11.0" Allowed = •0.517" 9" oc in 1 row(s) throughout'2x9 webs.. RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.206" 5-03-11 0-07-10 5-03-11. MAX HORIZ. LL DEFL =. 0.005" @ -10'- 9.-5" +• 1-01-14 '4-0T-13 •` 0-07-10 - 4-01-13, - 1-01-14 .MAX HORIZ. TL DEFL = -0.016" @ 10'-' 9.5" .. 331. 0# Wind: 110 mph, h=19.3ft, TCDL=13.8,BCDL=4.2, ASCE 7-10 12 12 - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3.00 v " - + 331.30# a 3,00 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 - 5x7 M -6x6 +• Design checked for a 300 lb concentrated top chord ' live load per IBC 2012 due to maintenance workers 3 q which is non -concurrent with other live loads. M -3x9 M -3x9 2 - 5 Lil C, 7 8- 6 < M -3x5, M -3x5 M -2x9 M -3x5 9.-09 1-10-12 i 4-07-09 <PL:18-04-00 11-03 ° s JOB NAME: Kelly Residence Lot 161-162 - A36 Scale: 0.4511 FES A3 6WARNINGS: GENERAL NOTES, ed only upon t e rpara 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. C' 66864' m 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at - W m DES. gY • EE 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 C). - - - .Z7 DATE: 3/25/2016 the overall structure Is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ EXP. 09/3012016 4. No bad should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. SEQ. : 6378444 fasteners are complete and at no, time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, * •Z j,•.y !-� j design bads be applied to any component. and are for 'dry condition' of use. 7l F'U 6 TRANS I D : 435019 6. Design assumes full bearing at a0 supports shown. shim or wedge if S P 5. CompuTnrs has rw control over and assumes rw responsibility for the necessary. - % C (�% �`' fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. - L 6. This design is furnished subject to the limitations set fodh by 8. Plates shall be located on both faces of truss, end placed so their center r` OF (�'A�\FO� IIII I I II I III VIII I I I II VIII IIII IIII TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with pint center lines. 9. Digits Indicate size of plate in inches. MiTek USA, InclCompuTrus Software 7.6.7(11)-E 10. For basic connector plate design values see ESR•1311. ESR -1980 (MTek) This design prepared from computer input by 16111 SPIM?BRI� (JRM LUMBER SPECIFICATIONS TRUSS SPAN 11'- 3.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 016BTR LOAD DURATION INCREASE = 1.25 .1-2=( -168) 0 1-6=(0) 947 1-2=(-1051) 0 BC: 2x4 DF H16BTR SPACED 24.0" O.C. 2-3=(-1037) 0 6-5=(0) 947 6-3=(.' 0) 320. WEBS: 2x9 DF 016BTR , 3-4=(-1037) 0 4-5=(-1051) 0 LOADING 4-5=( -168) 0 TC LATERAL SUPPORT <= 12110C. UON. - - LL( 20.0)+DL( 23.0) ON 'TOP CHORD = 43.0 PSF - BC LATERAL SUPPORT <= 12110C. UON. _ 11 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) ' ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0" TO 11'- 3.0" V 01- 0.0" 0/ 675V -10/ 10H 5.50" 0.72 DF ( 625) 11'- 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 @ 0'.- 0.0 0.72 DF/ 1.11 HF/ 1.06 SPF BRG @ 11'- 3.0" 0.72 DF/ 1.11 HF/ 1.06 SPF - .. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP * - - ` •` AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. r 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" @ 5'- 7.5" Allowed = 0.517" - RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.1121- .112"5-07-08 5-07-08 5=07-08 MAX HORIZ. LL DEFL = 0.004" @ 10- 9.5" ' �- MAX HORIZ. TL DEFL­ 0.012" @ 101- 9.5" ,. - Y - 1-01-14 4-05-10 - yi 4-05-10 1-01-14 - wind: 110 mph, h=19.4ft, TCDL=13.8,BCDL=4.2, ASCE 7-10; - - (All Heights), Enclosed, Cat.2, Exp.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. IIM-4x9 ..,+ 7 + Design' checked. for a 300 lb concentrated top chord : 1 live load per IBC 2012 due to maintenance workers 34 0 , which is non -concurrent with other live loads. w o M -3x9 - M -3x9 r- 0 2 2.0.; 4 ` - o 1 II 5 OI 0 - .}. ., ` • - - _ 6 <7M -h5 M -2x9 M -3x5 .. r 5-07-08 5-07-08 - ' <PL: 18-04-00 11-03 „ JOB NAME,: ,Kelly ResidenceLot 161-162-- A37 Scale: 0.4511 FES WARNINGS: - GENERAL NOTES, unless otherwisenoted: ' • T TU S S A 1. Builder and erection contractor should be advised of all General Notes end 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 mooRo N Z 2. 2x4 compression web bracing must be Installed where shown+, ua of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at m ` 66864 DES. BY • EE 3. Additional temporary bracing to Insure stability during construction To .c. and at 10' o.c. respectively unless braced throughout their length by W (T1 • is the responsibility of the erector. Additional permanent bracing of continuous shealhi such as $ C). ng plywooequire _ - Cr . � DATE: 3/25/2016 the overall structure is the responsibility of the building designer. when shownrdrywall 3. 2x Impact bridging or lateral bracing required where shown i . EXP. 09�30�2�� 6. SEQ. 6378445 4. No bad should be applied to any component until after all bracing and fasteners bads 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noo-oonosive environment, * / * TRANS I D : 435019 are complete and at no time should any greater than design bads be applied to any component. 5. CompuTnus has no control over and assumes no responsibility for the and are for *dry condition* of use. - S. Design assumes fug bearing at all supports shown. Shim or wedge if ��. �' , t6 S' P f• C (V (�, \ fabrication, necessary. handling, shipment and Iristaltatbn of components. 6. This design is furnished subject to the limitations set (Doth by 7. Design assumes adequate drainage is provided. rus,aqTF. 8. Plates shall be located on both faces of truss, end so their center CAS pEi OF `� TPINVTCA In BCSI, copies of which will be furnished upon request. placed lines coincide with joint center lines. III III II III IIII II I I I VIII I I IIII id 9. Digits indicate size of plate in inches. MiTek USA, InclCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -13i 1, ESR -1988 (MiTek) w C 66864 EXP. 09/30/2016* CIVIL �Q qTF OF CAS\F��/ WARNINGS: GENERAL NOTES, unless noted: erection1. Builder and erection contractor should be advised of all General l Notes This design prepared from computer input by T Z Ll S S end Warnings before construction commences. building component. Applicability of design parameters and proper W SPPMBBRI(M (JRM M LUMBER SPECIFICATIONS DES. BY: EE TRUSS SPAN 111- 3.0" 3Additional temporary bracing to insure stability during oonstrud'an . responsibility of the erector. Additional permanent bracing of is the CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 015BTR the overall structure is the responsibility of the building designer. LOAD DURATION INCREASE = 1.25 - - 1-2=(-128) 0 1-6=(0) 797 1-2=(-913) 0 BC: 2x4 OF N1dBTR 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• 435019 ' SPACED 24.0" O.C. fasteners are complete and at no time should any bads greater than design bads be applied to any component. 2-3=(-879) 0 6-5=(0) 804 6-3=( 0) 206 WEBS: 2x4 OF 016BTR 5. CompuTrus has no control over and assumes wresponsibility for the necessary. " 3-4=(-883) 0 4-5=(-923) 0 fabrication, handling, shipment and installation of components. furnished to the limitations faith by 7. Design assumes adequate drainage is provided. LOADING 4-5=( -67) 25 TC LATERAL SUPPORT <= 12110C. UON,. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF BC LATERAL SUPPORT <= 12110C. DON. - - 8. Plates shall be located on both faces of truss, and placed so their center cooincide with joint center lines. lines o coincide DL ON BOTTOM CHORD = 7.0 PSF - II I III IIII III I I 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). 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0" - 0/ 571V -10/ 10H 5.50" 0.61 OF ( 625) • REQUIREMENTS OF CBC 2013 NOT BEING MET. 111- 3.0" 0/ 554V 0/ ON 3.50" 0.59 OF ( 625) �. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BRG @ 0'- 0.0" 0.61 DF/ 0.94 HF/.0.90 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. -_ BRG @ 111- 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" 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" 5-07-08 5-07-08 • " MAX HORIZ. LL DEFL = 0.004" @ 101- 11.5" • - - - MAX HORIZ. TL DEFL = 0:_011" @ 10'-.11.5" - - , 1-01-19 9-05-10'-"- 9-05-10 1-01-19 Wind: 110 mph, h=19.4ft, TCDL=13.8,BCDL=4.2', ASCE 7=10, - - , (All Heights), Enclosed, Cat.2,'Exp.B, MWFRS(Dir),i2 t. ' 12 ` load duration factor=1.6, 3.00.v . v 3.00 * , End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. TIM -4x9 Design checked for a,300 lb concentrated top chord • 4,0 live load,per IBC 2012 due to maintenance workers -non live loads. 3 • • i which is -concurrent with other C) M -3x9 M -3x9 0 2 2.0" ' 1 < M -3x5, M -2x4 M -4x5 r . 5=07-08 5-07-08 • `<PL:18-04-00' 11-03 JOB NAME: Kelly Residence Lot 161-162 -'A38 FES Scale: 0.4543 w C 66864 EXP. 09/30/2016* CIVIL �Q qTF OF CAS\F��/ WARNINGS: GENERAL NOTES, unless noted: erection1. Builder and erection contractor should be advised of all General l Notes upon tse 1. This design is based only the parameters dawn and is for an individual T Z Ll S S end Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporel.n of component is the responsibility of the building designer. DES. BY: EE 3Additional temporary bracing to insure stability during oonstrud'an . responsibility of the erector. Additional permanent bracing of is the 2. Design assumes the lop and bottom chords to be laterally braced at 2 o.c. and at 10' o.c. respectively unless braced throughout their le by DATE: 3/25/2016 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood shealhirg(TC) and/or drywall C). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6378446 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• 435019 fasteners are complete and at no time should any bads greater than design bads be applied to any component. and am for "dry condition nof use. 9 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes wresponsibility for the necessary. " fabrication, handling, shipment and installation of components. furnished to the limitations faith by 7. Design assumes adequate drainage is provided. 6. This design Is 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 cooincide with joint center lines. lines o coincide II II II II I III IIII III I I I I I I I I III 9. Digits size of plate in inches. MiTek USA, InclCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) w C 66864 EXP. 09/30/2016* CIVIL �Q qTF OF CAS\F��/ WE Mso -M as Ew WM r m W Sp RIin � (JRA _ , 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 DF #1dBTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -214) 0 1- 7=(0) 1940 1- 2=(-2050) 0 BC: 2x4 DF 416BTR 2-'3=(-2060) 0 7- 8=(0) 2066 7- 3=( 0) 126 WEBS: 2x4 DF 111dBTR LOADING 3- 4=(-2218) 0 8- 6=(0) 2058 7- 4=( 0) 224 TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0" TO 5'- 4:0",V 4- 5=(-2176) 0 4- 8=( -68) 48 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 73.3)+DL( 84.3) 157.7 PLF 5'- 4.0" TO 5'- 11.0" V 5- 6=( -464) 0 5- 6=(-2020) 0 BC LATERAL SUPPORT <= 12"OC. 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 11'- 3:0" V ____________ ________________________ - BEARING MAX VERT MAX HORZ. -BRG REQUIRED BRG LENGTH NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 159.1)+DL( 177.2)= "331.3 LBS @ 5'- 4.0" LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONIC 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) 11'- 3.0" 0/ 996V 0/ OH 5.50" 0.53 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" 0.51 DF/ 0.79 HF/ 0.76 SPF ( 2+) complete trusses required. BOTTOM CHORD CHECKED fOR lOPSF LIVE LOAD. TOP BRG @ 111- 3.0" 0.53 DF/ 0.82 HF/ 0.78 SPF 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/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" @ 51- 11.0" Allowed = 0.525 9" oc in 1 row(s) throughout 2x4 bottom chords, rr 9" oc in 1 row(s) throughout 2x9 webs. MAX TL CREEP DEFL = -0.200" @ 5'-' 11.0" Allowed 0.525" ' t RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.140"- 5-03-11 0-07-10 5-03-11 MAX HORIZ. LL DEFL = 0.005" @ 101- 9.5" , 1-01-14 4-01-13 0-07-10 4-01-13 1701-14 MAX HORIZ. TL DEFL = 0.013",@ 101- 9.5" 12 ? * 331. 0# Wind: 110 mph, h=19.3ft, TCDL=13.8,BCDL=4.2,•ASCE-7-10, 3.00 v + 331,30# * .12 a 3.00 (All Heights), Enclosed, Cat.2, Exp:B, MWFRS(Dir), ''load duration factor=1.6, + End vertical(s) are exposed to wind, f 'L ` Truss designed for wind loads in the plane of the truss only. " M;5x6 Z M -6x6 Design checked for a 300 lb concentrated top chord ! r live load f _ per IBC 2012 _due to maintenance workers 3 '4 _ - - which 'is non -concurrent with other live loads. o,, M -3x9 - � _ .e{ `, M-3x9•- rn '2 5 - - I, o Lit I "' 1,�0 Y •• • � ' F < M -9x5 `M -3x5 ,. M -2x9 M -3x5 4. 9-091-10-12 , 9-07--09. i <PL:18-04-00 " 11-03 JOB NAME: Kelly Residence Lot 161-162 A39 Scale: 0 4593 _anFESStn:.. Truss: A3 SO DES. BY: EE DATE: 3/25/2016 - SEQ.: 6378447 TRANS ID: 435019 I IIII I I III II I IIII II III VIII IIII II WARNINGS: GENERAL NOTES, unlessotherwisenoted: 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 *. mcetPomuar 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 is the responsibili of the erector. Additional permanent brad of ry, n9 T o.c. and at 10' o.c. respectively unless braced throughout their le lh by continuous sheathing such as plywood sheathing(TC) end/or drywal"�BC). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown t + 4. No bad 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 bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads 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 ro control over and assumes rno responsibility for the fabrication, handling,necessary' shipment end installation of components. 6. This design is furnished to the limitations forth by 7' Design assumes adequate drainage is Provided. subject set TPI/WTCA in BCSI, copies of which will be furnished upon request. 8. Plates shall be located on both faces of muss, and placed so their center lines coincide with pint center lines. 9. Digits indicate size of plate in inches. MiTek USA, IncJGornpuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 66864 ?nil EXP. 0913012016 `fP CIVIC- \TF OF CAUF <PL:10-00-12 O M_ 3x8 16-10 JOB NAME: Kelly Residence Lot 161-162 - A40 Truss: DES. BY: EE DATE: 3/25/2016 SEQ.: 6378448 TRANS ID: 435019 11111111111111111111111111111111111111111 III WARNINGS: - - GENERAL NOTES, unlessothenwdsenroted: " 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 +. incorporetion of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction This design prepared from computer input by is the responsibility of the erector. Additional permanent brad of ty ng Will - the overall structure is the responsibility of the building designer. plywood 3. 2x Impact bridging or lateral bracing required where shown + + 4. No bad should be applied to any component until after all bracing and M M no 0" 5. Design assumes trusses are to be used in a noncorrosive envimnment, SP71ABRI1W (JRM M _ LUMBER SPECIFICATIONS 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handli ng, shipment and installation of componenis. TRUSS SPAN 161- 10.0" 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 1COND. 2: 1800.00 LBS SEISMIC LOAD. TC: 2x4 OF 0l&BTR 9. Digits indicate size of plate in inches. MiTek USA, InclCompuTrus Software 7.6.7(1 L) -E LOAD DURATION INCREASE= 1.25 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, BC: 2x4 OF N16BTR SPACED, 24.0" O.C. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), - WEBS: 2x4 OF H1aBTR Toad duration factor=1.6, TC LATERAL SUPPORT <= 12"OC. UON. ., • LL( 20.0)+DL( LOADING 23.0) ON TOP CHORD = 93.0 PSF End vertical(s) are exposed to wind,Truss BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = ` 7.0 PSF designed for wind loads ' TOTAL LOAD = 50.0 PSF in the plane of the truss only. Staple or equal at non-structural vertical members (uon). Note: Truss design requires continuous LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearingwall for entire span DON. 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 withother live loads. _ - Truss designed for 9x2 outlookers. 2x.4 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 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 v M -4x5 a 3.00 M -3x53 M -3x5 M -3x5' M -2x9 -' I I _ M -2x9 M -3x5 M -3x5 x , - _ M -3x5: r M -3x5 2 - 1. 9" 4 -_ M -3x5 M -3x5. _ - `` M=3x5 l M -2x4 ..M -2x9 '- -' ,` M -2x4- M -2x4 <PL:10-00-12 O M_ 3x8 16-10 JOB NAME: Kelly Residence Lot 161-162 - A40 Truss: DES. BY: EE DATE: 3/25/2016 SEQ.: 6378448 TRANS ID: 435019 11111111111111111111111111111111111111111 III WARNINGS: - - GENERAL NOTES, unlessothenwdsenroted: " 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 +. incorporetion 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 is the responsibility of the erector. Additional permanent brad of ty ng 2' o.c. and at 10' o.c. respectively unless braced throughout their Is th by continuous sheathing such as sheathing(TC) and/or drywalftn). the overall structure is the responsibility of the building designer. plywood 3. 2x Impact bridging or lateral bracing required where shown + + 4. No bad 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 rm time should any bads greater than 5. Design assumes trusses are to be used in a noncorrosive envimnment, design leads 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, handli ng, shipment and installation of componenis. 7, Design assumes adequate drainage is provided. 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 TPI/WTCA in SCSI, copies of which will be fumished upon request. ' lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, InclCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) w C 66864 m EXP. 09/3011,201 * 3I�1►( CIVIC- qTF OF CA\_* TOTAL LOAD = 50.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH This design prepared from computer input by VIII 01- 0.0" SP RIW,(JR1= 16- 10.0" LUMBER SPECIFICATIONS TRUSS SPAN 161- 10.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BRG @ 0'- 0.0" 0.90 DF/ 1.39 HF/ 1.32 SPF TC: 2x4 OF H16BTR LOAD DURATION INCREASE = 1.25 1-2=( 0) 83 6-7=(0) 980 1-6=( -177) 0 4-8=(-1192) 0 BC: 2x4 OF N16BTR SPACED 24.0" O.C., 2-3=(-1025) 0 7-8=(0) 980 6-2=(-1192) 0 8-5=( -177) 0 WEBS: 2x4 OF H1dBTR MAX DL CREEP DEFL = -0.037" @ 8'- . 5.0" Allowed = 0.796" 3-4=(-1025) 0 2-7=( -115) 91 MAX TL CREEP DEFL = -0.053" @ 8'- 5.0" Allowed = 0.796" LOADING 4-5=( 0) 83 7-3=( 0) 248 TC LATERAL SUPPORT <= 12"OC. DON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 7-4=( -115) 91 8-05 8_05 BC LATERAL SUPPORT <= 12110C. DON. DL ON BOTTOM CHORD = 7.0 PSF r Wind:'110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7710, TOTAL LOAD = 50.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH 1. This design is based only upon the pammstars shown and is for an Individual LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0" 0/ 842V -45/ 45H 5.50" 0.90 DF ( 625) REQUIREMENTS OF CBC 2013 NOT BEING MET. 16- 10.0" 0/ 842V 0/ ON 5.50" 0.90 OF ( 625) - BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 4. Installation of truss is the responsibility of the respective contractor. BRG @ 0'- 0.0" 0.90 DF/ 1.39 HF/ 1.32 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. design bads be applied to any component. BRG @ 16- 10.0" 0.90 DF/ 1.39HF/ 1.32 SPF - S. CompuTrus has no control over and assumes no responsibility for the VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 7, Design assumes adequate drainage isprovided. subject set TPI/WTCA in SCSI, copies of which will be furnished upon request. MAX LL DEFL = -0.016" @ 8'- 5.0" Allowed = 0.531" ' .9.Dgits Indicate size of plate in inches. MAX DL CREEP DEFL = -0.037" @ 8'- . 5.0" Allowed = 0.796" 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 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" @ 16'- 6.511, 8-05 8_05 r Wind:'110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7710, 4-02-08 - 4-02-08 4=02-08 A-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 ' a 3.00 Truss designed for wind loads lIM-4x9 ., in the plane of the truss only., 4 0" Design checked for a 300 lb concentrated top chord 3 s c live load per IBC 2012 due to maintenance workers /m which is non -concurrent with other live loads: M-2> < M -2x4 S GENERAL NOTES, unless otherwise noted: ' 1. This design is based only upon the pammstars shown and is for an Individual and Warnings before construction commences. o 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 is the responsibility of the erector. Additional permanent bracing of C the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad 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 bads greater than 5. Design assumes trusses are to be used in a non-coaoshve environment, design bads be applied to any component. C)' 8-05 8-05' I � <PL:10-00-12 16-10 JOB NAME: Kelly Residence Lot 161-162 - A41 Truss: JL -&-Z , DES. BY: EE DATE: 3/25/2016 SEQ.: 6378449 TRANS ID: 435019 Scale: 0.3468 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder annd erection contractor should be advised of all General Notes 1. This design is based only upon the pammstars 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 is the responsibility of the erector. Additional permanent bracing of 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their Is lh by the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad 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 bads greater than 5. Design assumes trusses are to be used in a non-coaoshve environment, design bads be applied to any component. and em for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if S. CompuTrus has no control over and assumes no responsibility for the fabrication, n, handling, shipment and installation of componame. 6. This design is furnished to the limitations forth by 7, Design assumes adequate drainage isprovided. subject set TPI/WTCA in SCSI, copies of which will be furnished upon request. 6. Plates shall be located on both faces of truss, and placed so their center lines coincide with pint center lines. .9.Dgits Indicate size of plate in inches. MiTek USA, IncJC:ompuTrus Software 7.6.7(1 Q -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) w z C 66864 '7Ir EXP. 09/3012016 * 3l�itib �1T C10. �Q qTF OF GAAP design prepared from computer input by IIIThis ® ® M SPJNWRI( (JR= _ LUMBER SPECIFICATIONS TRUSS SPAN 161- 10.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF'Hl&BTR LOAD DURATION INCREASE = 1.25 1-2=( -263) 292 6-7=(-1070) 1988 1-6=( -177) 19 4-8=(-1388) 272 BC: 2x4 DF N1&BTR - SPACED 24.0" O.C:. 