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BRES2015-0427 Truss Calcs 3�H �w z z Do U C.�> e0 C) �- ®n� U- w a o . • 1\\�� FIPA SAOwk) I V {ate , 6� . �. :mlx APR 2.9 2016 CITY OF LA QUINTA COMM UNIT`I' DEVELOPMENT . 138' � � � � -_ - � �- - � -:I �?; - . - - . t +'. � � z' • -71 i 64 !g' - I �•g' � r i. .� .. - % - 1111 ' '� 7 I jt Ili •1 �: ( y � i _ _ i! J 9I Itl i 4 i p' ��: • aX l 2 � ' p .' �' X � ° • Yi8 � v. . •� I ' I {Cl u� _'" :. _ _ _ �. �_-�i•—j _moi _ 6 , ; :. _ _ I' .,`_!C' i I 1Y R' ' 3 LLSri 1 i a _E.. E S' j eL j �s.j I' 2 , °moi° ...1. QiEp �O�" _ a e.�.AZO rL3_.f___`� I _� �$ Q --A3 p I ' _ 19'-1 12' OI O: __�� -- a'_ ..�`7. .�?��, L. Jr O t � IQ � � � � , Int - —"i' � •�:�� ,:� a �` 9.1 �I ° w7 On i ;O O SIJ ., SZ_. -2-aw-ummG taw- -_ Io , j As8, -a 6 1 1 7 'qI I ! 01 �'. ,� r}.NI°..:,/�i ;� ',a1Al -an: J1At ��M -ea afi-:,-- w ?ia�� aim 'anfi`:.� 1 e• tl �€SI � V3 � `� , _....... �. � .—. f. — — — '--.�_l• — =1iT = ''..'. _ I � v - •'3'� -- �7i t9j. - — O-� '?::�:0 7, C -�' �b37 d.� Asa :oe• �M,t A3sJAQCS�a=E.� `ip 4. A22 JACKS I r 9 p I I Ft I 6 'i L t_7 r� ' a Y I � Ix ad � 711 . ''. 2ocol.orwwva.�IB as - I- i A15 F a_ A13. I' j aaii (pi 17 A 12 JACKS r RI ndm le ueafc . "cr almcer . PATES FABRICATORS Job Narne: Kelly Residence Lot 161-162 Address: Kelly Residence Lot 16 I - 16; Designer: Project Manager: MarilynClardle. Job #: - M-3820 Plan / Elevation: Kelly - Residence .14 �\ _ ' D 3 -12 n. r G'-011 r-- SM _Iesig-,arer= com( inpu= IIIIII� 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 Y' U S S• SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 231- 0.0" 2. 2x4 compression web bracing must be installed where shown +. iniorporallon of component is the responsibility of the building designer. DES.. BY: CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 . TC: 2z4 DF Hl&BTR; - LOAD DURATION INCREASE = 1.25 3/25/2016 V the overall structure is the responsibility of the building designer. continuous hin contlnuous sheathing such as plywood sheathing(TC) and/or drywall C). 3. 2x Impact bridging or lateral orating required where shown ++ 1- 2=( -844) 822 2- 9=( 0) 2204 2- 3=(-1998) 0 2::4 DF 210OF T2 4. No load should be applied to any component until after all bracing and SPACED 24.0" O.C. TRANS I D • 435019 fasteners are complete and at no time should any loads greater than design loads be applied to any component. 2- 3=( -928) 260 9-10=(-95) 1856 4- 9=( -237) 11 BC`. 2x4 DF 0l&BTR • 5. C us has no control over and assumes no responsibility for the necessary. 3- 4=(-2353) 0 10- 8=( 0) 2217 9- 5=( 0) 413 WEBS: 2x4 DF 0l&BTR LOADING 6. This design is furnished subject to the limitations set forth by S. Plates shall be located on both faces o/ truss, and placed so their center 4- 5=(-2147) 0 5-10=( 0) 528 TPIMlfCA in SCSI, ropes of which will be furnished upon request. lines coincidewith joint center tines. o n LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 9. Digits indicate size of plate in inches. 5- 6=(-2220) 0 10- 6=( -180) 39 TC LATERAL SUPPORT <= 12"OC. UON. - DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-2380) 0 7- 8=(-2235) 0 BC LATERAL SUPPORT <=_12"OC. UON. TOTAL LOAD = 50.0 PSF 7- 8=( -471) 0 LETINS: 1-02-00 1-02-00 ADDLi BC UNIF LL+DL= 20.0 PLF 13'- 4.0" TO 23'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) REQUIREMENTS OF CBC 2013 NOT BEING MET. 01- 0.0" -92/ 283V -800/. 800H 1.50" 0.30 DF ( 625) - 3'- 7.5" 0/ 1089V 0/ OH 5.50" 1.16 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 231- 0.0" 0/ 1150V -800/ 800H 5.50" 1.23 - DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - - BRG @ 01- 0.0" 0.30 DF/ 0.47 HF/0.44 SPF BRG @ 3'- 7.5" 1.16 DF/ 1.79 HF/ 1.71 SPF BRG @ 231- 0.0" 1.23 DF/ 1.89 HF/ 1.80 SPF . VERTICAL DEFLECTION LIMITS: LL -L/360, TL=L/240 ' MAX LL DEFL = -0.128" @ 131- 1.0" Allowed = 0.631" MAX 'DL CREEP DEFL = -0:397" @ 16'- 9.7" Allowed= .0.996" MAX TL CREEP DEFL = -0.471" @ .16'- 4.7" Allowed = 0.946" •.. RECOMMENDED CAMBER (BASED ON DL DEFL)= 0..36811' - - - MAX HORIZ. LL DEFL =• 0.031"'@ 01- 0.8" - - MAX.HORIZ. TL DEFL = -0.080" @ 1 01- 0.811, x • - - - COND-. 2: 800.00 LBS SEISMIC 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 factor=1.6, 3-02 1-01-14 '3.09-10 4-11-08 4-11-08 - 3-09-10 1-01-14 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 -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 �� which is non -concurrent with other live loads. M -2x4 - M- x4 4 6 o M -3x5 M -3x6- o r� 3 7 o .. I 1 r 0 - 9 10 M -7x6 M -3x4 M -3x4 =M -5x5 > l 1 1 t 9-09-05 6-07-05 6-07-05 I <PL:10-00-12 23-00 >PL:10-06-04 t - PROVIDE FULL BEARING;Jts:l2 8 . JOB NAME: Kelly Residence Lot 161-162 - Al Scale: 0.2696 ^�QFE�ti r-- ----- 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 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 +. iniorporallon of component is the responsibility of the building designer. DES.. BY: EE . 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of Po ry P 9 2. Design assumes the top and bottom chords to be laterally braced at 2' and at 10' respectively unless braced throughout their length by ' DATE: 3/25/2016 V the overall structure is the responsibility of the building designer. continuous hin contlnuous sheathing such as plywood sheathing(TC) and/or drywall C). 3. 2x Impact bridging or lateral orating required where shown ++ ' t SEQ. : 6378418 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 loads greater than design loads be applied to any component. and are for *dry condition" of use. 6. Design assumes run bearing at an suppons shown. Shim or wedge if • 5. C us has no control over and assumes no responsibility for the necessary. I brica fabrication, handling, shipment antl installation of components. 7, Design assumes adequate drainage is provitled. 6. This design is furnished subject to the limitations set forth by S. Plates shall be located on both faces o/ truss, and placed so their center TPIMlfCA in SCSI, ropes of which will be furnished upon request. lines coincidewith joint center tines. o n IIII I II II I I IIII I 11111111111111 III I II II III 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) !)I-- C56864 EXP. 09/3012016 7 * 312611F, CIVIC 9TF OF r.AC�F�� IIIIIIII IIIII This design prepared from computer input by SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 231- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF H1dBTR; LOAD DURATION INCREASE = 1.25 1- 2=( -58) 24 2- 9=(0) 2204 2- 3-(-1998) 0 2x9 OF 210OF T2 SPACED 24.0" O.C. 2- 3=( -691) 0, 9-10=(0) 1737 4- 9=( -237) 0 BC: 2x4 OF HIGBTR 3- 4=(-2353) 0 10- 8=(0) 2217 9- 5=( 0) 413 WEBS: 2x4 OF @1LBTR LOADING 4- 5=(-2147) 0 5-10=( 0) 528 LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-2220) D 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. 01- 0.01, 0/ 216V -17/ 22H 1.50" 0.23 OF ( 625) 3'- 7.5" 0/ 1089V 0/ OH 5.50" 1.16 OF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 231- 0.0" 0/ 1150V 0/ OH 5.50" 1.23 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 01- 0.0" 0.23 DF/ 0.35 HF/ 0.34 SPF BRG @ 31- 7.5" 1.16 DF/ 1.79 HF/ 1.71 SPF BRG @ 231- 0.0" 1.23 DF/ 1.89 HF/"1.80, SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 _ MAX LL DEFL = -0.128".@ 13'- 1.0" Allowed =' 0.631' MAX DL CREEP DEFL = -0.397^,@ 16'- 9.7" Allowed = 0.946" .. - MAX TL CREEP DEFL = -0.471". @ 16'- 4.?" Allowed =-0'.946"" • _ ". - _ ,RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.347" MAX HORIZ. LL DEFL =. 0.029" @ 22'- •.6.5" i MAX HORIZ. TL DEFL = 0.077" @ 22'- 6.5" Wind; 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (Al -1 Heights), Enclosed, Cat.2, £xp.B, MWFRS(Dir), 13-01, 9-11 lead duration factor=l: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 for wind loads y� 'in the plane of the truss only. 12 12 M Design checked for a 300 ib concentrated top chord 3.00 -4x5 a 3:00 live load per,IBC 2012 due to maintenance workers .. 4.0" which is non -concurrent with other. live. loads. M -2x4 M -2x4 _ 4 6 , M -3x5 x6 C; .3 7 p .1 --2 - - .10 -8..� 9 M -7x6 M -3x4 M -3x4 - M -5x5 > 9-09-05 6-07-05 6-07-05 - <PL:10-00-12 L 23-00 >PL:10-06-04 - PROVIDEFULL BEARING;Jts:1,2 6 JOB_ NAME: Kelly Residence Lot 161-162 - A2 Sale: 0.2646 FES " 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 and Warnings before construction commences. building component. Applicability of desgn 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 m� C 66864 DES. BY • EE 3. Additional temporary bracing to insure stability during construction 2' o.c. and at to' o.c. respectively unless braced throughout their length by _ _UJ U IT7 • is the res nsibil' of the erector. Additional ermanent brecin of responsibility D 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). ;U • 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 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. loads 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 greater than design loads be applied to any component and are for *dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for the necessary. �� � �.1 6 , tj1 P T GIV IL fabrication, handling, shipment and installation of components, T- 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 OF CA1.� TPI/WTCA in BCSI. copies of which will be furnished upon request. lines coincide with joint center lines. II I II III I 9. Oigits indicate size of plate in inches. ow iTek (M/ComprWftwareM)-E _ 10. FoMnector pM valueSIM 311. ElMiTek) _ �sM M III III S _iesid M. are(- com-inpu-. SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 19- 10.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2::4 DF #ldBTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -140) 0 1-10=(0) 2377 1- 2=(-2600) 0 BC: 2x4 DF #IdBTR SPACED 28.2" O.C. 2- 3=(-2555) 0 10-11=(0) 2519 3-10=( -102) 360 WEBS: 2x.4 DF #1dBTR 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 120110C. 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 ^ 7'- 11.0" TO 11'- 11.0" V Unbalanced live loads have been ADDL: BC UNIF LL+DL= 20.0 PLF 131- 4.0" TO 191- 10.0" 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 DF ( 625) . 191- 10.0" 0/ 1337V 0/ ON 5.50" 1.43 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 01- 0.0" 1.33 DF/ 2.05 HF/ 1:95 SPF BRG @ 19- 10.0" 1.43. DF/ 2.20 HF/ 2.10 SPF VERTICAL DEFLECTION LIMITS`: LL=L/360,- TL=L/240 MAX LL DEFL = -0.140" @ 11'- 11.4'.' Allowed = 0.631" - MAX DL CREEP DEFL = -0.316" @' 11- 11.4 Allowed = 0.946" MAX TL CREEP DEFL = -0.456" @ 11'- 11.4" Allowed= 0.946" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.316" MAX HORIZ. LL DEFL = 0:022" @ 19- 4.5" MAX HORIZ. TL DEFL = 0.058" @ 19- 4.5" " Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2; ASCE 7-10, 9=11• 9-11 (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), 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 vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only• " 12 12 3.00 3.00 Design checked for a 300 lb concentrated top chord IIM-4x4 live load per IBC 2012 due to maintenance workers 5 which is non -concurrent -with other live loads. M -3x10 M -3x10 4 6 , M -2x -4M -2x9 CD 3 4-00 0 7 o M -3x6 M -3x6 r1 0 i - - - to 1 < M -5x5 7-09-04 (<PL:10-00-12' M -4x6 M -2x4 M -4x6 4-03-08 19-10 JOB NAME: Kelly Residence Lot 161-162 - A3 I Truss: A3 i DES. BY: EE DATE: 3/25/2016 ( SEQ.: 6378420 TRANS ID: 435019 111111111111111111111111 IN 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 Pil ry 9 N 9 is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E 0 I 0 9 t .M -5x5 L 7-09-04 L Scale: 0.3103 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 ter tgth by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-conosive 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 tines coincide with joint center tines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ARO C5' 66864 EXP. 091:012016 * 31�1►6 sT civ► �P 9TF OF CA1 \F��/ 1"11111111" M M M= M m m m w MM LUMBER SPECIFICATIONS 14-00-00 HIP SETBACK 6-00-00 FROM END WALL TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) BC: 2x4 DF #1&BTR WEBS: 2x4 DF #1&BTR LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0" TO 6'- 0.0" V 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 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 141- 0.0" V NOTE 2x4 BRACING AT 24"OC UON FOR TC CONC LL( 200.0)+DL( 230.0)= -430.0 LBS @ 6'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 81- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LETINS: 1-02-00.. 1-02-00 REQUIREMENTS OF CBC 2013 NOT BEING MET. (,2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords; 9" oc in 1 rowls) throughout 2x.4 webs. rn O C. C. r o N I 1. This design is based only upon the parameters shown and is for an individual Truss ' O building component. Applicability of design parameters and proper . F O incorporation of component is the responsibility of the building designer. DES. BY : EE < 5-11-11 2-00-10 5-11-11 1-01-14 4-09-13 2-00-10 4-09-13 1-01-14' j430# 4304 1 12 2 3.00 v I I o 3.00 M -5x8 _M -6X6 5-05 3-03-12 '5-03-04 13-10 0-02 t L <PL:13-02-00 14-00 BEARING LOCATIONS 0'- 0.0" 13'- 10.0" O I O JOB NAME: Kelly Residence Lot 161-162 - A4 Scale: 0.3763 Wes i are com�inpu _ FAB RS t CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -602) 0 1- 7=(0) 2712 1- 2=(-2684) 0 2- 3=(-2884) 0 7- 8=(0) 3014 7- 3=( 0) 184 3- 4=(-3170) 0 8- 6=(0) 3014 7- 4=( -26) 226 4- 5=(-3176) 0 4- 8=( -2) 128 5- 6=(-2962) 0 5- 6=(-2962) 0 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH - REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 1315V -9/ 10H 5.50" 0.70 DF ( 625) 0/ 1313V 0/ OH 3.50" 0.70 DF ( 625) BRG @ '0'- 0.0" 0.70 DF/ 1.08 HF/ 1.03 SPF BRG @ 13'- 10.0" 0.70 DF/ 1.08 HF/ 1.03 SPF VERTICAL DEFLECTION LIMITS: LL=L/360' TL=L/240 MAX LL DEFL = -0.123 @ 8'- 0.0" Allowed = 0.436" MAX DL CREEP DEFL = -0.275" @ 8'- 0.0" Allowed = 0.654" MAX TL CREEP DEFL = -0.396" @ 8'- 0.0" Allowed = 0.654" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.275" MAX HORIZ. LL DEFL 0.010" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.024" @ 13'- 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. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. C 66864 "" m EXP. 09/30/2016 * 'iX116 sT C(v(� �� \TF OF CAO " 1 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss ' and Warnings before concoction commences. building component. Applicability of design parameters and proper . F 2. 2K4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. DES. BY : EE - I temporary bracing to insure stability during construction 3. 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 their length ly g is the responsibility of the erector. Additional permanent bracing of is the res continuous sheathing such as plywood sheathing(TC) and/or drywalby I C). (8 DATE: 3/25/2016 the overall structure is me responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ r SEQ. : 6378421 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of me respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 435019 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for "dry condition* of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if i 5. CompuTrus has no control over and assumes no responsibility for the necessary. I fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 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 TPIANlCA in BCSI, copes of which will be furnished upon request. lines coincide with joint center tines. IIII II II I III IIIII IIII III I I III II IIII 9. Digits indicate size of plate in inches. l MiTek USA,Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1 988 (MiTek) Wes i are com�inpu _ FAB RS t CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -602) 0 1- 7=(0) 2712 1- 2=(-2684) 0 2- 3=(-2884) 0 7- 8=(0) 3014 7- 3=( 0) 184 3- 4=(-3170) 0 8- 6=(0) 3014 7- 4=( -26) 226 4- 5=(-3176) 0 4- 8=( -2) 128 5- 6=(-2962) 0 5- 6=(-2962) 0 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH - REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 1315V -9/ 10H 5.50" 0.70 DF ( 625) 0/ 1313V 0/ OH 3.50" 0.70 DF ( 625) BRG @ '0'- 0.0" 0.70 DF/ 1.08 HF/ 1.03 SPF BRG @ 13'- 10.0" 0.70 DF/ 1.08 HF/ 1.03 SPF VERTICAL DEFLECTION LIMITS: LL=L/360' TL=L/240 MAX LL DEFL = -0.123 @ 8'- 0.0" Allowed = 0.436" MAX DL CREEP DEFL = -0.275" @ 8'- 0.0" Allowed = 0.654" MAX TL CREEP DEFL = -0.396" @ 8'- 0.0" Allowed = 0.654" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.275" MAX HORIZ. LL DEFL 0.010" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.024" @ 13'- 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. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. C 66864 "" m EXP. 09/30/2016 * 'iX116 sT C(v(� �� \TF OF CAO " IIIII� M M eFAB CW11ORSe(� com�inpu - LUMBER SPECIFICATIONS WARNINGS: - 0 14-00-00 HIP SETBACK 6-00-00 FROM END WALL 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 TC: 2x4 DF N1&BTR O N LOAD DURATION INCREASE = 1.25 (Non -Rep) 11. 2. 2X4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. BC: 2x.4 DF 016BTR 1 1 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their leng_lh by O 1 continuous sheathing such as plywood sheathing(TC) and/or drywall C). WEBS: 2x4 DF 01&BTR the overall structure is the responsibility of the building designer. 3. 2X Impact bridging of lateral bracing required where shown ++ LOADING 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be in a non -corrosive environment, : •t TRANS I D • 435019 l fasteners are complete and at no time should any loads greater than design loads be applied to any component. I TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 01- 0.0" TO 6'- 0.0" V TC LATERAL SUPPORT <= 12110C. UON. TC UNIF LL( 80.0)+DL( 92.0)= 172.0 PLF 61- 0.0" TO 8'- 0.0" V BC LATERAL SUPPORT <= '12110C. UON. TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 8'- 0.0" TO 14'- 0.0" V III I VIII BC UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF 0'- 0.0" TO 14'- 0.0" V NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 61- 0.0" MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( ,200.0)+DL( 230.0)= 430.0 LBS @ 8'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LETINS: 1-02-00 1-02-00 REQUIREMENTS OF CBC 2013 NOT BEING MET. (. 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. nails staggered: ' 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in l row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. rn ' WARNINGS: - 0 I Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual I O N i 11. 2. 2X4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. C, O 1 1 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their leng_lh by O 1 continuous sheathing such as plywood sheathing(TC) and/or drywall C). DATE • 3/25/2016 5-11-11 1-01-14 4-09-13 12 3.00 7 2-00-10 5-11-11 2-00-10 4-09-13 M -5x8 �z M- 6X6 12 a 3.00 BEARING LOCATIONS 0'- 0.0" 14- 0.0" 1-01-14 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -600) 0 1- 7=(0) 2710 1- 2=(-2682) 0 2- 3=(-2882) 0 7- 8=(0) 3004 7- 3=( 0) 184 3- 4=(-3170) 0 8- 6=(0) 3004 7- 4=( -22) 230 4- 5=(-3168) 0 4- 8=(. -8) 124 5- 6=( -716) 0 5- 6=(-2876) 0 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 1314V -9/ 9H 5.50" 0.70 DF ( 625) 0/ 1314V 0/ OH 5.50" 0.70 DF ( 625) BRG @ 0'- 0.0" 0.70 DF/ 1.08 HF/ 1.03 SPF BRG @ 14- 0.0" 0.70 DF/ 1.08 HF/ -1.03 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.125" @ 8'- 0.0" Allowed = 0.436" MAX DL CREEP DEFL = -0.280" @ B'- 0.0" Allowed = 0.654" 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" @ 13- 6.511 - MAX HORIZ. TL DEFL = -0_024" @ 13- 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. 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. 5-05 3-03-12 5-03-04 I t <PL:13-02-00 14-00 JOB NAME: Kelly Residence Lot 161-162. - MA Scale: 0.4138 C 66864 EXP. 09/30/2016 * 31'2 1 " OIC IC ��\j F OF Av* WARNINGS: - GENERAL NOTES, unless otherwise 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 11. 2. 2X4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. DES. BY: EE 1 1 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their leng_lh by • 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 of lateral bracing required where shown ++ t SEQ. 6378422 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be in a non -corrosive environment, : •t TRANS I D • 435019 l fasteners are complete and at no time should any loads greater than design loads be applied to any component. I used and are for *dry condition' of use. 9 6. Design assumes full bearingat 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 in BCSI, copies of which will be furnished upon request. ncttle with joint center tines. lines coincide II III III I VIII II I I III I III I I IIIITPIIWTCA n 9. Digits size of plate in Inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 66864 EXP. 09/30/2016 * 31'2 1 " OIC IC ��\j F OF Av* I III II� M M M M com�inpD- M AIESeFABFt�RSe (1) LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF H1&BTR LOAD DURATION INCREASE = 1.25 1-2=( -258)- 0 1-6=(0) 1370 1-2=(-1463) 0 BC: 2x4 DF fll&BTR SPACED 24:0" O.C. 2-3=(-1491) 0 6-5=(0) 1371 6-3=( 0) 469 WEBS: 2x4 DF #1&BTR - - 3-4=1-1492) 0 4-5=(-1484)- 0 ' - - LOADING 4-5=(-1484) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF BC LATERAL SUPPORT <= 12 OC. UON. DL ON BOTTOM CHORD = 7.0 PSF - - - - 'TOTAL LOAD = 50.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH -'LETINS:• 1-02-00 1-02-00 - LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) ADDL: BC UNIF LL+DL= 26.6 PLF 0'- 0.0" TO 14- 0.0" V 01- 0.0" 0/ 887V -11/ 13H 5.50" 0.95 DF {'625) 131- 10.0" 0/ 885V 0/ OH 3.50" 0.94 DF ( 625) ' - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL _ - REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 0'- 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" @ 7'- 0.0" Allowed = 0.436" MAX DL CREEP DEFL = -0.211" @ 7'- 0.0" Allowed = 0.654" ' - - - MAX TL CREEP DEFL = -0.282" @ 7'- 0.0" Allowed = 0.654" ' - RECOMMENDED CAMBER (BASED ON DL DEFL)'_ 0.211-1 MAX HORIZ. LL DEFL =. 0.007" @ 13'-; 6.5" ' 7-Q0 7-00 ' - � - MAX HORI&: TL DEFh,.= 0.023", @ 13'= 6.5" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, 1-01-14 5710-02 5-10-02 1-01-14 (All Heights), Enclosed, Cat.2, Exp,.B, MWFRS(Dir), load duration factor=1.6, . 12 12 End vertical(s) are exposed to wind, 3.00 v a 3.00 Truss designed for wind loads in the plane of the truss only) IIM-4x9 Design checked for a 300 lb concentrated top chord live load per IBC 2012. due to maintenance workers .34.0" which is non-concurrent.with'other live loads. C. P M -3x4. 2.01' M -3x9 < M -3x5 M -2x9 M -3x6 7-00 7-00 . 13-10 0-02 t <PL:13-02-00 . 14-00 t JOB NAME: Kelly Residence Lot 161-162 - A5 Scale: FES _ _ - _ _ WARNINGS: � GENERAL NOTES, unless otherwise noted; A51. 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 Applicability design ' Trus S ' ' and Warnings before construction commences. building component. of parameters and proper .. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional bracing to insure incorporation of component is the responsibility of the building designer. Po Po po N g t 2. Design assumes the top and bottom chords to be ry braced at C C C ,1 C U 6 S 64'. m DES. BY : EE temporary stability during construction is the responsibility of the erector. Additional permanent bracing of Po N P 9 unless braced throughout their length 2' and at 10' respectivelyh roup ui � m � DATE: 3/25/2016 - I the overall structure is the responsibility of the building designer. hino.c asly continuous sheathing such as plywood sheathing(TC) and/or drywall 8C). continuous ). 3. 2ir Impact bridging or lateral bracing required where shown + + EXP. 09/30/2016 SEQ. : 6378423 R4. No load should be applied to any component until after all bracing and fasteners time 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, * J e a TRANS I D : 435019 f are complete and at no should any loads greater Nan design loads be applied to an component. g FF y t 5. CompuTrus has no control over and assumes no responsibility for the and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if a �1 11 T C1V�L � �P '9 - 1 fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations forth by 7umes adequate drainage is provided. . Design s T�6 OF i set TPINVlCA 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 tines coincide with joint center lines. CALF IIII I I III IIII II I III I III IIII IIII 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E W. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIIIIII� r si w'a '� com�inpu- SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" - COND. 2: 2000.00 LBS SEISMIC LOAD. - TC: 2x4 DF 01&BTR - - LOAD DURATION INCREASE = 1.25 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7710, BC: 2x4 DF 01&BTR SPACED 24.0" O.C. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), WEBS'. 2r.9 DF ql&BTR load duration factor=1.6, TC LATERAL.SUPPORT <= 12110C. UON. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF End vertical(s) are exposed to wind, •, BC LATERAL SUPPORT <= 12 -IOC DON. DL ON BOTTOM CHORD = 7.0 PSF Truss designed for wind loads TOTAL LOAD = 50.0 PSF in the plane of the truss only. LETINS: 1-02-00 .1-02-00 Note:design requires continuous LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - .. _ - bearing wall for entire spahUON. bearistructural Staple or equal at non- REQUIREMENTS OF CBC 2013 NOT BEING MET. - vertical members (uon). Design checked for a'300 lb concentrated top chord BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP live load per IBC 2012 due to maintenance workers 5-00 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-00 which is non -concurrent with other live loads. Truss designed for 4x2 outlookers. 2x4 let -ins ' 1-01-14 3-10-02 3-10-02 1-01-14 of the same size and grade as structural top chord. Insure tight fit at each end of let -in. 12 Outlookers must be cut with care and are a 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 . 01, M -3x5 3 M -3x5 . M -2x9 M -2x9 M -3x9 M -3x9 M -3x5 M - 3x5 4 1. of 1 o - <-M-5x5 M -2x9 -M-5x5 5-00 <PL:10-00-12 10-00 JOB NAME:Kelly Residence Lot 161-162 - A6 scale: 0.5953 ()FESS/p N i ' WARNINGS: GENERAL NOTES, unless otherwise noted: q� 6 i 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss y and Warnings before construction commences. building component. Applicadtity of design parameters and proper incorpo aeon of component is the responsibility of the building designer. j DES. BY • AM I 2. 2c4 compression web bradng must be installed where shown *. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by w .n C 60384 y rrl M i is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(sC). - DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3. 2z Impact bridging 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. 5. Design assumes trusses are to be used in a non -corrosive environment, EXP. 06130/16SEQ. i fasteners are complete and at no time should any loads greater than I design loads be applied to any component. and are for condition' of use. I z1 7115 • TRANS I D ' 432738 _ -5. CompuTrus has no control over and assumes no responsibility for the 6. Designp� g assumes full bearingat all supports shown. Shim or wedge it y.ST Clv l\. \Q'. - - ( fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and so their center - FOF placed TPIM7fCA in BCSI, copies of which will be furnished request. lines coincide with joint center fines. Cm -W IIII I I III I I I IIII IIIIIIIIII 11111111111111 IN II _ upon 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) milMIIIIIIFM M -iesigMarecowcomAminpu- GENERAL NOTES, unless otherwise noted: Al 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upupon the parameters shown and is for an individual SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS and Warnings before con,",Ion commences. TRUSS SPAN 10- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 'TC:2x4 DF 0168TR - 2. 2x4 compression web bracing must be installed where shown +. LOAD DURATION INCREASE = 1.25 1-2=(-141) 0 1-6=(0) 795 -1-2-(-900) 0 BC: 2x4 DF 11116BTR 3. Additional temporary bracing to insure stability during construction SPACED 24.0" D.C. 2-3=(-873) 0 6-5=(0) 795 6-3=( 0) 276 WEBS: 2x4 DF HI&BTR• ( is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3-4=(-873) 0 4-5=(-900) 0 ; the overall structure is the responsibility of the building designer. LOADING 4-5=(-141) 0 TC LATERAL SUPPORT <= 12"OC: DON. LL( 20.0)+DL( 23.0) ON TOP CHORD= 43.0 PSF : TRANS I D • 432738 - BC LATERAL SUPPORT <= 1211OC. 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 7, Design assumes adequate drainage is provided. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 6. This design is furnished subject to the limitations set forth by ADDL: BC UNIF LL+DL= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 01- 0.0" 0/ 622V -8/ 8H 5.50" 0.66 DF (;625) 101- 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 @, '0'- 0.0" 0.66 DF/ .1.02 HF/ 0.98 SPF tines winicawith joint center fines. II BRG @ .10- 0.0". 0.66' DF/ .1.02 HF/ 0.98 SPF II II I III BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP III VIII III) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. •VERTICAL 'DEFLECTION .LIMITS: LL=L/360, TL=L/240 _ . 9. Digits indicate size of plate in inches. MAX LL DEFL = -0.027" @ 51 - 0.0" Allowed = .0.303" - _ 5-00.' j-QQ, - MAX DL CREEP DEFL­ -0.083" @ 5'- 0.0" Allowed = 0.454" MAX TL CREEP DEFL = -0.111" @ 51- 0.0" Allowed = 0,.454" - ,.. RECOMMENDED CAMBER (BASED ON DL DEFL)= OA83" - - 1-01=19' 3-10-02 3-10-02 1701-19 MAX HORIZ. LL DEFL = 0.0031', @'- 91- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.009' @ 91- 6.5" 3.00 v v 3.00 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed; Cat.2, Exp.B, MWFRS(Dir)., load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 11M -9x9 in the plane of the truss only. . - 3 9 • 0" 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 Toads. . o M -3x9 M -3x9 2.0° I < _ M -3x5 M -2x9 M -3x5 ' 5-00 5-00 I <PL:10-00-12 10-00 ' JOB NAME: Kelly Residence Lot 161=162 - A7 Scale: 0.5203c?c -_ LU v_C 60384 * EXP.O6I3 M sr 1z171% / WARNINGS: - GENERAL NOTES, unless otherwise noted: Al 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upupon the parameters shown and is for an individual 7� T iU S S and Warnings before con,",Ion commences. building component. Applicability of design parameters and proper • 2. 