2-3=(-1025) 0 7-8=(-1070) 1988 6-2=(-1388) 272 8-5=( -177) 19 WEBS: 2x4 DF H1&BTR 3-4=(-1025) 0 2-7=( -488) 495 LOADING4-5=( -263) 292 , 7-3=( ' 0) 248 TC LATERAL SUPPORT <= 12110C. DON. - LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 7-4=( -488) 495 - - BC LATERAL SUPPORT <= 12110C. DON. ' - - 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) - _ r l LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0" -12/, 842V -2000/ 2000H 5.50" 0.90 DF ( 625) REQUIREMENTS OFCBC2013 NOT BEING MET. 161- 10.0" -12/ 842V. -2000/ 2000H 5.50" 0.90 DF ( 625) • - BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP - . - BRG @ 01- 0.0" 0.90 DF/ 1.39 HF/ 1.32,SPF • - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 161- 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" @ 81- 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" r. •. '. .. RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.041" - r - .. ,,� . •, .., r MAX HORIZ. LL DEFL 0.021" @V 01-'3.511 .. - - MAX HORIZ. TL DEFL = -0.032" @ ..0'- 3.511 -, r• ;8-058-05 •. .." .. .' ` - COND. 2: 2000.00 LBS SEISMIC LOAD. s s ',•- 9-02.08, + 9-02-08` - 9=02-08 '9-02=08 - -Wind: 110 mph, h=15ft,'TCDL=13°B,BCDL=4.2,'mCE 7-10, - --, ,MWFRS(Dir), (All Heights), Enclosed, Cat.2, Exp:B Yr 12, 12 ! 'load duration factor=1.6, ' 3.00 v --m3.00- End vertical(s) are exposed to wind, + 1,-esigne •� TIM 9x9 r wind loaads Truss d d fo , ' in the plane of the truss only.. ' ! - 39 0 Design checked fora 300 1b concentrated top chord %J ' live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. c- M -3x6 �. M -3x6. 2" 4 y 2.0" M -2x9 M -2x9 r, T CD { <6 M -3x5 M -3x8. M -3x5 8-05 8-05 �.<PL:10-00-12 16-10 JOB NAME: Kelly Residence Lot 161"-162 - A42 • Scale: .0.3400FES N9l WARNINGS: GENERAL noted: ' t C� Truss: 4-d'1. 2e design is b ed onlyunlessothenvise 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 wherik stwwn +. incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at C 66864 DES. BY: EE 3. Additional temporary bracing to insure stability during construction 2' o.c. and at 10' o.c. respectively unless braced throughout their length by LL - - m • is the responsibility of the erector. Additional permanent bracing of (B continuous sheathing such as plywood sheathing(TC) and/or drywall C). �7 ' DATE: 3/25/2016- - the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ EXP.. 09/3012016' SEQ. : 6378450 4. No bad 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 Ina non -corrosive envimnmerd, TRANS I D : 4 3 5 019 fasteners are complete and at no time should any bads greater than design bads be applied to any component. and are for'dry condition' of use. CompuTres for the 6. Design assumes m9 bearing at all supports shown. Shim or wedge if �; _ 7! t:a s Q 1V ��- 5. has lin control over unci assumes rm responsibility necessary. fabrication, handling, shipment and Installation of components. 7, Design drainage is - % assumes adequate prevlded. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of Wss, and so their center FQ� CA�� placed TPIN✓TCA in BCSI, copies of which will be furnished upon request. Tines coincide with joint center lines. ,•OF III II II II II IIII I VIII I I IIII IIII 9. Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 LYE 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This design prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0" 1COND. 2: 2000.00 LBS SEISMIC LOAD. TC: 2x4 DF k16BTR LOAD DURATION INCREASE.= 1.25. Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2,ASCE 7-10, BC: 2x4 OF 015BTR - SPACED 24.0" O.C. � (All Heights), Enclosed, Cat.2, Exp. B, MWFRS(Dii), WEBS: 2x9 OF H16BTR • load duration factor=1.6, LOADING - End vertical(s) are exposed to wind, TC LATERAL SUPPORT <= 12110C. UON. , LL(20.0)+DL( 23.0) ON TOP CHORD =. 43.0 PSF _ Truss designed for wind loads BC LATERAL SUPPORT <= 12"OC.UON. DL ON BOTTOM CHORD = 7.0 PSF . ` in-the plane of the truss only. TOTAL LOAD = 50.0 PSF ,' LETINS: 1-02-00 1-02-00 Note:Truss design requires continuous LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ,. - bearing wall for entire span UON. Sta le ore P ual at non-structural - REQUIREMENTS OF CBC 2013 NOT BEING MET. vertical members (uon): Design checked fora 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. Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top 5-06 5-06 chord. Insure tight fit at each end of let-in. , Outlookers must be cut with care and are permissible at inlet board areas only. 1-01-14 4-04-02 4-04-02 1-01-19 lZ r Refer to CompuTrus standard ' - v 3.00 •' gable end detail for complete specifications.. a -. . 12 3.00 v M-9x5 _ M-3x514 M-3x5 M-2x9 ; , , ; M-2x94 M13x9 M=3x9 M-3x5 - ' M-3x5 C> n _ 2, 1 4 O O777- „ . FM-5x5 M-2x9 _M 5x5 . 5-06 t , I<PL:10-00-12, 11-00 JOB NAME: M-38208 - Kelly Residence Lot 161-162 - AScale:0.5551 SPATES FABRICAT C. OF SS/pN WARNINGS: GENERAL NOTES, unless otherwise rated: 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 (,V T rU S $ end 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 2 m 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 by is the responsibility of the erector. Additional permanent bracing of andfor drywall( C). W C 60 384 - ITt :L7 DATE: 3/29/2016 continuous sheathing such as plywood sheathing(TC) the overall structure Is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ.: "' 6379396 4. No load should be applied to any component unfit after all bracing and 4. installation of truss io the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment * • EXP. 06130116 TRANS I D : 435079 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. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has control over and assumes of responsibility for the / y �/1! G . s C10- �` Q' 1V \ T9 ' necessary. fabrication, in (ebricotion, handing, shipment and Installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished to the limitations ioAh by fares their - TF F O� D `F subject set B. Plates shall be boated an both o(Wss, and placed so center in SCSI, copies of which will be furnished upon request lines coincide with pint center lines. CAL III I I II I VIII II II I II VIII IIII INTPINVTCA 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 (Mi Tek) This design prepared from computer input by III A � FABIWS (� M LUMBER SPECIFICATIONS TRUSS SPAN -11'- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 .OF #I&BTR LOAD DURATION INCREASE = 1.25 - - 1-2=(-118) 23 1-6=(0) 745 1-2=(-864) 0 BC: 2x4 OF ffl&BTR SPACED 24.0" O.C. + 2-3=(-824) 0 6-5=(0) 745 6-3=( 0) 195 WEBS: 2x4 OF Hl&BTR - 3-4=(-824) 0 - .4-5=(-864) 0 LOADING - 4-5=(-118) 23. 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 _ - LOCATIONS • REACTIONS REACTIONS SIZE INCHES (SPECIES) - - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0" 0/ 555V -9/ 9H 5.50" 0.59 OF ( 625), - - REQUIREMENTS OF CBC 2013 NOT BEING MET. 11'- 0.0" • 0/ 555V - .0/ OH 5.50" '0.59 OF ( 625) - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP -' BRG @ 0'- 0..0" 0.59 DF/ 0.91 HF/ 0.87 SPF ' . AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - _ BRG @ 11'- 0.0" 0.59 DF/ 0.91 HF/ 0.87 SPF .. , .• VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 Y r • MAX DLMCREEP DEFL = -0.056" @ '5'- 6.0" Allowed =' 0.504" - MAX TL CREEP DEFL = -0.088" @ 5'- 6:0" Allowed = 0.504" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.056" .. .a. - ,. •- .- •. MAX HORIZ. LL DEFL - 0.004" 1 '- .5" @ 0 6 ., _. 5-06 5-06 - MAX HORIZ. TL DEFL =� b_O10" @ 10'- 6.5" r Wind: 110 mph,-h=15ft, TCDL_13.8,BCDL=4.2, ASCE 7-10, 1-O1r19`- - r .9-09-02 - 9-09-02 1-01-19' (All Heights),`Enclosed, Cat.2, Exp.B, MWFRS(Dir), • v load duration factor=1.6, 12 . 12 ' End vertical(s) are exposed to wind,'' 3.00 v a 3.00 �• _ r Truss'designed for wind loads r in the.plane of the truss only. Design checked for a 300 lb'corcentrated top chord live load per IBC 2012 due to maintenance workers Which is non -concurrent with other live loads. ' s 34`0" C • M-.3x9r • y, �M-3x9 +' ` o 2 O, 2.0 " 4 « 1, .O - .. i _Q '• •.. _. U, I I + {. 5 4. o <1 M -3x5 M -2x9 M -3x5 5-06 5-06 �<PL:10-00-12 11-00 JOB NAME: M-38208 - Kelly Residence Lot 161-162 - ASca7e:'8.4675 SPATES FABRICAT C. ()F SS/ - 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`$ ' 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 � 2 (D m DES. BY • BS • 3. Additional temporary bracing to insure stability during construction 2' o.a and at 10' o.c. respecOvely unless braced throughout (heir lergfh by tC). t W O f1'1 DATE: 3/29/2016 is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathirg(TC) and/or drywall( 3. 2x Impact bridging or lateral bracing required where shown ++ Of .Zl SEQ. : ' 6379397 4. No load should be applied to any component until after all bracing and loads than 4. Installation of truss Is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-comosive environment * EXP. 06130/16 TRANS • I D ' 435079 fasteners are complete and at no time should any greater design bads be applied to any component. 5. CompuTnrs has rw 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. - t,r crvl\. T'9TF fabrication, handling, shipment and installation of components. 6. This design is furnished to the limitations forth by 7_. Design sumes adequate drainage is Provided. faces their - - OF subject set TPIM?CA in BCSI, copies of which will be (umished upon request. 8. Plates shall be located on both of truss, and placed so center lines coincide with joint center lines. CM -W ` III I I II III I II I I II II III IIII 9. Digits indicate size of plate to 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) Truss: rlli,z DES. -BY: BS ' DATE: 3/29/2016 SEQ.: 6379398 TRANS ID: 435079 I IIIIII I III I III I III I VIII IIII IIII WARNINGS: GENERALNOTES, unlessotherwisenoted: 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 -M VIII 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. s �►=FABMRS 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords c be laterally braced at 2' end at 10'hino c respectively unless braced throughout their length by -..r LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 OF 416BTR fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-oorrosive environment, LOAD DURATION INCREASE = 1.25 • design bads be applied to any component. and are for "dry wndition' of use. 6. Design assumes hull bearing at all supports shown. Shim or wedge if 1-2=(-276) 174 1-6=(-762) 1490 1-2=(-1297) 476 BC: 2x4 OF H16BTR SPACED 24.0" O.C. 2-3=(-900) 130 6-5=(-762),1490 6-3=( 0) 195 WEBS: 2x4 OF H16BTR TPIIWTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. - - 9. Digits indicate size of plate in inches. - 3-4=(-900) 130 4-5=(-1297) 476 . - - - LOADING 4-5=(-276) 174 - -. TC LATERAL SUPPORT <=12"OC. UON. - ,..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 ' - 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 - 01- 0.0" -6/ 555V , -2000/ 2000H 5.50" 0.59 OF ( 625) '* REQUIREMENTS OF CBC 2013 NOT BEING MET. - 11- 0.0" -6/ 555V -2000/ 2000H 5.50" 0.59 OF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP - BRG @ 0.'- 0.0" 0:59 DF/. -0.91 HF/ 0.87 SPF - - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.. -' - BRG @. 11'- 0.0" 0.59 DF/ 0.91 HF/ 0.87 SPF - -r VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 • _ - "' MAX LL DEFL = -0.036" @ 5'- 6.0" Allowed =, 0.336" MAX DL CREEP DEFL = -0.056" @ 51- 6.0" Allowed = 0.504" - - - MAX TL CREEP,DEFL = -0.088" @ 5'..- 6.0" Allowed,= 0.504' . - - - RECOMMENDED CAMBER (BASED ON DL DEFL)=-0.268" , + 5-06' 5-06 MAX HORIZ. TL DE FL. _. ,0-.019" @ 10'- 6.5" 1-01-14 4-04-02 4-09-02 1-01-19 COND. 2: 2000.00 LBS SEISMIC LOAD. _ Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, , - r + x3,00 - p. ir);, All Heights), Enclosed, Cat.2,.Ex B, MWFRS(D r 3.00 v} .' j load duration factor=L6 a + End vertical(s) are exposed to,.wind, Truss designed for wind loads in the plane of the truss only. ..M -9x5,.. � v _ Design checked for a 300 lb concentrated top chord ••. • q Q" _7 live load per IBC 2012 dueto maintenance workers - 3 F -f "which is non -concurrent with"other live loads.• _ : F a M73x9 ` M -3x9 0 2u 1.9CD " 4 .. o F<1 ; • . 5 o.. - M -3x5 .- M, 72x6 -3x5 . t• - 5-06 5�O6 <PL:10-00-12, 11-00. _ ~ JOB NAME: M-38208 - Kelly Residence Lot 161-162 --- - AJc5e:0967fi SPATES FABRICAT C. ogOF SSlO": Truss: rlli,z DES. -BY: BS ' DATE: 3/29/2016 SEQ.: 6379398 TRANS ID: 435079 I IIIIII I III I III I III I VIII IIII IIII WARNINGS: GENERALNOTES, unlessotherwisenoted: 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 construcfwn 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 c be laterally braced at 2' end at 10'hino c respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent bracing of. continuous in drywall(BC). continuous sheathing such as plywood ere s ownand/or+ the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ ' meed 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. ' fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-oorrosive environment, design bads be applied to any component. and are for "dry wndition' of use. 6. Design assumes hull bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.nary' 7. Design assumes adequate drainage is revided. 6. This design is fumished subject to the limitations set forth by 8. Plates shall be located on both feces of truss, and placed so their center TPIIWTCA 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 LYE 10. For basic connector plate design values sea ESR -1311, ESR -1988 (MiTek) C 60384 A EXP. 06130/16 3/z9l� S� clvl\� gTFOFCA01i LUMBER SPECIFICATIONS TC: 2x4 OF 1116BTR BC: 2x4 OF H1&BTR WEBS: 2x4 OF 1J1&BTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 0-00-00 1-02-00 Staple or equal at non-structural vertical members (uon). M -3x5 where shown; Jts:1-3,9,11,18 Unbalanced live loads have been considered for this design. TRUSS SPAN 41'- 6.0" 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 18-05 23-01 2-09-12 6-01-11 5-08-07 5-08-07 5-07-14 6-05-03 5-1 -15 5-11-15 5-08-13 5-08-13 5-08-13 4-08-111-01-14 12 12 3.00 v M -4x5 M -2x4 a 3.00 M -2x9 M -2x4 M -3x5 M -3x5 y5 M -3x5 M -3x4 M -3x5 M -3x5 M -3x5 M -3x35 M -3x6 M-3x5(S) M -3x5 1 r 6 M -3x6 M -2x9 6 M M -3x8 25" 0.2 This design pre ared from computer input b _ SPFl4BRIl(JRM M km CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-1234) 189 10-11=(-1763) 1807 10- 1=( -820) 44 6-16=( -687) 50 2- 3=( -754) 425 11-12=( -847) 1696 1-11=( -311) 1246 16- 7=(-1017) 0 3- 4=( -277) 970 12-13=( -770) 1053 11- 2=( -226) 138 7-18=( 0) 188 4- 5=( -175) 891 13-14=( -770) 1053 2-12=( -828) 88 8- 9=( -901) 218 5- 6=( -385) 734 14-15=( -887) 573 12- 3=( 0) 459 6- 7=( -243) 709 15-16=(-1266) 886 3-14=(-1238) 0 7- 8=( -796) 196 16-17=(-1063) 1525 14- 4=( -758) 0 8- 9=( -140) 98 17-18=(-1063) 1525 14- 5=( -590) 165 18- 9=(-1138) 1608 5-15=( -441) 114 15- 6=( -362) 426 14-5x12(S) M-5x6(S) I. L 11 �. I. 1. 1. L r�. 6-01-11 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 1PROVIDE FULL BEARING;Jts:10 13-17 9 JOB NAME: Kelly Residence Lot 161-162 - A46 Truss: ttA4 1 DES. BY: EE DATE: 3/25/2016 SEQ.: 6378454 TRANS ID: 435020 WARNINGS: 1. Builder and erection contractorshould 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 bad should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design bads be applied to any component. 5. CompuTrus n has o 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 TPUWTCA in BCSI, copies of which will be furnished upon request. MiTek USA, IncJGompuTrus Software 7.6.7(1L) -E BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" -23/ 854V -1800/ 1800H 5.50" 0.91 OF ( 625) 16'- 4.5" 0/ 125V 0/ ON 175.00" 0.13 OF ( 625) 18'- 5.0" 0/ 1710V 0/ OH 175.00" 1.82 DF ( 625) 24'- 5.3" -8/ 420V 0/ ON 175.00" 0.45 OF ( 625) 30'- 2.1" 0/ 900V 0/ OH 175.00" 0.96 OF ( 625) 30'- 11.5" 0/ 180V 0/ ON 175.00" 0.19 OF ( 625) 41'- 6.0" 0/ 522V -1800/ 1800H 5.50" 0.56 OF ( 625) BRG @ 0'- 0.0" 0.91 DF/ 1.41 HF/ 1.34 SPF BRG @ 16'- 4.5" 0.13 DF/ 0.21 HF/ 0.20 SPF BRG @ 18'- 5.0" 1.82 DF/ 2.81 HF/ 2.68 SPF BRG @ 24'- 5.3" 0.45 DF/ 0.69 HF/ 0.66 SPF BRG @ 30'- 2.1" 0.96 DF/ 1.48 HF/ 1.41 SPF BRG @ 30'- 11.5" 0.19 DF/ 0.30 HF/ 0.28 SPF BRG @ 41'- 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" @ 6'- 4.7" Allowed = 0.531" MAX DL CREEP DEFL = -0.039" @ 6'- 4.7" Allowed = 0.796" MAX TL CREEP DEFL = -0.056" @ 6'- 4.7" Allowed = 0.796" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.084" MAX HORIZ. LL DEFL = 0.035" @ 0'- 1.8" MAX HORIZ. TL DEFL = -0.042" @ 0'- 1.8" COND. 2: 1800.00 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, 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. Scale: 0.1300 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 le th by continuous sheathing such as plywood sheathing(TC) andlor drywal3C). 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-corosive 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 (MiTek) Truss designed for 4x2 outlookers. 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. ESS/0\ � -Ie C"3' * EXP. 06/30/16 3/Zs/ s� clo- �TFOFCAIIF��/ Truss: DES. BY: EE DATE: 3/25/2016 SEQ.: 6378455 TRANS ID: 435020 III I VIII IIII VIII II I I II VIII I I IIII WARNINGS: GENERAL NOTES, unlessolherwisenoted: SP1F_ABRIM (Js Rrompute put bi LUMBER SPECIFICATIONS TRUSS SPAN 411- 6.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1dBTR LOAD DURATION INCREASE = 1.25 - 1-�2=(-3786)-0 11-12=(0) 164 11- 1=(-2078) - 0 15- 5=( -524) 0 BC: 2x4 OF H16BTR SPACED 24.0" O,C. 2- 3=(-4204) 0 12-13=(0) 3692 1-12=( 0) 3598 15- 6=(-2949) 0 WEBS: 2x4 OF N1dBTR 4. Installation of truss is the responsibility of the respective contractor. : 3- 4=(-3734) 0 13-14=(0) 4023 12- 2=( -846) 10 6-17=( 0) 430 design bads be applied to any component. LOADING 4- 5=(-2853) 0 14-16=(0) 5314 2-13=( 0) 396 17- 7=( -534) 0 TC LATERAL SUPPORT <= 12"OC. DON. 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 MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E TOTAL LOAD = 50.0 PSF 7- 8=(-5647) 0 18-10=(0_) 4901 14- 4=( 0) 1680 9-10=(-5275) 0 LETINS: 0-00-00 2 -OB -00 - -_ - 8- 9=(-5219) 0 14-15=(-2163) 0 _- BC,UNIF LL( 0 0)+DL( 15.0)= 15.0 PSF 231- 7.0" TO 28'r 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 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 - 0'- 0.0" 0/ 2114V -56/ 36H '5.50" 2.25 OF ( 625). ' _• - - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY: 41'- 6.0" 0/ 2186V ,0/ OH. 5.50" -2.33 DF ( 625) _. BRG @ 0!- 0.0" 2.25 DF/ 3.48 HF/ 3.32 SPF . } BRG @ 41'- 6.0" 2.33 DF/ 3.60 HF/ 3.43 SPF • -' -�. VERTICAL DEFLECTION- .LIMITS: LL=L/360, TL=L/240 • r ', MAX LL DEFL = -0.311" @ 28'- 7.4" Allowed = 1.353"_ MAX DL CREEP DEFL = =0.784" @ 28'- *7.4" Allowed = 2.029" 1 `• �( ,':� ,.. - _ 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" @, 41'-' 0.511 " - 'I- - - MAX HORIZ. TL DEFL = 0.214" @ 41'- 0.5" - � Wind: 110 mph, h=l5ft,-TCDL=138,BCDL=4.2, ASCE 7-10, • 23-01 (All 111 Heights), Enclosed, Cat.2, Ex .B, MWFRS(Di r),1$-05 , duration fEco = 18-05 11-07-11 End vertical(s) are exposed to wind, _ 11-05-05 Truss designed for wind loads 6-05=03 ' 5-11-15 * 5-11-15 • 5-00104 5-0142 9=06 4-02-081-07-0:207-0 in the plane of the truss only. Design checked for a 300 lb concentrated top.chord ' 12 3.00 v 12 ' ' M -7x6 live load er IBC 2012 due to maintenance workers , a 3.00 which is non -concurrent with other live loads. 7.01'r 4 M -4x8 M-3x52x9 5M M-3x6'(S). t ' 3 3. M -3x10' M -3x5 6 2 M -3x5 .�„ M -4x10 1s+ 7 1 +5-00 0 M -2x9 9 M -4x10 0 . .--, 11 12 MM -14 N 16 7 18 10 o • ,- .. < -2x4 M -3x12 .25" M -9x10 M -9x5 0.'2 M -3x9 M -5x10 0 M-5x8(S) MHS-5x14(S) M -2x4+ 6'-01-11 �<PL:10-00-12 5-11-15 6-03-07 5-02� 5-01-12 6-05-08 6-03-12 41-06 JOB NAME: Kelly Residence Lot 161-162 - A47 -� Scale: D.1464 aOFESS/n.. Truss: DES. BY: EE DATE: 3/25/2016 SEQ.: 6378455 TRANS ID: 435020 III I VIII IIII VIII II I I II VIII I I IIII WARNINGS: GENERAL NOTES, unlessolherwisenoted: 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 is the responsibility Of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their le th by the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywalC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad 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 bads greater than 5. Design assumes trusses are to be used in a ran -corrosive environment. design bads be applied to any component. end ere for -dryoondition' 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 fabrication, handling,necessary' shipment and installation of components. 7, Design assumes adequate drainage is Provided. 6. This design is furnished subject to the limitations set forth by B. Plates shall be located on bath faces of truss, and placed so their center TPUWTCA in BCSI, copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1968 (MiTek) CJO EX3 9TF0FCA1 �F'3 LUMBER SPECIFICATIONS TC: 2x4 OF 01dBTR BC: 2x4 OF 11ldBTR WEBS: 2x4 OF 1jl&BTR 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. 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 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. 1 18-05 23-01 '18-05 11=07-11' 11-05-05 4-05 4-01-04 4-01-12 9-06 -O.10-07 '5-01-09 4-09-08 O� OfO8 5-01-�12 4-02-08. 3-04-01 12 12 3.00 0 M-50 a 3.00 7 O 5 6M -3x8' M -7x6 M -3x84 7 M-3x6(S) M -4x6 3 \ 5 \ + 8M -3x10 I 2 > : 'M -3x5 M -4x10 • I 1 I 13 ..14 < M -4x19 5 -OO o 16 17 o o CM -014 M -9x014 0.25'2 M -8x14 MHS=5x19(S) M -2x4+' M -3x4 This design prepared from computer input by - SPAJJWRIC_ (JR� M M 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=( 0) 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 OF ( 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 _= 2.02.9" 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. 4-11-08 4-06-12 4-11-04 4-08-04 4-03-08 5-03-08 6-05-08 6-03-12 ' � d t 9-08 9-05-08 22-04-08 9-06-08 0-01-08 9-04 0-01-08 22-04-08 I � <PL:10-00-12 41-06 - JOB NAME: Kelly Residence Lot 161-162 - A48 Scale: 0.1355 Truss: Aft at C DES. BY: EE DATE: 3/25/2016 SEQ.: 6378456 TRANS ID: 435020 1111111111111111111111111111111111111 1111 1111 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 end 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 is the res nsibili of the arador. Additional ennanent breci of N P n9 2. Design assumes the top and bottom chords to be laterally braced at T o•c. and at 10' o.c. respectively unless braced throughout their le th by Po the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) end/or drywalnlp). 3. 