2x4 compression web bracing must be installed where shown +. ineorporation 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' o.e. and at 10' o.c. respectively unless braced throughout their len 4th by • - ( is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE • 12/8/2015 ; the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown - + SEQ. 6344434 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses to be in : TRANS I D • 432738 ) fasteners are complete and at no time should any loads greater than design loads be applied to any component.and assumes are used a non -corrosive environment, are for "dry condition' of use. 6. Design assumes full beating at all supports shown. Shim or wedge if • ) 5. CompuTrus has no centro) 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 in BCSI, copies of which will be furnished upon request tines winicawith joint center fines. II I I II II I III I I III VIII III) IIIITPIANTCA 9. Digits indicate size of plate in inches. i MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E 10. For basic connector plate design values see ESR•1311, ESR•1988 (MiTek) LU v_C 60384 * EXP.O6I3 M sr 1z171% / III II II� �) 'a" M' °M" cortej�inpu� VIII SPAT S-SAB RSe ( LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.0" COND. 2: 2000.00 LBS SEISMIC LOAD. TC: 2x4 DF N1&BTR LOAD DURATION INCREASE = 1.25 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, BC: 2x4 DF N1&BTR SPACED 24.0'; O.C. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), WEBS: 2X.4 DF H1&BTR loaddurationfactor=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. UON. DL ON BOTTOM CHORD = 7.0 PSF Truss designed for wind loads TOTAL LOAD = 50.0•PSF in the plane of the truss only. LETINS: 1-02-00 0-00-00 Note:beari design •� LIMITED STORAGE DOES NOT'APPLY DUE TO THE SPATIAL forreqentire span bearing wall for entire span UON. . Staple or eijual at non=structural REQUIREMENTS OF CBC 2013 NOT BEING MET. - - - vertical members (tion). Design checked for a 300 lb concentrated top chord BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP live load per IBC 2012 due to maintenance workers •. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. which is non-concurrent with other live loads. -, 1-01-19 - 2-00-02 3-02 Truss designed for 4x2 outlookers. 2x4 let-ins" of the same size and grade as structural.top • 12 chord. Insure tight fit at each end of let-in. 3.00 v Outlookers must be cut with care and•are NOTE: TRUSS DESIGNED FOR WIND LOADS IN THE PLANE -. - '- permissible at inlet board areas only.- OF THE TRUSS ONLY. EXCEPTION: FOR EXTERIOR STUD 1 CONDITION REFER-TO COMPUTRUS STANDARD GABLE END DETAIL. - M-2x9 _ M-3x5 4" M,,-2x4+ - ' M-3x-4 M-3x5 ? o, M-3x5 — N i M - 5 x 5 M-1x6 0-03-08 <PL: 9-00-12 6-04 JOB NAME:Kelly Residence Lot 161-162 - A8 Scale: 0,573E OFESS/O. ' - WARNINGS: GENERAL NOTES, unless otherwise noted: A1. 8 Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual - - %� •' Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. - 2. 2x4 compression web bracing must be installed where shown +. 2. Design assumes the top and bottom chords to be laterally braced at -- ... 2 m DES. BY: AM 3. Additional temporary bracing to insure stability during construction 2' O.c. and at 10' o.c. respectively unless braced throughout their lengqth by W C`60384 M is the responsibility of the erector. Additional permanent bracing of Po ty P 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). Of DATE: 12/8/2015 - the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : - 6344435 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, EXP. 06130L16 * * " fasteners are complete and at no time should any loads greater than design loads be applied to any component. and for *dry condition' of use. z X 7115 TRANS I D 432738 Bare full bearingat all supports shown. Shim or wedge if p� g 5. CompuTrus has no control over and assumes no responsibility for the 6. Desirecess j ST C (v 1` " arysumes fabrication, handling, shipment and installation of components. drainage face isf 7. Designassumescaed \\P 'qT 6., This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of wss, and placed so their center on truss.a OF `•AL\FO III I I II I II I I I I III I III VIII I II TPINJTCA in SCSI, copies of which will be furnished upon request tines coincide with joint center lues. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) esi arecl" com�inpu� S tS FAB 1 ta` ORS ( K) LUMBER SPECIFICATIONS TRUSS'SPAN 6'- 4.0" CBC2013/IBC2012 MAX MEMBER FORCES 40R/GDF/Cq=1.00 -'TC: 2x4 DF N1dBTR LOAD DURATION INCREASE = 1.25' ' 1-2=( -51) 56 1-5=(0) 365 1-2=(-472).0 BC: 2x4 DF 0I&BTR SPACED 24.0" O.C. 2-3=(-414) 0 3-5=(-393) 0 WEBS: 2x4 DF 1l&BTR 3-4=( -39) 48 5-4=(-187) 0 LOADING ;TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF - • BC LATERAL SUPPORT <= 12 OC. UON. - - DL ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH - TOTAL LOAD = 50.0 PSF - LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) - -LETINS: 1-02-00 0-00-00 _ 01- 0.0" 0/ 405V -15/ 39H 5.5011. 0.43 DF (.625) '. . _' • - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 4.0". 0/ 362V 0/ OH 5x50" 0-.39'- DF (.625). For hanger specs. -'See approved plans, REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 01- 0.0" 0.43 DF/ 0.67 HF/ 0.63 SPF BOTTOM CHORD CHECKED FOR 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. '. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 - ` T 1=01-14' 2-00-02--02 - ° r - MAX LL DEFL - -0.010" @ 3'- -1.6" Allowed = 0.181" - - MAX DL CREEP DEFL = -0.009" @ 31- 1.6" .Allowed = 0.271" 12 MAX TL CREEP DEFL - -0.018" @ 3'- •1.6" Allowed =_ 0.271" ' - 3.00 v.. i, ' - `RECOMMENDED CAMBER (BASED ON DL DEFL) 0.040" y - - MAX HORIZ. LL DEFL = 0.001" @ - 61- 0.5" MAX HORIZ. TL DEFL = 0.003" @ 6',-. 0.5" - •.. + , Wind: 110 mph, h=15ft,-TCDL=13.8,BCDL=4.2, ASCE 7-10,. "(All' ` M -2x9 ` l'Heights), Enclosed, Cat.2, Enclosed, MWFRS(Dir), duration f cto =1. , loadar 9 End vertical(s)areexposed to wind, Truss designed for wind loads li in the plane of the truss only.. " + -Design checked for a 300 lb concentrated top chord, v.- �''. 3 t live load :per IBC 2012 due to maintenance workers , ' :• r ',., '. - o - - which is non -concurrent with other live `loads. {"- M -3x9 o *� <1 M_ 3x5 a 'M -3x9 ' 6-00-08 0-03-0,8 3 .. - <PL: 9-00.-12 6-04. JOB NAME: Kelly Residence Lot 161-162 - A9 Scale: 0.5828 ()FESS/pN ` WARNINGS: GENERAL NOTES, unless otherwise noted: 9lF ' -A 9 1. Builder and erection contractor should be advised of all General Notes I. This design is based only upon the parameters shown and Is for an individual • Truss' and Warnings before construction commences. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. ,. - 2. �t4 compression web bracing must De installed where shown .. 2. Design assumes the top and bodom chords De at ``" BY: AM 3. Additional temporary bracing to insure stability dudng construction t theiraced unless braced throughout their length by 2' and at 10' c throughout W T C 60384' .DES . - is the responsibility of the erector. Additional permanent bracing of, Po ry P 9 continuous sheathing such as prywootl sheathing(TC) and/or drywall C). continuous hino.csuchrespativ ly � � DATE ' 12/V2015 the overall structure is the responsibility of the building designer. 3. 2n impact bridging or lateral bracing required where shown ++ ' S EQ : 6 3 44436 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, - EXP. 06/30/16 * *" . TRANS I D ' 432738- - - ' • fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for *dry condition' of use.- 6. Design assumes full beating at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the S CSV ��Q - fabrication, handling, shipment and installation of components. 7. necessary. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and so their center , j `\ _ 'q%F Obi` OF . placed TPIIWin SCSI, copies of which will be tarnished upon request. lines coincide with joint center fines. - CAO IIII I I II II I I III III I III I I I III 9. Digits indicate size of plate in inches. - MiTek USA,Inc./CompuTrus- Software 7.6.7(1L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 WITek) �IIIII� �• �tesi -rlm com; _ inpum SPATES FABRICATORS (JR) 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 DF #1&BTR - LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -590) 0 1- 7=(0) 2668 1- 2=(-2642) 0 BC: 2x,4 DF #1&BTR 2- 3=(-2836) 0 7- 8=(0) 2952 7- 3=( 0) 180 WEBS: 2x.4 DF #1&BTR LOADING 3- 4-(-3114) 0 8- 6=(0) 2952 7- 4=( -20) 226 TC UNIF LL( 90.0)+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. DON. TC UNIF LL( 80.0)+DL( 92.0) 172.0 PLF 61- 0.0" TO 7'- 10.0" V 5- 6=( -702) 0 _ 5- 6=(-2828). 0 BC LATERAL SUPPORT <=.12110C. 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: 2x.4 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 DF ( 625) _______________________________. 131- 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 1-02-00 - REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 01- 0.011 0.69 DF/ 1.07 HF/ 1.02 SPF BRG @ 131- 10.4" .0.69 DF/ 1.07 HF/ 1.02 SPF ( 2 ) complete trusses required: - - BOTTOM CHORD CHECKED FORIOPSF 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 = -0.121" @ 7'- 10.0" Allowed = 0.431" 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 Yowls) throughout 2x.4 bottom chords, MAX DL CREEP DEFL = -0.271" @ 7'- 10.0 Allowed = 0.646" 9" oc in 1 rows) throughout 2x4 webs. MAX TL CREEP DEFL -0.390"• @ 10.0Allowed = 0.646" - RECOhAfENDED CAMBER (BASED ON DL DEF DEFL)= 0.271" MAX HORIZ. LL DEFL = 0.009" @ 13'- 4.5" 1-10-10 5-11-1.1 .MAX HORIZ. TL DEFL = 0.023" @ 13'- 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 4-09-13 1-01-,14 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 930# 93,0# 12 End vertical(s) are exposed to wind, -3.00 v x.3.00 Truss designed for wind loads in the plane of the truss.only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers M -5x8 _M -6x6 which is non -concurrent with other live loads. o M -3x9 M -3x9. o 2 - O- IIS M -3x5 M-30 M -2x9 M -3x5 5-05 3-01-12 5-03-09 . I � <PL:12-00-12 13-10 JOB NAME: Kelly Residence Lot 161-162 - A10 Scale: 0.4243 t WARNINGS: GENERAL NOTES, unless otherwise A O 1. Builder and erection Contractor should be advised of all General Notes II 1. This design is based only upon the parameters Shown and is for an individual para Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper ' j 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. t DES. BY • AM ! 3. Additional temporary bradng to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their len gN by • ( is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE • 12/8/2015 i the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown + . : SEQ. 6344437 4. No load should be applied to any component unfit after all bracing and - 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D 432738 qIIIII fasteners are complete and at no time should any loads greater than I II design loads be applied to any component. and are for "dry condition' of use. g 6. Design assumes full beadsgat 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/W TPITCA in SCSI, copes of which will be furnished upon request fines coincide with joint center fines. IIII I I I I II I III I I 11111111111111 IIIIII II 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIIIIIIIIIIIII S SesFAB igR RSec corn npu_ 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 91&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -590) 0 1- 7=(0) 2668 1- 2=(-2642) 0 BC: 2>:4 DF #1&BTR 2- 3=(-2836) 0 7- 8=(0) 2952 7- 3=( 0) 180 WEBS: 2x4 DF #1&BTR 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. DON. TC UNIF LL( 80.0)+DL(. 92.0)=- 172.0 PLF 617 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" LOCATIONSREACTIONS 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 DF ( 625) --= 131- 10.0" 0/ 1297V 0/ ON 5.50" 0.b9 DF ( 625) --- --------------------------- ------------------ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL• LETINS: 1-02-00 1-02-00, - 1REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 01- 0.0" 0.69 DF/ 1.07.HF/ 1.02 SPF ' .( BRG @ 13'= 10.0" 0.69 DF/ 1:07 HF/ 1.02 SPF 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF 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 = -0.121" @ 71- 10.0 Allowed = 0.431" 9" oc in 1 row(s) throughout 2x4 'top chords, MAX DL CREEP DEFL = -0.271 @ 7'- 10.0" Allowed = 0.646" 9" oc in 1 cowls) throughout 2x4 bottom chords, MAX TL CREEP DEFL = -0.390 @ 7'=.10.0" Allowed = 0.646" 9" oc in 1 row(s), throughout 2x4, webs. _ RECOMMENDED CAMBER (BASED ON DL 0.27111 ,. `, . ... �. •. - _- - MAX HORIZ. TL DEFL = 0.023" @' 13'- -4.5" 5-11-11. 1-10-10 5-11-11 Wind: 110 mph, h=15ft, TCDL=13.81BCDL=4.2, ASCE 7-10; 1-01-14 4-09-13 1-10-10 9-09-13 1-01-19. (All Heights), Enclosed, Cat.2, Exp.B,. MWFRS(Dir)', A load duration factor=1.6, - s End vertical(s) are exposed to wind, i 4 ind loads 3.00 v Y 4� U#. a 3.00 in12 uthe ss dplaneeoffthe or wtruss only. 930# '.Design checked for a 300,lb concentrated top chord live load per IBC 2012 due to maintenance workers . ` tr M -5x8 M -6x6 ; which is non -concurrent with'other live loads. 3/ 4 o M -3x9 t M 3x9 ; < M -3x5 M -3x7, M -2x9 M -3x5 5-05 3-01-12` 5-03-104 . <PL12-00'-12 13-10 y _ JOB NAME -Kelly Residence Lot 161-162 A10A - Sale: 0.4243 Truss: DES. BY: AM DATE: 12/8/2015 SEQ.: 6344438 TRANS ID: 432738- 11111111111111111111 32738-I IIII IIII IIIVIII III IN WARNINGS: . GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 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' o.c, and at 10' o.c. respectively unless braced throughout their len gN by is the responsibility of the erector. Additional permanent bracing of Po ry Pe 9 continuous sheathing such as plywood sheathing(TC) antl/or drywal]RN ). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. - fasteners are complete and at no time should any loads greater than 5. Design assumes lasses are to be used in a noncorrosive environment, design loads be applied to any component. and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge 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 TPIAWTCA in BCSI, copies of which will be furnished upon request. Ones coincide with joint center Ones. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E W. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LU C 60384 rn * EXP. 06130116C10- * . gTFOFCAOF IIIIIII� ' _iesig�oarer comMinpu_` Q SPATES PABRII:ATORS (JR)- JR)-LUMBER LUMBERSPECIFICATIONS TRUSS SPAN 13'- 10.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 'TC: • 2x4 OF HILBTR LOAD DURATION INCREASE = 1.25. - 1-2=( -168) 0 1-6=(0) -1029 1-2=(-1153) 0 - BC: 2x4 DF,N1aBTR SPACED 24.0" O.C. - 2-3=(-1133) 0 6-5=(0) 1029 673=( 0) 259 ' WEBS: 2x4 DF HILBTR 3-4=(-1133) 0 4-5=(-1153). 0 „ LOADING 4-5=( 7168) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20:0)+DL( 23.0) ON TOP CHORD = 43.0 PSF BC LATERAL SUPPORT <= 12 110C. 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" 0/ 692V -12/ 12H 5.50"-- 0.74 DF ( 625) " REQUIREMENTS OF CBC 2013 NOT BEING MET. 13'- 10.0" ,' 0/ 692V 0/ OH 5.50" 0.74 'DF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD, TOP BRG @ 01- 0.0" 0.74 DF/ 1.14 HF/ 1.08 SPF AND BOTTOM CHORD. LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 13- 10.0"•. 0.74 DF/ 1.14 HF/ 1.08 SPF' VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 - _• MAX LL DEFL =-0,070" @ 6'-•11.0" .Allowed =..0.431" - - "• •: -. - MAX DL CREEP DEFL = -0.082" @ 61- 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" @ 131- .4.5" r Wind -'110 mph, h=15ft, TCDL=13.8,BCDL=4i2, ASCE 7-10, 1-01-14, 5-09-02 5-09-02 1;01-14 (All Heights), Enclosed; Cat.2, Exp.B, :MWFRS(Dir), load duration factor=1.6, '5. d vertical(s) ) eioo wind .. a3.00 *Truss designed orwndloads3'00 .: in the plane'of the truss only.- . os I1M-4x4 1 ,. Design checked for a.300 lb concentrated top chord + live load per IBC 2012 due to,maintenance workers t 3 4 0.. which is non -concurrent with other live loads. ` 'P1 -3x9 y 2.0" M -3x9 t c> < M -3x5 , ` - . M72x9 M -3x5 6-11 6-11 �<PL:12-00-12 L 13-10 JOB NAME: Kelly Residence Lot 161-162 - All Scale: 0.4368 pFESS/0A� WARNINGS: GENERAL NOTES, unlessotherwise noted: AllI. 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 incor ration of component is the responsibility of the building designer. 2. 2d4 compression web bracing must be installed where shown ' Po Po Po N 9 y. be t 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords ry braced et ti ` C qOO m " DES'. BY: AM and at 10' hino.crespectively unless braced throughout is the responsibility of the erector. Additional permanent bradn of 2' c roup to Po ty P 9 C). W W AA C V O J(7 `f HT1 DATE • 12/8/2015 continuous sheazing such as plywood sheathing(TC) and/or tlrywaf continuous dry ). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ d' " S EQ -. : 6344439 4No Wad should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. . 5. Design assumes busses are to be used in a non -corrosive environment. - * - EXP. O6I30/16 " fasteners are complete and at no time should any loads greater than design loads be applied to any component - and are for "dry condition' of use. J TRANS I D : 432738 - 6. Design assumes full Dearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the - S C10- necessary. labdcation, handling, Shipment and installation of components. 7. Design drainage is j \\� '9jF - assumes adequate provitled. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and so their center Otti - QF " placed TPIMlfCA in BCSI, copies of which will be furnished upon request bines coincide with joint center tines. to CALIF III II II II I III III I I I VIII I III III 9. Digits indicatecoincide size of plate inches. - MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) =1111111= M= M=== M M= ■. = M LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 DF #1&BTR WEBS: 2x4 DF #1&BTR TC LATERAL SUPPORT <= 12"OC. UON- BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 2x4 BRACING AT 20"OC DON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 1-11-00 1-11-00 ( 2.) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords., .9" oc in 1 row(s) throughout 2x4 webs. 25-10-00 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0 TO 8'- 0.0 V TC UNIF LL( 100.0)+DL( 115.01= 215.0 PLF 8'- 0.0" TO 17'- 10.0" V TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 17'- 10.0" TO 25'- 10.0" V BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0" TO 25'- 10.0" V TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 81- 0.0" TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 171- 10.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE .LOADS ACT NON -CONCURRENTLY. Mesig# areM comj_inpu_ SPATES FABRICATORS (JR) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -172) 0 1-10=(0) 6648 1- 2=(-7168) 0 2- 3=(-7104) 0 10-11=(0) 11178 3-10=( 0) 2212 3- 4=(-8948) 0 11-12=(0). 11178 10- 4=( 0) .470 4- 5=(-8720) 0 12-.9=(0) 6304 10- 5=(-2612) 0 5- 6=(-8606) 0 11- 5=( 0) 258 6- 7=(-8826) 0 5-12=(-2734) 0 7- 8=(-6780) 0 6-12=( 0) 444 8- 9=( -252) 0 12- 7=( 0) 2450 8- 9=(-6840) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 2980V -13/ 13H 3.50" 1.59 DF ( 625) 25'- 10.0" 0/ 3020V 0/ OH 5.50" 1.61 DF ( 625) BRG @ 0'- 0.0" 1.59 DF/ 2.45 HF/ 2.34 SPF BRG @ 25'- 10.0" 1.61 DF/ 2.49 HF/.2.37 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.264" @ 12- 11.0" Allowed = 0.836" MAX DL CREEP DEFL = -0.578" @ 12'- 11.0" Allowed = 1.254" MAX TL CREEP DEFL = -0.842" @ 12- 11.0" Allowed = 1.254" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.578" MAX HORIZ. LL DEFL = 0.056" @ 25'- 4.5" MAX HORIZ. TL DEFL = 0.137" @ 25'- 4.5" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dii), load duration factor=1.6, End verticals) 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 +802. 70# 12 3.00 v a 3.00 M -4x14 M -4x14 4 M-3 x10 6 5 rn - M -2x4 - M -2x4 M -3x7 3 7 M-30 2 8 C> o o .. . r 0 10 11 12 - 9 < M-50 M -3x10 0.25" M -3x10 M-50 MHS-5x14(S) 7-03-04 5-07-12 5-07-12 7-03-04 1 I <PL:10-00-12 25-10 JOB NAME: Kelly Residence Lot 161-162 - Al2 Scale: 0.2545 WARNINGS: GENERAL NOTES, unless otherwise 2� 1. Builder and erection contractor should be advised of all General Notes para 1. This design is based only upon the parameters shown and is for an individual Trus s and Warnings before construction commences. building component. Applicability of design parameters and proper • ! 2. 2x4 compression web bracing must De installed where shown +. incorporation of component is the responsibility of me 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' o.c. and at 10' o.c. respectively unless bra ad throughout their lengglthn by is the res nsibiti of the erector. Additional Parma bradn of f po ty P 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 'i S EQ 6 3 4 4 4 4 0 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibimy of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, .: TRANS I D ' 432738 fasteners are complete and at no time should any loads greater than 1 design loads be applied to any component. I and are for "dry condition' of use. shown. Shim or wed g a if 6. Design • t 5. CompuTrus has no control over and assumes no responsibility for N necessary. ( fabrication, handling, shipment and installation of components. is furnished 7. Design assumes adequate drainage is provided. 6. This design subject to the limitations set forth by l TPIANfCA 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. II II II II I III I I I IIII IIII III) IIII 9. Digits indicate size of plate in inches. ! MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) w �esigmare� comj�inpuM TIII III SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 25'- 10.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:2x4 DF 01dBTR LOAD DURATION INCREASE = 1.25 1- 2=( -94) 0 1-10=(0) 2832 1- 2=(-3064) 0 SC: 2x4 DF 01dBTR SPACED 24.0" O.C. - 2- 3=(-3011) 0 10-11=(0) 3104 3-10=( -158) 250 WEBS` 2x4 DF 41aBTR 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 <= 12110C. UON. 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 BRG LENGTH - - - BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE .INCHES (SPECIES) LETINS: 1-08-00 1-11-00 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 0- 0.0" 0/ 1283V -16/ 16H 3.50"_ 1.37 DF ( 625) 25'- 10.0" 0/ 1300V 0/ OH 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 TLCREEPDEFL = -0.596" @ 12- 11.0" Allowed = 1.254" RECOMMENDED CAMBER (BASED -ON DL DEFL)= 0..413" ` MAX HORIZ. LL DEFL = 0.037" @ 25'- 4.5" - MAX HORIZ..TL DEFL = 0.092" @ '25'-' 4:5"_ Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, " (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only.. 9-11-11 5-10-10 9-11-11 checked fora 300 lb concentrated top chord' _Design 1-07=11 3-007-13 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 v a 3.00 M -4x8 M -4x8 M -3x4 a 5 a M -2x4 M -2x9 . , o .. .- . .. .. 3 - 7 I o M -3x7.. M-30 r. 2 - B o ti --9 10 11 < M -5x6 0.25„ M -3x8 M -5x6 0 M -5x.8 (S) I J. L 9-03-04 7-03-08 9-03-04 <PL:10-00-12 25-10 JOB NAME: -Kelly Residence Lot 161-162 - A13 r- - - - - - --_- �- scale: 0.2596 ()FESS/Q N -� WARNINGS: GENERAL NOTES, unless otherwise noted: 9l� A I 3 1 Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown *. incorporation of component is the responsibility of the building designer. - y i i 3. to insure during 2• Design assumes the top and bottom chords to be laterally braced at �C DES. BY ' AM { Additionat temporary bracing stability construction is the res nsibiti of the erector. Additional ermanent brawn of 2' o.c. and at 10' o.c. respectively unless braced throughout their len th by Po ty P 9 C). LU 60384 m i i DATE: 12/8/2015 j 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 + - A I 6344441 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. to be in 1t EXP. 06130116 SEQ. : I { fasteners are complete and at no time should any loads greater than 5. Design assumes busses are used a non-conosive environment, and are for "dry condition' of use. J • TRANS I D • 432738 design loads be applied to any component 6. Design assumes full bearing at all supports shown Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for me necessary. � S �, f C(V � i ' fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and so their center 9TFOQ� CF ( placed TPIMffCA in SCSI, copes of which will be furnished upon request. tines coincide with joint center tines, CANE II II II II III I I I I I IIII IIII IIII 9.Digitsindicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 81111 it M M LUMBER SPECIFICATIONS TC:2x4 DF NILBTR 8C: 2x4 DF NISBTR WEBS: 2x9 OF #ldBTR . TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. DON. NOTE: 2x.4 BRACING AT 24"OC DON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 1-02-00 1-05-00 - w �,esicwarec_ comminpum SPATES FABRICATORS (JR) TRUSS SPAN 25'- 10.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -280) 0 1-11=(0) 2624 1- 2=(-2797) 0 9-10=(-2670) 0 2- 3=(-2822) 0 11-12=(0) 2975 3-11=( 0) 364 3- 4=(-2989) 0 12-13=(0) 2546 11- 4=( -157) 47 4- 5=(-2675) 0 13-14=(0) 2933 4-12=( -505) 0 5- 6=(-2558) 0 14-10=(0) 2492 12- 5=( 0) 307 6- 7=(-2677) 0 12- 6=( -115) 138 7- 8=(-2914) 0 6-13=( 0) 308 8- 9=(-2693) 0 13- 7=( -467) 0 9-10=( -273) 0 7-14=( -192) 11 14- 8=( 0) 413 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1283V -19/ 19H 3.50" 1.37 OF ( 625) 25- 10.0" 0/ 1300V 0/ OH 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 = -0.162" @ 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 ON DL DEFL)= 0.366" MAX HORIZ. LL DEFL = 0.035" @ 25- 4.5" MAX HORIZ. TL DEFL = 0.087" @ 25'- 4.5" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=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 11-11-11 1-10-10 11-11-11 in the'plane of the truss only. 1-01-14 2-06-10 3-08-08 4-06-11 2-05-05 4-00 3-08-08 2-03-11 1-04-13 Design checked fora 300 lb concentrated top chord 12 3.00 v .. rn M -2x4 - 3 0 M -3x6. M o 2 d 0 1-- < M -5x6 I 5-08-08 <PL:10-00-12 M -4x8 M -7x6 11-JhV 1J/ 5-06-12 3-05-04 5-05 25-10 live load per IBC 2012 due to maintenance workers If which is non -concurrent with 'other live loads. 12 a 3.00 M -2x4 8 M -3x6 9 0 i 10 M -5x6 5-08-08 JOB NAME: Kelly Residence Lot 161-162 - A14 Scale: 0.2971 V ( WARNINGS: GENERAL NOTES, unless otherwise noted: 1 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: i 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. 1 t7 3. Additional temporary bracing to insure stability dudng construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY : AM i I is the responsibility of the erector. Additional permanent bracing of Po h P 9 c' o.c. and at 10' o.c. respectively unless braced throughout their tenQth by continuous sheathing such as plywood sheathing(TC) and/or drywall$$). DATE • 12/8/2015 ' the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown , - SEQ. 6344442 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses are to be in a non environment, : T RAN S I D : 432738 i fasteners are complete and at no time should any loads greater than I design loads be applied to any component. assumes used -corrosive and are for 'dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for the necessary. i fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIIWTCA in BCSI, copies of which will be furnished upon request tines coincide with joint center Ones. III I I II I I I I I I I I I I III III (III ( Inc./CompuTrus Software 7.6.7(11)-E 9. Digits indicate size of plate in intoes. MiTek USA, 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) * iZ17115 �sr _ CIVIC ��P� I III 25-10 JOB NAME: Kelly Residence Lot 161-1621- A15 Mesigiarec!M ...l inpu`M III q I WARNINGS: GENERAL NOTES, unless - SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 25'- 10.0" i and Warnings before construction commences. building component. Applicability of design parameters and proper CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:2x4 DF NISBTR V 2. 2x4 Compression web bracing must be installed where shown «• LOAD DURATION INCREASE = 1.25 I i DES. BY: AM 1-2=( -767) 0 1-6=(0) 3128 1-2=(-2660) 0 4-5=(-2772) 0 BC: 2x4 DF N1dBTR SPACED 24.0" O.C. is the responsibility of erector. Additional permanent bracing of Po ry P 9 continuous sheathing such as plywood sheathing(TC) and/or drywal,$h C). $h 2-3=(-2912) 0 6-7=(0) 2185 2-6=( -509) 0 WEBS: 2x4 DF 0l&BTR the overall structure is the responsibility of the building designer. 3. 2x Impactbridging or lateral bracing required where shown SEQ. 6344443 3-4=(-2881) 0 7-5=(0) 3072 6-3=( 0) 730 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses are to be in a non environment, LOADING fasteners are complete and at no time should any loads greater than design loads be applied to any component. ! assumes used -corrosive and are for *dry condition" of use. 6. Design assumes lull bearing at all supports shown. Shim or wedge if 4-5=( -609) 0 3-7=( 0) 691 TC LATERAL. SUPPORT <= 12110C. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF t. - 17-4=( -474) 0 - BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD =' 7.0 PSF - - - - TOTAL LOAD = 50.0 PSF - BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH TPI/WTCA in 6CSI, copies of which will be furnished upon request. Dies coincide with joint center lines. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0" 0/ 1283V -22/ 22H 3.50" 1.37 DF ( 625) I I I VIII REQUIREMENTS OF CBC 2013 NOT BEING MET. I III 25'- 10.0" 0/ 1300V 0/ OH 5.50" 1.39 DF ( 625) • BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BRG @ 01- 0.0" 1.37 DF/ 2.11 HF/ 2.01 SPF - - - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 25'--10.0" 1.39 DF/ 2.14 HF/ 2.04 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.118" @ 12'- 11.0" Allowed = 0.836" MAX DL CREEP DEFL = -0.267" @ 12- 11.0" Allowed = 1.254" MAX TL CREEP DEFL = -0.383" @ 12'- 11.0" Allowed = 1.254" - RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.267" . MAX HORIZ. LL DEFL = 0.036" @ 251- 4.5" - MAX HORIZ. TL DEFL = 0.089" @ 25'- 4.5" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, . - - - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=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 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 v M -4x6 a 3.00 4.0" o M -4x5_ 3 .!-X 21. M -4x5 4 - C, o M -2x9 M -2x9 < M -5x6 0.25" M- 3Y4 M -5x6 0 M -5x7 (S) 8-07-05 8-07-05 8-07-05 <PL:10-00-12 25-10 JOB NAME: Kelly Residence Lot 161-1621- A15 Scale: 0.2596- q I WARNINGS: GENERAL NOTES, unless - I 1. Builder and erection contractor should be advised of all General Notes upon he para l 1. This design is based only upon the parameters shown and is for an individual Truss ' ' i and Warnings before construction commences. building component. Applicability of design parameters and proper V 2. 2x4 Compression web bracing must be installed where shown «• incorporation of component is the responsibility of the buildingdesigner. top be I i DES. BY: AM ' 3. Additional temporary bracing to insure stability during construction 2. Design assumes the and bottom chords to laterally braed ati 2• o.c. and at 101 o.c. respectively unless braced throughout their len M Pe ty 9 is the responsibility of erector. Additional permanent bracing of Po ry P 9 continuous sheathing such as plywood sheathing(TC) and/or drywal,$h C). $h DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3. 2x Impactbridging or lateral bracing required where shown SEQ. 6344443 4. No load should be applied to any component until after all bracing and I 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses are to be in a non environment, t : t TRANS I D : 432738 fasteners are complete and at no time should any loads greater than design loads be applied to any component. ! assumes used -corrosive and are for *dry condition" of use. 6. Design assumes lull bearing at all supports shown. Shim or wedge if i 5. CompuTrus has no control over and assumes no responsibility for the necessary. t. ! fabrication, handling, Shipment and installation of components. 7,Design assumes adequate drainage is provided, 6. This design is 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 6CSI, copies of which will be furnished upon request. Dies coincide with joint center lines. II I I III I I I I I I I VIII I III 9.Digits indicate size of plate to inches. • MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E I 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ()FESS/LLI pN9l� y C`60384 M O6/30/16 W?/�5 P CIVIC q�F0 CAUF�`� III III M �esig�areclm com�inpu_ SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 261- 0.0" CBC2013/IBC2012MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: , 2x4 DF hl&BTR LOAD DURATION INCREASE = 1.25 1-2=(-1062) 0 1-6=(0) 3415 1-2=(-2721) 0 4-5=(-2853) 0 BC: 2x4 DF PI&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 <= 12"OC. 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' -- 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 DF ( 625) ADDL: TC CONC LL+DL= 110.0 LBS @ 21- 10.0" 261- 0.0" 0/ 1330V 0/ OH 5.50" 1.42 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BRG @. 0' 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" @' 13'7 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" 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. 13-00 13-00 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 6-03-13 - 6-08-03 6-06 6=06 which is non -concurrent with other live loads. . X800# 12 12 3.00 v M -4x6 x3.00 4.0" 3 /-f o M -4x5 M -4x5 ,-, 2 4 .. - M -2x9 M -2x9 O < M -5x7 0.25" M -3x9 M -5x6 M-5x7(S) 8-08 8-08 8-08 <PL:10-00-12 26-00 JOB NAME:' Kelly. Residence Lot 161-162 - A16 Scale: 0.25446G FES rLL A, ! WARNINGS: GENERAL NOTES, unless otherwise noted: QvO .L Nql� - - 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 C Truss I and Warnings before construction commences. building component. Applicab Ly of design parameters and proper Z • 2. 2x4 compression web bracing must De installed where shown �. incorporation of component is the responsibility of the building designer.. ��� f 3. Additional temporary bracing to insure stability during construction " 2. Design assumes the top end bottom chords to be laterally braced at W lmT1 DES. BY • EE I 2' a c. and at 10' o.c. respectively unless braced throughout their lengqth by ( I is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or dryw:3c). DATE: 3/25/2016 - the overall structure is the responsibility of the building designer. 3. 2i Impact bridging or lateral bracing required where shown + f * EXP. �9�3��2� 6 r SE 6 3 7 8 4 2 4 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. 2 Q .: 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, 2 " I design loads be applied to any component. I and are for "dry condition" of use. . I TRANS I D • 435019 f S. Design assumes full Dearing at all supports shown. Shim or wedge if ( 5. CompuTms 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 fold by 8. Plates shall be located on both faces of truss, and placed so their center C QF CP1 IIII I I I I () I II II I II I I I IIII I II IIII TPIIVJTCA in BCSI, copies of which will be furnished upon request. fines coincide with joint center tines. 9. Digits indicate size of plate in intoes. i MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 16. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) III II� ! M �esig�aredM coln�inpu� SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 25'- 6.5" Residence Lot 161-162 ICOND. 2: 5700.00 LBS SEISMIC LOAD. TC: 2x4 DF 01&BTR LOAD DURATION INCREASE = 1.25 r NOTES, Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, BC: 2x4 DF #1&BTR SPACED 24.0" O.C. GENERAL unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), WEBS: 2x4 DF #1&BTR; Truss: load duration factor=1.6, 2x8 DF 2250F ALOADING End verticals) are exposed to wind, LL( 20.01+DL( 23.0) ON TOP CHORD = 93.0 PSF Truss designed for wind loads TC LATERAL SUPPORT <= 12110C. LON. DL ON BOT TOM. CHORD = 7.0 PSF in the plane of the truss only. BC LATERAL SUPPORT <= 12110C. UON. TOTAL LOAD = 50.0 PSF 3/25/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown - • EXP. O9I3O/ZO 6 Note:Truss design requires continuous 6378425 LETINS: 1-05-00 1-05-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I bearing wall for entire span UON. I D : 435019 are complete no any greater 5. ompuassumes no responsibility i design loads be applied to any component. 1 CTrus has no control over and asseibility for the REQUIREMENTS OF CBC 2013 NOT BEING MET. �� `` t'> �1 T CIVN III fabrication, handling, shipment and installation of components.7. 6. This design is furnished subject to the limitations set forth by Staple or equal at non-structural '9 OF Design checked fora 300 lb concentrated top chord vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF 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. III IIIII II I III 111111111 III 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 x 3.00 o M -2x4 M -3x.5. M -3x5 54r .0M M -2x4 M -2x9 " 4 -3x5 M -2x4 M -3x5 M -2x6 M -3x5 � 0 t r, M -3x4 _ 2 3 A 1i 6 _- M -2x9 M -3x5 M -3x4 o < 9 0.25M-lexiliz o M -4x6 M-5x12(S) M -7x6_ M -2x4 =M -5x5 <PL:10-00-12 8-11-12 16-06-12 9-07-03 15-11-05 24-02-02 JOB NAME: Kelly Residence Lot 161-162 - A17 Scale: 0.3169 !. FES`` L Nq r NOTES, ' A17( WARNINGS: 1. Builder and erection contractor should be advised of all General Notes GENERAL unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual QvO Truss: t and Warnings before construction commences. building component. Applicability, of design parameters and proper ! 2. 2x4 compression web bracing must be installed where shown t. I 3. Additional bracing to insure during incorporation of component is the responsibility of the building designer. 2. Design assumes the lop antl bottom chords to be laterally braced at ` - C9 C 66864- DES. BY: EE temporary stability construction is the responsibility of the erector. Additional permanent bracing o1 2' O.C. and at 10' o.c. respectively unless braced throughout their len�n Pe ly 9 (e by continuous sheathing such as plywood sheathing(TC) and/or drywall C). L!J 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. O9I3O/ZO 6 SEQ. : 6378425 iii 4. No load should be applied to any component until after all bracing and fasteners and at time should loads than 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, *, TRANS I D : 435019 are complete no any greater 5. ompuassumes no responsibility i design loads be applied to any component. 1 CTrus has no control over and asseibility for the and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if �� `` t'> �1 T CIVN III fabrication, handling, shipment and installation of components.7. 6. This design is furnished subject to the limitations set forth by necessary. Design assumes adequate drainage isprovided . 8. Plates shall be located on both faces o truss, and w their center '9 OF 1 TPIANTCA in SCSI, copes of which will be furnished upon request. placed lines coincide with joint center lines. L`A,,` III III II I III IIIII II I III 111111111 III MiTek USA, InC./CompuTrus Software 7.6.7(1 L) -E 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) M11 lip IID �' Mesig_>are� com(-inpum SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF kl&BTR LOAD DURATION INCREASE = 1.25 1-2=(-1062) 0 1-6=(0) 3415 1-2=(-2721) 0 4-5=(-2853) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-3113) 0 6-7=(0) 2275 2-6=( -637) .0 WEBS: 2x4 DF #1&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 <= 12"OC..UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 7-4=( -473) 0 BC LATERAL SUPPORT <= 12"OC. UON.. "DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF - BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS - REACTIONS SIZE INCHES (SPECIES) " ADDL: TC CONC LL+DL= 203.0 LBS @ 2'- 10.0" 01- 0.0" 0/ 1583V -22/ 22H 5.50" 1.69 DF ( 625) ADDL: TC CONC LL+DL= 110.0 LBS @ 2'- 10.0" 26'- 0.0" 0/ 1330V 0/ OH 5.50" " 1.42 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BRG @ 0'- 0.0" 1.69 DF/' 2.61 HF/ 2.48 SPF REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 26'- 0.0" 1.42 DF/. 2.19 HF/ 2.09 SPF, BOTTOM CHORD CHECKED FOR 10'PSF 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 = 70.283" @ 13' 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" @ 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, E:.p.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. 13-00 13-00 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 6-03-13 6=08-03 6-06 6-06 which is non -concurrent with other live loads. 110# 12 12 3.00 v . M -4x6' a 3.00 4.0" +2034 3' r- C, .. M -4x5 M=4x5 2 y - o M -2x9 M -2x9 r cD o < M -5x7 0.25" M-44 M -5x6 MS M-5x7(S) 8-08 8-08 8-08 <PL: 10-00-12 26-00 JOB NAME: Kelly Residence Lot 161-162 -A18 Scale: 0.2544 FES1-8 � 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 loran individual Truss.: l and Warnings before construction commences. building component. Applicability of design parameters and proper Z I _ ! 2. 2x4 compression web bracing must be installed where shown incorporation of component is the responsibility of the building designer. - m 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 2' o.c. and at 10' o.c. respectively unless braced throughout their len ggth by LU i r is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(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 • t EXP. 09�30�2�� 6 - 4. No load should be applied to any component unfit alter all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6378426 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, * -2- 6 j ! and are for "dry condition" of use. design loads De applied to any component. TRANS I D : 435019 6. Design assumes lull bearing at all supports shown. Shim or wedge itfabricatS Q' 5. CompuTrus has no control over and assumes no responsibility for the %` Q�V��. \ - necessary. • This design is furhandnished Shipment and installation of components. 7, Design assumes adequate drainage is prmided. 9r�. e0� . - ! 6. This design is furnished subject to the limitations set forth q' 8. Plates shall be located on both faces of truss, and placed so their center OF CA1-�` IIII I I II II IIII I I I I I III I I III TPI/WTCA in BC51, espies of which will be furnished upon request. Digs coincide with joint center fines. - 9. Digits indicate size of late in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) <PL:10-00-12 12-08 JOB -NAME: Kelly Residence Lot 161-162 - A19 6-02 Scale: 0.4903 Al 91. WARNINGS: Builder and erection contractor should be advised of all General Notes GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual r Truss: + and Warnings before construction commences. M. —)esiglmarecm comminpum IIII 2. 2x4 compression web bracing must be installed where shown +. I� DES. BY: EE 3. Addidonal temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by 7 SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS DATE: 3/25/2016 the overall structure is the responsibility of the building designer. TRUSS SPAN 12- 8.0" SEQ. 6378427 COND. 2: 2000.00 LBS SEISMIC LOAD. TC:' 2x4 DF #16BTR t TRANS I D• 435019 fasteners are complete and at no time should any loads greater than ; design loads be applied to any component. LOAD DURATION INCREASE = 1.25 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, BC: 2x4 DF #1&BTR - - - fabrication, handling. shipment and installation of components. SPACED 24.0" O.C. (All Heights), Enclosed, Cat -2, Exp.B, MWFRS(Dir), WEBS: 2x4DF#16BTR TPI/V1/TCA in SCSI, copes of which will be furnished upon request lines coincide with joint center tines. I I I I I III III III I I II II VIII I I 11111111111111 load duration factor=l.6,' 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E LOADING End vertical(s) are exposed to wind, TC LATERAL SUPPORT <= 12"OC. 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: 0-00-00 1-02-00 Note: Truss design requires continuous LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - bearing wall for entire span UON. Staple or equal at non-structural REQUIREMENTS OF CBC 2013 NOT BEING MET. vertical members (tion). Design checked for a 300 lb concentrated top chord BOTTOM CHORD CHECKED FOR 10PSF 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 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. T 6-06 5-00-02 1-01-14 12 12 3.00 v v 3.00 M -4x5 M -2x9 M -3x5 2 M -3x5 M-2x4 M-3x5 o o; M -3x9 M -3x5 ; ; 1. M -3x4 3 ti 4 r o < 0 mm -5x5 M -2x9 <PL:10-00-12 12-08 JOB -NAME: Kelly Residence Lot 161-162 - A19 6-02 Scale: 0.4903 Al 91. WARNINGS: Builder and erection contractor should be advised of all General Notes GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual r Truss: + and Warnings before construction commences. building component. Applicability of design parameters and proper f 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. DES. BY: EE 3. Addidonal temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by 7 is the res nsibili of the erector. Atltlitional ermanent bradn of po ly P 9 continuous sheathing such as plywood sheathing(TC) and/or drywallgc). 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. 6378427 4. No load should be applied to any component until after all bracing and i 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, t TRANS I D• 435019 fasteners are complete and at no time should any loads greater than ; design loads be applied to any component. and are for "dry condition" of use. 9 S. Design assumes full bearingat 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. S. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/V1/TCA in SCSI, copes of which will be furnished upon request lines coincide with joint center tines. I I I I I III III III I I II II VIII I I 11111111111111 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) .__; f� C 66864 EXP. 09130/2016 7 * 21.251 �6 % clvl\. \ s9TF OF iC \F��/ '1�II IIID- uniesigawrean com,-inpum SPATES FABRICATORS (JR) 'LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x.4 OF kIdBTR LOAD DURATION INCREASE = 1.25 1-2=(-1035) 0 1-5=(0) 913 5"-2=( 0) 234 BC: 2x4 OF 01dBTR SPACED 24.0" O.C. 2-3=(-1005) 0 5-4=(0) 913 3-4=(-1031) 0 WEBS: 2x4 OF 01&BTR - 3-4=( -148) 0 . 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH TOTAL LOAD = 50.0 PSF LOCATIONS REACTIONS REACTIONS -SIZE INCHES (SPECIES) -LETINS: 0-00-00" 1-02-00 0'- 0.0" 0/ 626V -11/ 101 - 5.50" 0.67' . OF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 6.5" 0/ 628V 0/ OH ..5.50" 0.67 OF ('625) For hanger ,specs. - See approved plans REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 01- 0.0" 0.67 DF/ 1.03 HF/ 0.98 SPF ' BOTTOM CHORD CHECKED. FOR 1OPSF LIVE LOAD. TOP ,BRG.@ 121- 6.511 0.67 DF/ 1.03 -HF/ 0.98.SPF . AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY." VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.033" @ 61- 4.5" Allowed = 0.388 MAX DL CREEP DEFL = -0.069" @- 61- 4.5" Allowed = 0.581" . ' MAX TL CREEP DEFL = -0.090" @ 6' 4.5" Allowed = 0.581" RECOMMENDED,CAMBER (BASED ON DL DEFL)="0.069" MAX NORIZ. -LL DEFL 0.005" @ 12'-1.0"' 6-04-08 .6-02 - - MAX HORIZ. TL DEFL 0.013".@ 12' 1.0" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, 6-04-08 5-00-02_ 1-01-14 (All Heights), Enclosed, Cat.2, Exp.B, , MWFRS(Di i)', load duration factor=.1.6, 12- 12 End vertical(s) are exposed to wind, 3.00 3.00Truss designed for wind loads in the plane of the truss only. IIM-4x4 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 24,01' which is non -concurrent with other live loads. O.: IM -3M " o M -3x4 2.0 3 t LI J1 II <. 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 - A20 Scale: 0.4462 FE$ WARNINGS: GENERAL NOTES, unless otherwise noted: . A20, 1. Builderand 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 c ,t " m 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top antl bottom chords to be laterally braced at W C 66864' . rrt DES. BY - EE 2'o.c. and at to' o.c. respectively unless braced throughout their ten gN by • ` is the responsibility of the erector. Additional permanent bracing of - continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DA'Z'E • 3/25/2016 the overall structure is the responsibility of the building designer. . 3. 2x Impact bddging or lateral bradng required where shown ++ " 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. - EXP. 09/30/2016 11 SEQ. : 6378428 fasteners are complete and at no time should any toads greater than 5. Design assumes trusses are to be used in a noncorrosive environment. design loads be applied to any component. and are for "dry condition" of use. 7 C TRANS I D • 435019 6. Design assumes full bearing at all supports shown. Shim or wedge if S+ 'v =`P �. i 5. Comp tion. has no control over and assumes no responsibility for the necessary. T C I ` \� 4 fabrication. handling, shipment and installation of components. 7• Design assumes adequate drainage is provided. 9TCC O� S. This design is furnished subject to the limitations Set forth by 8. Plates shall be located on both faces of truss, and placed so their center OF (,A�-�F III II II II II II VIII II I I I I III II IIII TPIM/fCA in BCSI, copies of which will be furnished upon request Does coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR•1311, ESR -1988 (MiTek) "SII III II� SAT eFABRIRSe (com)SinpuM LUMBER SPECIFICATIONS TRUSS -SPAN 12- 6.5" - CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 111&BTR LOAD DURATION INCREASE = 1.25 1-2=(-1222) 268 1-5=(-765) 1659-5-2=( 0) 234 BC: 2x4 DF H1&BTR SPACED 24.0" O.C. 2-3=(-1005) 17 5-4=(-765) 1659 3-4=.(-1336) 351 WEBS: 2.7..4 DF ffl&BTR. 3-4=( -296) 157 - LOADING TC LATERAL SUPPORT <= 12110C. UON. - LL( 20.0)+DL( 23.0) ON TOP CHORD =. 43. O. PSF - - • BC LATERAL SUPPORT <= 12"OC. UON. ' - •' DL ON. BOTTOM CHORD = 7.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH TOTAL LOAD = 50.0 PSF LOCATIONS REACTIONS ,' REACTIONS SIZE INCHES (SPECIES) LETINS: 0-00-00 1-02-00 01- 0.0" 0/ 626V -2000/ 2000H 5.50 0.67 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 6.5" 0/ 628V -2000/ 2000H 5.50" 0.67, DF ( 625) For hanger specs. - See approved plans REQUIREMENTS OF CBC 2013 NOT BEING,MET. BRG @ 01- 0.0" 0.67 DF/ 1,.03 HF/ 0.98 SPF BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BRG @ 121- .6.5 -0,67 DF/.1.03"HF/ 0.98.SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. • - - - - -- VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 j. MAX LL DEFL 0.033" @•' 6'= 4.5" Allowed = 0.388" - MAX DL CREEP DEFL = -0.069" @ .6,`-, 9.5" 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' 5.5"• .. , 6-04-08 6-02 . MAX HORIZ. TLDEFL -0.024' @ ...0,_..5.5„' .•. 1 COND. 2: 2000.00 LBS. SEISMIC' LOAD... 6-04-08'' F '5-00-02' 1=01-14 - ..' ' , ndi 10 mph, h=15ft, TCDL=13.8,BCD(All Heights), Enclosed, Cat.21 Exp,B,. MWPRSO(Dir),,';_. p a load duration factor=1.6, Wi 12 12 R 3.00. 0 3.00 End vertical(s) are exposed to wind, Y •` •. :, , Truss"designed for wind loads M -4x5. ;• in the plane of the truss only:: Design checked for a 300 lb concentrated top chord 4.0". 2 live load per IBC 2012 due to maintenance workers r -r which is non -concurrent with other .live loads. o ` F 1 91 3 M -3x9 o M -4x9 - r r Lit < M -2x4 M -3x5 6-04-08 6-02 <PL:10-00: 12 12'06 -OB WEDGE REQUIRED AT HEEL(S). JOB NAME: Kelly Residence Lot 161-162 - A21 Scale: 0.4451 FES WARNINGS: - ` - - GENERAL NOTES, unless otherwise noted: - A 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss and Warnings before construction commences. , building component. Applicability of design parameters and proper 2 2. 2x4 compression web bracing must be installed where shown +. incorporation a component is the m chords to of the building designer. C 66864 3. Additional temporary bradng to insure stability during construction 2. Design assumes the top and bottom chords ro be laterally braced at W T DES. BY EE 2.e and at 10' O.C. respectively unless braced throughout their len by is me 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. 09/30/2016 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. . 6378429 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, �� ' 1 1 and are for "dry condition' of use. design loads be applied to any component. 6. Design assumes full bearing at all supports shown. Shim or wedge if _ 111 TRANS I D : 435019 5. CompuTrus has no control over and assumes no responsibility for the 9 9 Pt" 9 ST \P - necessary. C w IL fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 1 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 CA1.� I I III I I II II VIII II II I I I II I III IIII TPIANTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center tines. 1 9. Digits indicate size of plate in inches. - MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E f0. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 11111M M am a Mesig�arec:_ commwinpulw SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TC: 2x4 DF #l&BTR BC: 2x4 DF 01&BTR; 2x8 DF 225OF B1 WEBS: 2x4 DF hl&BTR TC LATERAL SUPPORT 24"OC. UON. BC LATERAL SUPPORT <= 12"OC. 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. - M- 0 o M -4x51 ti I r r O O I 1 O 8-00 8-00 21-09-08 MONO HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0" TO 8'- 0.0" V TC UNIF LL( 100.0)+DL( 115.0)= 215.0 PLF 8'- 0.0" TO 211- 9.5" V BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 01- 0.0" TO 211- 9.5" V TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 8'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. 13-09-08 A-01-05 4-08-05 4-11-13 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-3262) 0 6- 7=(0) 14 1- 6=( 0) 198 8- 4=( 0) 1236 2- 3=(-3062) 0 7- 8=(0) 3592 1- 7=( 0) 3220 4- 9=(-3330) 0 3- 4=(-3114) 0 .8- 9=(0) 2506 7- 2=(-378) 24 9- 5=( -458) 20 4- 5=( -26) 28 7- 3=(-688) 56 3- 8=(-930) 10 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 8.0" 0/ 2478V -44/ 73H 5.50" 1.32 DF ( 625) 21'- 9.5" 0/ 2741V 0/ OH 5.50" 1.46 DF ( 625) BRG @ 0'- 8.0" 1.32 DF/ 2.04 HF/ 1.94 SPF BRG @ 21'- 9.5" 1.46 DF/ 2.26 HF/2.15 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.055" @ 7'- 12.0 Allowed = 0.674" MAX DL CREEP DEFL = -0.109" @ 7'- 12.0" Allowed = 1.010" MAX TL CREEP DEFL = -0.164" @ 7'- 12.0" Allowed = 1.010" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.109" MAX HORIZ. LL DEFL = 0.008" @ 211= 6.0" MAX HORIZ. TL DEFL - 0.018" @ 211- 6.0" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Eyp.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. 3.00 0 M -4x6 M -3x4 M -3x6 M -2x4 1-03-08 5-11-12 7-02-04 7-04 0-08 21-01-08 t. t. 1-01-12 20-07-12 I <PL:12-00-12 21-09-08 > P L : 10 - 0 0 - > JOB NAME: Kelly Residence Lot 161-162 - A22 Scale: 0.2607 C 66864 EXP.09/30/2016 7 * 31116 CIVIL\j 9rF OF CAl\F0� IWARNINGS: GENERAL NOTES, unless otherwise noted: A:22 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss : i and Warnings before construction commences. building component. Applicability of design parameters and proper - 1 2. 2x4 compression web bracing must be installed where shown *, incorporation of component is the responsibility of the building designer. DES. BY: EE 3. Additional temporary bracing to insure stability during construction 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 their Length by is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(rC) 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. 6378430 4. No load should be applied to any component unfit after all bracing and ! 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses to be in : TRANS I D_ • 435019 fasteners are complete and at no time should any loads greater than ) design loads be applied to any component. assumes are used a non -corrosive environment, and Bare for *dry condition' 8 use. P� g 6. Desi n assumes full bearin 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 TPIANfCA in SCSI, copies of which will be famished upon request. lines coincide with pint center tines. III I I II I II VIII II I I III VIII III) IIII 9. Digits indicate size of plate in inches. i MiTek USA, Inc./CompuTrus Software 7.6.7(1 L)•E 1 10. For basic connector plate design values see ESR•1311. ESR•1988 (MiTek) C 66864 EXP.09/30/2016 7 * 31116 CIVIL\j 9rF OF CAl\F0� IIIIIIIro an gn M Mesig_larecm com)_inpum SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 OF 41&BTR; 2x8 OF 225OF B1 WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC.'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 21'- 9.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF 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. 11-09-13 5-03-03 4-08-08 5-06-05 6-03-08 12 3.00 M -4x6 M_ZvR M-Svti 1-05-04 7-10 6-02-12 6-03-08 21-01-08 1-01-12 20-07-12 I. <PL:12-00-12 21-09-08 >PL:10-00-12 L > CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -216) 33 6- 7=(0) 944 1- 6=( 0) 864 8- 4=( 0) 211 2- 3=(-1189) 0 7- 8=(0) 1041 6- 2=(-1138) 0 4- 9=(-1314) 0 3- 4=(-1121) 0 8- 9=(0) 1041 2- 7=( 0) 284 ,9- 5=( -200) 0 4- 5=( -32) 33 7- 3=( -100) 15 7- 4=( -24) 195 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE. INCHES (SPECIES) 01- 8.0" 0/ 1132V -46/ 83H 5.50" 1.21 DF ( 625) 21'- 9.5" 0/ 1022V 0/ OH 5.50" 1.09 DF ( 625) BRG @ 0'- 8.0" 1.21 DF/ 1.86 HF/ 1.78 SPF BRG @ 21- 9.5" 1.09 DF/ 1.68 HF/ 1:60 SPF 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" MAX TL CREEP DEFL = -0.129" @ 10'- 0.0" Allowed = 1.010" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.078" MAX HORIZ. LL DEFL = 0.007" @ 211- 6.0" MAX HORIZ. TL DEFL = 0.018" @ 211- 6.0" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7 -10, - (All Heights), Enclosed, Cat.2, Eap.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. 0 o JOB NAME: Kelly Residence Lot 161-162 A23 Scale: 0.2578 w C 66864 3' tY 7 EXP. 0913012016 * 31511CIVIN6 9TF OF CA1 T"WARNINGS:' i 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. Applicabifity of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is Ne responsibility of the building designer. DES. BY EE t 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall C). DATE: 3/25/2016 the overall structure is the responsibility of the building designer. 3. 2z Impact bridging or lateral bracing required where shown < < SEQ. : 6378431 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. 6. 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 loads greater than design loads be applied to any component. and are for *dry condition" of use. 9 6. Design assumes full bearingat all supports shown. Shim or wedge if S. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center in SCSI, copies of which will be furnished upon request. tines coincide with joint center tines. III II II II VIII II I I III VIII II IIIITPINVTCA 9. Digits indicate size of plate in inches. 1 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) w C 66864 3' tY 7 EXP. 0913012016 * 31511CIVIN6 9TF OF CA1 LUMBER SPECIFICATIONS TC: 2x4 DF HIGBTR; 2x6 DF SS T2 BC: 2x4 DF 0I&BTR; 2x8 DF 2250F B1 WEBS: 2x4 DF 916BTR; 2;:8 IF 2250E 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. o -M- 0 o M -4x � r of 12-11-1I 6-06-12 I . 12 3.00 v M -' am M M "esi0Ware.Om(0inpu= SPATES FABRICATORS ( R 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 13'- 1.3" TO 18'- 1.3" V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD'IS A MINIMUM OF 10 PSF. 5-00-10 12-11-11 4-11-01 1-05-11 5-03-08 1-03-03 5-01-09 6-04-04 12 M -4x6 a 3.00 M-e.A M -3x6 M -3x6 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=1-2220) 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) 01- 8.0" 0/ 1668V -22/ 36H 5.50" 1.78 DF ( 625) 31'- 0.0" 0/ 1575V 0/ OH 5.50" 0.55., DF (1925) BRG @ .'0'- 8.0 1.78 DF/ 2.75 HF/ 2.62 SPF BRG @ 31'- 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" @ 19'- 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" @ 301- 8.4" MAX HORIZ. TL DEFL = 0.031" @ 30'- 8.4" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load'duration factor=l: 6, End vertical(s) are exposed to wind, Truss designed for wind loads in 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. j 0 t r 0 N - M-6x12(S) M -3x4+ 1-03-08 4-11-12 6-08-04 5-03-08 6-08-04 6-00-12 0 -OB 30-04 1-01-12 29-10-04 6 L r <PL:12-00-12 31-00 >PL:11-00-04 JOB NAME: Kelly Residence Lot 161-162 - A24 Scale: 0.1976 WARNINGS: -- GENERAL NOTES, setons otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is Cased only upon the parameters shown and is for an individual Trus s and Warnings before concoction commences. building component. Applicability of design parameters and proper • ! 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY ' EE2' ( 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC) and/or drywalllC). 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. : 6378432 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in a non­comosive environment, TRANS I D : 435019 fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes is cruised. 6. This design is furnished subject to the limitations set forth by caadequate othface 8. Plates shall be located on both faces of truss, and placed so their center , TPIAVTCA in SCSI, copies of which will be furnished upon request. fines coincide with joint center fines. III II I III I II IIII VIII I IIII I IIII IIII iMiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 66864 ' EXP. 09/30/2016 7 * ,1 X116 GMC �Q \TF Qir CAl\F��/ WII IIIII�I �r �1 esiq jarecn' comlMinpuM SPATES FABRICATORS (JR7 LUMBER SPECIFICATIONS TC: 2x4 DF 81&BTR BC: 2x4 DF_hl&BTR; 2x8 DF 0l&BTR B1 WEBS: 2x4 DF H1&BTR; 2x8 DF 225OF 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. 6-10-04 12 3.00 v - M -10x10. M -4x5+ o• o < T -2y TRUSS TRUSS SPAN 31'- 0.0" LOAD DURATION INCREASE = 1.2.5 - 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 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. 13-11-11 3-00-10 7-01-07 3-00-10 M -4x12 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/ 138H 3.50" 1.77 DF ( 625) 31- 0.0" 0/ 1583V 0/ ON 5.50" 0.55 DF (1925) BRG @ 0'- 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" @ 30'- 8.4" MAX HORIZ. TL DEFL = 0.072" @ 30- 8.4" 13-11-11 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7=10,- 7-01-07 6-10-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 End vertical(s) are exposed to wind, 14-4M a 3.00 Truss designed for wind loads - MHS-5x14(S) M -2x4 M -3x8 in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. M -4x10 . M -4x16 1A60N123 .. M I - A o 1-03-08 5-03-04 6-03-08 5-03-08 6-03-08 6-06-12 0-08 30-04 1-01-12 29-10-04 L L <PL:12-00-12 31-00 >PL:11-00-04- . JOB NAME; Kelly Residence Lot 161-162 -'A25 Scale: 0.20021 -Q C 66864 � EXP. 09/30/2016 * 3%�\E� OIC1\ j TF 0'F M�\F�� WARNINGS: GENERAL NOTES, unless otherwise noted: A 1. Builder and erection contractorshould be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual T Y'U S S ' and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installetl where shown +. incorporation of component is the responsibility of the building designer. DES. BY: EE I 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottvely u chords c be roup ry braced ate and 10'hin respectively unless braced throughout len88th ). • is the responsibility of the erector. Additional permanent bracing of dry continuous sheathing such as plywood sheathing(TC) and/or drywall(6C). c ntin s DATE • 3/25/2016 the overall structure is the responsibility of the building designer. 3. De Impact bridging or lateral bracing required where shown + + ' SEQ. : 6378433 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment• TRANS I D : 435019 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for 'dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7• Design assumes adequate drainage is rovided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center r j TPI/VJTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. I II II II II II I II II II I I III I II I III 9. Digits indicate size of plate in inches. i I MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) -Q C 66864 � EXP. 09/30/2016 * 3%�\E� OIC1\ j TF 0'F M�\F�� LUMBER SPECIFICATIONS - TC: 2x4 DF H1&BTR BC: 2x4 IF H1&BTR; 2x8 DF 0l&BTR B1 WEBS: 2x4 DF kl&BTR; 2x8 DF 2250F A TC MAX PURLIN SPACING 32"OC. DON. BC MAX PURLIN SPACING 120"OC. DON. Unbalanced live loads have been considered for this design. 15-06 s,� 1 SPAT SeFABRI RSsig e(JR com�inpuM 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 BC UNIF LL( 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 LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15-06 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-2333) 0 8- 9=10) 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) 0'- 8.0" 0/ 1954V -30/ 49H 3.50" 2.08 DF ( 625) 31'- 0.0" 0/ 1864V 0/ ON 5.50" 0.65 DF (1925) BRG @ 0'- 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- 0.4" 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". 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), load duration factor=1.6, 12 12 3.00 v IIM-9x9 a 3.00' End vertical(s) are exposed to wind, M -3x10 4 M -3x10 Truss designed for wind loads 3 5 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 2 6 which is non -concurrent with other live loads. N M -4x10 o - M -10x10 M -4x16 o :21 o M -9x5+ o t - t o m 5-00 0 t 0 1 o < 0 71 8 '9 10 11 - 12 134 M -2x9 M -3x8' 0.25" M -2x9 M -9x8 M -3x8 M -2x9 " M-5Y12(S) M -2x4 1-03-08 4-11 6-07-12 5-03-08 6-06 6-04-04 0-08 30-04 1-01-1.2, 29-10-04 <PL:12-00-12 31-00 >PL:11-00-04 JOB NAME: Kelly Residence Lot 161-162 - A26 Scale: 0.1996 FES ^' A26 -WARNINGS: GENERAL NOTES, ed ess only upon he para 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 top and bottom chords to be laterally braced at WC 66864 T DES. BY • EE 2' o.c. and at 10' o.c. respectively unless braced throughout their length by t is the responsibility of the erector. Atltlitlonal permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall( C). DATE: 3/25/2016 the overall structure is the responsibility o1 the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ EXP. 09/30/2016 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. : 6378434 I 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, * -2 design loads be applied to any component. and are for 'dry condition" of use. O TRANS I D • 435019 ' 6. Design assumes full bearing at all supports shown. Shim or wedge if S Q i 5. CompuTrus has no control over and assumes no responsibility for the P C (VEL \ necessary. C10 - fabrication, handling, shipment and installation of components. '9Tc. O� 7. Design assumes adequate drainage is provided. , I 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center OF' CALIF IIII I I II I I III IIII III IIIII IIII INTPINVlCA in BCSI, copies of which will be furnished upon request lies Coincide with joint center Ines. 9. Digits indicate size of plate to inches. i MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LUMBER SPECIFICATIONS TC: 2x4 DF #16BTR BC: 2x4 DF #16BTR WEBS: 2x4 OF 016BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12110C. LON. LETINS: 3-11-00 3-11-00 Unbalanced live loads have been considered for this design. TRUSS SPAN 31'- 0.0" LOAD DURATION INCREASE = 1.25 (Non -Rep) 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 UNIF LL+DL= 26.6 PLF 1'- 3.0" TO 29- 9.0" 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. )esig�aret( coml=inpu= S s FAB7 rCRS (�K CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-4398) 0 1-10=(0) 4021 1- 2=(-4398) 0 7-14=( 0) 293 2- 3=(-4276) 0 10-11=(0) 4010 10- 3=( 0) 275 8- 9=(-4574) 0 3- 4=(-4375) 0 11-12=(0) 4203 3-11=( -100) 326 4- 5=(-3472) 0 12-13=(0) 4304 11- 4=( 0) 263 5- 6=(-3471) 0 13-14=(0) 4436 4-12=(-1041) 0 6-'7=(-4492) 0 14- 9=(0) 4448 12- 5=( 0) 1330 7- 8=(-4677) 0 12- 6=(-1158) 0 8- 9=( -287) 0 6-13=( 0) 350 13- 7=( -360) 73 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 6.0" 0/ 1959V -19/ 19H 5.50" 1.96 OF ( 625) 31'- 0.0" 0/ 1897V 0/ OH 5.50" 2.02 OF ( 625) BRG @ 0'- 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" @ 151- 6.0" Allowed = 0.986" 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)= 0.558" MAX HORIZ. LL DEFL = 0.050" @ 30'- 6.5" MAX HORIZ. TL DEFL = 0.159" @ 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), 15-06 15-06 load duration factor=1.6, End vertical(s) are exposed to wind, 3-09-14 1-05-14 5-02 5-00-04 5-00-04 5-02 1-05-14 3-09-14 Truss designed for wind loads in the plane of the truss only. 3.00 2 M -4x6 2 3.00 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 4.0" which is non -concurrent with other live loads. M - 3x-5 M -3x5 3 2 1 10 < M -5x8 M -2x4 M -3x5 M -3x4 T�M- 12 13 0.25" M -3x4 MHS-5x14(S) M -3x5 WARNINGS: 7 M -3x10 8 A 1. Builder and erection contractor should be advised of all General Notes totherwise para upon 1. This design is based Doty upon Ne parameters shown and is for an individual 0 1 �ro and Warnings before construction commences. --9 19 I 2. 2x4 compression web bracing must be installed where shown ., M -2x4 M -5x10 DES. BY: EE 3. Additional temporary bracing to insure stability during construction 5-02 5-00-04 5-03-12 5-03-12 5-00-04 5-02 hL L 6-06 30-06 <PL:12-00-12 31-00 JOB NAME: Kelly Residence Lot 161-162 - A27 Scale: 0.2048 w C 66864 EXP. 09/30/2016 3/25i�6 9TF OF CAl\F WARNINGS: GENERAL NOTES, unlesscionly A 1. Builder and erection contractor should be advised of all General Notes totherwise para upon 1. This design is based Doty upon Ne parameters shown and is for an individual Trus s and Warnings before construction commences. building component. Applicability of design parameters and proper I 2. 2x4 compression web bracing must be installed where shown ., incorporation of component is the responsibility of the building designer. 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 To .c. and at 10' o.c. respectively unless braced throughout their len by is the responsibility of the erector. Additional permanent bracing of Po ry P 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE : 3/25/2016 1 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown - SEQ. : 6378435 j 4. No load should be applied to any component unfit after all bracing and 1 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 loads greater than design loads be applied to any component. and are for 'dry condition" of use. 6, Design assumes full beadng at alt supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. j fabrication, handling, shipment and installation of co mponents. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPINJfCA in BCSI, copes of which will be furnished upon request. Dies coincide with joint center tines. II I II II II I II II II I I III VIII I III 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) w C 66864 EXP. 09/30/2016 3/25i�6 9TF OF CAl\F SP�ePABRIRSe com)�J-npu� . LUMBER SPECIFICATIONS.TRUSS SPAN 311- 0.0" - CBC2013/IBC2012 MAX MEMBER FORCES. 4WR/GDF/Cq=1.00 TC: 2x4 DF HISBTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -81) 0 1-12=(0) 4080 1- 2=(-4'425) 0 10-11=(-4390) 0 BC: 2x4 DF 816BTR SPACED 24.0" O.C. 2- 3=(-4356) 0 12-13=(0) 4638 3-12=( 0) 613 WEBS: 2x4 DF OldBTR 3- 4=(-4711) 0 13-14=(0) 4424 12- 4=( -126) 99 LOADING 4- 5=(-4419) 0 14-15=(0) 4659 4-13=( -486) 0 TC LATERAL SUPPORT <= 12"OC. 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 BC LATERAL 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 UNIF LL+DL= 2.6.6 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 lOPSF 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) 0.0" 0/ 1928V 0/ ON 5.50" 2.06 DF ( 625) BRG @ 0'- 0.0" 2.06 DF/ 3.17 HF/ 3.02'SPF 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 = -0.202" @ 15' 6.0" Allowed = .1.003 MAX DL CREEP DEFL = -0.659" @ 151- 8.0 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 @ 301- 6.5" MAX HORIZ TL DEFL = 0.167" @ 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, End vertical(s) are exposed to wind, Truss designed for wind loads 12-08-03 5-07-10 12-08-03 in the plane of the truss.only. Design checked for a 300 lb concentrated top chord - 2 -04-071-08-01 4-00-08 4-07-03 2-09-13 2-09-13, 4-09-08 3-11-05 1-06-142-04707 live load.per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 12 3.00 v M -4x12 - M -4x12 X3.00 5 M -3x9 7 6 M -3x5 M -3x5 ,y 4 8 i -M-2x9 M -2x9 - - o M -3x10 2 3 9 10 M -3x10 M. c> 12 13 - 14 15 < M-50 M -3x-4 0.25 M -3x8 M -3x9 M -5x8 MHS-5xl4(S) t: t• J• ,t. � I, 6-00-12 5-11 7-00-08 5-11 6-00-12 " <PL:12-00-12 31-00 JOB NAME: Kelly Residence Lot 161-162 A28 Scale: 0.2057 e!II FES ( v 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:A2­8 and Warnings before construction commences. building component. Applicability of design parameters and proper 2 . 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. �. ( - 12. Design assumes the top and bottom chords to be laterally braced at C 66864. m 3. Additional temporary bracing to insure stability tluring construction 'W R1 DES BY • EE i 2' o.c. and at 10' o.c. respectively unless braced throughout their tenyyth by is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). DATE: 3/25/2016 I the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral b=o required where shown ++ *EXP. O9I3OI2O 6 f 4. No toad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6378436 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, ` design loads be applied to any component. and are for 'dry condition" of use. 7/ Q TRANS -ID: 435019 ! 6. Design assumes full bearing at all supports shown. Shim or wedge if �+Jq C1 1` Q r 5. CompuTrus has no control over and assumes no responsibility for the \ C10 - necessary. �1. r fabricetion, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. TF GOQ` r 6. This design is furnished subject to the limitations set forth p CA ` 9 1 W 8. Plates shall De located on both faces of truss, end placed so their center OF �.� j TPINJTCA in SCSI, copies of which will be furnished upon request. tines coincide with joint center i III II VIII I IIII II I I III III I I I III 1, tines. 9its csize plate in inches . MiTek USA, Inc./CompuTrus Software 7.6.71 L) -E 10. its basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 01111lid LUMBER SPECIFICATIONS TC: 2x4 DF 01&BTR BC: 2x4 DF 01&BTR WEBS: 2x4 DF H1&BTR TC LATERAL SUPPORT <= 12"OC."LION. BC LATERAL SUPPORT <= 12 OC. UON. NOTE: 2x4 BRACING AT 24"OC UON FOR ALL FLAT. TOP CHORD AREAS- NOT SHEATHED TRUSS SPAN 31'- 0.0" LOAD DURATION INCREASE = 1.25 (Non -Rep) 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 UNIF LL+DL= 26.6 PLF 1'- 3.0" TO 29'- 9.0" 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. SPATES FABRY ATORS (JR) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -593) 0 1- 8=(0) 4729 1- 2=(-4498) 0 5-11=( 0) 644 2- 3=(-4722) 0 8= 9=(0) 4717 8- 2=( 0) 302 11- 6=( -301) 8 3- 4=(-4526) 0 9-10=(0) 5166 2- 9=( -301) 8 6-12=( 0) 302 4- 5=(-4526) 0 10-11=(0) 5166 9- 3=( 0) 644 6- 7=(-4498) 0 5- 6=(-4722) 0 11-12=(0) 4717 9- 4=( -732) 0 6- 7=( -593) 0 12- 7=(0) 4729 10- 4=( 0) 299 4-11=( `732) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1928V -13/ 13H 5.50" 2.06 OF ( 625) 31- 0.0" 0/ 1928V 0/ ON 5.50" 2.06 OF ( 625) BRG @ 0'- 0.0" 2.06 DF/ 3.17 HF/ 3.02 SPF 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" MAX DL CREEP DEFL = -0.690" @ 15- 6.0" Allowed = 1.504" MAX TL CREEP DEFL = -0.902" @ 151- 6.0" Allowed = 1.504" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.690" MAX HORIZ. LL DEFL = 0.059" @ 30'- 6.511 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, Ca,t.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 It, concentrated top chord 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 5-07715 5-04-12 12 12 3.00 v M -4:x14 M -4x14 a 3.00 M-3xR ti I 0 I o nl _� r O O < l'IR J-Jrt1Y (JJ 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 FESS WARNINGS: GENERAL NOTES, unless otherwise i parameters 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. _ m 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at W C 66864 m j 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 lenggth by " continuous sheathing such as plywood sheathing(TC) andtor drywall(SC). 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�3��20 6 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. S EQ 6378437 fasteners are complete and at no time should any toads greater than 5. Design assumes busses are to be used in a non -corrosive environment, * -2 l ' design loads be applied to any component. and are for *dry condition' of use. I 1. l TRANS I D • 435019 � 6. Design assumes full bearing at all supports shown. Shim or wedge if s Q- • 5. CompuTrus has no ,ship over and assumes no responsibility for the necessary. - T Clv l\- I fabrication, handling, shipment and installation of wmponents. 7. Design assumes adequate drainage is provided. 9T� ' 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 CA1.�` 111111111111111111111111111111111111111111111111111111 III I IIII II VIII II III III VIII IIII III TPINJTCA in SCSI, copies of which will be furnished upon request. tines coincide with joint center tines. 9. Digits indicate size of plate in inches. f 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) 8.-04-04 I. 7-01-12 7-01-12 8-04-04 L corn=inputs IIIIIIIII JOB NAME: Kelly SSeFABRI-'ATORSec( J_ LUMBER SPECIFICATIONS TRUSS SPAN 31'- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2'x.4 Df kl&BTR WARNINGS: LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -170) 0 1-11=(0) 4199 1- 2=(-4432) 0 BC: 2x4 DF 210OF 1. This design is based only upon the parameters shown and is for an individual SPACED 24.0" O.C. 2- 3=(-4449) 0 11-12=(0) 6039 3-11=( _ 0) 848 WEBS: 2x4 DF HI &BTR 2. 2x4 compression web bracing must be installetl where shown +, 3- 4=(-5064) 0 12-13=(0) 6039 11- 4=( 0) 668 DES. BY: EE - 3. Additional temporary bracing to insure stability during construction LOADING 4- 5=(-4880) 0 13-10=(0) 4199 11- 5=(-1285) 0 TC_LATERAL SUPPORT <= 12110C. LION. continuous sheathing such as plywood sheathing(TC) and/or drywall(aC). LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-6171) 0 5-12=( 0) 337 BC LATERAL SUPPORT <= 12"OC: UON. SEQ. : 6378438 DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-4880) 0 - 12- 6=( 0) 337 . - design loads be applied to any component. j 5. CompuTrus has no control over and assumes no responsibility for the TOTAL LOAD = 50.0 PSF 7- 8=(-5064) 0 6-13=(-1285) 0 faDriwtian, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 8- 9=(-4449) 0 7-13=.( 0) 668 NOTE: 2x4 BRACING AT 24110C 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. Digits indicate size of prate in intoes. 9-10=(-4432) 0 MiTek USA, Inc./CompuTrus Software +7.6.7-SP2(1 L) -E i 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 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 16PSF LIVE LOAD. TOP 01- 0:0" 0/ 1928V -11/ 11H 5.50" 2.06 DF ( 625) -AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 31'- 0.0" 0/ 1928V 0/ OR 5.50" 2.06 IF ( 625) BRG @ 01- 0.0" 2.06 DF/ 3.17 HF/ 3.02 SPF 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 = -0.271" @ 15- 6.0" Allowed = 1.003" - ' - MAX" DL CREEP DEFL ='-0.873" @ '15'- 6.0" Allowed = 1.504" MAX TL CREEP DEFL = -1.144" @ 15'- 6.0" Allowed = 1.504" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.873" MAX HORIZ. LL DEFL = 0.063" @ 30'- 6.5" - _ MAX HORIZ. TL DEFL = 0.194". @ 30'- 6.5" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, - (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 Ib concentrated top chord 9700-11 12-10-10 9-00-11 live'load per IBC 2012 due to,maintenance workers whichis non -concurrent with other live loads. 3-01-03 1-01713 4-09-11 -9-01-05 4-08 4-01-05 4-09-11 1-01-13 3-01-03 12 12 3.00 v 3.00 M -5x12 M -5x12 M -3x5. M -3x5 - 6 7 M -2x4 _ M -2x9 M-3x10M-3x10 o - - O I < - -5x8 11 M -3x10 12 1 0.25" M -3x10 M -5x8 10 I MHS-6x16(S) 8.-04-04 I. 7-01-12 7-01-12 8-04-04 L <PL:12-00-12 31-00 JOB NAME: Kelly Residence Lot 161-162 - A30 Scale: 0.2176 _ _..._--•- i _K3 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 installetl where shown +, incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to De laterally DES. BY: EE - 3. Additional temporary bracing to insure stability during construction t their eat 2' o.c. and at 10' o.c. respectively unless braced throughout their lengQth by is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(aC). DATE 3 / 2 5 / 2 016 i the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6378438 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in a noncorrosive environment, • TRANS I D • 435019 design loads be applied to any component. j 5. CompuTrus has no control over and assumes no responsibility for the and are for *dry condition' of use. 9 - 6. Design assumes full bearingat all supports shown. Shim or wedge if faDriwtian, 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 in BCSI, copies of which will be furnished upon request. tines coincide with joint center tines. IIII I I II I II I III II II III III IIII INTPIANTCA 11111111111111 9. Digits indicate size of prate in intoes. ! MiTek USA, Inc./CompuTrus Software +7.6.7-SP2(1 L) -E i 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 66864 ti EXP. 09/30/2016 * 317r 'Z3 I Ito F OF CAUF� oil IIII II LUMBER SPECIFICATIONS - - TC: 2'x.4 DF #1&BTR BC: 2x.6 OF SS WEBS: 2x4 OF 01&BTR TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. LION. _ �esig_>arec� comminpu m SPATES FABRICATORS (JR) NOTE: 2x-4 BRACING AT 12"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ( 2 ) complete trusses required. Attach 2'ply with•3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x.6 bottom chord 9" oc in 1 row(s) throughout 2x4, webs. 31-00-00 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE.= 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0 TO 8'- 0.0 V TC UNIF LL( 100.0)+DL( 115.0)= 215.0 PLF 8'- 0.0" TO 23'- 0.0" V TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 23'- 0.0" TO 31'- 0.0" V BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0" TO 31'- 0.0" V ADDL: BC UNIF LL+DL 26.6 PLF 1'- 3.0" TO 29'- 9.0" V TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 8'- 0.0" TC CONC LL( 373.3)+DL( 429.3)= 802.7 LBS @ 231- 0.0" LIMITED STORAGE.DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP s, AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.. B LO 0 31 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00' 1- 2=(-10414) 0 1-10=(0) 9714 2-10=( 0) 2604 7-14=(0) 1538 2- 3=(-12454) 0 10-11=(0) 16776 10- 3=( 0) 1538 14- 8=(0) 2604 3- 4=(-12052) 0 11-12=(0) 18298 10- 4=(-5150) 0 4- 5-(-16900) 0 12-13=(0) 18296 4-11=( 0) 792 5- 6=(-16900) 0 13-14=(0) 16776 11- 5=(-1524) 0 6- 7=(-12052) 0 14- 9=(0) 9714 12- 5=( 0) 410 7- 8=(-12454) 0 5-13=(-1524) 0 8- 9=(-10414) 0 13- 6=( 0) 792 6-14=(-5150) 0 EARING MAX VERT MAX HORZ BRGREQUIRED BRG LENGTH CATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0.0" 0/ 4024V -8/ 8H 5.50" 2.15 . DF ( 625) 0.0" 0/ 4024V 0/ ON 5.50" 2.15 DF ( 625) BRG @ 0'- 0.0" '2.15 DF/ 3.31 HF/ 3.16 SPF BRG @ 31- 0.0 2.15 DF/ 3.31 HF/ 3.16 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, 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)= 1.021" MAX HORIZ. LL DEFL = 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 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. 7-05-11 16-00-10 7-05-11 3-06-11 3-11 3-06-03 4-06-02 - 4-06-02 3-06-03 3-11 3-06-11. +802.70# 2.70# 12 12 3.00 v v 3.00 M-6x19M-6x14 M-IiA M-3Yin M -6x19 M -4x8 0, l r 9 of 0 MHS-7x16(S) 6-09-04 4-06-02 4-02-10 4-02-10 4-06-02 6-09-04 I l <PL:12-00-12 31-00 JOB NAME: Kelly Residence Lot 161-162 - A31 Scale: 0.2076 - v --�- - - --antl WARNINGS: GENERAL NOTES, unless otherwise noted: K31. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual '. T r U S S' 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 and bottom chords to be laterally braced at 2• o.c. and at 10' o.c. respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent bracing of Po N P 9 continuous sheathing such as plywood sheathing(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.: 63%S939 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-cofrosive environment, TRANS I D : 435019 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for 'dry condition' of use. 6. Design assumes full Dearing at all supports shown. Shim or wedge if I 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handlin shipment and installation of components. 1 P po 'design 7. Design assumes drainage is ssetl. 6. Thiss is furnished subject to the limitations set forth by located one tr 8. Plates shall be located on both faces of truss, and placed so their center TPIMlTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center tines. Dcoincide IIII I IIII I II III I IIIIIIII 1111111111 lil INi 9. Digits size of plate to inches. I MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 66864 ' EXP. 09/30/2016 ?12611 G CIVIC a�P� T11111111M M � LUMBER SPECIFICATIONS . TC: 2x,4 DF #1&BTR BC: 2x4 DF #1&BTR WEBS: 2x4 DF 01&BTR. TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12110C. UON. LETINS: 2-02-00 2-02-00 Staple or equaP at non-structural vertical members (uon). TRUSS SPAN 27'- 2.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC CONC LL+DL= 70.7 LBS @ 6'- 9.5" ADDL: BC CONC LL+DL= 70.7 LBS @ 13'- 7.0" ADDL: BC CONC LL+DL= 70.7 LBS @ 20'- 4.6" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 13-07 2-01-08 2-04-13 4-06-05 12 3.00 v M -3x6 M -3x7 M -2x4+. M -3x7 M -3x5 M -3x7 4 • � M-30 M -2x9 M -2x4 C) M -3x7 3 2 a' o � M -2x4+1 10 _ <n M-50 M -3x4 M -2x4+ ,t.170.70# 6-09-08 a <PL:12-00-12 13-07 4-06-05 4-07-08 4-05-12 12 M -4x6 a 3.00 M -3x7 Mesigi 1arec C.-Minpu _ SPATES FABRICATORS (JR) 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE. INCHES (SPECIES) 01- 0.0" 0/ 1464V -2100/ 2100H 5.50" 1.56 DF ( 625) 27'- 2.0" 0/ 1464V -2100/ 2100H 5.50" 1.56 DF ( 625) BRG.@ 0'- 0.0" 1.56 DF/ 2.41 HF/ 2.30 SPF BRG @ 27'- 2.0" 1.56 DF/ 2.41 HF/ 2.30 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.160" @ 13'- 7.0" Allowed = 0.875" MAX DL CREEP DEFL = -0.427" @ 13'- 7.0" Allowed = 1.312" MAX TL CREEP DEFL'= -0.585" @ 13'- 7:0" Allowed= 1.312" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.434" MAX HORIZ. LL DEFL = 0.039" @ 26- 8.5" MAX HORIZ. TL DEFL = 0.107"@ 261- 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, 2-04-04 2-01-08 End vertical(s) are exposed to wind, M-3xfi4.0 M -3x6 M -3x6 M -2x4+ M-2x9M-2x9 M -3x5 M-30 . 6 M -3x7 M -2x4 M -2x4 M-30 7 M -3x 8 12 110 25" M -3x4 M -5x7 M-5x8(S) M -2x4+ M -2x4+ M -2x.4+ M -2x4+ 170.70# 170.70# . 6-09-08 27-02 6-09-08 6-09-08 JOB NAME: Kelly Residence Lot 161-162 - A32 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 individual • Truss • and Warnings before construction commences. building component. Applicability of design parameters and proper ( 2. 2Y4 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 De laterally braced at DES. BY: : EE 3. Additional temporary bracing to insure stability during construction 2' and at 10' respectively unless braced throughout len N by is the responsibility of the erector. Additional permanent bracing of Po N P 9 hino.c continuous C)and/ dry continuous sheazing such as plywood sheathing(TC) and/or tlrywall(�C). DATE: 3/25/2016 I the overall structure is the responsibility of the building designer. 3. 2x Impact bdtlging or lateral bracing required where shown SEQ. : 6378440 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D ' 435019 i fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are assumeor 1drycondition"of use. supports 9 full be bearing 6. Design assumes full Dearin at all su ns shown. Shim or wedge it • 5. CompuTms 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 Port by 8. Plates shall be located on both faces of truss, and placed so their center ( TPIM7fCA in SCSI, copies of which will be furnished upon request. tines coincide with joint center One to IIII I I II I III IIII II II I I I VIII III (III 9. Digits indicate size of plate inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 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. 0 t --9 0 0 C 66864 * EXP. 09/3012016 3/•2516 \TF0 CAI\F� II IIIII� S M Mericwarer- comminpum SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 271- 2.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 013BTR LOAD DURATION INCREASE = 1.25 1- 2=( -68) 0 1-10=(0) 3122 1- 2=(-3405) 0 BC: 2x4 OF 016BTR SPACED 24.0" O.C. 2- 3=(-3328) 0 10-11=(0) 3277 3-10=( 0) 316 WEBS: 2x4 OF 01dBTR 3- 4=(-3427) 0 11-12=(0) 3290 10- 4=( -18) 201 " LOADING 4- 5=(-2705) 0 12- 9=(0) 3112 4-11=( -818) 0 TC LATERAL SUPPORT <= 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. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-3433) 0 11- 6=( -827) 0 " - TOTAL LOAD = 50.0 PSF 7- 8=(-33191 0 6-12=( -23)"192 LETINS: 2-02-00 2-02-00 8- 9=( -68) 0 12- 7=( 0) 329 ADDL: BC CONC LL+DL= 70.7 LBS @ 6- 9.5" 8- 9=(-3395) 0 ADDL: BC CONC LL+DL= 70.7 LBS @ 131- 7.0" ADDL: BC CONC LL+DL= 70.7 LBS @ 201- 4.6" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0" 0/ 1464V -23/ 23H 5.50" 1.56 OF ( 625) REQUIREMENTS OF CBC 2013 NOT BEING MET. 271- 2.0" 0/ 1464V 0/ OH 5.50" 1.56 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BRG @ 0'- 0.0" 1.56 DF/ 2.41 HF/ 2.30 SPF " AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 27'- 2.0" 1.56 DF/ 2.41 HF/ 2.30 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.160" @ 13'- 7.0" Allowed = 0.875" MAX DL CREEP DEFL = -0.427" @ 131- 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" @ 261- 8.5" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Endvertical(s) are exposed to wind, 13-07 13-07 Truss designed for wind loads in the plane of.the truss only. 2-01-08 2-04-13 4-06-05 4-06-05 4-07-08 4-05-12 2-04-04 2-01-08 .11 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. 