2x Impact bridging or lateral bracing required where shown t t 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 bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads 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. CompuTnrs has no control over and assumes no responsibility for the necessary. fabrication, handling,shipment and installation of component P Po 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 oft and placed so their center TPIIWTCA 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, IncJCompuTrus Software 7.6.7(1 LYE 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) C 60384 * EXP. 06130/16 C10- gTFOF CA1. lF 96111M = M M � LUMBER SPECIFICATIONS TC: 2x4 OF 41dBTR BC: 2x4 OF #1dBTR WEBS: 2x4 OF 016BTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12110C. UON. Staple or equal at non-structural vertical members (uon). M -2x4 where shown; Jts:3,7,10,14,16,18 Unbalanced live loads have been considered for this design. BC UNIF LL( 0-10-08 MAX LL DEFL = -0.166" @ 141- 5.5" Allowed = 1.092" 18-05 23-01 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 4-01-12 5-01-12 4-06 4-02-08 4-02-08 MAX HORIZ. LL DEFL = 0.081" @ 35'- 2.2" MAX HORIZ. TL DEFL = 0.165" @ 35'- 2.2" 12 12 3.00 v M -4X6 a 3.00 COND. 2: 2000.00 LBS SEISMIC LOAD. 9 0" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, M -3x8 5 .fr 5 -3x5 M -4x8 M -3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M -2x4_ M-3x5(S)M-2load duration factor=1.6, M -2x9 4 7 x4 End vertical(s) are exposed to wind, 3 0 M -3x6 M -2x4 Truss designed for wind loads 11-4x4 + 8 M-50 M -3x5 in the plane of the truss only. 2 o M -4x8 20 5-00. 9 M -3x5 M -2x9 Design checked for a 300lb concentrated top chord, uI 1 n 10 M -3x5 0 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 15 6 17 11 t C) i23 7q M -1x4 M179 9 1 23 : o Truss designed for 4x2 outlookers. 2x4 let -ins < nM -3x5 M -9x14 M -b x4 M-TX910 0.25 22 M-Jx6 of of the same size and grade as structural top M- x14 M -2x4 M-5x12(S) M -3x5 chord. Insure tight fit at each end of let -in. M -2x4+ Outlookers must be cut with care and are permissible at inlet board areas only. 4-11-08 4-06-12 4-11-04 4-08-04 4-03-08 5-03-08 L I. L 9-08 9-05-08 L pL •G, 9-06-08 0-01-08 9-04 0-01-08 L <PL:10-00-12 41-06 JOB NAME: Kelly Residence Lot 161-162 Truss: A,4 DES. BY: EE DATE: 3/25/2016 SEQ.: 6378457 TRANS ID: 435020 4-07-08 1-10 6-03-12 22-04-08 22-04-08 Scale: 0.1272 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 This design prepared from computer input by 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at _ SP RI� (JRM M M TRUSS SPAN 411- 6.0" 4. Installation of truss Is the responsibility of the respective contractor. CBC2013/IBC2012 5. Design assumes trusses are to be used in a nonrconosive environment, MAX MEMBER FORCES 4WR/GDF/Cq=1.00 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim orwedge if LOAD DURATION INCREASE = 1.25 1- 2=(-2786) 0 12-13=(-1942) TPUWTCA in BC51, copies of which will be furnished upon request. 2058 12- 1=(-1711) 0 17- 6=( -552) 0 SPACED 24.0" O.C. 2- 3=(-4264) 0 13-14=( 0) 128 1-13=( 0) 2717 17-19=( 0) 2797 3- 4=(-4297) 0 15-16=( -164) 4295 13- 2=(-1361) 0 17-20=( -479) 1204 LOADING 4- 5=(-2948) 0 16-17=( -164) 4296 13-15=( -619) 3588 6-20=( -61) 766 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 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 8- 9=(-2631) 0 22-23=( -611) 1283 15- 4=( -223) 1018 8-21-( -807) 0 0.0)+DL( 15.0)= 15.0 PSF 231- 7.0" TO 281- 7.0" V9-10=( -480) 1641 23-11=(-1375) 712 9-16=( 0) 197 21- 9=( 0) 2022 10-11=( -733) 1442 4-17=(-1135) 0 9-23=(-2815) 0 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5-17=( 0) 1374 23-10=( -650) 0 REQUIREMENTS OF CBC 2013 NOT BEING MET. 17-18=( 0) 55 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 DF ( 625) 33'- 2.5" -21/ 42V 0/ OH 99.50" 0.04 DF ( 625) 35'- 2.2" 0/ 2567V 0/ OH 99.50" 2.74 DF ( 625) 411- 6.0" -294/ 247V -2000/ 2000H 0.00" 0.00 DF ( 625) BRG @ 01- 0.0" 1.86 DF/ 2.87 HF/ 2.73 SPE BRG @ 331- 2.5" 0.04 DF/ 0.07 HF/ 0.07 SPF BRG @ 35'- 2.2" 2.74 DF/ 4.23 HF/ 4.03 SPF VERTICAL BRG DEFLECTION @ 411- 6.0" 0.26 LIMITS• LL=L/360 DF/ 0.41 HF/ 0.39 SPF TL=L1240 0-10-08 MAX LL DEFL = -0.166" @ 141- 5.5" Allowed = 1.092" 18-05 23-01 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 4-01-12 5-01-12 4-06 4-02-08 4-02-08 MAX HORIZ. LL DEFL = 0.081" @ 35'- 2.2" MAX HORIZ. TL DEFL = 0.165" @ 35'- 2.2" 12 12 3.00 v M -4X6 a 3.00 COND. 2: 2000.00 LBS SEISMIC LOAD. 9 0" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, M -3x8 5 .fr 5 -3x5 M -4x8 M -3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M -2x4_ M-3x5(S)M-2load duration factor=1.6, M -2x9 4 7 x4 End vertical(s) are exposed to wind, 3 0 M -3x6 M -2x4 Truss designed for wind loads 11-4x4 + 8 M-50 M -3x5 in the plane of the truss only. 2 o M -4x8 20 5-00. 9 M -3x5 M -2x9 Design checked for a 300lb concentrated top chord, uI 1 n 10 M -3x5 0 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 15 6 17 11 t C) i23 7q M -1x4 M179 9 1 23 : o Truss designed for 4x2 outlookers. 2x4 let -ins < nM -3x5 M -9x14 M -b x4 M-TX910 0.25 22 M-Jx6 of of the same size and grade as structural top M- x14 M -2x4 M-5x12(S) M -3x5 chord. Insure tight fit at each end of let -in. M -2x4+ Outlookers must be cut with care and are permissible at inlet board areas only. 4-11-08 4-06-12 4-11-04 4-08-04 4-03-08 5-03-08 L I. L 9-08 9-05-08 L pL •G, 9-06-08 0-01-08 9-04 0-01-08 L <PL:10-00-12 41-06 JOB NAME: Kelly Residence Lot 161-162 Truss: A,4 DES. BY: EE DATE: 3/25/2016 SEQ.: 6378457 TRANS ID: 435020 4-07-08 1-10 6-03-12 22-04-08 22-04-08 Scale: 0.1272 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 is the responsibility of the erector. Additional permanent bracing of T o.c. and at 10' o.c. respectively unless braced throughout their leth by continuous sheathing such as plywood sheathing(TC) and/or drywallWC). the overall structure is the responsibility of the building designer. 3. 2x Impact bddging or lateral bracing required where shown ++ 4. No bad 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 bads greater than 5. Design assumes trusses are to be used in a nonrconosive environment, design bads 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 orwedge if fabrication, handling,necessary. shipment and installation of components. 7. Design assumes adequate drainage isovided. 6. This design is furnished subject to the limitations set forth by B. Plates shall be located on both faces of truss, and placed so their center TPUWTCA in BC51, copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate size of plate in inches. MiTek USA, IncJCOmpuTnus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1986 (MiTek) C 60384 a * EXP: 06130/16 3/zs/� CIVIC ��P gTFOFCAIO � JOB NAME: Kelly Residence Lot 161-162 - A50 Scale: 0.1858 WARNINGS: This design prepared from computer input b Will r 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 SPI ABRI� (JR- M ljln� LUMBER SPECIFICATIONS ... TRUSS SPAN 33'- 8.0" 2. 2x4 compression web bracing must be installed where shown +. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF H1dBTR LOAD DURATION INCREASE = 1.25 DES. BY: EE 1- 2=(-2983) 0 8- 9=(0) 138 8- 1=(-1681) 0, 4-12=( 0) 1471 BC: 2x4 OF 016BTR SPACED 24.0" O.C. 3. 2x Impact bridging or lateral bracing required where shown ++ 2- 3=(-3124) 0 9-10=(0) 2896 1- 9=( 0) 2821 13-12=( 0) 206 WEBS: 2x4 OF #1dBTR �: fasteners are complete and at no time should any bads greater than design loads be applied to any component. 3- 4=(-2515) 0 10-11=(0) 2967 9- 2=( -641) 0 12- 5=( -413) 0 5. CompuTrus has no control over and assumes no responsibility for the - 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 6. Plates shall be located on both faces of truss, and placed so their center 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 MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 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 ,28'- 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 OF ( 625) 331- 8.0" 0/ 1800V 0/ OH 5.50" 1.92 OF ( 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 @ 331- 8.0" 1.92 DF/' 2.96 HF/ 2.82 SPF . _ i • - 1 ., - 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" @ 23'7 5.2" Allowed = 1,637" - - - - RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.316"16 ' MAX HORIZ. LL DEFL = 0.029" @ 331- 6.211" MAX HORIZ. TL DEFL = 0.077" @ 33'-y 6.2" ! s Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 71101. + (All Heights), Enclosed, Cat.,2, Exp.B, MWFRS(Dir), 4 ` load duration factor=1.6, " s. -.18-05 ` 15-03" End vertical(s) are exposed to wind, Truss designed for wind loads - 6-05-03' S-11-15 5-11-15. 5-00'04 5-01-12 - - 5=01 in the plane of the truss only. Design checked for a 300 lb concentrated top, chord 12 M -7x6 12 live load per IBC 2012 due to maintenance workers 3.00: a 3.00 which is non -concurrent with other live loads. 7 4 M- 4 x 10 M -3x5* M -2x9 Y 3 3. 5 M-30 M -3x5 r + a 2 z , 1z M -5x6 o M -3x10 + 7 O r` 8 g 15 100.25'h 13 is ' - < nM -2x4 M -3x10 M -3x9 M -4x5• M=2x4+ M -5x8' M -2x9 M -5x8(5) 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: Kelly Residence Lot 161-162 - A50 Scale: 0.1858 ESS/0 �9( C 60384 * EXP: 06/30/16 �TFOFCAUF��/ 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 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 lop and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their IerrUth by continuous sheathing such as plywood sheathing(TC) and/or drywall C). DATE: 3/25/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. 6378458 4. No bad 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 TRANS I D : 435020 fasteners are complete and at no time should any bads greater than design loads be applied to any component. assumes are used a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if . 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 6. Plates shall be located on both faces of truss, and placed so their center TPINJTCA in BCSI, copies of which will be furnished upon request. lines coincide wpint center lines. " II II I III III VIII I I VIII VIII III IIII 9. Digits Indicate size of plate m orches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1986 (MiTek) ESS/0 �9( C 60384 * EXP: 06/30/16 �TFOFCAUF��/ III � � � WARNINGS: � � SP�ABRI�c(JR-• �.,.,.�,.� LUMBER SPECIFICATIONS TRUSS SPAN 33'- 8.0" 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: 2x4 OF HI&BTR LOAD DURATION INCREASE = 1.25 1- 2=(-2983) 0 8- 9=(-1742) 1855 •8- 1=(-1681) 0 4-12=( 0) 1623 BC: 2x4 OF 111dBTR SPACED 24.0" O.C. 2- 3=(-3124) 0 9-10=( -219) 3524 1- 9=( 0) 2884 13-12=( 0) 206 WEBS: 2x4 OF 013BTR 3- 4=(-2515) 0 10-11=( 0) 3369 9- 2=( -657) 0 12- 5=( -423) 0 DATE: 3/25/2016 LOADING 4- 5=(-3759) 0 11-13=( -571) 2943 2-10=( -266) 366 12- 6=( -337) 2060 TC LATERAL SUPPORT <= 12"OC. 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 <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-2281) 0 14-15=(-1758) 1841 3-11=( -892) 8 14- 7=( 0) 2361 7, Design assumes adequate drainage is provided. -TOTAL LOAD = 50.0 PSF 6. This design is furnished subject to the limitations set forth by - 11- 4=( 0) 502 7-15=(-1804) 0 Unbalanced live loads have been TPIM/TCA in SCSI, copies of which will be furnished upon request. lines coincide with pint center lines. 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 II I I II I I IIII IIII 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) 331- 8.0" 0/ 1800V -1800/ 1800H 5.50" 1.92 OF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 01- 0.0" 1.83 DF/ 2.83 HF/ 2.69 SPF BRG @ 331- B.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)= 0.398" - - _ MAX HORIZ. LL DEFL = -0.049" @ 0'- 1.8" MAX HORIZ. TL'DEFL = -0.096" @ 01- 1.8" - _ COND. 2: 1800.00 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), , 18-05 15-03 load duration factor=1.6, end vertical(s) are exposed to wind, 6-05-03 5-11-15 5-11-15 -5-00-04 5-01-12 5-01 Truss designed for wind loads in the plane of the truss only. 12 12 3.00 v M -7x6 a 3.00 Design checked for a 300 lb concentrated top chord . live load per IBC 2012 due to maintenance workers 7.0" which is non -concurrent with other live loads. 4M -9x10. M -3x5 M -2x4 3 3 5 M -3x8 M -3x5 + 6 2- M -5x6 12 7 M -3x10 O o t 1 5-00 o r` o n 8 15 r - N , 9 1014 13 14 < nM -2x6 M -3x10 ' M -3x9 M -4x5 M -2x4+ M -5x8 M -2x6 M-5x8(S) 6-01-11 5-11-15 6-03-07 5-02 5-01-12 4-11-09 <PL: 10-00-12 33-08 JOB NAME: Kelly Residence Lot 161-162 - A51 Scale: 0.1858 w C 60384 * EXP. 06/30/16 \TFCFCAOF�� ; 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 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 3. Additional temporary bracing to insure stability during construction 2• Design assumes the top end vely u chords to be laterally t th ' at 2• end at 10' respectively unless braced throughout their le U by is the responsibility of the erector. Additional permanent bracing of hin continuous sheathing such as plywood sheathing(TC) and/or drywal�BC). continuous DATE: 3/25/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown + t SEQ. : 6378459 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D• 435020 fasteners are complete and at no time should any bads greater than design bads be applied to any component. and am for "dry condition" of use. 9 6. Design assumes full bearing at all supports shown. Shim orwed a if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling,necessary. shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIM/TCA in SCSI, copies of which will be furnished upon request. lines coincide with pint center lines. III II II II II I IIII II I I II I I IIII IIII 9. Digits indicate site of plate in inches. MiTek USA, InclCompuTrus Software 7.6.7(1 LYE 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) w C 60384 * EXP. 06/30/16 \TFCFCAOF�� ; 14111,, M I= 1W .. LUMBER SPECIFICATIONS TRUSS SPAN 33'- 8.0" TC: 2x4 OF 01&BTR LOAD DURATION INCREASE = 1.25 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF #1&BTR LOADING 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 Staple or equal at non-structural TOTAL LOAD = 50.0 PSF vertical members (uon)• BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 23'- 7.0" TO 281- 7.0" V Unbalanced live loads have been considered for this design. 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 11 6-02-19 2-02-0 4-01 4-04-08 12 3.00 - M -3x5 M -3x5 M -4x6 M -3x5 2 M-4 x4 M-2x� M -2x4 M -2x8+ M -3x5 M -3x5 M -3x5 M -7x6 M -2x8+ M -2x4+ M -3x 7.0" r r M -2x4 M -3x5 M -2x9 i�r�� 4 ✓FSR\ M -3x10 M-qx.) <M -3x5 M -2x8+ M -2x4+ M -2x4+ M -2x9+ L 6-02-14 6-02-14 L 14-11-08 L 14-10 L <PL:12-06-00 JOB NAME: M-38208 Truss: rZ DES. BY: BS DATE: 3/29/2016 SEQ.: 6379399 TRANS ID: 435079 M -2x4 2-06 4-02-12 4-04-08 0-01-08 33-08 5-01-12 5-01 12 v 3.00 This design repared from computer input b _ FAR RS (M CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -482) 1623 9-10=(-2083) 2062 9- 1=( -402) 779 14- 5=( -902) 392 2- 3=(-1057) 160 10-11=(-1600) 766 1-10=(-1713) 677 14-15=( -984) 604 3- 4=(-1376) 0 11-12=( -796) 1563 10- 2=(-2068) 0 5-15=( -466) 1172 4- 5=(-1390) 0 13-14=( 0) 9 2-11=( 0) 2069 16-15=( 0) 229 5- 6=(-2600) 340 14-16=( -878) 2507 11- 3=(-1002) 0 15- 6=( -390) 6 6- 7=(-2892) 667 16-17=( -892) 2513 3-12=( -13) 1441 15- 7=(-1111) 1398 7- 8=(-1634) 0 17-18=(-2058) 2121 12- 4=( -319) 0 7-17=( -630) 68 12-13=( 0) 57 17-18= 0) 1822 12-14=( -480) 2114 8-18=(-1337) 0 12- 5=( -680) 606 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" -745/ 423V -2100/ 2100H 68.00" 0.45 OF ( 625) 6'- 2.9" 0/ 2553V 0/ OH 0.00" 0.00 OF ( 625) 331- 8.0" 0/ 1346V -2100/ 2100H 5.50" 1.44 OF ( 625) BRG @ 0'- 0.0" 0.45 DF/ 0.70 HF/ 0.66 SPF BRG @ 6'- 2.9" 2.72 DF/ 4.20 HF/ 4.00 SPF BRG @ 331- 8.0" 1.44 DF/ 2.22 HF/ 2.11 SPF M -4x5 + 8 5-00 0 N I -4x5 M -2x4 'M -9x8 M -3x5 1> 5-01-12 4-11-04 18-08-08 t L 18-08-08 >PL:10-00-12 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.059" @ 23'- 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)= 0.281" MAX HORIZ. LL DEFL = 0.053" @ 0'- 1.7" MAX HORIZ. TL DEFL = -0.065" @ 6'- 2.9" COND. 2: 2100.00 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. 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 outlookers. 2x4 let -ins N of the same size and grade as structural top chord. Insure tight fit at each end of let -in. ro Outlookers must be cut with care and are t permissible at inlet board areas only. N - Kelly Residence Lot 161-162 - ASce: D.1583 SPATES FABRICAT C. _onF SSln. 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 bads 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 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 T o.c. and at 10' o.c. respectively unless braced throughout their I th 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 busses 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 rovidad. 8. Plates shall be located on both faces of . and placed so their center lines coincide with)oint 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 3P. 06/91r F10- 0 CAUF� 16111 M M M .. .. .■. ,: .. ,. LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0" TC: 2x4 DF N16BTR LOAD DURATION INCREASE= 1.25 BC: 2x4 DF 0l&BTR SPACED 24.0" O.C. WEBS: 2x4 DF 1115BTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12110C. 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. 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 30'- 1.0" TO 35'- 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. 19-01-08 21-00-08 3-05-14 4-04-09 4-11-10 9-11-10 2-05 4-00-10 1-01-12 t. 4-08-15 4-08-13 4-10-13 -04-04 4-01 4-04-08 5-01-12 5-01 34 f 1, f t Imo- 9 12' 3.00 v M-30 M -2x4 M-30 M -4x6 12 M -2x4 M -3x6 4 0 M -30M -2x4 2 3.00 M -3x5 M -3x5 M -3x5 M-3xq ,(,( M -2x4 M-30 M-3x5(S) M -2x4 M -3x5 M -3x5 M -3x5 M -3x10 M -2x4 5 M -3x5 M -2x4 4 M -3x5 3 1 M-hxlb3 M -99x6 b5.25" �M-5x5 M-5x6(S) This design repared from computer input b M FAE3 RS (- CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -71) 227 1-12=(-1964) 600 1- 2=( -531) 1802 16- 8=( -267) 1225 2- 3=( -471) 1962 12-13=( -540) 2127 3-12=( -587) 0 18- 8=(-1718) 7 3- 4=( -226) 1929 13-14=( -540) 2127 12- 4=(-3650) 0 18-19=( -563) 799 4- 5=(-2027) 0 14-15=( -155) 3058 4-14=( 0) 1001 8-19=( -143) 1599 5- 6=(-2710) 0 15-16=( -326) 3248 14- 5=(-1234) 9 20-19=( 0) 198 6- 7=(-3225) 0 17-18=( 0) 18 5-15=( -221) 376 19- 9=( -347) 4 7- 8=(-3238) 0 18-20=( -740) 3222 15- 6=( -288) 305 19-10=( -558) 2112 8- 9=(-3913) 0 20-21=( -756) 3212 6-16=( 0) 1494 10-21=( -935) 0 9-10=(-4200) 0 21-22=1-2053) 2136 16- 7=( -309) 0 21-11=( 0) 2523 10-11=(-2317) 0 16-17=( 0) 56 11-22=(-1858) 0 16-18=( -252) 3444 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" -460/ 170V -2100/ 2100H 78.00" 0.18 DF ( 625) 5'- 4.0" 0/ 2353V 0/ OH 78.00" 2.51 DF ( 625) 6'- 6.0" 0/ 262V 0/ OH 78.00" 0.28 OF ( 625) 40'- 2.0" 0/ 1849V -2100/ 2100H 5.50" 1.97 OF ( 625) BRG @ 0'- 0.0" 0.18 DF/ 0.28 HF/ 0.27 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" 1.97 DF/ 3.04 HF/ 2.90 SPF 7 M -3x10 M -5x8 0" B M -2x4 9 M -3x8. 19 0 M -5x6 16 + 5-00 0 1 (h N M -7A10 M -4x14 - M 9x5 M -2x4 M-' xA M -3x51 I`> M -2x4 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)= 0.423" MAX HORIZ. LL DEFL = -0.082" @ 51- 4.0" MAX HORIZ. TL DEFL = -0.143" @ 5'- 4.0" _ COND. 2: 2100.00 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. Truss designed for 4x2 outlookers. 2x4 let -ins �(N of the same size and grade as structural top I� chord. Insure tight fit at each end of let -in. r Outlookers must be cut with care and are o permissible at inlet board areas only. N L 6-06 4-02 5-04 5-05-12 .L 4-02-12 4-04-08 5-01-12 4-11-04 21-05-08 18-08-08 ` L 21-04 0-01-08 18-08-08 L � <PL:12-06-00 40-02 >PL:10-00-12' JOB NAME: M-38208 - Kelly Residence Lot 161-162 - A�,q 0.1364 SPATES FABRICAT Truss: t<Z�Ini q DES. BY: BS DATE: 3/29/2016 SEQ.: 6379400 TRANS ID: 435079 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 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 sheathing(TC) andfor 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 unfit 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 to be used in a nonoorosive environment design bads 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 fabrication, handling, shipment and installation of components.necessary' 7. Design assumes adequate drainage is provied. d 8. This design is furnished subject to the limitations set for by 8. Plates shall be located on both faces of Wss• and placed so their center 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 LYE 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) C. C 60384 O'Fc 1j 9TF CAUF�� o GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes + M -4x8 " � desigRlpre areWJ=(JRrom computer input by - 5-00 .1 1.'2'5" M -5x10 �.25" M -3x4 M -3x5 11 12ff c SPT111 LUMBER SPECIFICATIONS the overall structure is the responsibility, of the building designer. TRUSS SPAN 401- 2.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 01&BTR M -2x4-' LOAD DURATION INCREASE = 1.25 1- 2=( -811) 0 1-10=(0) 5313 1- 2=(-4838) 0 15- 6=(-2190) 0 BC: 2x4 OF H1&BTR 21-05-08 SPACED 24.0" O.C. 2- 3=(-5159) 0 10-11=(0) 5309 10- 2=( 0) 210 15-17=( 0) 816 WEBS: 2x4 OF 1j1&BTR 0-01-08 , 3- 4=(-4134) 0 11-12=(0) 4932 2-11=( -461) 0 6-17=( 0) 1749 40-02 >PL:10-00-12� LOADING 4- 5=(-4606) 0 12-13=(0) 3916 11- 3=f 0) 316 16-17=( 0) 174 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-4617) 0 14-15=(0) 22 3-12=1-1161) 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 1OPSF 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) 40- 2.0" 0/ 2114V 0/ OH 5.50" 2.26 DF ( 625) BRG'@ 01- 0.011. 2.19 DF/ 3.38 HF/ 3.22 SPE BRG @ 401- 2.0" 2.26 DF/ 3.4.8 HF/ 3.32 SPF '• VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 r . + • _" _ -MAX LL DEFL = -0.302" @ 18'-.11.8"• Allowed = 1.308" ` MAX DL CREEP DEFL = -0.715" @ 211- 6.27 Allowed = 1.962"'' MAX TL CREEP DEFL = -1.014" 6 18'_- 11.8" Allowed =" 1.962" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.715" 19-01-08'' 21-00708 MAX HORIZ. LL DEFL = 0.095" @ 40'- •'0.2" 19-01-08 9-08-07 11-04-01 MAX HORIZ. TL DEFL = 0.243" @ 40'- 0.2" 6-07-06 •, 6.03-15 6-03-15 -02-08 4-01 4-04-0 5-01-12 5-01 Wind: 110 mph, h=15.2ft, TCDL=13.8,BCDL=9.2, ASCE 7 - . - - - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 • M-5 12 load duration factor=1.6, 3.00 - v 3.00 End vertical(s) are exposed to wind, 8.Or Truss designed for wind loads t t 4- r r, M -2x9 M-3x6(S') in the plane of the truss only. M -3x53 M -9x10 M -6x8 Design checked for a 300 lb concentrated top chord 5" 6 live load per IBC 2012 due to maintenance workers M -4x12 -2x4 •e which is,non-concurrent with other live loads, 2 7M -3x10` r M -2x9 o GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes + M -4x8 " � building component. Applicability of design parameters and proper - 5-00 .1 1.'2'5" M -5x10 �.25" M -3x4 M -3x5 11 12ff _ MHS -5x19 (S) the overall structure is the responsibility, of the building designer. NM -12 15 811 M -5x19 16 18 19 V M -4x5 M -4x10 M -2x4 > 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than M -2x4-' M -2x4+ L 6-05-10 6-02-03 6-03-15 2-06 4-02-12 4-04-08 5-01-12 4-11-04 6. Design assumes full bearing at all supports shown. Shim or wedge if 21-05-08 • 7. Design assumes adequate drainage isPProvided. 18-08-08 L<PL:12-06-00 21-04 0-01-08 18-08-08 9. Digits indicate size of plate in inches. M1TekUSA, InclCorrlpuTrusSoftware 7.6.7(1L) -E 40-02 >PL:10-00-12� JOB NAME: Kelly Residence Lot 161-162 -. A54 Sale: 0.1444 Truss: 5 11 DES. BY: EE DATE: 3/25/2016 SEQ.: 6378462 TRANS ID: 435020 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 is the responsibility of the erector. Additional permanent bracing of T o.c. and at 10' o.c. respectively unless braced throughout their lentQ by continuous sheathing such as sheathing(TC) end/or drywall(eC). the overall structure is the responsibility, of the building designer. plywood 3. 2x Impact bridging or lateral bracing required where shown + + 4. No bad 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 to be used in a nonr corrosive environment, design bads 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 fabrication, handling,necessary. shipment and installation of components. • 7. Design assumes adequate drainage isPProvided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces o(lmsa, and placed so their center TPIAVTCA in SCSI, copies of which will be furnished upon request, lines coincide with joint center lines. 9. Digits indicate size of plate in inches. M1TekUSA, InclCorrlpuTrusSoftware 7.6.7(1L) -E 10. For basic connector plate design values see ESR•1311,ESR-1988(MiTek) C 60384 r' EXP. 06/30/16 3/-51" CIVIC/ gTFOFCki_\F � III WARNINGS: GENERAL NOTES, unless otherwise noted: This design prepared from computer input by 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 in individual' SPFIlWRIM, (JRM M LUMBER SPECIFICATIONS TRUSS SPAN 401- 2.0" - CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #16BTR LOAD DURATION INCREASE= 1.25 2. 2x4 compression web bracing must be installed where shown +. 1- 2=( -812) 0 1-10=(0) 5315 1- 2=(-4840) 0 13- 6=( 0) 1429 BC: 2x4 OF 016BTR SPACED 24.0" O.C. 3. Additional temporary bracing to insure stability during construction 2- 3=(-5131) 0 10-11=(0) 5310 10- 2=( 0) 227 13-15=( 0) 3470 WEBS: 2x4 OF 01dBTR is the responsibility of the erector. Additional permanent bracing of 3- 4=(-4071) 0 11-12=(0) 4902 2-11=( -490) 0 6-15=(-1530) 0 DATE: 3/25/2016 LOADING the overall structure is the responsibility of the building designer. 4- 5=(-4527) 0 12-13=(0) 3854 11- 3=( 0) 342 15- 7=( -32) 232 TC LATERAL SUPPORT <= 12110C. DON: LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-4539) 0 14-15=(0) 22 3-12=(-1192) 0 7-16=( -683) 0 BC LATERAL SUPPORT <= 12110C. UON. 'DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-3267) -0 15716=(0) 2998 12- 4=( 0) 688 16- 8=( 0) 861 TOTAL LOAD = 50.0 PSF - 1- 8=(-2829) 0 16-17=(0( 2217 4-13=( 0) 1206 8-17=(-2875) 0 fabrication, handling, shipment and installation of components. 8- 9=( -31) 78 13- 5=( -353) 0 17- 9=( -187) 0 ADDL: BC CONC LL+DL= 13.3 LBS '@ 1'-' 0.0" - _ 13-14=( 0) 66 • - ADDL: BC CONC LL+DL= 13.3 LBS @ 61- 1.0" lines coincide with pint center lines. ADDL: BC CONC LL+DL= 13.3 LBS @ 11'- 2.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH IIII ADDL: BC CONC LL+DL= 13.3 LBS @ 161- 3.0" LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) _ ADDL: BC CONC LL+DL= 13.3 LBS @ 21'- 4.0" 01- 0.0" 0/ 2065V -40/ 65H 5.50" 2.20 DF ( 625) 40'- 2.0" 0/ 2018V 0/ OH 5.50" 2.15 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - REQUIREMENTS OF CBC 2013 NOT BEING MET.. BRG @ 01- 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 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360,,TL=L/240 .. MAX LL DEFL = -0.267" @ 12'= 10.9" Allowed = 1.308" MAX DL CREEP DEFL = -0.626" @ 12'- 10.9" Allowed = 1.962" MAX TL CREEP DEFL = -0.889" @ 12'- 10.9." Allowed = 1.962" - •. - - .. RECOMMENDED CAMBER (BASED ON DL,DEFL)= 0.626" • - •' '. MAX HORIZ. LL DEFL =" 0.105" @ 391- 10:5" 'MAX HORIZ. TL DEFL = 0.266" @ -39'-.10.5" 19-01-08 21-00-08 k, Wind: 110 mph, h=15.2ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, 19-01-089-08-07 11-09-01 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), _', load duration factor=1.6, 6-07-06 6-03-15 6-02-03 -04-09 4-11-09', 4-0�'-01 4=06-05 4-06-05 End vertical(s) are exposed to wind, Truss designed for wind loads 12 12 in the plane of the truss only. 3.00 v . M -5x8 a 3.00 Design checked for a 300 lb concentrated top chord ` 8.0" ' + live load per IBC 2012 due to maintenance workers 4 h( -2x4 M -3x6(5) which is non -concurrent with other live loads. M -3x5 ' 5M -4x4 3- ' 5M 6 - M -4x12 '' . M -3x5 2 7 M -2x4 M -4x8 _ 0 8. - M -2x4. 9 r I 1 1 11 120' M -5x10 �:25" M -3x4 M-45 1 MHS-5x19(S) M -7x10 M -5x12 M-IX5 M -5x6 17 L +13.30# +L13.3011 +13.L30# +13.30# ;,M. 0.3011 ,L L - 6-05-10 6-02-03 6-03-15 2-06 5-01-05 6-09-07 6-09-07 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 Kelly Residence Lot 161-162 - A55 Scale: 0.1363 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 in individual' T T US 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. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at , DES. BY: EE is the responsibility of the erector. Additional permanent bracing of T o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as sheathing(TC) andlor drywall C). DATE: 3/25/2016 the overall structure is the responsibility of the building designer. plywood 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6378463 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 TRANS I D : 435020 fasteners are complete and at no time should any bads greater than design loads be applied to any component. assumes are used a non -corrosive environment, and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 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 TPI/VJTCA in BCSI, copies of which will be furnished upon request lines coincide with pint center lines. IIII VIII II III IIII I I I VIII IIII IIII 9.Digits indicate size of plate In Inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) II This design prepared from computer input by FAEWRS I` LUMBER SPECIFICATIONS TRUSS SPAN 351- 6.5" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.25 1- 2=( -167) 122 1-10=( 0) 4406 1- 2=(-4683) 0 13- 7=( -52) 1421 BC: 2x4 IF #16BTR SPACED 24.0" O.C. 2- 3=(-4633) 0 10-11=( 0) 4402 10- 3=( 0) 219 13-15=( -832) 3066 WEBS: 2x4 IF #16BTR 3- 4=(-4300) 0 11-12=( 0) 4115 3-11=( -597) 322 7-15=(-1507) 0 LOADING 4- 5=(-3197) 0 12-13=( -601) 3526 11- 4=( -25) 315 15- 8=( -39) 957 TC LATERAL SUPPORT <= 12"OC._ UON. LL( 20'.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-3414) 0 14-15=( -1) 17 4-12=(-1266) 0 8-16=(-2128) 0 BC LATERAL SUPPORT <= 12"OC. UON.. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-3426) 0 15-16=1-1269) 2625 12- 5=( 0) 722 16- 9=( -189) 0 TOTAL LOAD = 50.0 PSF 7- 8=(-2171) 0 5-13=1 -317) 937 _ LETINS: 3-05-07 0-00-00 8- 9=( -150) 168 13- 6=( -359) 0 ADDL: BC CONC LL+DL= 13.3 LBS @ 1'- 0.0" 13-14=( 0) 42 ADDL: BC CONC LL+DL= 13.3 LBS @ 6'- 1.0" ' - - 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 @ 16'- 3.0" LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ADDL: BC CONC LL+DL= 13.3 LBS @ 211- 4.0" 01- 0.0" 0/ 1831V -2100/ 2100H 5.50" 1.95 DF ( 625) 351- 6.5" 0/ 1789V -2100/ 2100H 5.50" 1.91 DF ( 625) - - LIMITED STORAGE DOES NOT APPLY DUE TO THE. SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 01- 0.0" 1.95DF/ 3.01 HF/ 2.,87 SPF BRG @ 351- 6.5" 1.91 DF/ 2.94 HF/ 2.81 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/290 MAX LL DEFL = -0.230" @ 12'- 7,8" Allowed = 1.154" MAX DL CREEP DEFL = -0.551" @ 121- 7.8" Allowed = 1.731" - - - MAX TL CREEP DEFL = -0.779" @ 12- 7.8" Allowed = .1.731" - .RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.672" - - - - MAX HORIZ. LL DEFL = 0.088" @ 0'- 5.5" s . MAX HORIZ. TL DEFL = -0.221" @ 0'- 5.5" '19-01-08 16-05 - COND. 2: 2100.00 LBS SEISMICLOAD. 3-04-08 3-02-14 1. 6-03-15 6-02-03 2-04-04 4-11-09'. 4-08-01 4-05-02 Wind: 110 mph, h=15.2ft, TCDL=13.8,BCDL=9.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, r' 3.00 v - M-50 - 3.00 End vertical(s) are exposed to wind, . Truss designed for wind loads 7.0„ in the plane of.the truss only. 5 M -2x4 6 Design checked for a 300 lb concentrated top chord M -3x5 M -4x4 live load per IBC 2012 due to maintenance workers r 4 5" 7 which is non -concurrent with other live loads. Mr3x5 M- X10 3 8 M -3x10 M -2x4 2 1 1011 12 Q' 13 o < HM -.5x8 - 0.25' - M -3x4 - M -3x5 - - - MHS-5x14(S) ^ r 15. 16 M-4110 • M -4x12 M -4x6 > _ M -2x4 L +13:30# +13.30# +13. JO# +13.30# L 13.30# L , 6-05-10 6-02-03 6-03-15 - 2-06• 5-01-05 8-11-07 21-05-08 14-01 t -21-04 0-01-08 14-01, <PL:12-06-00 35-06-08 >PL:10-00-12 JOB NAME: M-38208 - Kelly Residence Lot 161-162 - AScale: SPATES FABRICAT -- C. D.1,D, pF SS/pv 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 ,� end Warnings before construction commences, building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. I incorporation of component is the responsibility of the building designer. 2 DES. BY : B $ 3. Additional temporary bracing to insure stability during construc8on . 2. Design assumes the top and bottom chords to be laterally braced at 2' o.o. and at 17 o.c. respectively unless braced throughout their length by fn LU C 60384 m Is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) andlor drywall( C). ,O DATE: 3/29/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6379401fasteners 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 to be * EXP. O6I3OI� 6 are complete and at no time should any loads greater than assumes trusses are used in a noncorrosive environment design bbe to and are for "dry condition' of use. Z 3P. �/1 TRANS I D : 435079 ads applied any component. 5. CompuTms has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if 9assumes S C(V �L \Q T'9p fabrication, handling, shipment and installation of components. 7. Design adequate drainage is provided. 6. This design is furnished the limitations forth by FCS FBF subject to set 8. Plates shall be located on both faces of truss, and placed so their center CA` -W III I VIII VIII VIII VIII III I VIII IIII III TPIIWTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9.DIg(ts Indicate see of plate m orches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L}E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) <PL:12-00-12 31-00 JOB NAME: Kelly Residence Lot 161-162 - A57 Truss: tr�� A DES. BY: EE DATE: 3/25/2016 SEQ.: 6378465 TRANS ID: 435020 I IIII I I III I) I IIII II I I I I I I IIII IIII Scale: 0.2057 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. This design prepared from computer input by 2. Design assumes the top and bottom chords to be laterally braced at III To .c. and at 10' o.c. respectively unless braced throughout their Is th by continuous sheathing such as plywood sheathing(TC) and/or drywa ftc). 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. SP�ABRI�, (JR_ _ LUMBER SPECIFICATIONS design bads be applied to any component. TRUSS SPAN 311- 0.0" 5. CompuTrus has no control over and assumes no responsibility for the CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF N1dBTR 6. This design is furnished subject to the limitations set forth by LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -344) 160 1-10=(-1238) 6198 1- 2=(-4662) 0 7-14=( 0) 292 BC: 2x4 OF M BTR 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) SPACED 24.0" O.C. 2- 3=(-4766) 0 10-11=(-1246) 6186 10- 3=( 0) 292 8- 9=(-4662) 0 WEBS: 2x4 OF N16BTR 1 3- 4=(-4600) 0 11-12=( -740) 5558 3-11=( -680) 584 LOADING 4- 5=(-3586) 0 12-13=( -740) 5558 11- 4=( -52) 432 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-3586) 0 13-14=(-1246) 6186 4-12=(-1236) 0 BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-4600) 0 14- 9=(-1238) 6198 12- 5=( 0) 1382 TOTAL LOAD = 50.0 PSF 7- 8=(-4766) 0 12- 6=(-1236) 0 LETINS: 3-11-00 3-11-00 8- 9=( -344) 160 _ 6-13=( -52) 432 ' ADDL:.BC UNIF LL+DL= 26.6PLF 1'- 3.0" TO 29'.- 9.0" V - 13- 7=( -680) 584 ' 1 2 ) complete trusses required. •BRIG Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED LENGTH nails staggered: REQUIREMENTS OF CBC 2013 NOT BEING MET. - LOCATIONS. REACTIONS REACTIONS SIZE INCHES (SPECIES) 9" oc in 1 row(s) throughout 2x4 top chords, 0',- 0.0" 0/ 1928V -4300/ 4300H 5.50" 1.03 OF ( 625) 9" oc in 1 row(s) throughout 2x4 bottom chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 31- 0.0" 0/ 1928V -4300/ 4300H 5.50" 1.03 OF ( 625) 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD•LIVE LOADS ACT.: -NON -CONCURRENTLY. BRG @ 0'- -0.0" 1.03 DF/ 1.59 HF/ 1.51 SPF BRG @ 31'.- 0.0" 1.03 DF/ 1.59 HF/ 1.51 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.091" @ 15'= 6.0" Allowed = 1.003" - - - MAX DL CREEP DEFL = -0.303" @ 15'- 6.0" Allowed = 1.504" - MAX TL CREEP DEFL = -0:394" @ 15'- 6.0" Allowed = 1.504" - .. RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.310" - MAX HORIZ. LL DEFL 0.041"-@ 01- 5.5" - - - - -- - - .MAX HORIZ. TL DEFL -.0.099" @ 0'- 5.5" a COND. 2. 4300.00 LBS SEISMIC LOAD. 2 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2,-Exp.B, MWFRS(Dir), Toad duration factor=1.6, 15-06 ' 15-06 End vertical(s) are exposed to wind, Truss designed for wind loads 3-09-19 1-05-14 5-02 5-00-04 5700-04 5-J02' 1-05-19 3-09-14 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 -3x5 M -3x5 - N 4 '.2:5" 6 •;.. o M -3x5 M -3x5 , o M -3x6 2 3 -7' M -3x6' C, a { C, - < - - 10 1 M 5x5 M -2x9 - 11 M -3x9 - .120.25" 13 - _ M -3x9 ,14 M -2x9:- 11M -5x5 90 •, - y , M-50 (S) f 5-02 5-00-04 5-03-12 5-03-12 5-00-04 5-02 <PL:12-00-12 31-00 JOB NAME: Kelly Residence Lot 161-162 - A57 Truss: tr�� A DES. BY: EE DATE: 3/25/2016 SEQ.: 6378465 TRANS ID: 435020 I IIII I I III I) I IIII II I I I I I I IIII IIII Scale: 0.2057 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 is the responsibility of the erector. Additional permanent bracing of To .c. and at 10' o.c. respectively unless braced throughout their Is th by continuous sheathing such as plywood sheathing(TC) and/or drywa ftc). 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 bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and ane 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 fabrication, handling,necessary. shipment end 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 buss, and placed so their center TPUWTCA in BCSI, copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) * EXP* 161111 1 S� CIVIC �Q • 9TFCFCAI�F��/ h � J 0-08 21-01-08 1-01-12 20-07-12 <PL:12-00-12 21-09-08 >PL:10-00-12� JOB NAME: Kelly Residence Lot 161-162 A58 Scale: 0.2401 4� Truss: 5 E DES. BY: EE DATE: 3/25/2016 SEQ.: 6378466 TRANS ID: 435020 111111111111 VIII1IIII1111111111111 WARNINGS: II 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 This design prepared from computer ir.out b incorporation of component is the responsibility of the building designer. '_ 2. Design assumes the top and bottom chords to be laterally braced at la the responsibili of the erector. Additional pe manent b ad of ty n9 T o.c. and at 10• o.c. respectively unless braced throughout their le th by . continuous sheathing such as plywood sheathing(TC) and/or drywa"$C). the overall structure is the responsibility of the building designer. SPF_ABRIM (JR_ LUMBER SPECIFICATIONS 4. Installation of truss is the responsibility of the respective contractor. TRUSS SPAN 211- 9.5" - 5. Design assumes trusses are to be used in a non-coaosive environment, CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF HIdBTR 5. CompuTms has no control over and assumes no responsibility for the LOAD DURATION INCREASE = 1.25 1- 2=(-2939) 1865 7- 8=( 0) 8 1- 7=( 0) 113 4-10=(-1113) 530 BC: 2x4 OF 01dBTR; SPACED 24.0" O.C. 2- 3=(-2092) 1022 8- 9=( -896) 1935 1- 8=(-945) 2044 10- 5=( -668) 1682 2x8 OF 2250F B1, 3- 4=(-1404) 203 9-10=(-2312) 3231 8- 2=(-727) 415 5-11=(-1454) 432 WEBS: 2x4 OF H16BTR LOADING 4- 5=(-1024) 0 '10-11=(-3346) 3551 2- 9=(-903) 894 11- 6=( -106) 0 LL( 20.0)+DL( 23.0) ON TOP CHORD =` 43.0 PSF 5- 6=( -129) 131 9- 3=(-300) 290 TC LATERAL SUPPORT <= 12110C. UON: DL ON BOTTOM CHORD = 7.0 PSF 9- 4=(-984) 1139 BC LATERAL SUPPORT <= 12"OC. UON. - TOTAL LOAD = 50.0 PSF - BEARING MAX VERT MAX HORZ BRG• REQUIRED BRG LENGTH ___________________________________ 'LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF CBC 2013 NOT BEING MET. r 01- 8.0" -331/ 1550V -3600/ 3600H 5.50" 1.65 OF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 211- 9.5" -360/ 1498V -3600/ 3600H 5.50" 1.60 OF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP - _ - AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.' - - - BRG @ 01- 8.0" 1.65 DF/ 2.55 HF/ 2.43 SPF Unbalanced live loads have been BRG @ 211- 9.5" 1.60 DF/ 2.47 HF/ 2.35 SPF considered for this design. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 - - MAX LL DEFL = -0.034" @ 111- 2.5" Allowed = 0.674" -' MAX DL CREEP DEFL = -0.061" @ 111- 2.5" Allowed = 1.010" - - - - MAX TL CREEP DEFL = -0.095" @ 11'- 2.5" Allowed = 1.010" ' 11-02-03 , 8-07-10 1-11-11 - RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.068" MAX HORIZ. LL DEFL = 0.054" @ 1'- 1.5" 6-06-06 9-01-02 9-08-12 5-00-09 1-OS . MAX HORIZ. TL DEFL = -0.057" @ 1'- ,1.5" 12 - 12 COND. 2: 3600.00 LBS SEISMIC LOAD. ,. 3.001 ' , - ,... f - �, v 3.00 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, -• "t 'y'- - •' , S.(All Heights), Enclosed, Cat.2,- Exp.B,. MWFRS(Dir), -• load duration factor= 1.6, M-4x6 - M-7x6 End vertical(s) are exposed to wind, 3 M-3x5'. 5 M-2x4 Truss designed for wind loads 4 6 in the plane of the truss only. M-3x5' 2 Design checked for a 300 lb concentrated top chord " live load-per IBC 2012 due to maintenance workers r, - M-10x10 which is non-concurrent with other live loads. O n o i M-9x5 - r d o .ti 76 M-2x4 M-4x5 11 > M-3x8 9 0 . -1 10 M-4x5 - M-5X8(S) 1-03-08 ` 4-11-06 4-02-14, 5-02. 6-01-12 h � J 0-08 21-01-08 1-01-12 20-07-12 <PL:12-00-12 21-09-08 >PL:10-00-12� JOB NAME: Kelly Residence Lot 161-162 A58 Scale: 0.2401 4� Truss: 5 E DES. BY: EE DATE: 3/25/2016 SEQ.: 6378466 TRANS ID: 435020 111111111111 VIII1IIII1111111111111 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 la the responsibili of the erector. Additional pe manent b ad of ty n9 T o.c. and at 10• o.c. respectively unless braced throughout their le th by . continuous sheathing such as plywood sheathing(TC) and/or drywa"$C). the overall structure is the responsibility of the building designer. 3. 2. Impact bridging or lateral bracing required where shown+ + 4. No bad should be applied to any component until ager all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non-coaosive environment, design bads be applied to any component. and are for *dry condition- of use. r 5. CompuTms 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,necessary. shipment and installation of components. 6. This design is furnished subject to the limitations set forth by 7, Design assumes adequate drainage Is provided. TPI/WICA in BCSI, copies of which will be famished upon request. 8. Plates shall be located on both faces of tnrss, and placed so their center lines coincide with pint center lines. 9.Digits indicate size of plate in Inches. MiTek USA, IncJCornpuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) This design prepared from computer input by SPA11WRI(M (JR- M M LUMBER SPECIFICATIONS TRUSS SPAN 311- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF ffldBTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=(-2333) 0 8- 9=(0) 20 . 1- 8=( 0) 131 ll'- 6=( -149) 352 BC:2x4 OF H1dBTR; SPACED 28.2" O.C. 2- 3=(-2673) 0 9-10=(0) 2207 1- 9=( 0) 2320 6-12=( -822) 0 -2x8 OF 11l&BTR B1 3- 4=( -420) 55 10-11=(0) 2511 9- 2=( -806) 0 12- 7=( 0) 2268 WEBS: 2x4 OF NIdBTR; LOADING 4- 5=( -414) 56 11-12=(0) 2429 2-10=( 0) 548 13-15=( 0) 187 2x8 OF 225OF A LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-2682) 0 12-13=(0) 305 10- 3=( -19) 188 7-15=(-1834) 0 DL ON BOTTOM CHORD = ' 7.0 PSF 6- 7=(-2505) 0 13-14=(0) 0 3- 5=(-2351) 0 TC MAX PURLIN SPACING 32"OC. UON. TOTAL LOAD= 50,0 PSF 5-11=( 0) 248 BC MAX PURLIN SPACING 120"OC. UON. - ` - BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 13'- 0.0" TO TB'- 0.0" V BEARING -MAX VERT MAX HORZ BRG REQUIRED'BRG LENGTH Unbalancedlive loads have been _ LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) considered for this design. - BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 01- 8.0" 0/ 1954V -30/ 49H 3.50" 2.08 OF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2013. 311- 0.0" 0/ 1864V 0/ ON 5_50" 0.65. OF (1925) - THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. - BRG @ 01- 8.0" , 2.08 DF/ 3.22 HF/ 3.06 SPF BRG @ 31'- 0.0" 1.99 DF/ 3.07 HF/ 2.92 SPF .. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 - _ MAX LL DEFL = -0.308" @ 18- 0.9" Allowed = 0.986" MAX DL CREEP DEFL = -0.236" @ 18'- 3.5" Allowed = 1.479" - MAX TL CREEP DEFL = -0.525" @ 18'- 0.9" Allowed = 1.479" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.236" • MAX HORIZ. LL DEFL = 0.033" @ 30'- 8.9" 15-06 - 15-06 MAX HORIZ. TL DEFL = 0.058" @ 301- 8.9" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, 6-06 6-06 2-06 2-06 6-04-04 6-07-12 (All Heights), Enclosed, Cat.2, Exp. B, MWFRS(Dir), load duration factor=1.6, 12 IPM -4x9 12 End vertical(s) are exposed to wind, 0 3.01 v a 3.00• Truss designed for wind loads M -3x10 4 M -3x10 in -the plane of the truss only. 3 5 Design checked for a 300 lb concentrated top chord M -3x5 M -3x5 live load per IBC 2012 due to maintenance workers 2d 6 • which is non -concurrent with other live loads. N ., M -4x10 , o =M -10x10 o M -4x16, o M -4x5+ o 7 I I - t o 5-00 o 0 1 A I o ok Jig l o C> ' 8 910 11. z 12 134 #"M M -2x9 M -3x8 0.25" M=2x4. -12(S)` of M -4x6 -3x8 M -2x9 M -5x M -2x9 I�� 1-03-08 4-11 ,I• � "6-07-12 5-03-08 1. t t 6-06 6-04-04 !tet 0-08 -. 30-09 � • I r 1-01-12 29-10-04 <PL:12-00-12 31-00 >PL:11-00-04 JOB NAME: Kelly Residence Lot 161-162 - A59 Scale: 0.1993 Nq(� pFESS/-9 p WARNINGS: noted: GENERAL NOTES, unless noted: 5' 1. Builder and erection contractor should be advised of all General Notes ed onlyotherwise 1. This design is based only upon the ere shown and is for an individual Tru $ $ • and Warnings before construction commences. building component. Applicability of design parameters and proper is the building designer. - 2. 