0 4.0" s M -3x5 M -3x5 4 6 3.0" of 0 M -2x4 M -3x.7 2 3 o r� 1 M -2x4 7 6 M-30 0 30 11 � 12 < M -5x6 M -3x4 0.25" M -3x4 M -5x6 M -5x.8(5) 70.700 70.70# #70.70# 6-09-08 6-09-08 6-09-08 6-09-08 L<PL:12-00-12 27-02 JOB NAME: Kelly Residence Lot 161-162 - A33 scale: 0.2283 WARNINGS:TM - - GENERAL NOTES, unless otherwise noted: FES LL / Trus S ' 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 at C� M �� DES. BY : EE 3. Additional temporary bracing to insure stability during construction i is me responsibilitypof the erector. insure st nal ermanentn true of 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by P 9 W M DATE: 3/25/2016 continuous sheathing such as plywood sheathing(TC) and/or cl"tu (8C). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown + + ' EXP. O9I3OI2O B • SEQ. : 6378441 4. No load should be applied to any component unlit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners time 5. Design assumes busses are to be used in a non -corrosive environment, are complete and at no should any loads greater than and are for "dry condition' of use. 7 t7 TRANS I D : 435019 design loads be applied to any component. I 6. Design assumes full bearing at all supports shown. Shim or wedge it r 5. CompuTrus has no control over and assumes no responsibility for the st T CIVIC\P I\% - fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is " 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces o1 truss, and placed so their center both faces f truss. and CF L`AL` i TPIANTCA in BCSI, copies of which will be furnished upon request, tines coincide with joint center nes. I III I I III III II I III III IIII IIII 9. Digits indicate size of plate in inches. . i MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) II� _lesiglWarer_ com)_inpu_ SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x.4 DF #1&BTR WEBS: 2x4 DF #1&BTR TC LATERAL SUPPORT <= 12"OC..UON. SC LATERAL SUPPORT <= 12110C. UON. LETINS:-2-02-00 2-02-00 i 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. 13-07 13-07 2-01-08- 2-04-13 4-06-05 4-06-05 4-07-08 4-05-12 2-04-04 2-01-08 12 12 3.00(--- M -4x6 v 3.00 4.0" 5 (_� - nutter w70.70# w70.70# j70.70# 6-09-08 6-09-08 6-09-08 6-09-08 � t <PL:12-00-12 27-02 JOB NAME: Kelly CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=1 -79) 23 1-10=(0) 3122 1- 2=(-3405) 0 GENERAL NOTES, unless otherwise noted: 2- 3=(-3328) 0 10-11=(0) 3277 3-10=( -62) 362 building component. Applicability of design parameters and proper incorporation of component is me responsibility of the building designer. 3- 4=(-3427) 0 11-12=(0) 3290 10- 4=( -81) 202 . 4- 5=(-2705) 0 12- 9=(0) 3112 4-11=( -818) 0 SEQ.: 6378442 5- 6=(-2706) 0 fasteners are complete and at no time should any loads greater than i design loads be applied to any component, 5. CompuTms has no control over and assumes no responsibility for the 11- 5=( 0) 993 ( fabrication, handling, shipment and installation of components. 6- 7=(-3433) 0 8. Plates shall be located on both faces of truss, and placed so their center 11- 6=( -827) 0 in BCSI, copies of which will be furnished upon request 7- 8=(-3319) 0 I I 6-12=( -81) 193 II II 8- 9=( -79) 23 II IIIITPI/WfCA 12- 7=( -57) 374 9. Digits indicate size of plate in intoes. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 8- 9=(-3395) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1464V -1500/ 1500H 5.50" 1.56 DF ( 625) 27- 2.0" 0/ 1464V -1500/ 1500H 5.50" 1.56 DF ( 625) 13-07 13-07 2-01-08- 2-04-13 4-06-05 4-06-05 4-07-08 4-05-12 2-04-04 2-01-08 12 12 3.00(--- M -4x6 v 3.00 4.0" 5 (_� - nutter w70.70# w70.70# j70.70# 6-09-08 6-09-08 6-09-08 6-09-08 � t <PL:12-00-12 27-02 JOB NAME: Kelly Residence Lot 161-162 - A34 Scale: 0.2283 Y4 WARNINGS: GENERAL NOTES, unless otherwise noted: ,~ A 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon me parameters shown and is for an individual • Truss • and Warnings before construction commences, building component. Applicability of design parameters and proper incorporation of component is me responsibility of the building designer. i 2. 9x4 compression web bracing must be installed where shown +. 2. Design assumes the top and bottom chords to be laterally braced at 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 len th by . s the res nsibili of the erector. Additional ermanent b ado of responsibility P 9 continuous sheathing such as plywood sheathing(rc) andfor drywall�BC). DATE: 3/25/2016 the overall structure is the responsibility of the building designer. 3. 9x Impact bridging or lateral bracing required where shown ++ SEQ.: 6378442 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a non -corrosive environment, • TRANS I D • 435019 fasteners are complete and at no time should any loads greater than i design loads be applied to any component, 5. CompuTms has no control over and assumes no responsibility for the and are for 'dry condition' of use. supports 9a if 6. Design assumes full bearingat all su its shown. Shim or wedge ( 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 in BCSI, copies of which will be furnished upon request tines coincide with joint center lines. II II I I II III II II III) I I VIII II IIIITPI/WfCA 9. Digits indicate size of plate in intoes. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) BRG @ 0'- 0.0" 1.56 DF/ 2.41 HF/ 2.30 SPF BRG @ 27- 2.0" 1.56 DF/ 2.41 HF/ 2.30 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.160" @ 13- 7.0 Allowed = 0.875" MAX DL CREEP DEFL = -0.427" @ 13'- 7.0" Allowed = 1.312" MAX TL CREEP DEFL = -0.585" @ 131- 7.0 Allowed = 1.312" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.432-- MAX .432"MAX HORIZ. LL DEFL -= 0.039" @ 26- 8.5" MAX HORIZ. TL DEFL = 0.107" @ 26- 8:5" COND. 2: 1500.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Endvertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. C 66864 '7 * EXP. 09/3012016 3%25�i6 1010- OF F OF IIIIII� ! _jesiglmarer_ comMinpu_ A35 1. Builder and erection contractor should be advised of all General Notes edunless only upon 1. This design is based only upon the parameters shown and is loran individual para T Z U S S ' SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS building component. Applicability of design parameters and proper TRUSS SPAN 21- 2.0" 1COND. 2: 2000.00 LBS SEISMIC LOAD. TC: 2x4 DF N1&BTR incorporation of component is the responsibility of the building designer. LOAD DURATION INCREASE = 1.25 Wind:`110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, BC: 2x4 DF NI&BTR - - SPACED 24.0" O.C. (All Heights), Cat.2, Exp. B, MWFRS(Dir), WEBS: 2x4 DF N1&BTR continuous d continuous sheathing Such as plywood sheathing(TC) and/or tltyw ift$C). DATE: 3/25/2016 .Enclosed, load duration factor=1.6, TC LATERAL. SUPPORT <= 12"OC. UON. 3. 2x Impact bridging or lateral bracing required where shown +. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF End exposed wind, - BC LATERAL SUPPORT <= 12"OC. DON. 4. Installation of truss is the responsibility of the respective contractor. - S. Design assumes trusses are to be used in a non-conosNe environment, DL ON BOTTOM CHORD = 7.0 PSF s designed ore s, Truss designed for wind loads'. in the of the truss only. fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if TOTAL LOAD = 50.0 PSF plane LETINS: 1-02-00 0700-00 - necessary. Note:Truss design requires continuous 7. Design assumes adequate drainage isprovided. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8. Plates shall be located on both faces of truss, and placed so their center bearing wall for'entire span UON. - lines coincide with joint center tines. REQUIREMENTS OF CBC 2013 NOT BEING MET. IIII I I II II I IIII II I I I Design checked for 'a 300 It, concentrated top chord -" - BOTTOM CHORD CHECKED FOR 1OPSF LIVE. LOAD. TOP live load per IBC 2012 due to maintenance workers 9. Digits indicate size of plate in inches. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY., which is non -concurrent with other live loads.' 10. For basic connector plate design values see ESR -1311, ESR4988 (MiTek) 141-07 1-00-09 Truss designed for 4x2 outlookers..2r.4 let -ins of the same size and grade as structural top 12 c chord. Insure tight fit at each end of let -in. 3.00 v Outlookers must.be cut with,care and are permissible at inlet board areas only. - M -2x9 M -3x5 d" _ • .. 3. M -3x5 - - •- <-M-5x5 M -L6 ;. ,. i•'- J. 2-02 - <PL:12-00-12 • _ JOB NAME: Kelly Residence Lot 161-162 - A35 Scale: 0.7097 ' WARNINGS: GENERAL NOTES, A35 1. Builder and erection contractor should be advised of all General Notes edunless only upon 1. This design is based only upon the parameters shown and is loran individual para T Z 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. DES. BY : EE 3. Additional temporary batting to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' and at 10' o.c. respectively unless bathed throughout len th by is the responsibility of the erector. Additional permanent bracing of Po y D 9 continuous d continuous sheathing Such as plywood sheathing(TC) and/or tltyw ift$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. : 6378443 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. - S. Design assumes trusses are to be used in a non-conosNe environment, TRANS I D : 4350,19 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage 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 TPIM/TCA in SCSI, copes of which will be furnished upon request. lines coincide with joint center tines. IIII I I II II I IIII II I I I I I III I IIII 9. Digits indicate size of plate in inches. MiTek USA, Inc.ICompuTrus Software 7.6.7(11)-E ' 10. For basic connector plate design values see ESR -1311, ESR4988 (MiTek) w C66864 EXP. 09130/2016 3/116 �'T CIV1� \�? 1 I LUMBER SPECIFICATIONS NAME: Kelly L 11-03-00 HIP SETBACK 5-04-00 FROM END WALL 0 TC: 2x4 DF #1&BTR Scale: 0.4511 o LOAD DURATION INCREASE = 1.25 (Non -Rep) GENERAL NOTES, unless otherwise noted: ' BC: 2::4 DF #1&BTR 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss ' i and Warnings before construction commences. building component. Applicability of design parameters and proper WEBS: 2x4 DF #1&BTR 2. 2x4 compression web bracing must be installed where shown +. LOADING ' 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 TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 01- 0.0" TO 51- 4.0" V TC LATERAL SUPPORT <= 12110C. UON. TC UNIF LL( 73.3)+DL( 84.3)= 157.7 PLF 5'- 4.0" TO 5'- 11.0" V' BC LATERAL SUPPORT <= 12110C. UON. TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 5'- 11.0" TO 11- 3.0" V BC UNIF LL( 0.0)+DL( 25.7)= 25.7 PLF 0- 0.0" TO 11'- 3.0" V ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 11- 3.0" V NOTE: 2xA BRACING AT 24"OC UON. FOR TPINYTCA in SCSI, copies of which will be furnished upon request.lines coincide with joint center lines. II ALL FLAT TOP CHORD AREAS NOT SHEATHED II IIII TC CONC LL( 154.1)+DL( 177.2)= 331.3 LBS @ 5'- 4.0" I I IIII IIII TC CONC LL( 154.1)+DL( 177.2)= 331.3 LBS @ 51- 11.0" LETINS: 1-0.2-00 1-02-00 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( 2 ) complete trusses required. REQUIREMENTS OF CBC 2013 NOT BEING MET. Attach 2 ply with 3"::.131 DIA GUN BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP nails staggered: - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in l row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 ,webs. 5-03-11 1-01-14 4-01-13 o, 0 NAME: Kelly L o .i.. 0 Scale: 0.4511 o - --" WARNINGS: -" GENERAL NOTES, unless otherwise noted: 12 3.00 0 M -5x7 0-07-10 5-03-11 f 0-07-10 4-01=13 331. U04 331.30#' M -6x6 12 a 3.00 1-01-14 4-09 1-10-12 4-07-04 <PL:18-04-00 11-03 BEARING LOCATIONS 0'- 0.0" 11'- 3.0" JOB NAME: Kelly Residence Lot 161-162 - A36 Scale: 0.4511 - --" 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 ' i and Warnings before construction commences. building component. Applicability of design parameters and proper 1 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 2. =ration the top and bottom chords to be laterally braced at ' 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 • 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 j the overall structure is the responsibility of the building designer. 3, 2x Impact bridging or lateral bracing required where shown ++ • SEQ. 6378444 )4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses to be in a : - TRANS I D : 435019 1 fasteners are complete and at no time should any loads greater than design loads be applied to any component. I assumes are used non<onosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if - i 5. CompuTrus has no control over and assumes no responsibility for the necessary. ' labrication, 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 TPINYTCA in SCSI, copies of which will be furnished upon request.lines coincide with joint center lines. II II IIII II IIII II ( I I I I I IIII IIII 9. Diens indicate size of plate to inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) _ �esig�are� com(-inputm SPATES FABRICATORS (JR) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -476) 0 1- 7=(0) 2240 1- 2=(-2254) 0 2- 3=(-2388) 0 7- 8=(0) 2494 7- 3=( 0) 288 3- 4=(-2640) 0 8- 6=(0) 2502 7- 4=( 0) 226 4- 5=(-2642) 0 4- 8=( 0) 194 5- 6=( -584) 0 5- 6=(-2422) 0 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 1262V -9/ 9H 5.50" 0.67 DF ( 625) 0/ 1262V 0/ ON 5.50" 0.67 DF ( 625) BRG @ 01- 0.0" 0.67 DF/ 1.04 HF/ 0.99 SPF BRG @ 111- 3.0" 0.67 DF/ 1.04 HF/ 0.99 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.062" @ 5'- 11.0" Allowed = 0.344" MAX DL CREEP DEFL = -0.206" @ 5'- 11.0" Allowed = 0.517" MAX TL CREEP DEFL = -0.267" @ 5'- 11.0" Allowed = 0.517" RECOMMENDED CAMBER (BASED ON DL DEFL= 0.206" MAX HORIZ. LL DEFL = 0.005" @ 101- 9.5" MAX HORIZ. TL DEFL - 0.016" @ 101- 9.5" Wind: 110 mph, h=19.3ft, 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. w C 66"" ` d' * EXP. 09/30/2016 sT Ctvi�. ,_OF CA1 �Fj IIID S _lesig!>are� com,_inpuM. SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 11'- 3.0" CBC2013/IBC2012 .MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 91&BTR LOAD DURATION INCREASE = 1.25 1-2=( -168) 0 1-6=(0) 947 1-2=(-1051) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. .2-3=(-1037) 0 6-5=(0) 947 6-3=( 0) 320 WEBS: 2x4 DF 01&BTR 3-4=(-1037) 0 4-5=(-1051) 0 LOADING 4-5=( -168) 0 TC LATERAL SUPPORT <=12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD= 43.0 PSF - . BC LATERAL. SUPPORT <= 12"OC. UON. DL ON. BOTTOM CHORD = 7.0 PSF - TOTAL LOAD = 50.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LET INS: 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/ ON 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. 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) 0.112" 5-0.7-08 - 5-07-08 MAX HORIZ'..LL DEFL = 0.004" @ 101= 9.5" MAX HORIZ. TL DEFL' = 0.012" @ 101= 9.5-- 1-01-14 :5"1-01-19 9-05-10 4-05-10 1-01-14 Wind: 110 mph, h=19.4ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, I (All Heights),'Enclosed, .Cat.2, Exp_B, MWFRS(Dir),. ,. 12 12 load duration factor=L 6, 3. 00 v a 3.00 End vertical (s) are exposed to wind, Truss designed for wind loads the f in a plane o .the truss only. liM-4x9 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance'workers 34:0" which is non -concurrent -with other live loads. o M -3x9 M -3x9 0 22.0" q o 5 1 _ 6. 0 M -3x5 M -2x4 M -3x5 5707-08 5-07-08 <PL:18-04-00 11-03 JOB NAME Kelly Residence Lot 161-162 A37 Scale- 0.4511 ^4I�FNa C66864 Exp. 09/30/2016 * 3!�lIto CIVIC �Q 9TF OF CA1 \F��� - WARNINGS: GENERAL NOTES, unless otherwise noted: I �� 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual 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 DES. BY: EE ( is the responsibility of the erector. Additional permanent bracing of (TC) athrougnd/oout their lenggtthh Dy c nfin and at 10' hino.csuchrespativ ly unless sheathbraceding(TC) drywall(BC). continuous sheathing such as plywood in f ' DATE • '3/25/2016 � the overall structure is the responsibility of the building designer. 3. 2z Impact bridging or lateral bracing required where shown ++ aired ere s own SEQ. 6378445 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-conosive environment, . TRANS I D • 435019' fasteners are complete and at no time should any loads greater than design loads De applied to any component. and are for 'dry condition' of use. Design assumes full Dearing at all supports shown. Shim or wedge if - • .6. 1 1111 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 TPIMlTCA in SCSI, copies of which will be furnished upon request. Dies coincide with joint center tines. I IIII I I II VIII (IIII II III IIII IIII IIII 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E - i 10. For basic connector plate tlesign values see ESR -1311, ESR -1988 (MiTek) C66864 Exp. 09/30/2016 * 3!�lIto CIVIC �Q 9TF OF CA1 \F��� JOB NAME: Kelly,Residence Lot 161-162 - A38 Scale: 0.4543 WARNINGS: S { A3 8 �esig_>aredr comaminputm IIIIIII� ( Truss: antl Warnings before construction commences. building component Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, SPATES FABRICATORS (JR) . LUMBER SPECIFICATIONS 3. Additional temporary bracing to insure stability during construction TRUSS SPAN 11- 3.0" CBC2013/IBC2012- MAX MEMBER FORCES '4WR/GDF/Cq=1.00 • TC: •2x4 DF #1dBTR DATE: 3/25/2016 - - LOAD DURATION INCREASE = 1.25- 3. 2x Impact bridging or lateral bracing required where shown ++ 1 SEQ. : 6378446 1-2=(-128) 0 1-6=(0) 797 1-2=(-913) 0 BC: 2x4 DF #ldBTR 4. Installation of truss is the responsibility of the respective contractor. 5, Design assumes busses are to be used in a non -corrosive environment, TRANS 1 DI: '4 3rJ 0.1 9 SPACED ,24.0" O.C. fasteners are complete and at no time should any loads greater than design toads be applied to an ram sent. 9 PP Y Po 'dry n are for a condition" of use. and e ' n assumes full bearin at all supports Shown. Shim or wedge if 6. Design g ppo g 2-3=(-879) 0 6-5=(0) 809 6-3=( 0) 206 WEBS: 2x4 DF #ldBTR � 5. CompuTrus has no control over and assumes no responsibility forme _ fabrication, handling, shipment and installation of components.necessary. 3-4=(-883) 0 - 4-5=(-923) 0 - 6. This design is furnished subject to the fimitations set forth by LOADING ( 4-5=( -67) 25 TC LATERAL SUPPORT <= 12"0C. UON.• LL(-20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF ' _ BC LATERAL SUPPORT <= 12110C. UON. fines coincide with joint center tines. DL" ON BOTTOM CHORD = 7:0 PSF I VIII II IIII II I I TOTAL LOAD = 50.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LETINS: 1-02-00 1-02-00 9. Digits sic cosize of plate in inches. { I MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) - - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -- - 0'- 0.0.1 0/ - 571V --1.0/ 1OH"'. 5.50" 0.61 DF ('625), . • _ REQUIREMENTS OF CBC 2013 NOT BEING MET. - 'll'- 3.0" 0/ 554V 0/ OH 3.50" 0.59 DF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP BRG,@ ,01- 0.0" - 0.61 DF/ 0.94 HF/ 0.90.SPF ' - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - BRG @ .11- 3.0" 0.59 DF/ 0.91 HF/"0.87 SPF VERTICAL DEFLECTION LIMITS: LL=1:/360, TL=L/240 - - - - - MAX LL DEFL = -0.037" @ ." 5'- 7.5" Allowed =. ' 0.350". MAX DL CREEP DEFL ='-0.055" @ 5'7 7.5" Allowed :_ 0.525" MAX TL CREEP DEFL = _0.084" @ 5'- ,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" @ 10- 11.5" '"- MAX HORIZ: TL DEFL = 0.011" @..'10- 11.511. - 1-01-14 4-05-10 4-05-10 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), 1P 12 load duration factor=1.6, 3.00 v" a 3.00 End vertical(s) are exposed'to wind, Truss designed for wind loads -ane o only. • in the plane f the truss I1M-9x9 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 34.0" -which is non -concurrent with other live loads. M -3x9 M -3x9 0 2 2.0" 4 5 O. .. M=3x5. M -2x9 M -9x5 - 5-07-08 5-07-08 <PL:1F04-00 11-03 JOB NAME: Kelly,Residence Lot 161-162 - A38 Scale: 0.4543 L'UP. 6864 � /30/2016 25NI� OF C x0k WARNINGS: GENERAL NOTES, unless otherwise noted: { A3 8 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: antl Warnings before construction commences. building component Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation component is the to of the building designer. I DES. BY: EE 3. Additional temporary bracing to insure stability during construction bottom chords 2. Design assumes the top and velyuchords to be laterally t acedtheir at a Y o.c: and at to' o.c. respectively unless braced throughout weir len by is the responsibility of the erector. Additional permanent brawn of Po ty P 9 continuous sheathing such as plywood sheathing(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 ++ 1 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 busses are to be used in a non -corrosive environment, TRANS 1 DI: '4 3rJ 0.1 9 fasteners are complete and at no time should any loads greater than design toads be applied to an ram sent. 9 PP Y Po 'dry n are for a condition" of use. and e ' n assumes full bearin at all supports Shown. Shim or wedge if 6. Design g ppo g I � 5. CompuTrus has no control over and assumes no responsibility forme fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage isprovided. 6. This design is furnished subject to the fimitations set forth by 8. Plates shall be located on both faces oft.and placed so their center ( I TPINVFCA in BCSI, copies of which will be furnished upon request. fines coincide with joint center tines. IIII I VIII II IIII II I I I I I I I III 9. Digits sic cosize of plate in inches. { I MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) L'UP. 6864 � /30/2016 25NI� OF C x0k "IMIIIIII10 -M M �esigsared_ com4m nput_ SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS WARNINGS: -i C. 11-03-00 HIP SETBACK 5-04-00 FROM END WALL 1. This design is based only upon the parameters shown and is for an individual TC: 2x4 DF #L&BTR I r O building component. Applicability of design parameters and proper LOAD DURATION INCREASE = 1.25 (Non -Rep) i2.2x4 compression web bracing must be installed where shown .. BC: 2x4 IF #1&BTR i. <. 2. Design assumes the top and bottom chords to be laterally braced of DES. BY: EE . 1 is the responsibility of the erector. Additional ermanent bracing of fll ty 9 WEBS: 2x4 IF #1&BTR i DATE: 3/25/2016 e the overall structure is the responsibility of the building designer. LOADING _ SEQ. 6378447 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses are to be in a non environment, TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0" TO 51- 4.0" V TC LATERAL SUPPORT <= 12110C. UON. TC UNIF LL( 73.3)+DL( 84.3)= 157.7 PLF 5'- 4.0" TO 51- 11.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 5'- 11.0" TO 111- 3.0" V II IIII BC UNIF LL( 0.0)+DL( 25.7)= 25.7 PLF 0'- 0.0" TO 111- 3.0" V NOTE 2x4 BRACING AT 24"OC UON FOR IIII TC CONC LL( 154.1)+DL( 177.2)= 331.3 LBS @ 51- 4.0" '. ALL FLAT TOP CHORD AREAS NOT SHEATHED 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) TC CONC LL( 154.1)+DL( 177.2)= 331.3 LBS @ 5'- 11.0" ----=------------------------------ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LETINS: 1-02-00 1-02-00 REQUIREMENTS OF CBC 2013 NOT BEING MET. ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Attach 2 ply with 3"x.131 DIA. GUN AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. nails staggered: 9" oc in I row(s) throughout 2x4 top chords, 9" oc in l row(s) throughout.2x4 bottom chords, 9" oc in 1 row(s) throughout 2x.4 webs. 5-03-11 1-01-14 . 4-01-13 12 3.00 v 0-07-10 5-03-11 0-07-10 4-01-13 1-01-14 #331A04 12 ' +331.300 a 3.00 M -5x6 ;M -6x6 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -214) 0 1- 7=(0) 1940 1- 2=(-2050) 0 2- 3=(-2060) 0 7- 8=(0) 2066 7- 3=( 0) 126 3- 4=(-2218) 0 8- 6=(0) 2058 7- 4-( 0) 224 4- 5=(-2176) 0 4- 8=( -68) 48 5- 6=( -464) 0 5- 6=(-2020) 0 BEARING MAX VERT MAX HORZ BRG - REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) - 0- 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) BRG @ 0'- 0.0" 0.51.DF/ 0.79 HF/ 0.76 SPF BRG @ 11'- 3.0" 0.53 DF/ 0.82 HF/ 0.78.SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.061" @ 51- 11.0" Allowed = 0.350"' MAX DL CREEP DEFL = -0,140" @ 5'- 11.0" Allowed = 0.525" MAX TL CREEP DEFL = -0-.200" @ 5- 11.0" Allowed = '0.525" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.140" MAX HORIZ. LL DEFL = 0.005". @ 101- 9.5" MAX HORIZ. TL DEFL = .0.013" @ 10'.- 9.511: Wind: 110 mph, h=19.3ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, .MWFRS(Dii), 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. 4-09 1-10-12 4-07-04 I.L <PL:18-04-00 11.03 JOB. NAME: Kelly Residence Lot 161-162 - A39 Scale: 0.4543 WARNINGS: -i C. 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 I r O building component. Applicability of design parameters and proper i2.2x4 compression web bracing must be installed where shown .. incorporation of component is the responsibility of the building designer. i. <. 12 3.00 v 0-07-10 5-03-11 0-07-10 4-01-13 1-01-14 #331A04 12 ' +331.300 a 3.00 M -5x6 ;M -6x6 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -214) 0 1- 7=(0) 1940 1- 2=(-2050) 0 2- 3=(-2060) 0 7- 8=(0) 2066 7- 3=( 0) 126 3- 4=(-2218) 0 8- 6=(0) 2058 7- 4-( 0) 224 4- 5=(-2176) 0 4- 8=( -68) 48 5- 6=( -464) 0 5- 6=(-2020) 0 BEARING MAX VERT MAX HORZ BRG - REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) - 0- 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) BRG @ 0'- 0.0" 0.51.DF/ 0.79 HF/ 0.76 SPF BRG @ 11'- 3.0" 0.53 DF/ 0.82 HF/ 0.78.SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.061" @ 51- 11.0" Allowed = 0.350"' MAX DL CREEP DEFL = -0,140" @ 5'- 11.0" Allowed = 0.525" MAX TL CREEP DEFL = -0-.200" @ 5- 11.0" Allowed = '0.525" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.140" MAX HORIZ. LL DEFL = 0.005". @ 101- 9.5" MAX HORIZ. TL DEFL = .0.013" @ 10'.- 9.511: Wind: 110 mph, h=19.3ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, .MWFRS(Dii), 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. 4-09 1-10-12 4-07-04 I.L <PL:18-04-00 11.03 JOB. NAME: Kelly Residence Lot 161-162 - A39 Scale: 0.4543 C 66864 '7 EXP. 09/30/2016 * 31arb1Ito sT civic �,\P \TF OF CAS\F�/ WARNINGS: -i GENERAL NOTES, unless otherwise noted: 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 I and Warnings before construction commences. building component. Applicability of design parameters and proper i2.2x4 compression web bracing must be installed where shown .. incorporation of component is the responsibility of the building designer. i. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced of DES. BY: EE . 1 is the responsibility of the erector. Additional ermanent bracing of fll ty 9 2' o.c. and at 10' o.c. respectively unless braced throughout their len by continuous sheathing such as plywood sheathing(TC) and/or drywalirc). i DATE: 3/25/2016 e the overall structure is the responsibility of the building designer. 3. 2x Impact bddging or lateral bracing required where shown ++ _ SEQ. 6378447 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses are to be in a non environment, : i T RAN S I D : 435019 fasteners are complete and at no time should any loads greater than I design loads be applied to any component. assumes used -corrosive and are for "dry condition' of use. 6. Design assumes full beadng at all supports shown. Shim or wedge if i. CompuTrus has no control over end assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIM/TCA in SCSI, copies of which will be furnished upon request. tines coincide with joint center lines. III II IIII II VIII VIII I I VIII IIII IIII � 9. Digits indicate size of plate in inches. '. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 66864 '7 EXP. 09/30/2016 * 31arb1Ito sT civic �,\P \TF OF CAS\F�/ <PL:10-00-12 16-10 JOB NAME: Kelly Residence Lot 161-162 = A40 Scale: 0.4093 - -- 1 WARNINGS:! GENERAL NOTES, unless otherwise noted: �. 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual M _ compoWnput_ ' 2. 2x4 compression web bracing must be installed where shown +, II - incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at DES., BY: EE 3. Additional temporary bracing to insure stability during construction d is the responsibility of the erector. Additional permanent bracing of cC2 o.c. and at 10' o.c. respectively unless braced throughout their ten gth by ontinuous sheathing such as plywood sheathing(TC) and/or drywall(6C). !.DATE: 3/25/2016 the overall structure is the responsibility of the building designer. PAr yeFAB RSedl ) LUMBER SPECIFICATIONS 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 TRUSS SPAN 161-10.01, and are for *dry condition" of use. 6. Design assumes lull bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for me COND. 2: 1800.00 LBS SEISMIC LOAD. TC: 2x4 OF kl&BTR fabrication, handling, shipment and installation of components. I 6. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage is provided. S. Plates shall be located on both faces of truss. and placed so their center LOAD DURATION INCREASE = 1.25 Wind: ASCE 7-10, mph, hts), BC: 2x4 OF 01&BTR SPACED 24.0" O.C. j TPIIVJfCA in BCSI, copies of which will be furnished upon request. tines coincide with joint center fines. o de cloTCDs=d,'CatCDL=4.2, (All Heights), Enclosed; Cat.2, Erp.B, MWFRS(Dir), (Al WEBS: 2::9 OF H1&BTR II II (IIII II II VIII I II IIII IIII load duration factor=1.6, 9. Digits size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 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: DON. DL ON BOTTOM CHORD = 7.0 PSF in the plane of the truss only. TOTAL LOAD = 50.0 PSF Staple or equal at non-structural Note: Truss design requires continuous vertical members (uon).. -LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span UON. REQUIREMENTS OF CBC 2013 NOT BEING MET. Design checked for a 300 lb concentrated top chord BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP live load per IBC 2012 due to maintenance workers AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - which isnon-concurrentwith other live loads. - Truss designed for 4x.2 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 9-02-08 12 12 3.00 v M -4x5 a 3.00 4 0 M -3x53 M -3x5 • M -3x5 M -2x4 : ; M -2x4 M -3x5 M -3x5 ; ; M -3x5" M -3x5 2 1. 