2x4 compression web bracing must be installed where shown •. incorporation of component the responsibility of DES. BY • EE 3. Additional temporary bracing to Insure stability during we 2. Design assumes the top and bottom chords to be laterally braced at T ° ° end et 10' o.c. respectively unless braced throughout their lert�th by " 111 C 60 384 m rn • is the responsibility of the erector. Additional permanent bracing or continuous sheathing such as plywood sheathing(TC) and/ordrywall C). DATE • 3/25/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 6378467 4. No bad 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. : fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non-comesive environment, 'dry TRANS I D : 435020 design bads be applied to any component. 5. CompuTms has no control over and assumes no responsibility for the and are forcondition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if I Z S /l d' C1�/ � (abricetion, handling, shipment and Installation of components. 6. This design is furnished to the limitations set forth by 7, Design assumes adequate drainage isProvided. Plates faces truss, their - �P T9Tc C QF subject in BCSI, copies of which will be furnished upon request. 8. shall be located on both of and placed so center lines coincide with Joint center lines. CA �W IIII I II II I III IIII VIII 11111111111111 III I I IIII INTPI/WTCA 9. Digits indicate size of plate in Inches. MiTek USA, Inc./CompuTrus Software +7.6.7SP2(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Truss: ( DES. BY: EE DATE: 3/25/2016 SEQ.: 6378468 TRANS ID: 435020 1111111111111111111111111111111111111111 IIII 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. This design prepared from computer input by ,. 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 dudng construction is the responsibility of the erector. Additional permanent bracing of Io ty P n9 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 th by the overall structure is the responsibility of the building designer. SPAVBRII (JR)_ M M LUMBER SPECIFICATIONS TRUSS SPAN 311- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 111&BTR LOAD DURATION INCREASE =,1.25 (Non -Rep) 1- 2=(-2333) 0 r8- 9=(0) - 20 1- 8=( 0) 131 11- 6=( -149) 352 BC: 2x4 DF 01&BTR; SPACED 28.2" O.C. y - 2- 3=(-2673) 0 . 9-10=(0) 2207 1- 9=( 0) 2320 6-12=( -822) 10 2x8 DF ffl&BTR B1 lines coincide with joint center lines. 3- 4=( -420):55 10-11=(0) 2511 9- 2=( -80.6) 0 12- 7=( 0) 2268 WEBS: 2x4 DF N1&BTR; LOADING 4- 5=( -414) 56 11-12=(0) 2429 2-10=( 0) 548 13-15=( 0)- 187 2x8 DF 2250F A LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-2682) 0 12-13=(0) 305 10- 3=( -19) 188 7-15=(-1834) 0 DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-2505) 0 13-14=(0) 0 3- 5=(,-2351) 0 TC MAX PURLIN SPACING 32"OC. UON. - ,TOTAL LOAD = 50.0 .PSF - .5-11=( 0). 248 - BC MAX PURLIN SPACING 120110C. UON. ;, BC.UNI£ LL( 0.0)+DL( 15.0)= 15.0 PSF 131- 0.0" TO 181- 0.0" V BEARING MAX VERT MAX HORZ - BRG REQUIRED BRG LENGTH Unbalanced live loads have been LOCATIONS. REACTIONSREACTIONS SIZE INCHES (SPECIES) considered for this design., a -BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 01- 8.0" 0/ 1954V . -30/ 49H 3.50" 2.08 DF ( 625) • LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2013. 31'- 0.0" 0/ 1864V - 0/ OH 5.50" 0.65 OF (1925) THE BOTTOM CHORD DEAD LOAD IS A. MINIMUM OF 10..PSF. BRG @ 01- 8.0" 2.08 DF/' 3.22 HF/ 3.06 SPF BRG @ 31'- 0`.0" 1.99 DF/ 3.07 HF/ 2.92 SPF ` _ - . �. • '. s VERTICAL DEFLECTION LIMITS: LL=L/360,-TL=L/240••- MAX LL DEFL = -0.308" @ 18'- 0.9" :Allowed = .0.986" .MAX DL CREEP DEFL = -0.236"@ 181- -3.5" Allowed = 1.479" .. = _ _ lowed = 1'.479" , ,MAX TL CREEP DEFL 0.525" @ 18' 0.9"- Al • - _ - - - ' - RECOMMENDED CAMBER .(BASED ON DL DEFL)= 0.236",- . - - MAX HORIZ. LL DEFL '_ . 0.033" @ 301- 8.9" " - 15-06 ,- ` 15-06M MAX ORIZ. TL DEFL,- 05 0 @ 30' 8.4" AX 8 - Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2,'ASCE 7-10, 6-06 6-06 2-06' 2-061. 6-09-09 6-07-12 (All Heights), Enclosed, Cat.2, Exp.B, 'MWFRS(Dir),_' f load duration.factor=1.'6, < , -• . 12 3.00 v 11M -4x9 a 3.00 12 End vertical(s) are exposed to wind, Truss designed for wind loads " M -3x10 4 M -3x10 - in the plane of the truss only. 31.- Design.checked for a 300 lb concentrated top chord M -3x5 ' ; M -3x5 live load per IBC 2012 due to maintenance workers 2 6 which is non -concurrent with other live loads. 'M -4x10 - M -10x10 r o M74x16 0 0 .M -9x5+ i 7 C, co 5-00' * A o 1 t. .. 8 9 M72x4 M -3x8 - 10 11 12.. 0.25".M -2x4 M -4x6 M -3x8 - 134 _ M -2x4: M-5x12(S). _ i M -2x9 1-03-08 4-11` 6-07-12 ` 5-03-08 6-06 6-04-09 f 0-08 30-09 1-01-12.' . 29-10-69 <PL:12-00-12 31-00 >PL:11-00-04 JOB NAME: Kelly Residence Lot 161-162 --A60 Scale: 0.1993 Truss: ( DES. BY: EE DATE: 3/25/2016 SEQ.: 6378468 TRANS ID: 435020 1111111111111111111111111111111111111111 IIII 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 dudng construction is the responsibility of the erector. Additional permanent bracing of Io ty P n9 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 th by the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) end/or drywalft$C). 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 bads greater than 5. Design assumes busses are to be used in a nor,conosive environment, design loads be applied to any component. • and are for'dry cordition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPUWTCA in 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 +7.6.7SP2(1 Q -E 10. For basic connector plate design values see ESR•1311, ESR -1988 (Mi7ek) Z LU C 60384 • EXP. 06/30/16 T CIVIC �P sgTF0 CAOF Truss: Ca DES. BY: EE DATE: 3/25/2016 ` SEQ.: 6378469 TRANS ID: 435020 111111111111111111111111111111111111111111111 WARNINGS: GENERAL NOTES, unlessothenwise noted: 1. Builder and emotion 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. This design prepared from computer input by 2. 2x4 compression web bracing must be Installed where shown +, VIV�WIII 3. Additional temporary bracing to insure stability during cons trud'an 2• Design assumes the top and bottom chords to be laterally braced at SPI_ABRI= (JRi LUMBER SPECIFICATIONS the overall structure is the responsibility of the building designer. TRUSS SPAN 311- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1dBTR fasteners are complete and at no time should any bads greater than LOAD DURATION INCREASE =-1.25 (Non -Rep) 1- 2=(-4398) 0 1-10=(0) 4781 1- 2=(-4398) 0 7-14=( D) 293 BC: 2x4 OF #1dBTR 5. CompuTrus has n o control over and assumes no responsibility for the SPACED 24.0" O.C. 2- 3=(-4276) 0 10-11=(0) 4770 10- 3=( 0) 275 8- 9=(-4639) 0 WEBS: 2x4 OF #1dBTR 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 3- 4=(-4375) 0 11-12=(0) 4758 3-11=( -191) 437 lines coincide with joint center lines. _ LOADING 4- 5=(-3472) 0 12-13=(0) 4852 11- 4=( 0) 263. TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF ` 5- 6=(-3471) 0 13-14=(0) 5166 4-12=(-1117) 0 BC LATERAL SUPPORT <= 12"OC. UON. - `.DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-4492) 0 14- 9=(0) 5178 12- 5=( 0) 1330 TOTAL LOAD = 50.0 PSF', 7- 8=(-4677) 0 12- 6=(-1225) - 0• LETINS: 3-11-00 3-11-00 8- 9=( -287) 47 6-13=( 0) 350 ' ADDL: BC UNIF LL+DL= 26.6 PLF 1'- 3.0" TO 29'- 9.0" V 13- 7=( -362) 243 Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH " REQUIREMENTS OF,CBC 2013 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE INCHES - (SPECIES) 01- 6.0.1 0/ 1959V -2000/ 2000H 5.50" 1.96 OF ( 625) BOTTOM CHORD CHECKED FOR IOPSF-LIVE LOAD. TOP 311- 0.0" 0/ 1897V -2000/ 2000H 5.5.0" 2.02 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - - ,• BRG -@ 01- 6.0" 1.96 DF/ 3.02 HF/ 2.88 SPF BRG @ 31'- 0.0" 2.02 DF/ 3.12 HF/ 2.98 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.168" @ 15'- 6.0" Allowed = 0.986'.' u 1 MAX DL CREEP DEFL = -0.558" @ 15'- 6.0" Allowed = 1.479" " • ' :. ,,: - .'MAX TL CREEP DEFL = -0.725" @ 151- '6.0" Allowed = 1.479".- " RECOMMENDED CAMBER(BASED ON DL DEFL= 0.568" -" MAX HORIZ. LL DEFL = -0.066" @ 01- 11.5" •.":.- • - MAX HORIZ. TL DEFL = -0.175" @ '0'-'11.5"- COND. "2: 2000:00 LBS SEISMIC LOAD. 15-0615-06 �' -.- - Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4:2,'ASCE 7-10; •� • "+ ,- - (All Heights), Enclosed, Ca t,2, Exp. B, MWFRS(Dir),. 1-05-14 5-02 ' 00=45-0 � 0 •5-0 load duration cr3-09-14 1-05-19 . wind, Endvertical(s) arexposed to. - Truss designed for wind loads" 12 -4x6 612 in the plane of the truss'only. 3.-00 v M a 3.00 r " 4 0., Design checked for a 300 lb concentrated top chord . 5 live load per IBC 2012 due to maintenance workers " which is non -concurrent with other live loads. ; M -3x5 `. M73x5 N 4 3.0'; 6 o M -3x5 _ M -3x5 C M'3x5 s 7 M -3x10 r _ 2 - _ 8 - -" --9 ro < 10 M -5x10 M -2x9 11 M -3x4" _ -'.- 12 - 13 14' 25 0."� M -3x9 - M -2x4 M -5x10 0 MHS -5x14(5)' 5-02 5-00-04 5-03-12 5-03-12 5-00-04 5-02 0-06 30-06 <PL:12-00-12 31-00 JOB NAME: Kelly Residence Lot 161-162 - A61' Scale: 0 2048 Truss: Ca DES. BY: EE DATE: 3/25/2016 ` SEQ.: 6378469 TRANS ID: 435020 111111111111111111111111111111111111111111111 WARNINGS: GENERAL NOTES, unlessothenwise noted: 1. Builder and emotion 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 cons trud'an 2• Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bred of h n9 T o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as drywallC). the overall structure is the responsibility of the building designer. plywood sheathing(TC) and/or 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 bads greater than 5. Design assumes trusses are to be used in a nontconoslve environment, design bads be applied to any component. and are for *dry condition' of use. 5. CompuTrus has n o 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. 7. Design assumes adequate drainage is provided. Design as' 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 fumished upon request. lines coincide with joint center lines. _ 9. Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 LYE 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) This design prepared from computer input by _ SPFJ,BRI� (JRM - LUMBER SPECIFICATIONS TRUSS SPAN 311- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 016BTR - LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -117) 0 1-11=(0) 4278 1- 2=(-4'579) 0 9-10=(-4548) 0 BC: 2x4 OF 01dBTR SPACED 24.0" O.C. 2- 3=(-4536) 0 11-12=(0) 4520 3-11=( 0) 472 WEBS: 2x4 OF #1dBTR 3- 4=(-4757) 0 12-13=(0) 3873 11- 4=( 0) 293 LOADING 4- 5=(-4047) 0 13-14=(0) 4550 4-12=( -716) 0 TC LATERAL SUPPORT <= 12"OC. UON. - LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-38791 0 14-10=10) 4254 12- 5=( 0) 573 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-4067) 0 12- 6=( -113) 129 TOTAL LOAD = 50.0 PSF 7- 8=(-4770) 0 6-13=( 0)-567 8- 9=(-4512) 0 13- 7=( -726) 0 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC UNIF LL+DL= 26.6 PLF 1'- 3.0" TO 29- 9.0" V 9-10=( -121) 0 7-14=( O) 272 ALL FLAT TOP CHORD AREAS NOT SHEATHED ,. 14- 8=( 0) 501 ___ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LETINS: 2-11-00 2-11-00 LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 01- 0.0" 0/ 1928V -18/ 18H 5.50" 2.06 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 311- 0.0" 0/ 1928V 0/ OH 5.50" 2.06 DF ( 625) BRG @. 01- 0.0" 2.06 DF/ .3:17 HF/ 3.02 SPF ' BRG @ 311- 0.0" 2.06 DF/ 3.17'HF/ 3.02 SPF ' - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.196" @ 16'- 6.0" Allowed = 1.003" MAX DL CREEP DEFL = -0.634" @ 16'- 6.0" Allowed = 1.504" • - - MAX TL CREEP DEFL = -0.830" @ 161- 6.0" Allowed = 1.504" • • - .RECOMMENDED CAMBER (BASED ON .DL DEFL= 0.634" .. .. MAX HORIZ. LL DEFL =0.053" @. 301- 6:5" MAX HORIZ. TL DEFL = 0.166" @ 30'- 6.5" .,- - - 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. ` 19-05-11 2-00-10 14-05-11 Design checked for a 300 lb concentrated top chord 2-10-09'1-09-07 4-07-11 5-02-06` 2-00-10 5-04-11 4-06-08 1-08-04 2-10=04 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. ' 12 12 3.00 v M -9x12 M -7x8 v 3.00 -• ' S 6 - 14-3 x5 - M -3x5 C> M -2x9 M -2x9 o M -3x10 2 3 6 M -3x10 c o 9 0 . i1-- -. --10o - M -5x8 11 12 13 14~ _ M -3x9 0.25" M -3x9 M -3x9 M -5x8 .. MHS -5x19 (S) 6-11-08 6-09-12 3-07-04 6-08 6-11-08 <PL:12-00-12 31-00 JOB NAME: Kelly Residence Lot 161-162 - A62 Scale: 0.2057 pFESS/pN WARNINGS: GENERAL NOTES, unless otherwise noted: 9`F 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 ] 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. 2. Design assumes the top and bottom chords to be laterally braced at h� DES. BY : EE 3. Additional temporary bracing to insure stability during construction 2' o.c. and at 10' o.c. respectively unless braced throughout their le by is the responsibility of the erector. Additional permanent bracing of 0 W C- 60 384 m rn DATE: 3/25/2016 continuous sheathing such as plywood sheathing(TC) and/or drywal C). the overall structure is the responsibility of the building designer. 3. 2x Impactbridging or lateral bracing required where shown ++ CC TO SEQ. : 6378470 4. No bad 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 used in EXP. 06130/ 6 fasteners are complete and at no time should any loads greater than assumes are a n corrosive environment, design bads be applied to any component. and are for'dry condition' of use. TRANS I D : 435020 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling,necessary' installation is CiV �L P \� shipment and of components. 7. Design assumes adequate drainage is provlded. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces ortruss, and so their center '9J' FCF placed in BCSI, copies o(which will be famished upon request lines coincide with pint center lines. - CAO IIIIII II II I III VIII I VIII III I IIII IN 9. Digits indicate size of plate in inches. MiTek MiTek USA, IncJC:ompuTrus Software 7.6.7(1 LYE I.For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Truss: . AA DES. BY: EE DATE: 3/25/2016 SEQ.: 6378471 TRANS ID: 435020 1111111111111111111111111111111111111111 III WARNINGS: - GENERAL NOTES, unless otherwise noted: III 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 designinput bi. 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 Spas (JRrompute LUMBER SPECIFICATIONS TRUSS SPAN 1'- 8.9" continuous sheathing such as plywood sheathing(TC) and/or drywa"$C). the overall structure is the responsibility of the building designer. 3. 2x Impart bridging or lateral bracing required where shown ++ 1COND. 2: 200.00 PLF SEISMIC LOAD. TC: 2x4 DF N1dBTR LOAD DURATION INCREASE = 1.25 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, BC: 2a4 OF N16BTR ". 'SPACED 24.0" O.C. • ` Note:Truss design requires continuous WEBS: 2x4 DF•H1dBTR • - - TPIIWfCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center Imes. bearing wall for entire span UON. - - TC LATERAL SUPPORT 24"OC. UON. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF I' Allconnections and attachments of components to form 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 `. NOTE 2x4 BRACING AT 24"OC DON. FOR LIMITED` STORAGEDOES NOT APPLY DUE,TO THE ' SPATIAL Design assumes shear panel to align with verticals in adjacent trusses. - ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF CBC 2013 NOT BEING MET. _ ,1 _. .•- - - Note: Attachments as stated above must account • Unbalanced live loads have been BOTTOM CHORD CHECKED'FOR IOPSF LIVE LOAD. TOP for Ithe component overturning„moment. considered for this design: AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY, , .. Design checked for a 300 lb concentrated top chord 0-03-08 live e workers per IBC 2012,due oothertlivecloads. ` whichlid snon-concurrentwith 1-02-0606-08 r 1-05-06 3.00 M -5x7 ' M -4 x6 M -3 x5 ! .• ; , e, M—�x4 M-�xS y s A Y w t. 1-08-14' t JOB NAME:, Kelly Residence Lot, 161-162 - AA Truss: . AA DES. BY: EE DATE: 3/25/2016 SEQ.: 6378471 TRANS ID: 435020 1111111111111111111111111111111111111111 III 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 . is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their lenth by continuous sheathing such as plywood sheathing(TC) and/or drywa"$C). the overall structure is the responsibility of the building designer. 3. 2x Impart bridging or lateral bracing required where shown ++ - 4. No bad 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 bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and are for'dry condition' of use. - 5. CompuTrus has no central over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim orwedge if fabrication. handling,p necessary. shipment end Installation of cora vents. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by ” 6. Plates shall be located on both faces or truss, and placed so their center - TPIIWfCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center Imes. 9. Digits indicate size of plate in inches. MiTek USA, IncXonlpuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1986 (MTek) This design prepared from computer input by SPF_ABRI� (JR_ _ LUMBER SPECIFICATIONS TRUSS SPAN 1'- 7.9" r COND, 2: 200.00 PLF SEISMIC LOAD. TC: 2x4 DF 1j16BTR + LOAD DURATION INCREASE = 1.25'0 BC: 2x4 DF N16BTR _ - SPACED 24.0" O.C. '. Note:Truss design requires continuous WEBS: 2x4 DF 0ldBTR - bearing wall for entire span UON. r LOADING All connections and attachments of components to form. TC LATERAL SUPPORT <= 12110C.PS OC. UON. - LL( 20.0)+DL( 23.0) ON - • TOP CHORD = 43.0 F. .. 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" M -4x5 M -2x4 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP for the component overturning moment. 1° 2 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 _ _ r which is non -concurrent with,other live loads. r• a t • 707 <PL: 0-00-00 _ JOB NAME: 'Kelly Residence Lot 161-162 - AB r0.5461 Scale: ()FESS/p 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 $ . 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. %L - 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 length by ,y U UJ G C .V 384 ftp rn DATE: 3/25/2016 is responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywalllOC). 3. 2x Impact bridging or lateral bracing required where shown ++ �7 SEQ. : 6378472, 4. No bad 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: 06130/16 * . TRANS I D : 435020 - - fasteners are complete and at no time should any bads greater than design bads be applied to any component. 5. Comp has ro control over and assumes no responsibility for the and are br'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary' 'v" Q C \� tion, fabrication, handling, shipment and installation of components. furnished forth 7, Design assumes adequate drainage is previded. '9% !tl\ 6. This design is subject to the limitations set by B. Plates shall be located on both faces of truss, and placed so their center OFCA II III II III IIII VIII I III III I 1111 I III TPIIWTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of platein inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 LYE 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) This design prepared from computer input by ,IIII SP RI(M (JRI LUMBER SPECIFICATIONS TRUSS SPAN 1',- 5.4" COND. 2: 200.00 PLF SEISMIC LOAD, TC:2x4 DF #1dBTR _ LOAD DURATION INCREASE = 1.25 - - Note:Truss design requires continuous BC: ,2x4 DF 41dBTR. _ SPACED 24.0" O.C. _ bearing -wall for. entire span UON. WEBS: 2x4 DF #16BTR - ' ., ." LOADING All connections and,attachments of components to form TC LATERAL SOPPORT <= 12110C. BON. 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. - VL :ON BUTTUM CHORD = 7.0. PSF the .responsibility of the engineer of record. 1 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 M -5x5 M -2x9 2013 NOT BEING MET. '. Note: Attachments as stated above must account 1 2_ BOTTOM CHORD CHECKED FOR SF LIVE LOAD. TOP for the component overturning moment. — — AND BOTTOM CHORD LIVELOAD DS ACT.'NON -CONCURRENTLY: - II. ; Design checked for a 300 lb concentrated top chord — — II live load per IBC 2012 due to maintenance workers which is non -concurrent with other live -loads. CP CP O - 1 - - • - ,, T - y •, ` ,1 •'i ; I � . , ►' - 4 � ,. .. .. 'fir Y _. , + 1331< ,, - - —q— r , . -•1• <� .. - +': . M-2x9-M—Sx5'x r .. 1-05-06 r JOB NAME: Kelly Residence Lot 161-162 - AC r Scale: 0.5669- . ()FESS/p N��� 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 T ll S $ l� 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. • 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 T o.c. and at 10' o.c. respectively unless braced throughout their leTth by W'C'60384 m is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood shealhing(TC) and/or drywall BC). DATE: 3/25/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6378473 4. No bad 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 EXP. 06130/16 *..- .06 TRANS I D : 435020 fasteners are complete and at no time should any bads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes n o responsibility for the assumes are used a non -corrosive environment, and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 3 S /1 (V 1 sT C \- - fabrication, handling, shipment and installation of components. furnished forth necessary. 7: Design assumes adequate drainage is pmvided. .� - FOF " 6. This design is subject to the limitations set by 8. Plates shall be located on both faces of buss, and placed so their cancer - - CAI III III II I III VIII II VIII VIII IIII IIII TPIIWTCA in SCSI, copies of which will be furnished upon request lines coincide with pint center lines. 9. Digits indicate size of plate in inches. MiTek USA, IncJCompuTrus Software 7.6.7(1 LYE 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) Truss: DES. BY: EE DATE: 3/25/2016 SEQ.: 6378474 TRANS ID: 435020 II II I II I III VIII IIII I I I 111111111 IN 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. L 2. Design assumes the top and bottom chords to be laterally braced at is the res nsibili of the erector. Add'Abnal permanent bred of Po tY n9 This design prepared from computer input by the overall structure Is the responsibility of the building designer. O , 4. Installation of truss is the responsibility of the respective contractor. - fasteners are complete and at no time should any bads greater than SPPJJWRI� (JRM M LUMBER SPECIFICATIONS, 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 - TRUSS SPAN 21- 6.9" fabrication, handling,necessary. shipment end installation of components.. COND. 2: 200.00 PLF SEISMIC LOAD. TC: 2x4 DF H1dBTR O TPUWTCA in BCSI, copies of which will be furnished upon request:. LOAD DURATION INCREASE = 1.25 • ' O I Note: Truss design requires continuous O 1 BC: 2x4 DF H1dBTR SPACED 24.0" O.C. bearing wall for entire span UON. ' WEBS: 2x9 DF N16BTR - a 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 loadiriy is BC LATERAL SUPPORT <= 12110C.UON. , DL ON BOTTOM CHORD = 1.0 PSP the responsibility of the engineer of record. ' TOTAL LOAD. = 50.0 PSF - - ` Design assumes shear panel to align with verticals _2-06-19 LIMITEDSTORAGEDOES NOT APPLY DUE TO THE SPATIAL in.adjacent trusses. REQUIREMENTS OF CBC 2013 NOT BEING MET. - • Note: Attachments as stated above must account i =M -4x4 M -2x9 BOTTOM onmmnv CHORD CHECKED FOR 1OPSF LIVE LOAD. ninon T me Tnane nnm anu_nnonnoocnrmty TOP for the component overturning momenta Truss: DES. BY: EE DATE: 3/25/2016 SEQ.: 6378474 TRANS ID: 435020 II II I II I III VIII IIII I I I 111111111 IN 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. L 2. Design assumes the top and bottom chords to be laterally braced at is the res nsibili of the erector. Add'Abnal permanent bred of Po tY n9 O the overall structure Is the responsibility of the building designer. O , 4. Installation of truss is the responsibility of the respective contractor. - fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a con -corrosive environment, design bads be applied to any component. and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling,necessary. shipment end installation of components.. O 6. This design is furnished subject to the limitations set forth by O TPUWTCA in BCSI, copies of which will be furnished upon request:. lines coincide with pint center lines. • ' O I MiTek USA, Inc]CompuTrus Software 7.6.7(11)-E O 1 a Truss: DES. BY: EE DATE: 3/25/2016 SEQ.: 6378474 TRANS ID: 435020 II II I II I III VIII IIII I I I 111111111 IN 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 is the res nsibili of the erector. Add'Abnal permanent bred of Po tY n9 2' o.c. and at 10' o.c. respectively unless braced throughout their Is th by continuous sheathing such as sheathmg(TC) and/or drywalftBC).. the overall structure Is the responsibility of the building designer. plywood 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad shroud 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 bads greater than 5. Design assumes trusses are to be used in a con -corrosive environment, design bads be applied to any component. and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling,necessary. shipment end installation of components.. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPUWTCA in BCSI, copies of which will be furnished upon request:. lines coincide with pint center lines. 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) C 60384 A EXP. 06130/16 3/25/ s� C1 1\. OF MJ _ WARNINGS: GENERAL NOTES, unlessotherwiseinoted: This design prepared from computer input bi. 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 r and Warnings before construction commences. building component. Applicability of design parameters and proper SPFIll§ABRIf (JRM M LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.4" ' COND. 2: 200.00 PLF SEISMIC LOAD. TC: 2x10 BC: 2x12 DF 42 DF #2 LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(fC) and/or dN:II$C). - Note:Truss design.requires continuous 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 5. Design assumes trusses are to be used in a noncorrosive environment, _ TRANS I D : 435020 wall for entire span UON. TC LATERAL SUPPORT <= 12110C.bearing OC. UON. . LOADING .. Ail connections and 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 <=.12110C. (ROOM AREA) + DL ON ,BOTTOM CHORD = 7:0'PSF 9.Digits indicate size of plate In Inches: " » the responsibility of the engineer of record. ' MiTek USA, Inc./CompuTrus Software +7,6.7SP2(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) TOTAL,LOAD = 50.0 PSF Unbalanced live loads have been ` considered for this design. -, 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. rNote: Attachments as stated above must account BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP for the component overturning moment. Lumber must be free and' - - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY: _ - clear of knots and splits ." Design checked for a 300 lb concentrated'top chord live load per IBC 2012 due to maintenance workers. A which, is non -concurrent with other live loads. r M -2x10+ M -2x10+ _ WARNINGS: GENERAL NOTES, unlessotherwiseinoted: _ M 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 1. incorporation of component is the responsibility of the building designer. ' 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 T o.c. and at 10' o.c. respectively unless braced throughout their le th by - is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(fC) and/or dN:II$C). DATE: 3/25/2016 ; the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6378475 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 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 435020 are complete and at no time should any bads greater than design bads be applied to any component, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the .. fabrication, handling,necessary. shipment end 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, aid placed so their center TPIIVJTCA in SCSI, copies of which will be furnished upon request lines coincide with joint center lines. III III IIII (VIII II III IIII IIII IIII 9.Digits indicate size of plate In Inches: MiTek USA, Inc./CompuTrus Software +7,6.7SP2(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) an V 1 WARNINGSGENERAL NOTESu nlesso therwise noted' Truss : JMA DES. BY: EE DATE: 3/25/2016 SEQ.: 6378476 TRANS ID: 435020 II it VIII II III I VIII III I IIII IIII , 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 construct2. Design assumes the top and bottom chords to be laterally braced at _ 2' o.c. and at 10' o.c. respectively unless braced lhroughod their le lh by This design prepared from computer input by continuous sheathing such as plywood sheathing(TC) end/or drywall C). • t 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. I, SPAJIWRICM (JRM M LUMBER SPECIFICATIONS and are for *dry condition' of use. 6. Design assumes full bearing at all supporta shown: Shim or wedge if -- TRUSS SPAN 21- 6.9" necessary. COND. 2: 200.00 PLF SEISMIC LOAD. TC: 2x10 OF 02 - + - _ ,� LOAD DURATION INCREASE ="1.25 TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. I Note:Truss design requires continuous 9.Digits Indicate size of plate in inches. .. BC: 2x12 OF 02 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) SPACED 24.0" O.C. bearing wall for entire span UON. TC LATERAL SUPPORT <= 12110C. UON.- LOADING. All connections and attachments of components to form BC LATERAL SUPPORT <= 12110C. UON.' LL( ,20.0)+DL(23.0) ON TOP CHORD = 43.0, PSF the structural system for imposed seismic loading is - - DL ON BOTTOM CHORD,- r 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.. REQUIREMENTS OF CBC 2013 NOT BEING MET.- - - Lumber must be free and - .' Note: Attachments as stated above. must. account. clear of knots and splits BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP for the component overturning moment.. •• AND BOTTOM CHORD LIVELOADS ACT NON -CONCURRENTLY." , r- 2-06-19 Design checked for a 300 lb concentrated top chord . dive load per IeC 2012 due to maintenance workers which is non -concurrent with other live loads. • M -2x10+ ' . + r M -2x10, _ an V 1 WARNINGSGENERAL NOTESu nlesso therwise noted' Truss : JMA DES. BY: EE DATE: 3/25/2016 SEQ.: 6378476 TRANS ID: 435020 II it VIII II III I VIII III I IIII IIII , 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 construct2. Design assumes the top and bottom chords to be laterally braced at _ 2' o.c. and at 10' o.c. respectively unless braced lhroughod their le lh by is the responsibility of the erector. Additional permanent bracing of - . continuous sheathing such as plywood sheathing(TC) end/or drywall C). • t 4. No bad 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 non-conasive environment, design loads be applied to any component. and are for *dry condition' of use. 6. Design assumes full bearing at all supporta shown: Shim or wedge if -- t necessary. fabrication, bantling, shipment and installation of components. 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/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. I 9.Digits Indicate size of plate in 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) an V 1 WARNINGSGENERAL NOTESu nlesso therwise noted' Truss : JMA DES. BY: EE DATE: 3/25/2016 SEQ.: 6378476 TRANS ID: 435020 II it VIII II III I VIII III I IIII IIII , 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 construct2. Design assumes the top and bottom chords to be laterally braced at _ 2' o.c. and at 10' o.c. respectively unless braced lhroughod their le lh by is the responsibility of the erector. Additional permanent bracing of - . continuous sheathing such as plywood sheathing(TC) end/or drywall C). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad 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 bads greater than 5. Design assumes trusses are to be used in a non-conasive environment, design loads be applied to any component. and are for *dry condition' of use. 6. Design assumes full bearing at all supporta shown: Shim or wedge if -- 5. CompuTrus has no contrel over and assumes no responsibility for the necessary. fabrication, bantling, 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 TPI/WTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. I 9.Digits Indicate size of plate in 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) C 60384IT KUP.061301t6 /6CMI.��PFCF CAUFS'�/ JOB NAME: Kelly Residence Lot IbI-IbZ - AM Truss: &, &W& ,_ DES. BY: EE SPRIJ. (JRIM M. LUMBER SPECIFICATIONS ao TRUSS SPAN 1'- 10. 4 w 1COND. 2: 200.00 PLF SEISMIC LOAD. TC: 2x4 OF 0l&BTR . o 1 LOAD DURATION INCREASE = 1.25 o 4. No bad should be applied to any component until after all bracing and Note:Truss design requires continuous fasteners are complete and at no time should any bads greater than Ol& 8Ci 2x4 OF H1dBTR design bads be applied to any component. - SPACED 29.0" O.C. S. CompuTrus has no control over and assumes no responsibility for the 0 bearing wall for entire span UON. 0 WEBS: 2x4 F BTR 0. Plates shall be located on both of and placed so center lines coincide with joint center lines. 9. Digits Indicate size of plate in inches. MiTek USA, InclCompuTrus Software 7.6.7(1 LYE 10. For basic connector plate design values see ESR -1311. ESR -1988 (MTek), ' 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 th6 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. F Design checked for a 300 lb concentrated top chord M -3x4 M -2x4 live load per IBC 2012 due to maintenance workers ' - whirh is nnn-rnnrurrent with other live loads. JOB NAME: Kelly Residence Lot IbI-IbZ - AM Truss: &, &W& ,_ DES. BY: EE DATE: 3/25/2016 ao 6378477 w ID: 435020 is the responsibility of the erector. Additional permanent bred of Po h P n9 . o 1 the overall structure is the responsibility of the building designer. o 4. No bad 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 bads greater than 5. Design assumes trusses are to be used in a noncorrosive environment. design bads be applied to any component. and are for "dry condition of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if S. CompuTrus has no control over and assumes no responsibility for the 0 fabrication, handling, shipment and installation of components. forth by 0 6. This design is furnished subject to the limitations set TPVWTCA in SCSI, copies of which will be furnished upon request. 0. Plates shall be located on both of and placed so center lines coincide with joint center lines. 9. Digits Indicate size of plate in inches. MiTek USA, InclCompuTrus Software 7.6.7(1 LYE 10. For basic connector plate design values see ESR -1311. ESR -1988 (MTek), .< . .., �. JOB NAME: Kelly Residence Lot IbI-IbZ - AM Truss: &, &W& ,_ DES. BY: EE DATE: 3/25/2016 SEQ.: 6378477 TRANS 111111111111111111111111111111111111111111111 ID: 435020 Scale: 0.7528 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. 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 Is th by - is the responsibility of the erector. Additional permanent bred of Po h P n9 continuous sheathing such as plywood sheathirg(TC) and/or drywallC). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad 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 bads greater than 5. Design assumes trusses are to be used in a noncorrosive environment. design bads be applied to any component. and are for "dry condition of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if S. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. forth by 7. Design assumes adequate drainage is provided. faces truss, their 6. This design is furnished subject to the limitations set TPVWTCA in SCSI, copies of which will be furnished upon request. 0. Plates shall be located on both of and placed so center lines coincide with joint center lines. 9. Digits Indicate size of plate in inches. MiTek USA, InclCompuTrus Software 7.6.7(1 LYE 10. For basic connector plate design values see ESR -1311. ESR -1988 (MTek), ESS/p\ ql C 60384 * EXP. 06/30/16 3/z5/� 9TFOF CA1-1F/ 4 t Truss: it"11 DES. BY: EE DATE: 3/25/2016 SEQ.: 6378478 TRANS ID: 435020 t II II II II I III VIII VIII 11111111111111 IIII WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder end erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an Individual This design prepared from computer input by �. and Warnings before construction commences. - building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown+. SP�RI� (JRM LUMBER SPECIFICATIONS TRUSS SPAN 1'- 4.9" 2• Design assumes the lop and bottom chords to be laterally braced at ICOND. 2: 200.00 PLF SEISMIC LOAD. TC: 2x4 OF Hl3BTR BC: 2x4 OF H1dBTR _ LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. _ Note:Truss design requires continuous WEBS: 2x4 OF HIdBTR - ' bearing wall for entire span'UON. design bads be applied to any component. LOADING s All Connections and attachmentof components to form TC LATERAL SUPPORT <= 12"OC. DON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF the structurals stem for imposed seismic loading is y Pseg 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, IncXompuTfus Software 7.6.7(1 L}E t 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. - M -3x6 M -2x4 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers t Truss: it"11 DES. BY: EE DATE: 3/25/2016 SEQ.: 6378478 TRANS ID: 435020 t II II II II I III VIII VIII 11111111111111 IIII WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder end 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 lop and bottom chords to be laterally braced at ' o o 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad 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 bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and are for *dry condition' of use. O - o fabrication, handling,necessary. shipment and installation o(components. 7. Design assumes adequate drainage is Provided. 6. This design is furnished subject to the limitations set forth by - B. Plates shall be located on both faces of truss, and placed so their center TPIIWTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MITek USA, IncXompuTfus Software 7.6.7(1 L}E 10. For basic connector plate design values see ESR -1311, ESR -1968 (MiTek) t Truss: it"11 DES. BY: EE DATE: 3/25/2016 SEQ.: 6378478 TRANS ID: 435020 t II II II II I III VIII VIII 11111111111111 IIII WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder end 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 lop and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.i . and at sheathing respectively unless braced throughout their le th by ng plywood sheathing(TC)and/ordnywal3C). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No bad 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 bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads 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 fabrication, handling,necessary. shipment and installation o(components. 7. Design assumes adequate drainage is Provided. 6. This design is furnished subject to the limitations set forth by - B. Plates shall be located on both faces of truss, and placed so their center TPIIWTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MITek USA, IncXompuTfus Software 7.6.7(1 L}E 10. For basic connector plate design values see ESR -1311, ESR -1968 (MiTek) y C 60384 * EX" 11131116 3/25/ S CIV11 �P T9TFOFCA" it � / IIIIThis design prepared from computer input by r SPI�ABRI� (JR� LUMBER SPECIFICATIONS TRUSS SPAN 21- 6.9" 1COND. 2: 200,00 PLF SEISMIC LOAD. • TC: 2x4 DF Hl&BTR" - LOAD DURATION INCREASE = 1.25 BC: 2x4 OF 01dBTR„ SPACED 24.0" O.C. ,+ <PL: 0-00-00. Note:Truss design requires continuous I WEBS: 2x4 DF HldBTR bearing wall for entire span UON. ,TC LATERAL SUPPORT <=12110C. UON.-. ' LOADINGAll - LL( 20.0)+DL( 23.0) ON TOP CHORD ,= 43.0 PSF - connections and attachments of components to form BC LATERAL SUPPORT <= 12110C. UON. r ` DL ON BOTTOM CHORD = 7:0 PSF - the structural system for imposed seismic loading is r ., " the responsibility of the engineer of record. - TOTAL LOAD = . 50.0 PSF Scale: 0.6666 •' 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. - - Truss Note: Attachments as stated above must account r - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP for the component overturning moment. - •2-06-14 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY: and Wemings 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. Design checked for a 300 lb concentrated top chord ' DES. BY C EE i 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 Meir Is th by live load per•IBC 2012due'.to maintenance workers M -3x4 M -2x9 which is non -concurrent with other live loads:, r _ .l 2-06-14 �+ ,+ <PL: 0-00-00. - JOB NAME: Kelly Residence Lot 161-162 - AP -.A Scale: 0.6666 ()FESS/pN WARNINGS: GENERAL NOTES, unless otherwise noted:. Truss - 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 :AP and Wemings 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. ' DES. BY C EE 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 Meir Is th by .. W ] 384 fn m is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(g8C). �- V DA'Z'E : 3/25/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ - SEQ. 6378479 4. No bad 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 fasteners are complete and at n o time should any bads greater than 5. Design assumes trusses are to be used in a noo-c000slve environment, :* ) *. TRAINS I D : 435020 design loads be applied to any component. 5. CompuTrus has ra control over eM assumes no responsibility for the and are for'dry condition' of use. 6. Design s umes full bearing at all supports shown. Shim or wedge if ST CfV )` - - r _ .l 2-06-14 �+ ,+ <PL: 0-00-00. - JOB NAME: Kelly Residence Lot 161-162 - AP Scale: 0.6666 ()FESS/pN WARNINGS: GENERAL NOTES, unless otherwise noted:. Truss - 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 :AP and Wemings 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. ' DES. BY C EE 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 Meir Is th by .. W ] 384 fn m is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(g8C). �- V DA'Z'E : 3/25/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ - SEQ. 6378479 4. No bad 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 fasteners are complete and at n o time should any bads greater than 5. Design assumes trusses are to be used in a noo-c000slve environment, :* ) *. TRAINS I D : 435020 design loads be applied to any component. 5. CompuTrus has ra control over eM assumes no responsibility for the and are for'dry condition' of use. 6. Design s umes full bearing at all supports shown. Shim or wedge if ST CfV )` - - fabrication, handling, shipment and installation of components. 6. This design Is furnished subject to the limitations set forth by necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center \P pF TPIM/TCA in BCSI, copies of which will be furnished upon request lines coincide with joint center lines. CAUF() IIIIII II II III IIII VIII VIII IIII IIII IIII MiTek USA, IncXompuTrus 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) DES. BY: EE DATE: 3/25/2016 SEQ.: 6378480 TRANS ID: 435020 I., 2. 2x4 compression web bracing must be installed where shown *. incorporation of component Is the resporisi6ilily of the building designer. III 2. Design assumes the lop and bottom chords to be laterally braced at - Is the responsibility of the erector. Additional permanent bracing of T o.c. and at 10' o.c. respectively unless braced throughput their le lh by continuous sheathing such as plywood sheathing(TC) and/or drywall C). This design prepared from computer input by 3. 2z Impact bridging or lateral bracing required where shown + C. r 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non•cunusive environment, SPI ABRIM (JRM M LUMBER SPECIFICATIONS -, TRUSS SPAN 1'- 7.6" 6. Design assumes full bearing at all supports shown. Shim or wedge if ICOND. 2: 200.00 PLF SEISMIC LOAD. TC: 2x4 DF 016BTR - - LOAD DURATION INCREASE = 1.25 TPIM?CA in SCSI, copies of which will be furnished upon request. - BC: 2x4 OF flI&BTR -' SPACED 24.0" O.C. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) - Note: Truss design requires continuous ' WEBS: 2x4 OF 01aBTR bearing wall for entire span CON. • - 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_ .r 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. - - M -3x6 M -2x9 Design checked for a 300 lb concentrated top chord r c live load per IBC 2012 due to maintenance workers' DES. BY: EE DATE: 3/25/2016 SEQ.: 6378480 TRANS ID: 435020 I., 2. 2x4 compression web bracing must be installed where shown *. incorporation of component Is the resporisi6ilily of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at - Is the responsibility of the erector. Additional permanent bracing of T o.c. and at 10' o.c. respectively unless braced throughput their le lh by continuous sheathing such as plywood sheathing(TC) and/or drywall C). 0 r. 3. 2z Impact bridging or lateral bracing required where shown + C. r 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non•cunusive environment, r and are for 'dry condition' of use. � 6. Design assumes full bearing at all supports shown. Shim or wedge if 'fabrication, handling,necessary. 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 Inrss, end placed so their center TPIM?CA in SCSI, copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate size of plate in Inches. MiTek USA, InclCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) DES. BY: EE DATE: 3/25/2016 SEQ.: 6378480 TRANS ID: 435020 I., 2. 