4 M_ 3x5 M -3x5_. - = - M -3x5 M -2x4 M -2x9 . - _ M -2x4 M -2x4 m. o .. .,. ... < M -3x6 M -3x8 M -3x6 � 8-05 8-05 t <PL:10-00-12 16-10 JOB NAME: Kelly Residence Lot 161-162 = A40 Scale: 0.4093 - -- 1 WARNINGS:! GENERAL NOTES, unless otherwise noted: �. 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual i Truss: and Warnings before construction commences. I building component. Applicability of design parameters and proper ' 2. 2x4 compression web bracing must be installed where shown +, II - incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at DES., BY: EE 3. Additional temporary bracing to insure stability during construction d is the responsibility of the erector. Additional permanent bracing of cC2 o.c. and at 10' o.c. respectively unless braced throughout their ten gth by ontinuous sheathing such as plywood sheathing(TC) and/or drywall(6C). !.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. : 6378448 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 loads greater than design loads be applied to any component. j and are for *dry condition" of use. 6. Design assumes lull bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for me necessary. ' - fabrication, handling, shipment and installation of components. I 6. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage is provided. S. Plates shall be located on both faces of truss. and placed so their center j TPIIVJfCA in BCSI, copies of which will be furnished upon request. tines coincide with joint center fines. o de II II I III II II (IIII II II VIII I II IIII IIII 9. Digits size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 6J)* EXP. 09 * 3 -CI I I� 8-05 8-05 <PL:10-00-12 16-10 JOB NAME: Kelly coml�input� IIIIIIII scale: V SSeFABRI. ATORSed LUMBER SPECIFICATIONS TRUSS SPAN 16- 10.0" GENERAL NOTES, unless otherwise noted: CBC2013/IBC2012, MAX MEMBER FORCES - 4WR/GDF/Cq=1.00 TC: 2x4 DF #1dBTR 1. Builder and erection contractor should be advised of all General Notes LOAD DURATION INCREASE = 1.25 Truss ' 1-2=( 0) 83 6-7=.(0) 980 1-6=( -177) 0 4-8=(-1192) 0 BC: 2x4 DF #1dBTR SPACED 24.0" O.C. 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 2-3=(-1025) 0 7-8=(0) 980 6-2=(-1192) 0" 8-5=( -177) 0 WEBS: 2x4 DF k16BTR. 13. Additional temporary bracing to insure stability during construction is the res nsibiti of the erector. Additional permanent bracin of f1 responsibility P 9 2' o.c. and at 10' o.c. respectively unless braced throughout their len mby ty 9 ). continuous sheathing such as plywood sheathing(TC) and/or tlrywall�C). �. DATE: 3/25/2016 - 3-4=(-1025) 0 2-7=( -115) 91 3. 2x Impact bridging or lateral bracing required where shown - - - LOADING 1 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, 4-5=( 0) 83 7-3=( 0)-248 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF t 7-4=( 415) 91. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 8. Plates shall be located on both faces of truss, and placed so their center in SCSI, copes of which will be furnished upon request. - - TOTAL LOAD = 50.0 PSF ; BEARING MAX VERT MAX-HORZ BRG REQUIRED BRG LENGTH '. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 1 9. Digits indicate size of plate in inches. 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/ 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 DF( 625) ' • - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BRG @ '0'- 0.0" 0.90 DF/ 1.39 HF/ 1.32.SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 16- .10.0" 0.90. DF/ 1.39 HF/ 1.32 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 • - - - MAX LL DEFL = -0.016" @ 8'- 5.0" Allowed = 0.531" MAX DL CREEP DEFL = -0.037" @ 8'- 5.0" Allowed =, 0.796" MAX TL CREEP DEFL = -0.053" @ 8'- 5.0" Allowed = 0.796" ' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.037" - - - - - MAX HORIZ. LL DEFL = 0.008" @ 16- 6.5"- ' MAX HORIZ. TL DEFL =- 0.020" @ 16'- 6.5" - 8-05 8-05 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE-7-10, 4-02-08 4-02-08 4-02-08 4-02-08 (All Heights), Enclosed, Cat :2, Exp.B, MWFRS(Dir), load duration factor=1.6,' 1212 End vertical(s) are exposed to wind, 3.00 v x 300 Truss designed for wind loads IIM-4x9 in the plane of the truss,only. 4 0„ Design checked for a 300 lb concentrated top chord 3 live load per IBC 2012 due to maintenance workers - - M -3x-5 '- M -3x5 - which is non -concurrent with other. live loads. - _ M -2x9 q .' 2 2.0" . 4 M -2x9 CD < M -3x5 M -3x8 M -3x5 w C" 66864 EXP. 09/30/2016 * 3/116 tsT civic 9TH OF CA1 \F� 8-05 8-05 <PL:10-00-12 16-10 JOB NAME: Kelly Residence Lot -161-162 - A41 0.3466 scale: V IWARNINGS: j GENERAL NOTES, unless otherwise noted: A41 1. Builder and erection contractor should be advised of all General Notes i. This design is based only upon the parameters shown and is for an individual Truss ' i and Warnings before construction commences. building component. Applicability of design parameters and proper f - 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at DES . BY : EE 13. Additional temporary bracing to insure stability during construction is the res nsibiti of the erector. Additional permanent bracin of f1 responsibility P 9 2' o.c. and at 10' o.c. respectively unless braced throughout their len mby ty 9 ). continuous sheathing such as plywood sheathing(TC) and/or tlrywall�C). �. DATE: 3/25/2016 - 1. the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown - - - , t _ . : 6378449 S EQ 1 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D ° 435019 design loads be ppled t ao any component, 5. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition" 81 use. 6. Design assumes full bearing at all supports shown. Shim or wed Pvb 9a it t 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 in SCSI, copes of which will be furnished upon request. ones coincide with joint center tines. III II II II II VIII VIII I I I I I II IIIITPIMfTCA MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 1 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) w C" 66864 EXP. 09/30/2016 * 3/116 tsT civic 9TH OF CA1 \F� < M On On M' On '- On we Oared II II� 8-05 8-05 I <PL:10-00-12 16-10 R"comp�nput SB"eFABR RS LUMBER SPECIFICATIONS Residence Lot 161-162 TRUSS SPAN 16'- 10.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF )Il&BTR - LOAD DURATION INCREASE = 1.25 I 1-2=( -263) 292 6-7=(-1070) 1988 1-6=( -177) 19 4-8=(-1388) 272 BC: 2x4 DF H1&BTR SPACED 24.0" O.C. 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 2-3=(-1025) 0 7-8=(-1070) 1988 6-2=1-1388) 272 8-5=( -177) 19 WEBS: 2x4 DF Vl&BTR and Warnings before construction commences. building component. Applicability of design parameters and proper 3-4=(-1025) 0 2-7=( -488) 495 incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at LOADING 1 3. Additional temporary bracing to insure stability during construction is the res nsibiti of the erector. Additional permanent Dracin of responsibility P 9 2' o.c. and at 10' o.c. respectively unless braced throughout their len ggN by continuous sheathing such as plywood sheathing(TC) and/or drywalIA 4-5=( -263) 292 7-3=( 0) 248 TC LATERAL SUPPORT <= 12110C. LION. - LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF SEQ. : 6378450 7-4=( -488) 495 BC LATERAL SUPPORT <= 121 -OC. DON. - DL ON BOTTOM CHORD = 7.0 PSF and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus nos no control over and assumes no respons b lily for the TOTAL LOAD = 50.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0" -12/ 842V -2000/ 2000H 5.50" 0.90 DF ( 625) . - REQUIREMENTS OF CBC 2013 NOT BEING MET. 161- 10.0" -12/ 842V -2000/ 2000H 5.50" 0.90 DF ( 625) I I III BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP I I III BRG @ 01- 0.0" 0.90 DF/ 1.39 HF/ 1.32 SPF I IIII IIII AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 161- 10.0" 0.90 DF/ 1.39 HF/ 1.32 SPF t MiTek USA, Inc./CoMpuTrus Software 7.6.7(1 L) -E i 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 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" @ 81- 5.0" Allowed = 0.796" MAX TL CREEP DEFL = -0.053" @ 8'- 5.0" Allowed = 0.796" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.041" MAX HORIZ. LL DEFL = 0.021" @ 0- 3.5" MAX HORIZ. TL DEFL = -0.032" @ 01- 3..5" 8-05 8-05 COND. 2: 2000.00 LBS SEISMIC LOAD. 4-02-08 4-02-08 4-02--08 4-02-08 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 v 3.00. End vertical(s) are exposed to wind, Truss designed for wind loads IIM-9x4 in the plane of the truss.only. 34 Design checked for a 300 lb concentrated top chord 'live load per IBC 2012 due to maintenance workers.. M -3x6 2 M -3x6 Q which is non -concurrent with other live loads. o M -2x-4 o 6 - " 2.0" M -2x9 Cl 8 j < M -3x5 M -3x8 M -3x5 8-05 8-05 I <PL:10-00-12 16-10 L JOB NAME`: Kelly Residence Lot 161-162 - A42. Scale: 0.3400 - I WARNINGS: GENERAL NOTES, unless otherwise noted: 41. 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 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 1 3. Additional temporary bracing to insure stability during construction is the res nsibiti of the erector. Additional permanent Dracin of responsibility P 9 2' o.c. and at 10' o.c. respectively unless braced throughout their len ggN by continuous sheathing such as plywood sheathing(TC) and/or drywalIA DATE: 3/25/2016 I the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6378450 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than 4. Instatlation 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 design loads be applied to any component. and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus nos no control over and assumes no respons b lily for the necessary. fabrication, handling, shipment and installation of components. ICp 6. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center TPIANTCA in BCSI, copies of which will be furnished upon request. tines coincide with joint center tines. (III I I III III II I I I III I I IIII IIII 9. Digits indicate size of plate in intoes. t MiTek USA, Inc./CoMpuTrus Software 7.6.7(1 L) -E i 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) w . C 6686)4'F * EXP. 09/30/2 _;./ JOB NAME: M-38208 Kelly Residence Lot 161-162 - AScale: 0.5551 SPATES FABRICAT -- —w. Truss: -, M DES. BY: M W. co- in II III SEQ.: 6379396 TRANS . I III I VIII IIII ti" ESeFTORS�m LUMBER SPECIFICATIONS hino.c . continuous sheathing such as plywood sheathing(TC) anNor tlrywall( C). continuous the overall structure is the responsibility of the building designer. TRUSS SPAN 11'- 0.0" - COND. 2: 2000.00 LBS SEISMIC LOAD. TC: 2x4 DF kl&BTR - fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are o be used in a noncorrosive environment, LOAD DURATION INCREASE = 1.25 Wind: E 7-10, mph, hts), BC: 2x4 OF 01&BTR necessary. fabrication, handling, shipment and installation of Components. 6. This design is furnished subject to the limitations set forth by SPACED 24.0" O.C. CatCDL=4.p.B, (All Heights), Enclosed, Cat.2, Exp. B, MWFRS(Dirl, (Al Enclosed, WEBS: 2x4 OF M BTR Inc./CompuTrus Software 7.6.7(1 L) 9. Digits indicate size of plate in inches. 10. For basic design see ESR ESR MiTek USA, -E load duration factor=1.6, LOADING End vertical(s) are exposed to wind, " TC LATERAL SUPPORT <= 12"OC. 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. Staple or equal at non-structural REQUIREMENTS OF CBC 2013 NOT BEING MET. vertical members (uon). Design checked for a 300 lb concentrated top chord ' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP live load per IBC 2012 due to maintenance workers - _ AND BOTTOM CHORD LIVE LOADS, ACT NON -CONCURRENTLY. which is non -concurrent with other live loads. ' " - - - - Truss designed for 4x2 outlookers. 2x4 let -ins + 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 at inlet board areas only. 1-01-14 9-09-02 9-09-02' .permissible 1-01-19 12`+ Refer to CompuTrus standard a 3.00 gable end'detail for complete specifications. 12 3.00 v . M -4x5 4 _ M -3x4 M -2x4— M -3x5 3 M -3x5 — _ M -2x9 M -3x9 o 0 � M -3x5 2 _ 1' I M- x5 4 t , . 5LJ ..}IIII• 0 " FM -5x5 L5-06 M -2x9 =M -5x5 .' - ... <PL:10-00-12 11-00 JOB NAME: M-38208 Kelly Residence Lot 161-162 - AScale: 0.5551 SPATES FABRICAT -- —w. Truss: ri = DES. BY: BS DATE: 3/29/2016 SEQ.: 6379396 TRANS . I III I VIII IIII ID: 435079 IIII II II III IIII 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 De installed where shown +. incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords De braced at 3. Additional temporary bracing to insure stability during construction c throughout 2' and at 10' respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent bracing of Po dY P 9 hino.c . continuous sheathing such as plywood sheathing(TC) anNor tlrywall( C). 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 are complete and at no time should any loads greater than 5. Design assumes trusses are o be used in a noncorrosive environment, design loads be applied to any component. and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of Components. 6. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage is provided. 8. Plates shall be located on Doth faces of truss, and placed so their cemer TPIAVrCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. Inc./CompuTrus Software 7.6.7(1 L) 9. Digits indicate size of plate in inches. 10. For basic design see ESR ESR MiTek USA, -E connector plate values -1311, -1988 (MiTek C. C-60384 * EXP: 06/30116 is 3 �Z9l� \P ��TF )F CAI\F��� II I I -'ATESATO.om (Warir� LUMBER SPECIFICATIONS " - TRUSS SPAN 11'- 0.0" - CBC2013/IBC2012 MAX MEMBER FORCES- 44IR/GDF/Cq=1.00 .� TC: 2x4 OF 016BTR • LOAD. DURATION INCREASE = 1.25 1-2=(-118) 23. 1-6=(0) 745 1-2=(-864) 0 .BC: 2x9 OF 016BTR - - SPACED 29.0" O.C. 2-3=(-824) 0 6-5=(0) 745. 6-3=( 0) 195 WEBS: 2x4.DF 9168TR - 3-4=(-824) 0 4-5=(-864) 0 ". '"1 • 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: 1-02-06 - 1-02-00 - - - LOCATIONS REACTIONS REACTIONS SIZE INCHES .(SPECIES) - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0_'- 0.0" - 0/ 555V -9/ 9H - 5.50" 0.59 OF .1 625) REQUIREMENTS OF CBC 2013 NOT BEING MET. , r. 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.'. r .BRG @ 11'-,• 0.0" • 0.59DF/ .0:91 HF/ 0.87. SPF VERTICAL DEFLECTIOW LIMITS: LL=L/360,;TL=L/240 - MAX LL DEFL = -0.036" @" 5'-..6.0" Allowed = 0.336" • , ., ,: - "'� MAX Dl' CREEP 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" , • ,.. _ .. - ' MAX HORIZ. LL DEFL 0.009" @ 10' , 6.5" A .,5- 06 S 06 ORI FL .010" @ 10'- MAX H Z TL DE = 0 6,5 1-01-19 9-09-A2 9-09-02 1-01-19 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", , 12 12 End vertical(s).'are exposed to"wind, 3.00 v a 3.00 Truss designed for,wind loads - R in the'plane of the truss only. r _ Design checked for a "300 lb concentrated top chord IIM-4x9 .. live load per IBC 2012 due to maintenance workers which is non -concurrent with other live'loads. 39.0" r . o•.. I �M-3x4 ♦ r M -3x9 w _ I I Mx5 2x9 5< 5=06 . 5-06 . <PL:10-00-12 11-00 JOB NAME: -M-38208 - Kelly Residence Lot 161-162 - ASca7e: SPATES FABRICAT C. 0.9676 pF SS/OA� - WARNINGS: GENERAL NOTES, unless otherwise noted: 41, 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 ll S S • and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2z4 compression web bracing must be installed where shown incorporation of component is the responsibility the building designer. Z " be braced at 3. Additional temporary bracing to insure during 2. Design assumes the top and a f� p . • DES .. BY ' BS stability construction 2• braced throughout respectively unless bathed throughout their and at 10• velybottunless c by W" C 60384 Rl r is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) anNor drywall( continuous in all( 'DATE: 3/29/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ S EQ : 6 3 7 9 3 9 7 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 io be used in a non -corrosive environment, • �t EXP: 06130116' - r TRANS I D : 435079 are complete and at no time should any loads greater than • design loads be applied to any component. and are for "d condition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 3 / 06 9!! S CIv" P J•�\ " fabrication, handling, shipment and installation of components. 7 . Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and so their center - '9%F OF placed TPI/WfCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. CAI.W - II I I VIII I IIII III I VIII IN (III 9. Digits indicate size of plate in inches. ' MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) - " l9`t �i am deau-repasmam Cxw'r in= SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS - TRUSS SPAN 11'- 0.0" - CBC2013/IBC2012 MAX MEMBER FORCES. 4WR/GDF/Cq=1.00 TC: 2x4 DF H1dBTR LOAD DURATION INCREASE = 1.25 1-2=(-276) 174 1-6=(-762), 1490 1-2=(-1297) 476 BC: 2x4 DF 01&BTR SPACED 24.0" O.C. 2-3=(-900) 130 6-5=(-762) 1490 6-3=( 0) 195 WEBS: 2x4 DF H1dBTR 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. 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" -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 1OPSF LIVE LOAD. TOP BRG @ 01- 0.0" . 0.59 DF/ 0.91 HF/ 0.87 SPF • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BRG @ 11- 0.0" 0.59DF/ 0.91'HF/ 0.87 SPF • - ' - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 - •' MAX LL DEFL = -0.036" @ 5'-. 6.0" Allowed = 0.336" - _ _ x MAX DL CREEP DEFL = -0.056" @ 5'- 6.0' Allowed = 0.504" - - - - - MAX TL CREEP DEFL ='-0.088" @ .51- 6.0" Allowed = 0.504" RECOMMENDED CAMBER (BASED ON DL DEFL)=-0.268" - - + MAX HORIZ. LL DEFL = 0.013" @ 10- 6.5" 5-06 - 5-06 MAX HORIZ. TL DEFL = -0.019" @ 10- 6.5" 1-01-19 4-04-02 .4-04-02 1-01-14 COND. 2: 2000.00 LBS SEISMIC LOAD: -1. Wind: 110 mph, h=15ft,`TCDL=13.8,BCDL=4.2; ASCE 7-10, - 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS-(Dir), 3.00 v a 3.00 load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads r in the plane of.the,truss only. M 4y5 hord- Design checked for a'300 lb concentrated top chord- 4.0" 4.0 live load per IBC 2012 due to maintenance workers 3 which is, non-concurrent with other live loads.. o M-3x9 M-3x9 z r 1.9., 4 • . , .. - q- - .1 - 6. M-3x5. M-2x6 M-3x5 5-06 5-06 <PL:10.-0-0-12 • 11-00 JOB NAME: M-38208 -'Kelly Residence Lot, 161-162 _ ASca-le: SPATES FABRICAT C. D.4676 OF SS/pN WARNINGS: a GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be ativised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss • and Warnings before construction commences. building component. Applicability of design pparameters and proper into oration of cont nent is the res nsibilll of the building designer. rD Po Po Y 9 9 - Z - 2. 2x4 compression web bracing must be installed where shown 2. Design assumes the top and bottom chords laterally braced et U m DES . BY ' BS 3. Additional temporary bracing to insure stability during construction unless braced throughout their length by 2' and at 10' respectively c d t O A w C V 0384 . is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathinq(TC) and/or drywall( ). continuous in as ply � - ;0 � 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. : 6379398 ' 4. No load should be applied to any component until after all bracing and . 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, * EXP. 06130116' * . fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for "dry condition" of use. Z TRANS I D : 435079 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes fun bearing at all supports shown. Shim or wedge if necessary. S civil, \P - fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is pt a. 6. This design is fumishe0 subject to the limitations set forth by 8. Plates shall be located on Doth laces of truss, and so their center 9TF O� OFC ( uss. placed TPIIWfCA in BCSI, espies of which will be furnished upon request. lines coincide with joint center lines. ' I III I VIII VIII III I II 11111111111111 I IIII II III 9. Digits indicate size of plate in inches. �' MiTek USA, Inc./COmpuTrus Software 7.6.7(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MTek) IIIIIIIII I�1 l =. M I .� �e esic�parelM com�inpum SPA PES FABRICATORS (JR) LUMBER SPECIFICATIONS TC: 2x4 DF H1dBTR BC: 2x4 DF HIdBTR WEBS: 2::4 DF 816BTR TC LATERAL SUPPORT <= 12"OC. LION. BC LATERAL SUPPORT <= 12110C. UON. LETINS: 0-00-00 1-02-00 Staple or equal at,non-structural vertical members Won). 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 IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 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 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 DF ( 625) 16- 4.5" 0/ 125V 0/ OH 175.00" 0.13 DF ( 625) 18'- 5.0 0/ 1710V 0/ ON 175.00" 1.82 DF ( 625) 24- 5.3" -8/ 420V 0/ ON 175.00" 0.45 DF ( 625) 30'- 2.1" 0/ 900V 0/ ON 175.00" 0.96 DF ( 625) 30- 11.5" 0/ 180V 0/ ON 175.00" 0.19 DF ( 625) 41- 6.0" 0/ 522V -1800/ 1800H 5.50" 0.56 DF ( 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 18-05 23-01 2-09-12 6-01-11 5-08-07 5-08-07 5-07-14 6-05-03 5- 11 715- ' 5-11-15 5-08-13 5-08-13 5-08-13 4-08-111-01-14 12 12 3.00 - M -4x5 M -2x4 a 3.00 - M -2x9 M_ 2x4 M -3x5 M -3x5 M -3x5 M73x�4 ,. M -3x5 M -3x5 M -3x5 M -3x45 6 M-3 x6 M-3x5(S) M -3x5 1 M -3x6 M -2x4 2 i 6 M -3x5 M -3x8 7 M -3x4 0 I 6 i �p 18 9 M -2x6 11 1.25" 13 M -4X8 0.251 M-Vx76 0 M-5xl2(S) M -5x6(5) 6-01-11 5-11-15 4-02-152-00-08 6-00-05 5-08-13 5-07-01 5-08-13 6 L <PL: 10-00-12 41-06 1PROVIDE FULL BEARING;Jts:10 13-17 9 JOB NAME: Kelly Residence Lot 161-162 - A46 sale: 0:1300 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.018".@ 61- 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 DEFI: 0.035" @ 01- 1.8" MAX HORIZ. TL DEFL = -0.042" @ 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), 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. 2r.4let-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. C 60384 * EXP. 06130/16 CCA% j gTFOF CAI�F�� WARNINGS: GENERAL NOTES, unless otherwise noted: " A4_ ' 1. Builder antl erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Trus s 1 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web Orating must be installetl 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 c be laterally braced at 2' and at 10' unless braced throughout lenggtthh by respectivelyhas � is the responsibility of the erector. Additional permanent bracing of Po ty P 9 in dry continuous sheathing such as plywood sheathing(TC) and/or drywall C). continuous y DATE: 3/25/2016 i the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown - + ' 6378454 SEQ. 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, : TRANS I D : 435020 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for "dry condition" of use. 6. Designassumes 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 sumes 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 BC61, copies of which will be furnished upon request. tines coincide with joint center tines. III III III I VIII II I I II III IIII IIII 9.Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.018".@ 61- 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 DEFI: 0.035" @ 01- 1.8" MAX HORIZ. TL DEFL = -0.042" @ 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), 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. 2r.4let-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. C 60384 * EXP. 06130/16 CCA% j gTFOF CAI�F�� IIIII�J �� °� �• �� �2 M tireSes cB>are(M com�yinpu_ rORS K7 LUMBER SPECIFICATIONS TC: 2x4 DF k1SBTR BC: 2x4 DF H1dBTR WEBS: 2x4 IF 916BTR " TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12110C. UON. LETINS: 0-00-00 2-08-00 Unbalanced live loads have been considered for this design. M -9x10 ' 1 r ',moi 11 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 BCUNIF 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 I6PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. _ 18-05 18-05 11-07-11 6-05-03 5-11-15 5-11-15 5-00-04 5-01-12 12 3:00 v M -7x6 7.0" 4 r- M -9x8 M -3x53 5M -2x4 3. M -3x52 + is + 5-00 0 N 12 14 N 16 23-01 =06 M-3x6(S) M -3x10 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-3786) 0 11-12=(0) 164 11- 1=(-2078) 0 15- 5=( -524) 0 2-'3=(-4204) 0 12-13=(0) 3692 1-12=(• 0) 3598 15- 6=(-2949) 0 3- 4=(-3734) 0 13-14=(0) 4023 12- 2=( -846) 0 6-17=( 0) 430 4- 5=(-2853) 0 14-16=(0) 5314 2-13=( 0), 396 17- 7=( -534) 0 5- 6=(-2824) 0 16-17=(0) 5325, 13- 3=( -101) ,61 7-18=( -398) 0 6- 7=(-5571) 0 17-18=(0) 5728 3-14=( -638) 0 18- 8=( 0) 676 7- 8=(-5647) 0 18-10=(0) 4901 14- 4=( 0) 1680 9-10=(-5275) 0 8- 9=(-5219) 0 14-15=(-2163) 0 9-10=( -98) 0 4-15=(-1428) 0 16-15=( 0) 265 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZEINCHES (SPECIES) 01- 0.0" 0/ 2114V -56/ 36H 5.50" 2.25 DF ( 625) 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 MAX LL DEFL = -0.311" @ 28'- 7.4" Allowed = 1.353" MAX DL CREEP DEFL = -0.784" @ 28- 7.4" Allowed = 2.029" MAX TL CREEP DEFL = -1.083" @ 28'- 7.4" Allowed = 2.029" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.784" MAX HORIZ. LL DEFL = 0.082" @ 41- 0.5" MAX HORIZ. TL DEFL = 0.214" @ " 41'- 0.5" Wind: 110 mph h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (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. 11-05-05 4-02-081-07-0207-0 12 a 3.00 3x5 9 M -9x10 0 I r 10 CD M -2x9 M -3x12 _15. 25" M -9x10 M -9x5 0.25° M -3x9 M -5x10 0 M -5x8 MHS-Sx19(S) M -2x9+ .1. 1 d dL 1 d 6-01-11 5-11-15 6-03-07 5-02 5-01-12 6-05-08 6-03-12 y 1' <PL:10-00-12 41-06 JOB NAME: Kelly Residence Lot 161-162 - A47 Sale: 0.1464 WARNINGS: �v GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Trus S : A 4 7____ iand 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 I is the responsibility of the erector. Additional permanent bracing of 2' o.c, and at 10' o.c. respectively unless braced throughout their len th by i 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. 2z Impact bridging or lateral bracing required where shown ++ 1 4. No load should be applieddo any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6378455 fasteners are complete and at no time should any toads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, i design loads 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 necessary. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. " y 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces 0f truss, and placed so their center II I I III II I VIII VIII 11111111111111 IIVIIII III TPI/WfCA in SCSI, copies of which will be furnished upon request. Dies coincide with joint center tines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C60384 * EXP. 06/30)' 6 mT 3 cZl\ \TFOFC AI C60384 * EXP. 06/30)' 6 mT 3 cZl\ \TFOFC AI ' fllIIIID _ _ T_=_sigr�red�comp=.nput� I�II`III SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 41'- 6.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC:2::4 OF H1&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=(-3600) 0 13-14=(0) 171 13- 1=(-2171) 0 18-20=( 0) 5560 BC: 2x4 DF 81&BTR SPACED 25.0" O.C. 2- 3=(-5728) 0 14-15=(0) 145 1-14=( 0) 3477 18-21=(-1208) 0 WEBS: 2x4 DF PI&BTR 3- 4=(-5773) 0 16-17=(0) 5055 14- 2=(-1772) 0 6-21=(-2405) 0 DES. BY: EE LOADING 4- 5=(-4508) 0 17-18=(0) 5056 14-16=( 0) 3455 20-21=(-1116) 0 TC MAX PURLIN SPACING 16"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-4776) 0 19-20=(0) 87 2-16=( 0) 2137 "21- 7=( -492) 0 BC MAX PURLIN SPACING 120110C. UON. DL ON BOTTOM CHORD 7.0 PSF 6- 7=(-2906) 0 20-22=(0) 5550 15-16=( 0) 74 21- 8=(-31.25) , 0 TOTAL LOAD = 50.0 PSF 7- 8=(-2886) 0 22-23=(0) 5952 3-16=( -401) 0 8-22=( 0) 438 LETINS: 0-00-00 3-05-00 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center 8- 9=(-5802) 0 23-12=(0) 5234 16- 4=( 0) 681 22- 9=( -541) 0 tines coincide with joint center tines. BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 231- 7.0" TO 281- 7.0" V 9-10=(-5935) 0 4-17=( 0) 202 9-23=( -331) 0 .M -2x4 where shown;-Jts:3,7,10,13,15,17,19 - 10-11=(-5545) 0 4-18=( -992) 0 23-10=( 0) 618 Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( -246) 0 5-18=( 0) 2100 11-12=(-5939) 0 considered for this design. REQUIREMENTS OF CBC 2013 NOT BEING MET. 18-19=( 0) 39 18- 6=( 0) 556 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP - - - AND "BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 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/ OR 5.50" 2.43 OF ( 625) BRG @ 01- 0.0" 2.35 DF/ 3.62 HF/ 3.45 SPF BRG @ 41'- .6.0" 2.43 DF/, 3.75 HF/ 3.57 SPF - VERTICAL DEFLECTION LIMITS: LL=L/360,'TL=L/240 18-05 23-01 MAX'LL DEFL = -0.335" @ 28'- 7.9" Allowed = 1.353" MAX DL CREEP DEFL = -0.891" @ 281- 7.4" Allowed = .2.029" 18-05 11-07-11 11-05-05 MAX TL CREEP DEFL = -1.162" @ 28'- 7.4"" Allowed = 2.029" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.8911,, 9-05 9-01-04 9-01-12 9-06 0-10-07 5-01-09 9-09-08 0-f0108 5-01-12 9-02-08 3-09-01 MAX HORIZ. LL DEFL = 0.114" @ 41'- 0.5" MAX HORIZ. TL DEFL = 0.298" @ 91'- 0.5". 12 12 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, 3.00 v M-50 a 3.00 (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), load duration factor=1.6, 7.0" M -3x8 End vertical(s) are exposed to wind', M73x8 6 M -7x6 Truss designed for wind loads - q 7 M-3x6(S) in the plane of the truss only. 3 5 8M -3x10 Design checked for a 300 lb concentrated top chord M -4x62 + M-3x5M-9x10 -live load per IBC 2012 due to maintenance workers o' M -4x10' 1 5-00 0 9 which.is no with other live loads. 10 16 0 17 0" 18" _ rt 13 M-4xZJ < .19 15 r oM- 19 M -9x19 0.252 M -3x9 M -5x10 120 M -8x14 MHS-5x14(S) M -2x4+ 4-11-08 4-06-12 4-11-04 4-08-04 4-03-08 5-03-08 6-05-08 6-03-12 9-08 9-05-08 22-04-08 A 1 L 9-06-08 L 0-01-08 9-04 0-01-08 22-04-08 L <PL:10-00-12 41-06 JOB NAME: Kelly Residence Lot 161-162 - A48 Scale: 0.1355 C 60384 �r EXP. 06/30/16, * d/Z5// \ � C)V)\\P/ y WARNINGS: GENERAL NOTES, unless otherwise noted: A4_8_' 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 top and bottom chords to be laterally braced at DES. BY: EE I is the res nsibili of the erector. Additional permanent bradn of Po ry P 9 2• o.c. and at 101 O.C. respectively unless braced throughout their len N a ). continuous sheathing such as plywood sheathing(TC) antllor tlrywall C). DATE • - 3/25/2016 the overall structure is the responsibility of the building designer. I[ 3. 