2x4 compression web bracing must be installed where shown *. incorporation of component Is the resporisi6ilily of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at - Is the responsibility of the erector. Additional permanent bracing of T o.c. and at 10' o.c. respectively unless braced throughput their le lh by continuous sheathing such as plywood sheathing(TC) and/or drywall C). the overall structure is the responsibility of the building designer. 3. 2z 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 bads greater than 5. Design assumes trusses are to be used in a non•cunusive environment, design bads be applied to any component. and are for 'dry condition' of use. 5. CompuTnrs 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,necessary. 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 Inrss, end placed so their center TPIM?CA in SCSI, copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate size of plate in Inches. MiTek USA, InclCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) III ..--..--.....� ...,.-..-.. �......-........-...- .... ............ ... ......................... and Warnings before construction commences. .. ...... .......y...,. .......... .....� .."........, r........................................................... building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. SPAJJWPI are(JRrompute ut b� LUMBER SPECIFICATIONS TRUSS SPAN 1'- 7.1" 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. end at 10' o.c. respectively unless braced throw hout their len th b p y 9 y COND. 2: 200.00 PLF SEISMIC LOAD. TC: 2x4 OF 111dBTR LOAD DURATION INCREASE= 1.25. t the overall structure is the responsibility of the building designer. BC: 2x4 DF 1j1&BTR SPACED 24.0" O.C. - C> Note:Truss design requires continuous fasteners are complete and at no time should any bads greater than design loads be applied to any component. WEBS: 2x4 OF 01&BTR N ' bearing wall for entire span UON. fabrication, handling. shipment and installation of components. 7, Design assumes adequate drainage is provided. • LOADING 6. This design is furnished subject to the limitations set forth by 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 imposedloading is BC LATERAL "'SUPPORT r<= '12"OC. UON: '-' ',.' DL -ON"-BOTTOM'"CHORD = 7.0 .PSF `" • �,,, .seismic - - - the responsibility of the engineer of record. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 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. " r r REQUIREMENTS OF CBC 2013 NOT BEING MET. Note: Attachments as stated above must account " BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP - for the component overturning moment. ' .AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M -3x6 -2x9 Design checked for a 300 lb concentrated top chord .:M live load per IBC.2012 due to maintenance workers Truss: ..--..--.....� ...,.-..-.. �......-........-...- .... ............ ... ......................... and Warnings before construction commences. .. ...... .......y...,. .......... .....� .."........, r........................................................... building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. au DES. BY: EE � 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. end at 10' o.c. respectively unless braced throw hout their len th b p y 9 y -.I continuous sheathing such as plywood eheathing(TC) and/or drywell�C). t the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ " r - C> TRANS I D : 435020 fasteners are complete and at no time should any bads greater than design loads be applied to any component. N N ' 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, ant placed so their center TPINJTCA In BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. III III II I III IIII I VIII II II II III 9.Digits Indicate size of plate in Inches. MiTek USA, InclCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Truss: ..--..--.....� ...,.-..-.. �......-........-...- .... ............ ... ......................... and Warnings before construction commences. .. ...... .......y...,. .......... .....� .."........, r........................................................... 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 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. end at 10' o.c. respectively unless braced throw hout their len th b p y 9 y is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood eheathing(TC) and/or drywell�C). _ DATE: 3/25/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6378481 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 non -corrosive TRANS I D : 435020 fasteners are complete and at no time should any bads greater than design loads be applied to any component. a environment,' end era for'dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling. shipment and installation of components. 7, 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, ant placed so their center TPINJTCA In BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. III III II I III IIII I VIII II II II III 9.Digits Indicate size of plate in Inches. MiTek USA, InclCompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) W. C 60384 EXP: 06/30)16 C10- 9TFOFr.AOI JOB NAME: Kelly Residence Lot 161-162 AT Scale: +0.6591 r • truss: v � DES. BY: EE ' DATE: 3/25/2016' ` SEQ.: 6378482 TRANS ID: 435020 I III) I I II II IIII II I I II VIII I I IIII WARNINGS: GENERAL NOTES, unless otherwise noted: - _ •yl� 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 SPA BRI e(JRrom comput ut b&, building component. Applicabilityof design parameters and proper 2. 2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibilityof the building designer. • Q 2 3. Additional temporary bracing to insure stability during consWction 2. Design assumes the top end bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their len th by LUMBER , SPECIFICATIONS is the responsibility of the erector. Additional permanent bredrg of. continuous sheathing such as plywood sheathmg(TC) and/or drywell$C). - IX TRUSS SPAN 1'7`.2.9" 3. 2x Impact bridging or lateral bracing required where shown ++ 1COND. 2: 200.00 PLPLF SEISMIC LOAD. TC: 2x4 OF #1dBTR 4. Installation of truss is the responsibility of the respective contractor. .;* EXP: 06130/16 ' fasteners are complete and at no time should any bads greater than LOAD DURATION INCREASE = 1.25 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the Note: Truss design requires continuous. is CIV �L Q" BC: 2x4 OF #1dBTR necessary. 7. Design assumes adequate drainage is provided. % �\ 9%OCtI CF-CA\_W 6. This design is subject set TPI/WTCA in SCSI, copies of which will be furnished upon request. SPACED 24.0" O.C. bearing wall for entire span UON. _ - NEBS: 2x4 OF #1dBTR - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) - 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. DON. DL ON BOTTOM CHORD = 7.0 -50.0 PSF. - the responsibility of the engineer of record. .' TOTAL LOAD= 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. _. [ J Note: Attachments as stated above must account M -'9x5 M=2X9 BOTTOM CHORD CHECKED FOR LIVE LOAD. TOP for the component overturning moment. ' 1' r 2 AND BOTTOM CHORD. LIVE LOADSDS ACT NON -CONCURRENTLY:'. ., - Design checked for a 3W lb concentrated top chord - - — I I live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. ` . , T. I _ , FI R7�1 a ' l M a + r <M } - j -1x4 M -9x5 f L •i _ 1-02-14.. - r , <PL: 0=00-00 JOB NAME: Kelly Residence Lot 161-162 AT Scale: +0.6591 r • truss: v � DES. BY: EE ' DATE: 3/25/2016' ` SEQ.: 6378482 TRANS ID: 435020 I III) I I II II IIII II I I II VIII I I IIII WARNINGS: GENERAL NOTES, unless otherwise noted: - _ •yl� 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. Applicabilityof design parameters and proper 2. 2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibilityof the building designer. • Q 2 3. Additional temporary bracing to insure stability during consWction 2. Design assumes the top end bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their len th by - - U G 60384 171 W f is the responsibility of the erector. Additional permanent bredrg of. continuous sheathing such as plywood sheathmg(TC) and/or drywell$C). - IX 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 ager all bracing and 4. Installation of truss is the responsibility of the respective contractor. .;* EXP: 06130/16 ' fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non-conoslve environment,. 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 is CIV �L Q" ndlig, shipment and installation of Components. fabrication, handling, furnished to the limitations forth by necessary. 7. Design assumes adequate drainage is provided. % �\ 9%OCtI CF-CA\_W 6. This design is subject set TPI/WTCA in SCSI, copies of which will be furnished upon request. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with pint center lines. 9. Digits indicate size of plate in inches. _ - MiTek USA, IncJCompuTrus Software 7.6.7(1 LYE 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) - This design pre ared from computer input b SPF_ABRIt� (JR! LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10. 4 1COND. 2: 200.00 PLF SEISMIC LOAD. TC: 2x10 OF 02 LOAD DURATION INCREASE = 1.25 BC: 2x12 OF 92 SPACED 24.0" D.C. Note:Truss design requires continuous 1-10-06. bearing wall for entire span UON. - TC LATERAL SUPPORT <= 12110C. UON. JOB ; LOADING Residence -Lot 161-162 All connections and attachments of components to form BC LATERAL SUPPORT <= 1.2"OC, UON. _ .W ,20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF the structural system for imposed seismic loading is ()FESS/p DL ON BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of record. TOTAL LOAD =- 50.0 PSF 1. Builder and erection contractor should be advised of all General Notes Unbalanced live loads considered for this have been design.Design LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL'.' 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 DES. BY : EE in adjacent trusses.. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. end et 10' o.c, respectively unless braced throughout their le th by - - 11J REQUIREMENTS OF CBC 2013 NOT BEING MET: 1T7 - -. . 3/25/2016 - - continuous sheathing such as plywood sheathing(TC) andfor drywall(gBC). 3. 2x Impact bridging or lateral bracing required where shown + + Note: Attachments as stated above must account .: A BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP for the component overturning moment. 4. Installation of truss is the responsibility of the respective contractor. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. Lumber must be free and 5. Design assumes trusses are to be used in a noo-corrosive environment, "dry Design checked for a 300 lb concentrated top chord• clear of knots and splits M -2x10+ M -2x10+ and are for condition' of use. 6. Design assumes fell bearing at all supporta shown. Shim or wedge if live load per IBC 2012 due to maintenance workers ' 5. CompuTrus has ra control over and assumes rq responsibility for the which is non -concurrent with other live loads. 1-10-06. <Pt: 0-00-00 - JOB NAME: Kelly Residence -Lot 161-162 O scare: 1:2162 ()FESS/p . WARNINGS: GENERAL NOTES, unless otherwise rnoted: 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. 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 DES. BY : EE 3. Additional temporary bracing to insure stability during construction 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. end et 10' o.c, respectively unless braced throughout their le th by - - 11J .. 1T7 -. . 3/25/2016 - - continuous sheathing such as plywood sheathing(TC) andfor drywall(gBC). 3. 2x Impact bridging or lateral bracing required where shown + + 1-10-06. <Pt: 0-00-00 - JOB NAME: Kelly Residence -Lot 161-162 -"AVT scare: 1:2162 ()FESS/p . WARNINGS: GENERAL NOTES, unless otherwise rnoted: 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. 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 DES. BY : EE 3. Additional temporary bracing to insure stability during construction 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. end et 10' o.c, respectively unless braced throughout their le th by - - 11J C 60 384 - 1T7 DATE: 3/25/2016 - the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) andfor drywall(gBC). 3. 2x Impact bridging or lateral bracing required where shown + + CC % .: A SEQ. : 6 3 7 8 4 8 4' 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. EXP: O6/3O/t 6 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a noo-corrosive environment, "dry TRANS I D : 435020 design bads be applied to any component and are for condition' of use. 6. Design assumes fell bearing at all supporta shown. Shim or wedge if 5. CompuTrus has ra control over and assumes rq responsibility for the . necessary. 3'j- CIVI\_ ` 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 8. Plates be located both faces - TPINJTCA In BCSI, copies of which will be furnished upon request shall on oft end placed so their center Imes cordae with joint center tines. OF CAL`�O II I II I III III VIII II I III III I I II IIII 9. Digits indicate size of plate in 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) IIIThis 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 design prepared from computer input b - SP41WRI( (JR! LUMBER SPECIFICATIONS - TRUSS SPAN 21- 6.9" incorporation of component is the responsibility of the building designer. ICOND. 2: 200.00 PLF .SEISMIC LOAD. TC: 2x10 OF 02 BC: 2x12 OF 02. - ,. LOAD DURATION INCREASE = 1.25 continuous sheathing such as plywood sheathing(TC) andlor drywall C): • .Note:Truss design requires continuous 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ.:-6378485 4. No bad 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 SPACED 29.0" O.C. fasteners are complete and at w time should any bads greater than design bads be applied to any component. assumes are used a noncorrosive environment, and are for "dry condition* of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if bearing wall for entire span UON. 5. CompuTws has no control over and assumes no responsibility for the ng, shipment and installation of components. fabrication, handling, - TC LATERAL SUPPORT <--12110f. UON.. 6. •This design is furnished subject to the limitations set forth by •- LOADING All connections and 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 ,- 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) r DL ON BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of record. TOTAL LOAD 50.0 PSF Unbalanced live loads have been considered for this design. •" .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 Lumber must be free and BOTTOM CHORD CHECKED FOR DS LIVE LOAD. TOPT for the component overturning moment. clear of knots and splits AND BOTTOM CHORD LIVE LOADS C NON -CONCURRENTLY. ACT - `� 2-06-19 Design checked for a 300 lb.concentrated top chord live load per IBC 2012 due to maintenance workers 'which " M -2x10+. M -2x10+ is non -concurrent with other live loads." 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 rU S S and Warnings before const action 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 - 3. Additional temporary bracing to insure stability during construct 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 th by is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) andlor drywall C): DATE: 3 / 2 5 / 2 01 6the y overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ.:-6378485 4. No bad 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 - TRANS I D : 43 5020 fasteners are complete and at w time should any bads greater than design bads be applied to any component. assumes are used a noncorrosive environment, and are for "dry condition* of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if - 5. CompuTws has no control over and assumes no responsibility for the ng, shipment and installation of components. fabrication, handling, necessary. , 7. Design assumes adequate drainage is rovlded. 6. •This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIIWTCA in BCSI, copies of which will be famished upon request lines coincide with pint center lines. III II II II III VIII II I I III VIII IIII IIII 9. Digits indicate size of plate in inches. We USA, Inc./ConlpuTrus Software +7.6.7SP2(1 L) -E 10. 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FOR GABLE ENDS UNDER'61•t_ IN HEIGHT 0061an conforms to main mnAPo►oe•Rasisting "WNIMUMCABLESTUDGRADE-2X4STUOGRADEDOUG-FIR - P Ma and rlte Syat m alae m ona 2ng a ria. M'i Vult.'=115@ixIph maxi h 3Qft- max; ASCE; 7-'1C' Wend - '(All 'Heights), Enclosed; Cat: 2,, Exp or C. ® cRovibm *: GABLE END TRUSS MAY RESIST UP T0186 01-FDRAG LOAD', Load 'Duration Factor=l . 6. PROVIDED h k. t S7UCCOCR'OTHER;SHEAR,RESISTINGMATERIAL'ADEDVATETORESIST 180PLFIS.ATTACHEDTOONEFACE:. STUCCO.MUST:BE�ATTACHED,IN ' C ABLEEND _ ACCORDANCE MATH ISC.TABLE. 2306:4:5. ' 2 GABLE'ENDTRUSS IS.ADEOUATELY A} bCONTINUOUSLYCONNECTED TO SUPPORTING BEARING WALL: "2.5 z4: 1 '(2). -294 BRACE. AT -16 40* o cOR'& : I. CENTERLINE; A7TACH)MTH.16d. 'NALS SHOWN.IN(}. - - WfjdTyylcal, 2)d STUDS STRUCTURAL ti TRUSSES.- 6 RUSSES' MAX' ' :.. '. PLATE. - (- - BRACING FORGABLE END a DRAG GABLE 90C (•`8'-!' DES. BY '.MJ DATE: .'3/19/2015 94tQ• 6212763 TRANS ID: 419298 CUTOUT FOR 4)Q OUTLOOKER I v -W ij OFFSTUD 1)9AD"N:,ATTACH 1AtTH 8d NAILS AT 9' o.c; - ONER' 4i_Q OUTLOOKER DETAILSA /Ltd ) CBL20;3Y78C2072 � � ��� �I 1 3rd ,r CENTER VERTICALS VARY`AS REQUIRED BY,VENT -SIZE,OR OUTLOOK ER CUTOUT FOR .4J¢.OUTLOOKER: FOR GABLE END 6V kfI� S E 71* IN, HEIGHT MS196 confirms to Win WIndforco-ReGistjIng MiT MINIMUM GAIkE STUD GRADE 2X4 CONSTRUCTION GRADE' Syutam Mad Components and Cladding criteria: Te DOUG�FIR GABLE STUD SPACING 16"ec'. Mind: Vuit.=115 *ph -max,, h=10ft maxi ASCE 7-10 (All 'Heights).,, Enclosed, Cat 2, Exp B Or. C. Load Duration.Factor=1.6',. 6* -W 4i.r- MAX M-2.SX4 LU 384 cc 7M n' T' KE C10,1, �TFart 164-14 Typical cm -W 0� i. 2X4 CONTINUOUS. ;BACKING- ATTACHED.WTH,iSd SHEATHING -To. bRAG GABLE 90C ;(+ 8'= 4') 'DES.. BY:' MJ DATE:' 31/19/2015 SEQ.- 6212764 TRANS ID-:, 41,9298 CBP0I3/IX2012. 2x4 BRACES.. BRACED: AT 6'4Y MAXIMUM 2x4 STUD MAX, COND111OW 2 GABLE ENDTRUSS MfitYRE.SISTUPTO 180 PLF DRAG LOAD, PROVIDED1. STUCCO OROTHER SHEAR RESISTING MATERIA + LADEQUATE . TO I RESIST .180 PLF IS ATTACHEDTO ONE FACE. STUCCO MUST.BEA7TACHEDIN- ACCORDANCEWTH IBC TABLE 2306.7. GABLE END TRUSS IS ADEQUATELY AND CONTINuousLYCONNECTE D TO SUPPORTING BEARING WALL MI-MIMA®! :GABLE:END 2x4.BLOCXS WITH 3-16d NAILS' EACH END I ad NAIL AT' Vox� r7� GABLE STUD '16d f 16a at 24' ox: ed NAIL AT Wo.c. NOTCHED PER 'OUTLOOKER SPACING 4x4 -BRACE WITH 4-16d NAILS 20 BLOCK VATH 2-16d TOE NAIL EACH END, 2-ISd 2-10d J 2-16d 16d at 24' 0,c M M M M M M M M it M M M M M M M s M Cam uTrus, inn, Custoiri.Sottware Engineering Manufacturing. plate Pitch t� Raised Heel - 2.82 -3.00 M -3x8 WUS M -3x8 3.00-4M WUS M -3x5 M -3x8 4.50-0.00 J M -3x6 M -3x5 M 3x8 FLE N0: Hip Rafter -2x6(1.25) DATE-.: 07/01/09 'SEQ: 2787668 SC 2009/CBC 2010 Note: Conventional framing Is not the responsibility of the truss designer. plate manufacturer nor the truss fabricator. Framers erecting trusses are cautioned to seek the. advice ot.a local, professional engineer regarding conventional framing. sack plate(2) Raised Heel - 2x4 M -3x6 1,2 Jr 2x6 M -3x8 A US Extensions Extensions must be supported every 4-0-0 2x8 M -3x10 max. Extensions maybe plated as shown for additional tength Use M -3x8 plate for !2x4 2x10 - M -.3x12 ' -}- limber, M-54 for 24. — — B Llveload`= 0240 i *�D 1.5 -min. ' Dead Load"= U180 FLE N0: Hip Rafter -2x6(1.25) DATE-.: 07/01/09 'SEQ: 2787668 SC 2009/CBC 2010 Note: Conventional framing Is not the responsibility of the truss designer. plate manufacturer nor the truss fabricator. Framers erecting trusses are cautioned to seek the. advice ot.a local, professional engineer regarding conventional framing. � 1,2 Jr 2 : B2- 6.00 18"min. Deflection criteria: Llveload`= 0240 Cantilever Dead Load"= U180 Varies with pitch -3x4 -3x4 is - Do not overcut ripped chords: ----'-----'--- --r g -Shim all supports.sotid to bearing 2x4. 24: 24, 2x10 block FL grade Refer to Max Setback l� Lumber Grades TC LUDL Max Setback TC LUDL Max Setback R = 347# max. W =1:5` min. 4 — over 2 supports — P R = 694# max. W =1.5" mire" SPF1650F(1.5E) 20R 27# -8-8-0 2014=34# -8.0-0 SPF2100F(1,SE) 2017 = 27# -8-10-0 20/14= 34# -8-4-0 •Note:,Max Setback.is from inside of bearings. oQR )FESSr 4 . P� ct� - FLE N0: Hip Rafter -2x6(1.25) DATE-.: 07/01/09 'SEQ: 2787668 SC 2009/CBC 2010 Note: Conventional framing Is not the responsibility of the truss designer. plate manufacturer nor the truss fabricator. Framers erecting trusses are cautioned to seek the. advice ot.a local, professional engineer regarding conventional framing. FILE NO: PRESSURE BLOCKING DATE: 01/20/08 REF: 15,255-1 SEQ: S5480564 DETAIL FOR COMMONAND END JACKS MIUSAC - 8'-20PSF 8/31/2005' PACE wnnt.tlnlntIWq. z1.15 i"� BRACING MTek Industries, Inc. fates Q TCDL' 16.0 Lumber increase: tis TOP CHORD Sheathed.. Western Division 8CQ 0.0 Rep Stresslncr YES BOT CHORD Rigidceilin did applied-, 8CDL. 10.0 .9 Y MINIMUM LUMBER SIZE AND:GRADE TOP CHORD 2 X 4 HF DF L N '1 V. LENGTH. OF EXTENSION. BOT CHORD 20.0 Inc2ase 2 X TCLL 4 SPF, HF DF -L No'.2 AS DESIGN REQ'D 70' O` MAX NOTE: TOP CHORD PITCH: 3/1281:12 BOTTOM CHORD PITCH. 0/124/12 PITCH DIFFERENCE'BETWEEWTOP'AND ' BOTTOM CHORD:TO BE "2" MIN. SPACING= 24" O.C. i SPUCE'CAN ErfHER:BE 3X6'MT20.8LATES OR 2Y LONG 2X4.SCA8 CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH.TO ONE FACE j W1(A31'X3.0':M1N) NAILS ,@ 3 O.C' 2 ROWS i �i SUPPORT AND CONNECT I N 9Y OTHERS Oft2 V�9 -16d COMMON RE ((0.162-01A. X 3.5' LGT TOEONAILS SUPPORTS SHALL BE.PROVIDE_ O @ 4'-O O.C. ALONG THE ExTENSION OF TOP CHORD. " CONN."W1316d COMMON WI E (0.16YDfA. A.3-57 LGT).TOE. NAtLS ty V -:3x4 — _ CONN. W2 1W COMMON, WIRE (VIM< x 3.55LIST)TOENAILS _.I ®,eAF,VTti 7eMfq'.i-,,m para ferc m1kErAnWIT. ON THIS AND AnIur66 hm)'_CREFJ:ENC:PACE Wi7479F$ipW'.I:SF,. Oesign vcid !or usu on :h 1A,7ek'cwr rt-clws.. fnn disgn a toted arty upon pvromale, tt own, and6 for on indvrdual building compenenl. 7 AOpLcvb[ly o,•' design rrromenfers and rxoiie MCn. p�oilon of Componenl n responsibilly of'bulcUrig designer -nut Itu r. dasigner ,9rc *v shown r .s IG hte% 1 �ppcif of +vf iduol..ca mtmbec only Addl final lornporory bfodng lC m ue 0,3DiEly cf rOn® eonshuclion 6.Ae resp onLbafypl the i eraclor..AUCit+7ngFV�'hpnent txocing ofnhe•o..trroastrorlurodthe.a:ponsdt7:ly ei lhu tw3oiclesgnrr.ca gcnerv796idonce regardt�g, 1 } IohAcvlior. Quoeyconl ak ilao9e dofvcry, ¢ree ion and txotng eonii,tl ANS111 Oudlfy Crfterfo. ()55.89 and f1511'BWidlnq GompeninI :I f Shcnly WDrmaffon aY*Anbka :rom Truss Mole Irrc:ilu e.:S7 VonoNo OriYC. Mod :rxt, WI 53719. t _... 