2x Impact bridging or lateral bracing required where shown - - SEQ. 6378456 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses to be in a non : - TRANS I D : 435020 fasteners are complete and at no time should any loads greater than i design loads be applied to any component. assumes are used -corrosive environment, and are for'dry condition' of use. 6. Design assumes lull bearing at all supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for the necessary. ), fabrication, handling, shipment and installation of components. 9 P Po 6. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center TPIlWTCA in BCSI, copies of which will be furnished upon request. tines coincide with joint center tines. IIII I I III II I IIII VIII I II VIII III IIII j 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 60384 �r EXP. 06/30/16, * d/Z5// \ � C)V)\\P/ IIIIIIIIIIII� w g�4arec= com�inpuM �unjlj SPATES FABRI'ATORS (�R7 LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 DF #1&BTR WEBS:. 2x4 DF #1&BTR TC LATERAL SUPPORT <= 12110C. DON. BC LATERAL SUPPORT <= 12"OC. DON. 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: TRUSS SPAN 41'- 6.0" WARNINGS: GENERAL NOTES, unless otherwise noted: A 1 Builder and erection contractor should be advised of all General Notes CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.25 building component. Applicability of design parameters and proper 1- 2=(-2786) 0 12-13=(-1942) 2058 12- 1=(-1711) 0 17- 6=( -552) 0 SPACED 24.0" O.C. DATE • 3/25/2016 2- 3=(-4264) 0 13-14=( 0) 128 1-13=( 0) 2717 17-19=( 0) 2797 ( 5. CompuTrus has no control over and assumes no responsibility for the 3- 4=(-4297) 0 15-16=( -164) 4295 13- 2=(-1361) 0. 17-20=( -479) 1204 LOADING II 4- 5=(-29481 0 16-17=( -164) 4296 13-15=( -619) 3586 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 BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 231- 7.0" TO 28'- 7.0" V9-10=( -480) 1641 23-11=(-1375) 712 4-16=( 0) 197 21- 9=( 0) 2022 10-11=( -733) 1442 4-17=(-1135) 0 9-23=(-2815) 0 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 1OPSF 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) 0'- 0.0" 0/ 1741V -2000/ 2000H 5.50" 1.86 DF ( 625) 33'- 2.5" -21/ 42V 0/ ON 99.50" 0.04 DF ( 625) 35'- 2.2" 0/ 2567V 0/ OH 99.50" 2.74 DF ( 625) 41'- 6.0" -294/ 247V -2000/ 2000H 0.00" 0.00 DF ( 625) BRG @ 0'- 0.0" 1.86 DF/ 2.87 HF/ 2.73 SPF BRG @ 33'- 2.5" 0.04 DF/ 0.07 HF/ 0.07 SPF BRG @ 35- 2.2" 2.74 DF/ 4.23 HF/ 4.03 SPF BRG @ 41- 6.0" 0.26 DF/ 0.41 HF/ 0.39 SPF 0-10-08 - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 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 = 1.63711 18-05 18-07-15. 3-05-03 RECOMMENDED CAMBER (BASED ON DLDEFL)= 0.403" 5-01-04 4-05, 4-09-08 4-01-04 1 4-01-12 5-01-12 9-06 9-02-08 4-02-08 MAX HORIZ. LL DEFL = 0.081" @ 35- 2.2" MAX HORIZ. TL DEFL = 0.165" @ 351- .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 -3X5 M -3x5 (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), M -3x8 6 6 M -4M $2x4M-3x5(S)" load duration factor -1.6, . :M -4x9 v 2. o M -4x$ I 0 1 i ' o 12 3 M -x14 M -2x9 4 7 11 2x4 End vertical(s) are exposed to wind; 3 0 M -3x6 M -2x4 Truss designed for wind loads + B M-50 M -3x5 in the plane of the truss only. 20 5-00co 9 M -2x4 M -3x5 Design checked for a 300 lb concentrated top chord t 10 M -3x5. o live load per IBC 2012 due to maintenance workers - which is non -concurrent with other live loads. yf I 415 M-6,4. M1�19 19 1 22 2� 11 of Truss'designed for 4x2.outlookers.2x4 let -ins M -x9 M -4x10 0.25 M -7x6 0 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 4 -07 -0 8 1-10 6-03-12 9-08. 9-05-08 it1 22-04-08 9-06-08 0-01-08 9-04 0-01-08 22-04-08 t , I '<PL:10-00-12 41-06 JOB NAME: Kelly Residence Lot 161-162 - A49 . Scale: 0.1272 C 60384 * up. 06130116. \sr c)v(� glFOF CALW WARNINGS: GENERAL NOTES, unless otherwise noted: A 1 Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an intlividus' Truss: and Warnings before concoction 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 d 3. Atltlitlonal temporary bracing to insure stability During construction 2• Design assumes the top and bottom chords to be laterally braced at 7 o.c. and at 10' o.c. respectively unless braced throughout their lenggtNh by • i is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(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 ++ I SEQ. 6378457 - 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-conosive environment, : TRANS I D• 435020 fasteners are complete and at no time should any loads greater than ( design loads be applied to any component. and are for "dry condition" of use. g 6. Design assumes full bearingat all supports shown. Shim or wedge if ( 5. CompuTrus has no control over and assumes no responsibility for the necessary. ' fabrication, handling, shipment and installation of components. ' 6. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center III I I III I VIII II I III 11111111111111 I II IIII III i TPIIYJTCA in SCSI, copes of which will be furnished upon request. tines coincide with joint center tines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E i 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 60384 * up. 06130116. \sr c)v(� glFOF CALW =1111111= IIIIII LUMBER SPECIFICATIONS TC: 2x4 DF 01&BTR BC: 2x.4 DF 81&BTR WEBS: 2x4 OF 41&BTR TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Unbalanced live loads have been considered for this design. 6-05-03 12 3.00 v M -3x5 2 M -3x10 1 8 9 < M -2x9• M -3x10 6-01-11 <PL:10-00-12 TRUSS SPAN 33- 8.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF 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. 18-05 5-11-15 M -3x.5 15-03 5-11-15 5-00-04 5-01-12 M -7x6 7.0" 4 it M=4x10 M -2x9 5M WME04. m1® M -3x4 0.25'r- M-5x8(S) � d 5-11-15 6-03-07 5-02 33-08 12 a 3. _ �esig roared_ comjinput_ SPATES FABRICATORS (JR) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-2983) 0 8- 9=(0) 138 8- 1=(-1681) 0 4-12=( 0) 1471 2- 3=(-3124) 0 9-10=(0) 2896 1- 9=( 0) 2821 13-12=( 0) 206 3- 4=(-2515) 0 10-11=(0) 2967 9- 2=( -641) 0 12- 5=( -413) 0 4- 5=(-3754) 0 11-13=(0) 2262 2-10=( -102) 202 12- 6=( 0) 1658 5- 6=(-3813) 0 .13-14=(0) 2241 10- 3=( -13) 166 6-14=( -875) 0 6- 7=(-2281) 0 14-15=(0) 84 3-11=( -768) 0 14- 7=( 0) 2361 11- 4=( 0) 502 7-15=(-1804) 0 11-12=( -133) 306 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1717V -56/ 67H 5.50" 1.83 DF ( 625) 33- 8.0" 0/ 1800V 0/ ON 5.50" 1.92 DF ( 625) BRG @ 01- 0.0" 1.83 DF/ 2.83 HF/ 2.69 SPF BRG @ 33- 8.0" 1.92 DF/ 2.96 HF/ 2.82 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.129" @ 23'- 5.2" Allowed = 1.092" MAX DL CREEP DEFL = -0.316" @ 231- 5.2" Allowed = 1.637" MAX TL CREEP DEFL = -0.443" @ 23- 5.2" Allowed = 1.637" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.316" MAX HORIZ. LL DEFL = 0.029" @ 331- 6.2" MAX HORIZ. TL DEFL = 0.077" @ 33'- 6.2" Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, �I Truss designed for wind loads 5-01 in the plane of the truss only. -� Design checked for a 300 lb concentrated top chord 00 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. M -3x7 6 M -5x6 7 5.00 t o 0 _ _ N M -4x5 M -2x4+ M -5x8 M -2x4 5-01-12 4-11-04 JOB NAME: Kelly Residence Lot 161-162 - A50 Scale: 0.1858 - _ 'v V WARNINGS: - -" GENERAL NOTES, unless otherwise noted: A 5 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon me 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. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 3. Additional temporary bracing to insure stability dudng construction T o.c. and at 10' o.c. respectively unless braced throughout their len by s the res nsiD ti Of the erector. Atlditional rmanent Dradn of Po ly {th 9 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 bradng required where shown - + SEQ. : 6378458 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D ' 4 3 S O 2 O fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for 'dry condition" of use. 6. Design assumes lull beating at all supports shown. Shim or wedge it • 1 5. CompuTrus has no control over and assumes no responsibility for the necessary. f fabrication, handling, shipment and installation of components. r 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIIWfCA in SCSI, copies of which will be furnished upon request tines coincide inwith joint center tines. oindicatec de IIII I II II IIII VIII III 11111111111111 I II III II 9. Digits Size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 60384 r EXP. 0613 M CIVIL �P PC AIIF��/ IIIII� T Y ! i WARNINGS: _esig�ared_ comf_inpuli 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: designer. • r 2. 2x4 compression web bracing must be installed where shown «, SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS 3. Additional temporary bracing to insure stability during construction TRUSS SPAN 33'- 8.0" DES. 'BY: EE is the responsibilityof the erector. Additional permanent brawn of P 9 CBC2013/IBC2012 MAX MEMBER FORCES '4WR/GDF/Cq=1.00 TC: 2x4 DF 01&BTR I the overall structure is me responsibility of the building designer. LOAD DURATION INCREASE = 1.25 SEQ. : 6378459 1- 2=(-2983) 0 8- 9=(-1742) 1855 8- 1=(-1681) 0 4-12=( 0) 1623 BC: 2x4 DF kl&BTR and Bare for "dry condition' of use. 9 at all supports shown. Shim or wedge if SPACED 24.0" O.C. 5 2- 3=(-3124) 0 9-10=( -219) 3524 1- 9=( 0) 2884 13-12=( 0) 206 WEBS: 2x4 DF 01&BTR ' 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center 3- 4=(-2515) 0 10-11=( 0) 3369 9- 2=( -657) 0 12- 5=( -423) 0 LOADING 4- 5=(-3759) 0 11-13=( -571) 2943 2-10=( -266) 366 12-'6=( -337) 2060 TC LATERAL SUPPORT <= 12110C. UON. LL("20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=(-4039) 0 13-14=( -587) 2929 10- 3=( -110) 197 6-14=( -875) 0 BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-2281) 0 14-15=(-1758) 1841 3-11=( -892) 8 14- 7=( 0) 2361 j 9. Digits indicate size of plate to inches. TOTAL LOAD = 50.0 PSF 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 11- 4=( 0) 502 7-15=(-1804) 0 Unbalanced live loads have been 11-12=( -489) 629 considered for this design. BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 23- 7.0" TO 281- 7.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LIMITED STORAGE DOES NOT APPLY.DUE TO THE SPATIAL LOCATIONS REACTIONS- REACTIONS SIZE INCHES (SPECIES) REQUIREMENTS OF CBC 2013 NOT BEING MET. 01- 0.0" 0/ 1717V -1800/ 1800H 5.50" 1.83 DF ( 625) 331- 8.0" 0/ 1800V -1800/ 1800H 5.50" 1.92 DF ( 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- 8.0" 1.92 DF/ . 2.96 HF/ 2.82 SPF - - - - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.129" @ 23- 5.2" Allowed = 1.092" MAX DL CREEP DEFL = -0.316" @ 231- 5.2" Allowed = 1.637" MAX TL CREEP DEFL = -0.443" @ 231- 5.2" Allowed = 1.637" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.3981- .398"MAX MAXHORIZ. LL DEFL = -0..049" @. 0'- 1.8" . MAX HORIZ. TL DEFL = -0.096" @ 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), " - 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 c- M -7x-6 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. 4 .rte M -4x10 M -3x5 M -2x9 3. 5 - M -3x8 M -3x5 + 6 .. I. 2 -5x6 lz 7M M -3x10 m 0 1 5-00 o t � rn o _ 15 13 14 < "BM=2x6 M -3x10. M -3x4 0.2511 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 4-11-04 I <PL:10-00-12 33-08 JOB NAME: Kelly Residence Lot 161-162 - A51 Scale: 0.1858 Y 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: designer. • r 2. 2x4 compression web bracing must be installed where shown «, incorporation o1 component is the responsibility of the building 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 responsibilityof the erector. Additional permanent brawn of P 9 2' o.c. and at 10' o.c. respectively unless braced throughout their len gth by continuous sheathing such as plywood sheathing(TC) and/or drywa'gC). DATE • 3/25/2016 I the overall structure is me responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown . SEQ. : 6378459 r 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-cortosive environment. TRANS I D• 435020 I fasteners are complete and at no time should any loads greater than design loads be applied to any component, and Bare for "dry condition' of use. 9 at all supports shown. Shim or wedge if 5 necessary. fabrication, handling,shipment and installation of components. 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 laces of truss, and placed so their center TPIM/TCA in SCSI, copies of which will be furnished upon request lines coincide with joint center tines. nc de IIII I I II I III VIII III VIII I II I I IIII j 9. Digits indicate size of plate to inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) W�� ���� M M w= M M M M M LUMBER SPECIFICATIONS TC: 2x4 OF HILBTR BC: 2x-4 OF 1115BTR WEBS: 2x4 OF NIEBTR TC LATERAL SUPPORT <= 12110C. DON. BC LATERAL SUPPORT <= 12"OC. DON. Staple or equal at non-structural vertical members (uon). Unbalanced live loads have been considered for this design. TRUSS SPAN 33- 8.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12-07-08 21-00-08 5-08 6-02-14 2-09-04 4-00-10 6-06-06 6-02-19 2-02-0 4-01 4-04-08 5-01-12 5-01 M -2x4 12- M -2x8+ M -3x5 3.00 v M -3x5 M -3x5 12 M -7x6 a 3.00 M -2x8+ M -2x4+ M -3x5 - M-3 7.0 M -3x5 x-- 14-2x4 M -3x5 M -3x5(5) M -4x6 M-2 r:9 4 M -3x10 M -9x8 M -3x5 z -::�M-9x4 M, -2x s' M -Tx 5 <M -3x5 M -2x8+ M=2x4+ M -2x-4+ M -2x4+ t L� M -2x4 M -3x6 _ des�.epaz�m ccIM in(� SPATES FABRICATORS (JR) 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=1 -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) 5T_ 17- 8=( 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)• 01- 0.0" -745/ 423V -2100/ 2100H 68.00" 0.45 OF ( 625) 61- 2.9" 0/ 2553V 0/ OH 0.00" 0.00, OF 1 625) 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 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" @ 01- 1.7" MAX HORIZ. TL DEFL = -0.065" @ 61- 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. M -4x5 + 8 Trussdesigned for 4x2 outlookers. 2x4 let -ins 11 12 5-00 Cl 0 of the same size and grade as structural top M -2x:10+ M -3x8, chord: Insure tight fit at each end of let -in. Cit J Outlookers mustbe cut with care and are M -2x8+ _ permissible at inlet board areas only. w 4 16 17 18 - M-�t8 M -X12 M -4x5 M -2x4 M -9x8 M -3x5, > M -2x4 6-02-14 6-02-14 2-06 4-02-12 4-04-08 5-01-12 4-11-04 14-11-08 18-08-08 14-10 0-01-08 10-08-08 �<PL:12-06-00 33-08 >PL:10-00-12' JOB NAME: M-38208 Truss: A� 1 ' DES. BY: BS DATE: 3/29/2016 SEQ.: 6379399 i TRANS ID: 435079 ) I III II I II II IIII II II I VIII II III - Kelly Residence Lot 161-162 - A5cge: D.1583 SPATES FABRICAT WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WfCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus 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 2' o.c. and at 10' o.c. respectively unless braced throughout their tenJ9th by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used In a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if _ necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -7311, ESR -1988 (MTek) C. i i M des_epar_mi co_: inF_ II II� SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 40-2.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #IdBTR LOAD DURATION INCREASE = 1.25 1- 2=( -71) 227 1-12=(-1964) 600 1- 2=( -531) 1802 16- 8=( -267) 1225 BC: 2x4 DF #l&BTR SPACED 24.0" O.C. 2- 3=( -471) 1962 12-13=( -540) 2127 3-12=( -587) 0 18- 8=(-1718) 7 WEBS: 2x4 DF #laBTR 3- 4=( -226) 1929 13-14=( -540) 2127 12- 4=(-3650) 0 18-19=( -563) 799 LOADING 4- 5=(-2027) 0 14-15=( -155) 3058 4-14=( 0) 1001 B-19=( -143) 1599 TC LATERAL SUPPORT <= 12110C. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF 5- 6=1-2710) 0 15-16=1 -326) 3248 14- 5=(-1234) 9 20-19=( 0) 196 BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-3225) 0 17-18=( 0) 18 5-15=( -221) 376 19- 9=( -347) 4 TOTAL LOAD = 50.0 PSF 7- 8=(-3238) 0 18-20=( -740) 3222 15- 6=( -288) 305 19-10=( -558) 2112 LETINS: 1-01-14 0-00-00 B- 9=(-3913) 0 20-21=( -756) 3212 6-16=( 0) 1494 10-21=( -935) 0 BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 30'- 1.0" TO 35'- 1.0" V 9-10=(-4200) 0 21-22=(-2053) 2136 16- 7=( -309) 0 21-11=( 0) 2523 Staple or equal at non-structural 10-11=(-2317) 0 16-17=( 0) 56 11-22=(-1858) 0 vertical members Won). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16-18=( -252) 3444 Unbalanced live loads have been REQUIREMENTS OF CBC 2013 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH considered for this design. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. 0'- 0.0" -460/ 170V -2100/ 2100H 78.00" 0.18 OF ( 625) - 5'- 4.0" 0/ 2353V 0/ OH 78.00" 2.51 OF ( 625) 61- 6.0" 0/ 262V 0/ OH 78.00" 0.28 OF ( 625) 40'- 2.0" 0/ 1849V -2100/ 2100H 5.50" 1.97 DF ; 625) BRG @ 0'- 0.0" 0.18 DF/ 6.28 HF/ 0.27 SPF BRG @ 51- 4.0" 2.51 DF/ 3.67 HF/ 3.69 SPF . - BRG @ 6'- 6.0" 0.28 DF/ 0.43 HF/ 0.41 SPF BRG @ 401- 2.0" 1.97 DF/ 3.04 HF/ 2.90 SPF - - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.140" @ 211- 6.2" Allowed = 1.107" 19=01-08 21-00-08 MAX DL CREEP DEFL = -0.334" @ 21'- 6.2" Allowed = 1.660" MAX TL CREEP DEFL -0.474" @ 211- 6.2" Allowed = 1.660"" 3-05-14 4-04-09 4-11-10 4-11-10 2-05 4-00-10 RECOMMENDED.CAMBER (BASED ON DL DEFL)= 0.423" 1-01-12 9-08-15 4-08-13 4-10-13 -04-04 4-01 9-04-08 5-01-12 5-01 MAX HORIZ. LL DEFL = -0.082" @ 51- 4.0" 3-07-03 1 MAX HORIZ. TL DEFL = -0.143" @ 51- 4.0" 12 3.00 v M-3X7 ICOND. 2: 2100.00 LBS SEISMIC LOAD. M-3x7 M-2X4 Wind: 110 mph; h=15.2ft, TCDL=I3.8,BCDL=4.2, ASCE 7-10, M-4x6 12 M-3x6 (All Heights)., Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-2x4 M-3x7 M-2x4 3.00 load duration factor=1.6, M-3x5 M-3x5 M-3x5 M-3x( W*,( M-2x4 M-3x7 M-3x5(S) End verticals) are exposed to wind, 'M-3x5 7 u or wloadsind dplane eoff M-2x9 M-3r.5 _3x10 M-5x8 inthe the truss only. M-3"x5 M-3x10 M-2X4 .0" q 8 M-2x4 Design checked for a 300lb concentrated top chord M-3x5 . M-2x4 9 -3x8 live load per IBC 2012 due to maintenance workers M-3X5 3 10 which is non-concurrent.with other live loads: 2 + 19 M-5x6 1 Truss designed for 4x2 outlookers. 2x4 let-ins r + 5-00 00 N of the same size and grade as structural top 1 M-Ixlb 2 g 14 M-4x6 b.25" chord. Insure tight fit at each end of let-in. � M-5x5 `V o Outlookers must be cut with care and are, I permissible at inlet board areas only. M-5x6(5) M-110 8 20 22 I M- x14 M-4x5 M-2x9 M-�a V. x5 > M-2x9 6-06 4-02 5704 5-05-12 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 - AScaqe:0.1364 SPATES FABRICAT C. - - OF SSIpN +, WARNINGS: GENERAL NOTES, unless otherwise noted { A 5 3 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual building 1 + T r U S S ' and Warnings before construction commences. component. Applicability of design parameters and proper incorporation is the the building designer. %y 2. 2x4 compression web bracing must be installed where shown �. =rationof component responsibility of 2. the top and bottom De laterally braced _ DES. BY: BS 3. Additional temporary bracing to insure stability during construction lesschobraced 2' o.c. antl at 1lY o.c. respectively unless bracetl throughout their length by c e C ,1 W Gn C V 0384 n i is the res nsibil l of the erector. Additional permanent bracing of responsibility P 9 continuous sheathing such as plywood sheathing(TC) and/or drywall( C). DATE: 3/29/2016 the overall structure is the responsibility of the building designer. 3. Dc Impact bridging or lateral bracing required where shown ++ 1 SEQ. 6379400 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, : 0613 EXP0//16osive I : fasteners are complete and at no time should any loads greater than design loads be to and are for "dry condition" of use. / `0/ Z 7 TRANS I D : 435079 applied any component. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full Dearing at all supports shown. Shim or wedge if S C (V (�- l fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate tlrainage is ro 6. This design is furnished subject to the limitations set forth by S. Plates shall be located on both faces oltruss, ss, and so their center %` \P F ctrl OF placed coincide with joint center lines. r TPIAMCA in BCSI, copies of which will be furnished upon request. coin i " CA1.�F III I VIII III VIII VIII III II II II Digit 9. Di ns indicate size olate to inches. j MiTek USA, Inc./CompuTrus Software 7.6.7(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MTek) I II II� a i SPATES FABRICATORS comE'inpu _ ABRICATORS (JR) LUMBER SPECIFICATIONS TC: 2x4 DF 81&BTR BC: 2x9 DF kl&BTR WEBS: 2x9 DF 916BTR TC LATERAL SUPPORT <= 12110C. DON. BC LATERAL SUPPORT <= 12"OC. UON. Unbalanced live loads have been considered for this design. BC UNIF LL{ TRUSS SPAN 40- 2.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF 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 . 19-01-08 9-08-07 11-04-01 6-07-06 6-03-15 6-03-15 -02-08 4-01 4-04-0 5-01-12 5-01 12 12 3.00 v M -5x8 -m3.00 8.0" 4,( M -2x4 M-3x6(S) o o' M -2x4 i < M -5x10 M -3x.53 S 5" M -4x122 11 12 1.25" M -3x4 M -3x5 tl 3 Ot MHS -75x14 (S) M-012 M -2x4 6M -4x10 M -6x8 M 15 M -5x14 v M -9x5 M M -2x4+ CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -811) 0 1-10=(0) 5313 1- 2=(-4838) 0 15- 6=(-2190) 0 2- 3=(-5159) 0 10-11=(0) 5309 10- 2=( 0) 210 15-17=( 0) 816 3- 4=(-4134) 0 11-12=(0) 4932 2-11=( -461) 0 6-17=( 0) 1749 4- 5=(-4606) 0 12-13=(0) 3916 11- 3=( 0) 316 16-17=( 0) 174 5- 6=(-4617) 0 14-15=(0) 22 3-12=(-1161) 0 17- 7=( -288) 0 6- 7=(-4810) 0 15-16=(0) 2727 12- 4=( 0) 662 17- 8=( 0) 2272 7- 8=(-4919) 0 16-18=(0) 2699 4-13=( 0) 1253 8-18=(-1075) 0 8- 9=(-2735) 0 18-19=(0) 99 13- 5=( -303) 0 18- 9=( 0) 2844 13-14=( 0) 54 9-19=(-2126) 0 13-15=( 0) 3672 13- 6=( 0) 1578 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS . REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 2052V -40/ 65H 5.50" 2.19 DF ( 625) 40- 2.0" 0/ 2114V 0/ OH 5.50" 2.26 OF 0 625) BRG @ 0'- 0.0" 2:19 DF/ 3.38 HF/ 3.22 SPF BRG @ 40- 2.0" 2.26 DF/ 3.48 HF/ 3.32 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.302" @ 18'- 11.8" Allowed = 1.308" - MAX DL CREEP DEFL = -0.715" @ 21- 6.2" Allowed = 1.962" MAX TL CREEP DEFL = -1.014" @ 18'- 11.8" Allowed= 1.962" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.715" MAX HORIZ. LL DEFL = 0.095" @ 40- 0.2" MAX,HORIZ. TL DEFL 0.243" @ 40'- 0.2" Wind: 110 mph, h=15.2ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 3x-10 M -4x8 9 �N 0 I O 19 V l0 M -2x4 > 6-05-10 6-02-03 6-03-15 2-06 4-02-12 4-04-08 5-01-12 4-11-04 21-05-08 18-08-08 21-04 0-01-08 18-08-08 1. t <PL:12-06-00 40-02 >PL:10-00-12 JOB NAME: Kelly Residence Lot 161-162 - A54 Scale: 0.1444 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 • ruSS • 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 me responsibility of the building designer. 2• Design assumes the top and bottom chords to be laterally braced at 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 • is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywallleC). - 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. : 6378462 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 435020 fasteners are complete and at no time should any loads greater than ( design loads be applied to any component. and are for "dry condition' of use. Pve 9 6. Design assumes full beatingat 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 Crovided. S. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIIWICA in BCSI, copies of which will be furnished upon request. tines coincide with joint center tines. III II I III I IIII II I I I I I I I I III 9. Digits indicate size of plate in inches. • MiTek USA, Inc./CornpuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) FJ06/30/16 OFCAI�F O / III i r 7 esig ' ared_ comFvwnputm SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS 40-02 TRUSS SPAN 40'- 2.0" JOB NAME: Kelly Residence Lot 161-162 TC: 2114 DF #1&BTR - LOAD DURATION INCREASE = 1.25 Scale: 0.1363 t BC: 2x4 OF #1&BTR GENERAL NOTES, unless otherwise noted: SPACED 24.0" O.C. 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 WEBS: 2:-A OF #1&BTR. ! and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE LOADING 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall C). DATE: 3/25/2016 TC LATERAL SUPPORT <= 12110C. UON. 3. 2x Impact bdtlging or lateral bracing required where shown ++ - LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. design loads be applied to any component. 1 5. CompuTrus has no control over and assumes no responsibility for the DL ON BOTTOM CHORD = 7.0 PSF necessary. 7, Design assumes adequate drainage is provided. TOTAL LOAD = 50.0 PSF TPIIVJTCA in BCSI, copes of which will be furnished upon request tines coincide with joint denier tines. ADDL: BC CONC LL+DL= 13.3 LBS @ 1'- 0.0" Digits indicate Size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) ADDL: BC CONC LL+DL= 13.3 LBS @ 6'- 1.0" ADDL: BC CONC LL+DL= 13.3.LBS @ 111- 2.0" ADDL: BC CONC LL+DL= 13.3 LBS @ 161- 3.0" - ADDL: BC CONC LL+DL= 13.3 LBS @ 211- 4.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 19-01-08 21-00-08 19-01-08 9-08-07 11-04-01 6-07-06 6-03-15 6-02-03 -04-04 4-11-09 4-0 -01 4-06-05 4-06-05 12 12 3.00 v . M -5x8 v 3.00 8,0" . 4 M-2 4 x M -3x6 M -3x53 5" _6 -4x4 M -9x122 7M -3x5 o M -2x4 8M -4x8 f� 9M r l 1 111 120 13 + M -5x10 e0.25" M -3x4 M -3x5 N MHS-5xl4(S) O w 14 15 16- 17 - M-7x104q M -5x12 M -3x5 M -5x6 > 113:30# ` 1113.30# 113,L30# 113.30#� M13.30# 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 > CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -812) 0 1-10=(0) 5315 1- 2=(-4840) 0 13- 6=( 0) 1429 2- 3=(-5131) 0 10-11=(0) 5310 10- 2=( 0) 227 13-15=( 0) 3470 3- 4=(-4071) 0 11-12=(0) 4902 2-11=( -490) 0 6-15=(-1530) 0 4- 5=(-4527) 0 12-13=(0) 3854 11- 3=( 0) 342 -15- 7=( -32) 232 5- 6=(-4539) 0 14-15=(0) 22 3-12=(-1192) 0 7-16=( -683) 0 6- 7=(-3267) 0 15-16=(0) 2998 12- 4=( 0) 688 16- 8=( 0) 861 7- 8=(-2829) 0 16-,17=(0) 2217 4-13=( 0) 1206 8-17=(-2875) 0 8- 9=( -31) 78 13- 5=( -353) 0 17- 9=( -187) - 0 13-14=( 0) 66 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 2065V -40/ 65H 5.50" 2.20 OF ( 625)_ 40- 2.0" 0/ 2018V 0/ OH 5.50" 2.15 DF ( 625) BRG @ 0'- 0.0" 2.20 DF/ 3.40 HF/ 3.24 SPF BRG @ 40'- 2:0" 2.15 DF/ 3.32 HF/ 3.17 SPF 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" @ 39'- 10.5" MAX HORIZ. TL DEFL = 0.266" @ 39'-10.5" Wind:. 110 mph, h=15.2ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed; Cat.2, Eap.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 dive load per IBC 2012 due to maintenance.workers which is non -concurrent with other live loads. <PL:12-'06-00 40-02 >PL:10-00-12 JOB NAME: Kelly Residence Lot 161-162 - A55 Scale: 0.1363 t ' WARNINGS: - GENERAL NOTES, unless otherwise noted: A55 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. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE ! 3. Addifi nal temporary bracing to insure stability during construction is the res nsibili of the erector. Additional permanent bracing of Po ty P 9 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall C). DATE: 3/25/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bdtlging or lateral bracing required where shown ++ SEQ. : 6378463 4. No load should be applied to any component unfit after all bracing and 1 fasteners are complete and at no time should any loads greater than 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 435020 design loads be applied to any component. 1 5. CompuTrus has no control over and assumes no responsibility for the and are for *dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7, Design assumes adequate drainage is provided. 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 TPIIVJTCA in BCSI, copes of which will be furnished upon request tines coincide with joint denier tines. II II II II I IIII I I I I I VIII IIII (III i9. MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E i Digits indicate Size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) M1IIII"" r M M M M M M M= w LUMBER SPECIFICATIONS TC: 2x4DF 013BTR BC: 2x4 DF #1, BTR WEBS: 2x4 DF 01&BTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12"OC. UON. LETINS: 3-05-07 0-00-00 TRUSS SPAN 35- 6.5" LOAD DURATION INCREASE= 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF DL ON BOTTOMCHORD= 7.0 PSF TOTAL LOAD = 50.0 PSF ADDL: BC CONC LL+DL= 13.3 LBS @ 1'- 0.0" ADDL: BC CONC LL+DL= 13.3 LBS @ 6'- 1.0" ADDL: BC CONC LL+DL= 13.3 LBS @ 11- 2.0" ADDL: BC CONC LL+DL= 13.3 LBS @ 16'- 3.0" ADDL: BC CONC LL+DL= 13.3 LBS @ 21- 4.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - M des�epar_1m colMM inpM FABRICATORS BRICATORS (JR) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -167) 122 1-10=( 0) 4406 1- 2=(-4683) 0 13- 7=( -52) 1421 2- 3=(-4633) 0 10-11=( 0) 4402 10- 3=( 0) 219 13-15=( -832) 3066 3- 4=(-4300) 0 11-12=( 0) 4115 3-11=( -597) 322 7-15=(-1507) 0 4- 5=(-3197) 0 12-13=( -601) 3526 11- 4=( -25) 315 15- 8=( -39) 957 5- 6=(-3414) 0 14-15=( -1) 17 4-12=(-1266) 0 8-16=(-2128) 0 6- 7=(-3426) 0 15-16=(-1269) 2625 12- 5=( 0) 722 16- 9=( -184) 0 7- 8=(-2171) 0 5-13=( -317) 937 8- 9=( -150) 168 13- 6=( -359) 0 13-14=( 0) 42 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0" 0/ 1831V -2100/ 2100H 5.50" 1.95 OF ( 625) 35- 6.5" 0/ 1789V -2100/ 2100H 5.50" 1.91 OF ( 625) BRG @ 01- 0.0" 1.95 DF/ 3.01 HF/ 2.87 SPF BRG @ 35- 6.5" 1.91 DF/ 2.94 HF/,2.81 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.230" @ 12'- 7.8" Allowed = 1.154" MAX DL CREEP DEFL = -0.551" @ 12- 7.8" Allowed = 1.731" 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" MAX HORIZ. TL DEFL = -0.221" @ 0'- 5.5" 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. 