717^ Greenback Lane ® . SWIG 109 9iQ9 1.liNS Highty Gt: 9.;Gt� E� �S MiTek August 10, 2010 T -BRACE / I -BRACE DETAIL WIT.K2X, BRACE ONLY ST - T -BRACE' 2 DO Mirela usa, Inc. Page'1 of 1. FVNote:T-Bracing / 1 -Bracing to be used when continuous lateral,bracing oo is.impracticaLT-Brace / I -Brace must cover 0.0%.6f web length:. IRNote: This detail NOT to be used to convert:T-Brace / I -Brace: M.iTek usA, Inc. webs to continuous lateral braced webs. Nailing Pattern I RmrP Si p a 110 .. t FEBRUARY 14, 2012 CONVENTIONAL VALLEY FRAMING DETAIL ST-VALLEYI ® 'MITek USA, Inc. Aoc=o RIDGE.BOARD. GABLE.END', COMMON TRUSS UVf) (SEE. NOTE ifs) OR GIRDERSRUSS MiTok USA, Inc, POST (24''O.0 .' .._ GABLE END, COMMON TRUSS ( SEE NOTE #tB) . , OR GIRDER TRUSS P Fig PLAN SECTION TRUSS MUST BE'SHEATHED NOTE: GENERAL.SPECIFICATIONS . - :.48" O.C. MAXIMUM POST SPACING 1..WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES: LIVE LOAD = 30. PSF(MAX) 2: BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS.. DEAD LOAD.,=.15 PSF (MAX) D.O,L'::INC-= 1.15 3. DEFINE VALLEY RIDGE BY. RUNNING A LEVEL STRING FROM 'THE INTERSECTING RIDGE OFASCE 7-98, ASCE 7-02, ASCE7-05.90 MPH (MWFRS) THE (a_). GABLE END, (b.) GIRDER TRUSS OR (a)COMMON TRUSS TO THE ROOF SHEATHING. ASCE7.10' 115 MPH (MWFRS 4. INSTALL 2 x4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3 5 X -131') NAILS.. FESS/)a, 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O,C:. BEVEL BOTTOM OF, POST TO SET EVENLY ON THE.SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3 X 131 ")NAILS. -)TOE Q Q FASTEN P.OST.TO.ROOF SHEATHING WITH (3) 10d (3- X.131 -NAILS. 6:. FRAME.VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24'*O.C.. FASTEN VALLEY RAFTER.TO RIDGE BEAM WITH (3 j 16d (3.5' X A31-) TOE NAILS. - FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3,)16d (3.5- X.131') TOENAILS: 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS,) ALONG EACH RAFTER:. CC INSTALL POSTS INA STAGGERED PATTERN AS SHOWN ON PLAN DRAWING;; ALUGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X.131-) NAILS: FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2.)16d (3.5" X.131.) NAILS. CnItL 8. POSTS SHALL BE 2 x 4 a2 OR BETTER SPRUCE PINE, FIR,'DOUG FIR LARCH OR SOUTHERN. YELLOW PINE. POSTS EXCEEDING 75' SHALL BE INCREASED TO.4'x 4 OR BE PRE -ASSEMBLED (2) PLY 2 x 41c FASTENED TOGETHER WITH 2 ROWS OF • 10d NAILS'6' 1 MARCH 12; 2009 WEB BRACING RECOMMENDATIONS - ST-WEBBRAGE. 0� ILI J . o coo ID. MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 *Bay size shall be.measuied in betwoen the centers of pairs Df diagonals. MAXIMUM TRUSS WEB FORCE. Pbs.)(See note 7): „ BRACE aArslze 24"O.C. 48,"O.C, 72 O C: I, DIAGONAL BRACING IS REQUIRED TO TRANSFER 1 HE CUMULATIVE LATERAL BRACE FORCE PITO THE BRACING:MATERIAL TYPE, BRACING MATERIAL TYPE BRACING MATERIAL TYPE ROOF ANOIOR CL•KPXi DIAPHRAGM. THEDIAPHRAOMISTO BE DESKLIVPD BY AOI)ALIFIFD PAOFESSIONAC .. .. ,. A B C D .A B,` C D C D 1o'-0' i8t0 1886 1886. 2829 ^4s5J x79.'v� t h'r ciu��Ys?bv ..... - MATERIAL: AND SHALL BEINSTALLEDN SUCH;A MANNER THAT IT INTERSECTS WEB MEMBERS . 1 X 4.02 SRB (OF, HF, SPF) q AT APPRO)L 45 DEGREES AND SHALL BE NAILED AT EACH END AND. EACH INTERMEDIATE TRUSS WITH 2-5d 12'-0' 1342 1572 1572 2358 N f>'' 3143 3143 4715 4715 7074 2 X 3 AL3, STD, CONST (SPF, DF, HF; OR SP) " ' - 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP ATLEAST ONE TRUSS SPACE - - .,FORCONTINUITY_.- - .. .. .. 6.' FOR AWITIONALOUIDANCE REGARDING DESIGN AND INSTALLATION OF. BRACWG,CONSLILT T �"'L\ h 'a �b1? '^' ,'.s`d t i '`s' %5� �..14h j+ �w< \`« �. ��• s! "rc,t Yh''"` ''i 14'-0" 1156 1347 1347 21121 .2 X 4 #3,. STD, CONST (SPF, HF, SP) GUIDE TO GOWPRACTICE FOR HANDLING, INSTALLING a BRACING OF METAL KATE CONNECTED . ' - WOW TRUSSES, JOWTLY PRODIICEO.ITY WOOD TRUSS COUNCIL OF AMERICA end TRUSS PLATE INSTITUTE end wwrt.rphmLoa S tsin ' � yµ��✓y r IjkT ��� ~: 16'.0" iQ06 1179 1179. 1768 "tot �'+ ! 2358 2358 3536 f r���h tl;` �T {� •' -T+ a. TABULATED VALUES ARE BASEDONADOL.I.1S .<a... 18'-0' 8941046 1048.. 1572 8 y i x'� t'Ya11%?=• '� 3143 4715 , T'x 1886 1886 2829: 1 tN<i�r'+�^,,� t r 943 20'-0O 805 943: 1414 2 *Bay size shall be.measuied in betwoen the centers of pairs Df diagonals. FOR STABILIZERS: :FOR A SPACING OF 24' O.C. ONLY, MITEK'STABILIZER--TRUSS DRACING SYSTEMS CAN BE . . SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL: DIAGONAL BRACING FOR STASIUZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED. AT PITCH BREAKS. STABILIZERS MAYBE REPLACED WITH WOOD BLOCKING. 'SEE-STAB0.tZER' TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE CONTINUOUS LATERAL - RESTRAINT - GENERAL NOTES. TYPE BRACING MATERIALS I, DIAGONAL BRACING IS REQUIRED TO TRANSFER 1 HE CUMULATIVE LATERAL BRACE FORCE PITO THE ROOF ANOIOR CL•KPXi DIAPHRAGM. THEDIAPHRAOMISTO BE DESKLIVPD BY AOI)ALIFIFD PAOFESSIONAC .. .. ,. I X'4 IND. 45 SP - .:.... 2. THESE.CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. 3. OMONAL SPACING MATERIAL MUST BE SAME SIZE AND OWE On BETTER. AS THE LATERAL GRACE - MATERIAL: AND SHALL BEINSTALLEDN SUCH;A MANNER THAT IT INTERSECTS WEB MEMBERS . 1 X 4.02 SRB (OF, HF, SPF) q AT APPRO)L 45 DEGREES AND SHALL BE NAILED AT EACH END AND. EACH INTERMEDIATE TRUSS WITH 2-5d - (0.131`.251 FOR IM BRACES. 2-10d (0.131'- 31 FOR 24 end 20 BRACES. AND 3,10d (0:131'41 FOR m GRACES: 4. CONNECTLATERAL BRACE TO EACH TR USS WITH 2 -0d(0 -131'X2.5') NALS FOR IM LATERAL BRACES. . 2-10d (0.131-41 NAILS FOR 24.and U4 LATERAL BRACES. AND3.10d FOR 218 LATE --RAL BRACES- . - - B 2 X 3 AL3, STD, CONST (SPF, DF, HF; OR SP) " ' - 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP ATLEAST ONE TRUSS SPACE - - .,FORCONTINUITY_.- - .. .. .. 6.' FOR AWITIONALOUIDANCE REGARDING DESIGN AND INSTALLATION OF. BRACWG,CONSLILT DF, OR DSB-69 TEMPORARY BRACING OF:METAt PLATE CONNECTED WOOD TRUSSES AND:BCSI.1" C .2 X 4 #3,. STD, CONST (SPF, HF, SP) GUIDE TO GOWPRACTICE FOR HANDLING, INSTALLING a BRACING OF METAL KATE CONNECTED . ' - WOW TRUSSES, JOWTLY PRODIICEO.ITY WOOD TRUSS COUNCIL OF AMERICA end TRUSS PLATE INSTITUTE end wwrt.rphmLoa _wmr.mvwitrY.com D 2.X 643 00 BETTER (SPF, OF, HF, OR SP) 7.. REFER TO.SPECFIC.TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE - - a. TABULATED VALUES ARE BASEDONADOL.I.1S FOR STABILIZERS: :FOR A SPACING OF 24' O.C. ONLY, MITEK'STABILIZER--TRUSS DRACING SYSTEMS CAN BE . . SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL: DIAGONAL BRACING FOR STASIUZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED. AT PITCH BREAKS. STABILIZERS MAYBE REPLACED WITH WOOD BLOCKING. 'SEE-STAB0.tZER' TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE CONTINUOUS LATERAL - RESTRAINT - JOB NAME: STANDA Truss: CAP DES. BY: MJ DATE: 3/16/2015 SEQ.: 6209598 TRANS ID: 419042 1111111111111III 11111 VIII111l IN1111 RD CAP TRUSS D..e ere a n uld be wised ell oral Notes f nsm n m can+. 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 bads greater than design bads be applied to any component. 5. CompuTms has no control over and assumes ro responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by. TPI/WTCA in SCSI, copies of which will be furnished upon requwL MiTek USA, Inc./CompuTrus Software +7.5.2.2F(1 Q -Z GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building compommL 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 to ih by continuous sheathing such as plywood sheathing(TC) andlor drywal1TXh% 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses ere to be used in a ncn rrosive environment, and are (or "dry condition' 01 use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Rates 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 (Welk) C 60384 r S� CIVIL 9TFOFCAUF�� 116111M r rr r■� ® rr rr r r� rr r ra r s �r rr r rr MINIMUM LUMBER SPECIFICATIONS (DF ONLY) PIGGYBACK TRUSS SPAN UP TO 16'- 0.0" LOAD DURATION INCREASE =•1.25 MAXIMUM WIND SPEED = 110mph, MAX MEAN ROOF HEIGHT = 20ft. TC: .2x9 DF #2 BC: 2x4 DF #2 MAX. SPACING = 24.,0" O.C. CATEGORY II, BUILDING EXPOSURE B or C - WEBS: 2x4 DF STD/STUD ENCLOSED STRUCTURE, GABLE END ZONE LOADING ASCE 7-10, DURATION OF LOAD INCREASE = 1.60 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 15.0) ON TOP CHORD= 35.0 PSF " DL ON BOTTOM CHORD = 1.0 PSF _ TOTAL LOAD = 36.0 PSF r ** 2x4 stripping required as shown. NOTE: STRUCTURAL TRUSS SHOWN BELOW PIGGYBACK TRUSS IS Join to bottom section of truss with FOR ILLUSTRATION PURPOSES ONLY. REFER TO APPLIC- 2-16d nails and top section with 2-16d ABLE COMPUTRUS DESIGN FOR STRUCTURAL TRUSS BELOW. toenailed to stripping, Stripping spaced at 2'-0" oc maximtun. Connections are for vertical loads only. 16'-0'"max` 41-0"rmax 4'-0" max 4t_0o max 4'-0" max `. M -4x9- - A. r r 1 12 12 3to 6TC7 D3 to 6. RS — ROOF -SHEATHING TO BE CONTINUOUS M -2x4 M -2x4 f OVER JOINT. SHEATHING TO OVERLAP A MINIMUM OF 12" OVER JOINT. _ M -2x4 M-2x4- RS RSIasi ` ** ** M-2x4:M-2x4. - M -2x9 DF TOP CHORD AT STRUCTURAL TRUSS BELOW JOB NAME: STANDA Truss: CAP DES. BY: MJ DATE: 3/16/2015 SEQ.: 6209598 TRANS ID: 419042 1111111111111III 11111 VIII111l IN1111 RD CAP TRUSS D..e ere a n uld be wised ell oral Notes f nsm n m can+. 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 bads greater than design bads be applied to any component. 5. CompuTms has no control over and assumes ro responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by. TPI/WTCA in SCSI, copies of which will be furnished upon requwL MiTek USA, Inc./CompuTrus Software +7.5.2.2F(1 Q -Z GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building compommL 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 to ih by continuous sheathing such as plywood sheathing(TC) andlor drywal1TXh% 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses ere to be used in a ncn rrosive environment, and are (or "dry condition' 01 use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Rates 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 (Welk) C 60384 r S� CIVIL 9TFOFCAUF�� TIMBER PRODUCTS ± INSPECTION March 16, 2015 'Spates Fabricators, Inc. ' 85 — 435 Middleton Street } Thermal, CA 92274 To Whom It May Concern, Y Timber Products Inspection, Inc. is proud to announce that the following truss manufacturing facility, Spates Fabricators, Inc. is a subscriber to our nationally accredited "Truss Quality Auditing Program". The TP Truss Quality Auditing Program is .accredited under the IAS AA696 Evaluation Report and conforms to requirements for independent inspection of trusses under the International Building Code and International Residential Code. r The TP program involves daily in -plant quality control checks by plant personnel 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 assurance 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 in good standing and the program is set to be renewed in 2016. Please' note that the quality programs are automatically renewed unless requested otherwise. 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, Inc. at (770) 92278000. 4 Sincerely, ° Timber Products Inspection _ - Patrick C. Edwards, P.E. Director of Engineering; , tP.O.Box 919 • 1641 Sigman Road *'Conyers, Georgia 30012 °770/922-8000 • FAX: 770/922-1290 105 S. E. 124'h Avenue • Vancouver, WA 98684 °:360/449-3138 • FAX:, 360/449-3953 ••R Ell \\|ccs ,a \ \ C E ) u w 1 ICC -ES Evaluation Report ESR -1988 www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 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, MT18HSTM, M18SHS rm, TL20 and MT20 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009 and 2006 International Building Code' (IBC) ■ 2012, 2009 and 2006 International Residential Codee (IRC) ■ 1997 Uniform Building Code TM (UBC) Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood -frame trusses. 3.0 DESCRIPTION 3.1 MiTek®TL18 and MT18: Models TL18 and MT18 metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on 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 (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. Reissued October 2014 This report is subject to renewal December 2016. A Subsidiary of the International Code Council® 3.2 MiTek® MTI8HSTm: Model MT18HSM metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A653, Grade 60, high-strength, low -alloy steel (HSLAS) with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plate has teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on 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 (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 3.3 MiTek®M18SHSTm: Model M18SHSTM metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 -inch (1.18 mm) total thickness], hot -dipped galvanized steel that meets the requirements of ASTM A653 SS, Grade 80 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base metal thickness of 0.0456 inch (1.16 mm). The plates have 3/e -inch -long (9.5 mm) teeth, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of 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. 3.4 MiTek® TL20 and MT20TM: Models TL20 and MT20TM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on /CC -ES Evaluation 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 the subject of the report or a recommendation for its use. There is no warranty by XC Evaluation Service. LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2014 .0 h_� iitnun:w ,- mrmwnr Page 1 of 3 1 ESR -1988 1 Most Widely Accepted and Trusted Page 2 of 3 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT3 (Ib/int/PLATE) LUMBER SPECIES center. The transverse centerlines of adjacent slots are 5.3 This report establishes plate design values only. For EE staggered 0.10 inch (2.54 mm). The distance between items not covered by this report, such as truss design, ' longitudinal centerlines of the slots is 0.25 inch (6.35 mm). fabrication, quality assurance and special inspection, 0.49 248 203 There are eight teeth per square inch (645 mm2) of surface refer to ANSI/TPI 1, engineering drawings and the Hem -fir area. Plates are available in 1/2 -inch width (12.7 mm) applicable code. 141 increments, up to 12 inches (304.8 mm), and lengthwise in 5.4 The design values (lateral resistance values, effective ' 1 -inch (25.4 mm) multiples. See Figure 1 for details. tension strength ratios, and effective shear resistance 0.55 244 192 4.0 DESIGN AND INSTALLATION ratios) used in the design of trusses, using MiTek® 4.1 General: Industries metal truss connector plates, must not All truss plates are pressed into the wood for the full depth exceed those listed in Tables 1 and 2 of this report. of their teeth by hydraulic -platen embedment presses, Load combination reductions must be in accordance multiple roller presses that use partial embedment followed with the applicable code. by full -embedment rollers, or combinations of partial 5.5 All lumber used in the fabrication of trusses using embedment roller presses and hydraulic -platen presses that feed trusses into finish MiTek® Industries metal truss connector plates must be in compliance with the applicable building a stationary roller press. graded Trusses must be assembled within the tolerances provided code, and must have a moisture content not by the Truss Plate Institute's Quality Criteria for the exceeding 19 percent at the time of assembly. Wet Manufacture of Metal Plate Connected Wood Trusses, service factors from ANSI/TPI 1 Section 6.4.6 must be shown as Chapter 3 in ANSI/TPI 1 National Design applied to the table values when the lumber moisture Standard for Metal Plate Connected Wood Truss content exceeds 19 percent. Allowable values shown Construction. in the tables of this report are not applicable to metal ' 4.2 Allowable Design Values: connector plates embedded in either fire -retardant - Allowable design values for MiTek metal truss connector treated lumber or preservative -treated lumber. plates to be used in the design of metal plate connected 5.6 Metal truss connector plates must be installed in pairs wood roof and floor trusses are shown in Tables 1 and 2. on opposite faces of truss members. Allowable design values are applicable when the 5.7 Galvanized G60 metal truss plate connectors subject connection is made with identical plates on opposite sides to corrosive environments must be protected in of the joint. This evaluation report is limited to the accordance with Section 6.5 of ANSI/TPI 1. evaluation of connection capacity of the MiTek® metal truss 5.8 MiTek® metal truss connector plates are connector plates listed in this report. The design, manufactured in St. Charles, Missouri; Tolleson, manufacture, and installation of trusses employing the Arizona; Tampa, Florida; Edenton, North Carolina; truss plates have not been evaluated. and Bradford, Ontario, Canada. 5.0 CONDITIONS OF USE 6.0 EVIDENCE SUBMITTED The MiTek® Industries metal truss connector plates 6.1 Data in accordance with the National Design described in this report comply with, or are suitable Standard for Metal Plate Connected Wood Truss alternatives to what is specified in, those codes listed in Construction, ANSI/TPI 1- 2007. Section 1.0 of this report, subject to the following conditions: 6.2 Manufacturer's descriptive literature. 5.1 This evaluation report and the manufacturer's 6.3 A quality control manual. published installation instructions, when required by 7.0 IDENTIFICATION the code official, must be submitted at the time of The MiTek® connectors are identified by an imprint of the permit application. In the event of a conflict between plate name embossed into the surface of the plate (for the manufacturer's published installation instructions example, the MT20TM plate is embossed "MT20"). and this document, the instructions in this document Additionally, boxes containing the connector plates must ' govern. be labeled with the MiTek® Industries name, the metal 5.2 Each application for a building permit, using these connector plate model, and the evaluation report number truss plate connectors, must be accompanied by (ESR -1988). documentation showing that the design, manufacture, ' and proposed installation conform with the requirements of the applicable code. TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT3 (Ib/int/PLATE) LUMBER SPECIES SG I AA I EA I AE EE TL18, MT18, MT18HSTM", 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: 1lb/int = 6.9 kPa. NOTES: 'Tooth -holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, Oates 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 Most Widely Accepted and Trusted y Page 3 of 3 TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' ,PROPERTY FORCE DIRECTION TL18 AND MT18 MT18HSTM 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)Z 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 TPIA with a deviation [see Section 5.4.9 (e)] (Maximum Net Section Occurs over the joint3) 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 @ 00 0.56 $74, _ 0.55 1,099 _0.53 1363 0.51 604 Shear @ 300 0.66 1023 0.57 1153 0.57 1482 0.74 876 Shear @ 600 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 @ 1201 1 0.39 608 0.4 • 802 0.41 1073 0.42 498 Shear @ 1500 1 0.45 702 0.37 745 0.33 868 0.5 592 ror 51: 1 iiwinch = U.1 /5 N/mm, 1 inch = 25.4 mm. - - �- NOTES: '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. ti ZMinimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel fora specified orientation. For these plates, 1 this line passes through a line of holes. i 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, 1 - 0125 0.250" 0:125 y 0.375" s 3.2 mm 6.4 mm 3.2 mm 9.5 mm . o00000000000 - - - � • �0000�000�o� :� z i o� W �a000000Ui 0000. a00000000000 1 MT18, TL18, MT,18HS, M18SHS, MT20, TL20 FIGURE 1 -APPROXIMATE DIMENSIONS ORMITEK CONNECTOR PLATES (inches) (1 inch = 25.4 mm) Il 1 1 I . 1 Ul IMES Evaluation Report ESR -1988 FBC Supplement Reissued December 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 .r Section: 06 17 53—Shop-Fabricated Wood Trusses , REPORT HOLDER: " MITEK INDUSTRIES 14515 NORTH OUTER FORTY, SUITE 300. , CHESTERFIELD, MISSOURI 63017' (314) 434-1200 M www.mii.com EVALUATION SUBJECT: _ s MiTek®TRUSS CONNECTOR PLATES:.TL18, MT18, MTI8HSTM, M18SHSTM, TL20 AND MT20 1.0 REPORT PURPOSE AND SCOPE " Purpose: .• , . The purpose of this evaluation report supplement~is to'indicate that MiTek® Truss Connector Plates-TL18, MT18,-MT18HST11, M18SHSTM, TL20 and MT20, recognized in ICC -ES master.,report ESR-1988,'Kave also been evaluated for compliance with the codes noted below. ' Applicable code editions: - ■ 2010 and 2007 Florida Building Code—Building ' ■ 2010 and 2007 Florida Building Code—Residential 2.0 CONCLUSIONS - The MiTek® Truss Connector Plates TL18 MT18, MT18HStm, M18SHSM, 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 PlatesTL18, MT18, MT18HSTM, M18SHSTM TL20 AND MT20 has also been found to be in compliance with the High=Velocity Hurricane Zone provisionsof the -2010 and 2007 Florida Building Code—Building and the 2010 and 2007 Florida Building Code --Residential. For products falling under Florida Rule 91\1-3; 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 reportholder does not possess an approval by the Commission)_. t This supplement expires concurrently with the master report reissued December 2014. ICC -ES Evaluation Reports are not to be constnted as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report: Nml - Copyright © 2014 s Page 1 of 1 1 IMES Evaluation Report ESR -1988 CBC Supplement w Reissued December 2014 `. This report is subject to renewal December 2016. wwwAcc-es.org (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: i MITEK INDUSTRIES, INC. r 14515 NORTH OUTER FORTY, SUITE 300 ' CHESTERFIELD, MISSOURI 63017 , (317) 434-1200 www.mii.com , EVALUATION SUBJECT: , ' r •Mitek®TRUSS CONNECTOR PLATES: TI -118, MT18, MT18HST"' M18SHSTM TL'20 AND MT20 1 1.0 EVALUATION SCOPE. - - Compliance with the following code: r 2010 California Building Code (CBC) _ Property evaluated: ' Structural r • q 2.0 PURPOSE OF THIS SUPPLEMENT r This supplement is issued to indicate that the Mitek® Truss connector plates TL18, MT18, MT18HSTM, M18SHSM, TL20 and ' MT20, described in the master report ESR -1988 comply with the 2010 Califomia 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_ l This supplement expires concurrently with the master evaluation report reissuedDecember 2014. ' ICC -ES Evaluation 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 the subject of the report or a recommendation for its use. There is no warranty by /CC Evaluation Service, LLC, express or implied, as C�6� to any finding or other matter in this report, or as to any product covered by the.report.' Copyright ©2014 z ' a'Y, Page 1 of 1' * .y r f _ _