19-01-08 16-05 3-04-08 3-02-14 6-03-15 6-02-03 2-04-04 4-11-09 4-08-01 4-05-02 3.00 0 M -5x7 v 3.00 7.0" d -2x4 16 M -2x4 > L +13.304 +3.30# + 13.10# +13.30# L 13.30# L 6-05-10 6-02-03 6-03-15 2-06 5-01-05 8-11-07 L L L 21-05-08 14-01 L IL ,L 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 A5caZe: D.1,D, SPATES FABRICAT - - - Truss: A:) t 3 DES. BY: BS DATE: 3/29/2016 ! SEQ.: 6379401 TRANS ID: 435079 I IIIIII I II VIII III I II I I I I II II I III C. 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 paramelers and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is me responsibility of the building designer. .� 2 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 7 o.c. and at 10' o.c. respectively unless braced throughout their len by W r "C 60384 is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood shealhing(TC) and/or drywall( ). 7 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. * EXP. 06130116 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, "dry design loads be applied to any component. and are for condition" of use. 3 / 06 9! t/ 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. S CIV ��, \Q' J• J fabrication, handling, shipment and installation of components. 6. This design is fumished subject to the limitations set forth by 7. Design assumes adequate drainage is provided. S. Plates shall be located an both faces of truss, and placed so their center '9% �l 'OF CAL�F� 11{{ TPI/WrCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311. ESR -1988 (MiTek) 'l I II III 91WsiBRI�RSed" comp�nput= SPA LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR SC: 2 4 OF #1&BTR WEBS: 2x4 DF 016BTR TC LATERAL SUPPORT <=' 12"OC. UON. BC LATERAL SUPPORT <= 12110C. UON. LETINS: 3-11-00 3-11-00 (.2 ) complete trusses required. Attach 2,ply with 3"x.131 DIA GUN nails staggered: 9" or in 1 row(s) throughout 2x-4 top chords, 9" oc in l row(s) throughout 2x4" bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 15-06 3-09-14 1-05-14 5-02 12 3.00 v TRUSS SPAN 31- 0.0" LOAD DURATION INCREASE = 1.25 (Non -Rep) 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 UNIF LL+DL= 26.6 PLF 1'- 3.0" TO 29- 9.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-00-04 5-00-04 M -4x5 4.0" 15-06 5-02 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -344) 160 1-10=(-1238) 6198 1- 2=(-4662) 0 7-14=( 0) 292 2- 3=(-4766) 0 10-11=(-1246) 6186 10- 3=( 0) 292 8- 9=(-4662) 0 3- 4=(-4600) 0 11-12=( -740) 5558 3-11=( -680) 584 4- 5=(-3586) 0 12-13=( -740) 5558 11- 4=( -52) 432 5- 6=(-3586) 0 13-14=(-1246) 6186 4-12=(-1236) 0 6- 7=(-4600) 0 14- 9=(-1238) 6198 12- 5=( 0) 1382 7- 8=(-4766) 0 12- 6=(-1236) 0 8- 9=( -344) 160 6-13=( -52) 432 13- 7=( -680) 584 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1928V -4300/ 4300H 5.50" 1.03 DF ( 625) 31- 0.0" 0/ 1928V -4300/ 4300H 5.50" 1.03 DF ( 625) 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 OL DEFL= 0.310" - MAX HORIZ. LL DEFL = 0.041" @ - 0'- 5.5" MAX HORIZ. TL DEFL = -0.099" @ 0'- 5.5" COND. 2: 4300.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads 1-05-14 3-09-14 in the plane of the truss only. 12 Design checked for a 300 lb concentrated top chord v 3.00 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. M-JXd (S) 5-02 5-00-04 5-03-12 5-03-12 5-00-04 5-02 I. 1 <PL:12-00-12 31-00 JOB NAME Kelly Residence Lot 161-162 - A57 Scale: 0.2057 O ' ' WARNINGS: GENERAL NOTES, unless otherwise noted: A57 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 component is the responsibility of the building designer. ' DES. BY: EE I 3. Additional temporary bracing to insure stability during construction V a 2 Design assumes the top and bottom chords c De laterally t theiraced at 2' and at 10' o.c. respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent bracing of continuous sheaNing such as plywood sneatning(TC) antllor drywall C). 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 + + SEQ. : 6378465 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 : 435020 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for *dry condition' of use. 6. Design assumes full bearing al all supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for the necessary. - I fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. S. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center fffi TPIMlTCA in SCSI, copes of which will be furnished upon request tines coincide with joint center fines. III I I I III I IIII I I I I I I II I III 9. Digits indicate size of plate in inches. i MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) O LUMBER SPECIFICATIONS TC: 2x4 DF 210OF; 2x4 OF #1&BTR T2 BC: 2x.4 OF #1&BTR WEBS: 2x.4 OF #1&BTR TC LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12110C. UON. ------------------------------------- NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 1-1i-00 1-05-00 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 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. TWsigriaredMcompm-put= SPATES FABRICATORS (MLC) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-2640) 0 1-12=(-2174) 4305 1- 2=(-2640) 0 16- 9=( -97) 616 2- 3=(-2515) 0 12-13=(-1322) 4906 3-12=( -12) 878 10-11=(-3320) 0 3- 4=(-2750) 0 13-14=( -428) 4832 12- 4=(-1061) 70 4- 5=(-3462) 0 14-15=( -426) 4834 4-13=( -343) .365 5- 6=(-3324) 0 15-16=(-1172) 5105 13- 5=( 0) 453 6- 7=(-3470) 0 16-11=(-1858) 4816 13- 6=( -924) 278 7- 8=(-3563) 0 6-14=( 0) 128 8- 9=(-3278) 0 6-15=( -773) 338 9-10=(-3190) 0 15- 7=( 0) 467 10-11=( -322) 0 15- 8=( -438) 277 8-16=( -778) 201 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 8.0" 0/ 1588V -3600/ 3600H 5.50" 1.59 DF ( 625) 31'- 0.0" 0/ 1548V -3600/ 3600H 5.50" 1.65 DF ( 625) BRG @ 0'- 8.0" 1.59 DF/ 2.45 HF/ 2.33 SPF BRG @ 31- 0.0" 1:65 DF/ 2.55 HF/ 2.43 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.222" @ 19- 9.5" Allowed = 0.981" MAX DL CREEP DEFL = -0.504" @ 15'- 6.0" Allowed = 1.471" MAX TL CREEP DEFL = -0.723" @ 15'- 6.0" Allowed '= 1.471" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.517" MAX HORIZ. LL DEFL = -0.088" @ 11- 1.5" MAX HORIZ. TL DEFL = -0.164" @ 1'- 1.5 COND. 2: 3600.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10,. (All Height sl, Enclosed, Cat.2, Exp.B, MW FRS (Dir), 11-02-03 8-07-10 11-02-03 load duration factor=l.b End vertical(s) are exposed to wind, 1-10-1@-06-11 3-05-05 4-03-08 4-02-01 4-05-09 4-01-03 3 -06 -OB 2-01-11-04-13 Truss designed for wind loads in the plane of the truss only. 12 12 3.00 v a 3.00 Design checked for a 300 lb concentrated top chord M -4x10 MHS -6x12 M -3x8 live load per IBC 2012 due to maintenance workers 6 f7 which is non -concurrent with other live loads. M-3x5,� T \M -3x5 4 M -4x$ MH5-Sx14(.S) 1 4-04-02 6-01-10 5-00-04 4-08-12 6-05-02 4-04-02 0-08 30-04 <PL:12-00-12 31-00 l JOB NAME: Kelly Residence Lot 161-162 - A58 Truss: A 5 1 1 DES. BY: EE DATE: 4/22/2016 SEQ.: 6388644 TRANS ID: 435697 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 incorporation of component is the responsibility of the building designer. 2 2. 2x4 compression web bracing must be installed where shown+, 2. Design assumes the top and bottom chords to be laterally braced at -60384 3. Additional temporary bracing to insure stability during construction 2'. o.c. and at 10' o.c. respectively unless braced throughout their length a/ W C is the responsibility of the erector. Additional permanent bracing of Po ty P 9 continuous sheathing such as plywood sheathing(TC) and/or drywall C). Of 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 or the respective contractor. * EXP. 0613O/16 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, *dry design loads be applied to any component. and are for condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. s C IV l \Q fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center OF CALIF TPIIWTCA in SCSI, copies of which will be furnished upon request. fines coincide with joint center fines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) or 111 1111M � � LUMBER SPECIFICATIONS TC: 2x4 DF 81&BTR BC: 2x4 DF Hl&BTR; 2::8 DF kl&BTR B1 WEBS: 2x4 DF 61&BTR; 2x8 DF 2250F A TC MAX PURLIN SPACING 32"OC. UON. BC MAX PURLIN SPACING 120"OC. UON. Unbalanced live loads have been .considered for this design. N -M-10x10 0 o M -4x5+ - �o r` 0 i 0 1 0 1� 0 C) 8. M -2x4 _ M M lwsigmared _ comp__nput= SPATES FABRICATORS (JR) 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 BC UNIF LL( 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. 15-06 6-06 6-06 2-06 .2-06 12 1iM-4x4 3.00 M -3x10 4 z � M-5x12(S) M -2x4 15-06 6-04-04 6-07-1 M -3x10 . 12 --m3.00 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 DF ( 625) 31- 0.0" 0/ 1864V 0/ OH 5.50" 0.65 DF (1925) BRG @ 0'- 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'- 0.4" Allowed = 0.986" MAX DL CREEP DEFL = -0.236" @ 181- 3.5" Allowed = 1.479" MAX TL CREEP DEFL = -0.525" @ 18- .0.4" Allowed = 1.479" .RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.236" MAX HORIZ.LL DEFL = 0.033 @ 30'- 8.4" - MAX HORIZ. TL DEFL = 0.058" @ 30- 8.4" 2 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. M -4x10 M -4x16 L.1201 1-03-08 4-11 6-07-12 5-03-08 6-06 6-04-04 1 f L 0-08 30-04 1-01-12 29-10-04 l L <PL:12-00-12 31-00 >PL:11-00-04 JOB NAME: Kelly Residence Lot 161-162 - A59 Scale: 0.1993 _ i WARNINGS: GENERAL NOTES, unless otherwise noted: 5i 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 j T r U S S • • DES. BY: EE ' DATE • 3/25/2016 and Warnings before construction commences. i 2. 2z4 compression web bracing must be installed where shown «. 3. Atltlitional temporary bracing to insure stability tluring construction ) is the res nsibili of the erector. Additional permanent bracing of Po ty P 9 i the overall structure is the responsibility of the building designer. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at and at 10' hin respectively unless bathed throughout their len th by 2' continuous continuous sheaIDing such as plywood sheathing(TC) and/or drywall(�C). 3. ar Impact bridging or lateral bracing required where shown + + SEQ. : 6378467 TRANS I D• 435020 III) I I II I III III II II I I III I I II IIIITPIAMCA �, 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. ( 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. E6. This design is furnished subject to the limitations set forth by in BCSI, copies of which will be furnished upon request, i MiTek USA, Inc./CompuTrus Software +7.6.7-SP2(1 L) -E ) 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition" of use. g 6. Design assumes full bearingat all supports shown. Shim or wedge if 7. necessary. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces or truss, and placed so their center tines coincide with joint center Ones. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 60384 EXP. 06/30)16 , \s� C(vi\_ �s TFOF CAl\F�� LUMBERSPECIFICATIONS TC: 2 x 4 DF HI&BTR BC: 2 x 4 DF HI&BTR; 2x8 DF 81&BTR B1 WEBS: 2x4 DF #1&BTR; 2x8 DF 2250F A TC MAX PURLIN SPACING 32"OC. UON. BC MAX PURLIN SPACING 120"OC. UON. Unbalanced live loads have been considered for this design. N -M-10x10 C, M -4x5+ I f - r o o� r o 1 o> O B M -2x4 M M M M = M W 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 BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 131- 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. 15-06 15-06 6-06 6-06 2-06 2-06 6-04-04 12 3.00 v 1IM-4x4 M -3x10 4 M -3x10 3� �� MMTresigr-ared' comp nput- SPATES FABRICATORS (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 DF ( 625) 31'- 0.0" 0/ 1864V 0/ OR 5.50" 0.65 OF (1925) BRG @ 0'- 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- 0.4" Allowed = 0.986" MAX DL CREEP DEFL = -0.236" @ 181- 3.5" Allowed = 1.479" MAX TL CREEP DEFL = 0.525" @ 18'- 0.49 Allowed = 1.479" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.236-- MAX .236"MAX HORIZ. LL DEFL = 0.033" @ 30- 8.4." - MAX HORIZ. TL DEFL = 0.058" @ 30'- 8.4" 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, Endvertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. . M -4x10 M -4x16 6-07-12 12' v 3.00 M-3 X5 M -3x5 2 6 0 t 0 5-00 �^ M -3x8 -"0.25" M -2x4 M -4x6 M -3x8 M -5r.12 (S) M -2x4 1. J' ( - O A - o 0 ti N M -2x44 0 1-03-08 4711 6-07-12 5-03-08 6-06 6-04-04 0-08 30-04 L � � 1-01-12 29-10-04 t <PL:12-00-12 31-00 L >PL:11-00-04 JOB NAME: Kelly Residence Lot 161-162 - A60 Scale: 0.1993 f WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss. • 1 and Warnings before construction commences. building component. Applicability, of design parameters and proper 2. aro 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 I DES. BY: EE t 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of Po ty P 9 2' o.c. and at 10' o.c. respectively unless braced throughout their lenQqU by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 3/25/2016 the overall structure is the responsibility of the building designer. 3. Dr Impact bridging or lateral bracing required where shown ++ SEQ. 6378468 ' 4. No load should be applied to any component unfit after all bracing and F 4. Installation of truss is the responsibility of me respective contractor. 5. Design trusses are to be used in a noncorros environment, : TRANS I D • 435020 fasteners are complete and at no time should any loads greater than design loads be applied to any component. assumes ve and are for "dry condition" of use. g 6. Design assumes full bearingat all supports shown. Shim or wedge if. • 5. CompuTrus has no control over and assumes no responsibility for the necessary. ! fabrication, handlin shipment and installation of components. 9• P Po 7. Design assumes adequate drainage is provided. i 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in SCSI, copies of which will be furnished upon request, tines coincide with joint center lines. III I I II III III II VIII II 11111111111111 I I I IIII III • 9. Digits indicate size of plate in inches. I MiTek USA, Inc./CompuTrus Software +7.6.7-SP2(1 L) -E 4 10. For basic connector plate design values see ESR -1311, ESR•1988 (MiTek) IIID - SPATES eFABR�RSed� compow nputm. LUMBER SPECIFICATIONS TRUSS SPAN 31- 0.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF H1&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=(-4398) 0 1-10=(0) 4781 1- 2=(-4398) 0 7-14=( 0) 293 BC: 2x4 DF 111&BTR SPACED 24.0" O.C. 2- 3=(-4276) 0 10-11=(0) 4770" 10- 3=( 0) 275 8- 9=(-4639) 0 WEBS: 2x4 DF H1&BTR 3- 4=(-4375) 0 11-12=(0) 4758 3-11=( -191) 437 LOADING 4- 5=(-3472) 0 12-13=(0) 4852 11- 4=( 0) 263, TC LATERAL SUPPORT <= 12"OC. DON. 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) 0'- 6.0" 0/ 1959V -2000/ 2000H 5.50" 1.96 DF ( 625) BOTTOM CHORD CHECKED FOR l0PSF LIVE LOAD. TOP 311- 0.0" 0/ 1897V -2000/ 2000H 5.50" 2.02 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 01- 6.0" 1.96 DF/ 3.02 HF/ 2.88 SPF 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" @ 151- 6.0" Allowed = 0.986" 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. 15-06 15-06 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-09-14 1-05-14 5-02 5-00-04 5-00-04 5-02 1-05-14 3-09-14 1 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwindloads 12 12 in.the plane of the truss only. 3:00 v M -4x6 a 3.00 4 0" Design checked for a 300 lb concentrated top chord 5 W--,( live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. . M -3x5 M -3x5 3.0" 6 M -3x5 M -3x5 M -3x5 3 7 M -3x10 z 6 o 0 r, 1 10 11 12-... 13 14 --9 �o.. .. .. M -5x10 M -2x9 M -3x4 0.25" M -3x4 M -2x9 M -5x10 MHS-5xl4(S) 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 pFESS/p f- WARNINGS: GENERAL NOTES, unless otherwise noted: e 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual T r U S S ' ? and Warnings before construction commences. building component. Applicability of design parameters and proper • A6 r 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. y 3. Additional temporary bracing to insure stability during construction 2. Design assumes the tap and bottom chords to be laterally braced at (D C 60384 m. DES. BY: EE is the res nsibiG of the erector. Additional permanent bredn of 2' o.c. and at to' o.c. respectively unless braced throughout their Ienr by W rn 1 responsibility P 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DC ;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 + + ( 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. * EXP. 06/30116. ',R• SEQ. : 6378469 I fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment. design loads be applied to any component. and are for "dry condition' of use. TRANS I D • 435020 6. Design assumes full bearing at all supports shown. Shim or wedge if CSV )L �Q e 5. CompuTrus has no control over and assumes no responsibility for the necessary. 'sf fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. '9TF OEL` 6. II 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 CAkJ I I II II III II II I I I I II III TPIANICA in BCSI, copies of which will be furnished upon request fines coincide with joint center tines. 9. Digits indicate size of plate to inches. i MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIIIIII� M M an M SP>eFABR CATORSed comlrinputMT NEI LUMBER SPECIFICATIONS TC:" 2x4 DF 616BTR BC: 2x.4 DR 010TR WEBS: 2x.4 DF 816BTR TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12110C. UON. NOTE: 2x.4 BRACING AT 24"OCUON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LETINS: 2-11-00 2-11-00 TRUSS SPAN 31- 0.0" LOAD DURATION INCREASE = 1.25 (Non -Rep) 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 UNIF LL+DL= 26.6 PLF 1'- 3.0" TO 29- 9.0" 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. 14-05-11 2-00-10 14-05-11 2-10-04 1709-07 4-07.-11 5-02-06 2-00-10 5-04-11 4-06-08 12' 3.00t- M -4x12 M -7x8 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -117) 0 1-11=(0) 4278 1- 2=(-4579) 0 9-10=(-4548) 0 2- 3=(-4536) 0 11-12=(0) 4520 3-11=( 0) 472 3- 4=(-4757) 0 12-13=(0) 3873 11- 4=( 0) 293 4- 5=(-4047) 0 13-14=(0) 4550 4-12=( -716) 0 5- 6=(-3879) 0 14-10=(0) 4254 12- 5=( 0) 573 6- 7=(-4067) 0 12- 6=( -113) 129 7- 8=(-4770) 0 6-13=( 0) 567 8- 9=(-4512) 0 13- 7=( -726) 0 9-10=( -121) 0 7-14=( 0) 272 14- 8=( 0) 501 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1928V -18/ 18H 5.50" 2.06 DF ( 625) 31- 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 @ 31- 0.0" 2.06 DF/ 3.17 HF/ 3.02 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.196" @ 16'- 6.0" Allowed = 1.003" MAX DL CREEP DEFL = -0.634" @ 161- 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" @ 30- 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. Design checked for a 300 lb concentrated top chord 1-08-04 2-10-04 live load per IBC 2012 due to maintenance workers which is non -concurrent with other.live loads. 12 a 3.00 MHJ-JX1q(J) 6-11-08 6-09-12 3-07-04 6-08 6-11-08 I. t <PL:12-00-12 31-00 JOB NAME: Kelly Residence Lot 161-162 - A62 Scale: 0.2057 ° 1 WARNINGS: GENERAL NOTES, unless otherwise noted: ) 1 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: I and Warnings before construction commences. building component. Applicability of design parameters and proper 2. Mrd 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 Detutulaterally braced at DES. BY: EE 1 3. Additional temporary bracing to insure stability during construction 2' o.c. and at 10' o.c. respectively unless orated throughout their length by r is me res nsibili of the erector. Additional permanent D2cin of responsibility Pe 9 continuous sheathing such as plywood sheathing(rC) and/or drywall C). DATE • 3/25/2016 the overall structure is the responsibility of the building designer. 3. 9r Impact bridging or lateral bracing required where shown ++ SEQ. : 6378470 4. No load should be applied to any component until after all bracing and j 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 : 435020 fasteners are complete and at no time should any loads greater than j design loads be applied to any component. and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if i 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 laces of truss, and placed so their center TPI/WTCA in BCSI, copies of which will be fumished upon request. tines coincide with joint center lines. III I II II IIII II I I I VIII III III 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTfus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 0 l I 0 ESS/p C'60384 * EXP. 06/30116 OcIVII/ ATF CA1.1F�Q- IIIIIII A S 7siglaredn,complMnputan S A"E" FABR �C r0RS Wtt) LUMBER SPECIFICATIONS ------ Sca e. 4 14-04-00 HIP SETBACK 6-00-00 FROM END WALL GENERAL NOTES, unless otherwise noted: 3(- A-6 TC: 2,4 DF 01dBTR 1. This design is based only upon the parameters shown and is for an individual Truss • LOAD DURATION INCREASE = 1.25 (Non -Rep) 2. 2x4 compression web bracing must be installed where shown +. BC: 2x4 DF N16BTR - j 3. Additional temporary bracing to insure stability during construdon 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 2•o.c.and at 10•o.c.respectively unless braced throughout theirlength by continuous sheathing such as plywood sheathing(TC) and/or drywatl$.). DATE • 4/21/2016 WEBS: 2x4 DF 0l6BTR 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6387732 LOADING 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 435634 fasteners are complete and at no time should any loads greater than ( design loads be applied to any component. and are for *dry condition' of use. supports 9 6. Design assumes full bearingat all su rts shown. Shim or wedge if ' - TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0" TO - 6'- 0.0" V TC LATERAL SUPPORT <= 12110C. DON. TC UNIF LL( 80.0)+DL( 92.0)= 172.0 PLF 6'- 0.0" TO 8'- 4.0" V BC LATERAL SUPPORT <= 12"OC. LON. TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 8'- 4.0" TO 14- 4.0" V ------------------------------------- BC UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF 01- 0.0" TO 141- 4.0" V NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 200.0)+DL( 230.01= 430.0 LBS @ 6'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 8'- 4.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LETINS: 1-02-00 1-02-00 REQUIREMENTS OF CBC 2013 NOT BEING MET. ... ( 2•) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. nails staggered: 9" oc in 1 row(s) throughout 2x4 'top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. CD 0 I o N I 0 0 1 5-11-11 1-01-19 4-09-13 12 3.00 r -- 2-04-10 2-04-10 430# X430# M -7x6 Z11 -6x6 5-11-11 4-09-13 12 a 3.00 BEARING LOCATIONS 0'- 0.0" 14'- 4.0" 1-01-14 5-05 3-07-12 5-03-04 I. L <PL:11-00-12 14-04 JOB NAME: Kelly Residence Lot 161-162 - A63 l DD2' CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -622) 0 1- 7=(0) 2798 1- 2=(-2764) 0 2- 3=(-2974) 0 7- 8=(0) 3110 7- 3=( 0) 192 3- 4=(-3282) 0 8- 6=(0) 3110 7- 4=( 724) 242 4- 5=(-3278) 0 4- 8=( 0) 134 5- 6=( -744) 0 5- 6=(-2970) 0 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 1347V -9/ 9H 5.50" 0.72 DF ( 625) 0/ 1347V 0/ ON 5.50" 0.72 DF ( 625) BRG @ 01- 0.0" 0.72 DF/ 1.11 HF/ 1.06 SPF BRG @ 14'- 4,0" 0.72 DF/ 1".11 HF/ 1.06 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.134" @ 8'- 4.0" Allowed = 0.447" MAX DL CREEP DEFL = -0.298" @ 8'- 4.0" Allowed = 0.671" MAX TL CREEP DEFL = -0.430" @ 8'- 4.0" Allowed .0.671" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.298" MAX HORIZ. LL DEFL = 0.010" @ 13'- 10.5" MAX HORIZ. TL DEFL = 0.026" @ 13- 10.5" 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 in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per PBC 2012 due to maintenance workers which is non -concurrent with other live loads. ------ Sca e. 4 j WARNINGS: GENERAL NOTES, unless otherwise noted: 3(- A-6 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. - j 3. Additional temporary bracing to insure stability during construdon 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 2•o.c.and at 10•o.c.respectively unless braced throughout theirlength by continuous sheathing such as plywood sheathing(TC) and/or drywatl$.). DATE • 4/21/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6387732 r 4. No load should be applied to any component until after all bracing and I 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 435634 fasteners are complete and at no time should any loads greater than ( design loads be applied to any component. and are for *dry condition' of use. supports 9 6. Design assumes full bearingat all su rts 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 B. Plates shall be located on both faces of truss, and placed so their center TPI/WTCA in SCSI, copes of whim will be furnished upon request. lines coincide with joint center tines. to III II II II I II IIII VIII VIII III III) IIII 9. Digits indicate size of plate inches. 1 MiTek USA, Inc./CompuTrus Software 7.6.7-SP3(1 L) -E ; 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -622) 0 1- 7=(0) 2798 1- 2=(-2764) 0 2- 3=(-2974) 0 7- 8=(0) 3110 7- 3=( 0) 192 3- 4=(-3282) 0 8- 6=(0) 3110 7- 4=( 724) 242 4- 5=(-3278) 0 4- 8=( 0) 134 5- 6=( -744) 0 5- 6=(-2970) 0 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 1347V -9/ 9H 5.50" 0.72 DF ( 625) 0/ 1347V 0/ ON 5.50" 0.72 DF ( 625) BRG @ 01- 0.0" 0.72 DF/ 1.11 HF/ 1.06 SPF BRG @ 14'- 4,0" 0.72 DF/ 1".11 HF/ 1.06 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.134" @ 8'- 4.0" Allowed = 0.447" MAX DL CREEP DEFL = -0.298" @ 8'- 4.0" Allowed = 0.671" MAX TL CREEP DEFL = -0.430" @ 8'- 4.0" Allowed .0.671" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.298" MAX HORIZ. LL DEFL = 0.010" @ 13'- 10.5" MAX HORIZ. TL DEFL = 0.026" @ 13- 10.5" 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 in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per PBC 2012 due to maintenance workers which is non -concurrent with other live loads. IIIIIII '� .�_ ,•� `M em 1� '�� �• p nput� SPA FABRI ATORSe (F)a LUMBER SPECIFICATIONS t .TRUSS SPAN .10- 4.0" CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.25 1-2=( -179) D 1-6=(0) 1083 1=2=(-1207) 0 BC: 2x4 DF #1&BTR SPACED -24.0" O.C. 2-3=(-1191) 0 6-5=(0) 1083 6-3=,( 0) 271 WEBS: 2x9 DF #1&BTR • 3-4=(-1192) 0 4-5=(-1217) 0 ' - LOADING - 4-5=(-1217) 0 TC LATERAL SUPPORT <= 12 "OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 4370 PSf BC LATERAL SUPP.ORT•<- 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 h1-02-00 ', - - LOCATIONS REACTIONS REACTIONS- SIZE INCHES (SPECIES) LIMITED STORAGE DOES'NOT;APPLY DUE TO THE SPATIAL 0'- 0.0" 0/ - 717V -12/ 13H 5.50" 0.77 DF ( 625) • REQUIREMENTS OF CBC 2013 NOT BEING MET'. 14- 2.0" 0/ 716V 0/ '.OH 3.50" 0.76 DF ( 625) . BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP - BRG..@ 01- 0.0" 0.77 DF/ 1.18 HF/ 1.13 SPF - - - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - y y - BRG @ 14- 2.0" •0. 76 DF/. 1.18HF/ 1.12 SPF. ° " ' - • '� ' it_ - VERTICAL DEFLECTION LIMITS: ALL=L/360, TL=L/240 -• �- �- MAX LL DEFL = -0.076" @ 7'-.-2.0" Allowed = '0.947" - - - -. - MAX DL CREEP DEFL =-0.069" @ 7'- 2.0" Allowed = 0.671".• _ - MAX TL CREEP DEFL = -0.145" @• 71- 2.0"' Allowed =' 0.671" - - �, - ". - - . :• ` RECOMMENDED CAMBER (BASED ON DL.DEFL)= 0.069" -.. - • � : r _ '• MAX HORIZ. LL DEFL - 0.007" @ r 13' 10.5" . . .. 7-02 , • ... 7-02 MAX HORIZ. TL. DEFL = .0.018„ @ 13- 10:5" t: 1-01-14 -6-00-02.-. 6-00-02 1-01-19 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4-.2, ASCE 7-10, .' (All,Heights), Enclosed, Cat.2, Exp.B,,-MWFRS(Dir)', . load 'duration factor=l.6,- 12 . '12, '. Truss designed for wind loads 3:00 v, a 3:00 in the plane of the truss only. r IIM-9x4 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. 34.0" v,. M -3x.4" 2.0" < M -3x5 M -49M -3x6 .+ . '. .. .7_02' 7-02 19-02 0-02 - ^ <PL:11-00-12 14-09 JOB. NAME: Kelly Residence Lot 161-162 _ A64 Scle: 0.3696 ()FESS/O' WARNINGS: GENERAL NOTES, unless otherwise noted:A64- `1' 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual h� Y' U S S ' - and Warnings before construction commences. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the bull tling tlesigner. 2. 2x4 compression web bracing must be installed where shown +. 2• Design assumes the top and bottom chords to be laterallybracetl at r m _ DES. BY: EE 3. Additional temporary bracing to insure stability during construction Y o.c. and at 1o' o.c. respectively unless braced throughout their lengyth by LU. 60 �� rn is the responsibility of the erector. Additional permanent bracing of Po ty P g continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). � DATE • 4/21/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in a non -corrosive environment, - EXP. 0613OI16 * R . loads greater than design loads be to any component, and are for 'dry condition' of use. 1 -TRANS I D : 435634 applied 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 - _ S C(V)s_ - i - fabrication, handling, shipment and installation of components. 7,- necessary. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by be located both faces truss, their j• '9T FOF 8. Plates shall on of and placed so center TPIIWfCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center tines. hate CAlift . II I I II I II I I II VIII I II I I III 9. Digits indicate Size of to inches. MiTek USA, Inc./CompuTrus Software 7.6.7-SP3(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIIIIII� �fAM, w' Siglared compmnput� SPATES FABRIC TORS (' LUMBER SPECIFICATIONS 14-04-00 HIP SETBACK 6-00-00 FROM END WALL CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x.4 DF 0l&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( -622) 0 1- 7=(0) 2800 1- 2=(-2764) 0. BC: 2x4 DF HIdBTR 2- 3=(-2976) 0 7- 8=(0) 3118 7- 3=( 0) 192 WEBS: 2x,4 DF 9laBTR LOADING 3- 4=(-3284) 0 8- 6=(0) 3120 7- 4=( -28) 236 TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 0'- 0.0" TO 61- 0.0" V 4- 5=(-3286) 0 4- 8=( 0) 138 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 80.0)+DL( 92.0)= 172.0 PLF 6'- .0.0" TO 81- 4.0" V 5- 6=(-3060) 0 5- 6=(-3060) 0 BC LATERAL SUPPORT <= 12"OC. UON.- TC UNIF LL( 40.0)+DL( 46.0)= 86.0 PLF 8'- 4.0" TO 14'- 4.0" V BC UNIF LL( 0.0)+DL( 28.0)= 28.0 PLF 0'- 0.0" TO 14'- 4.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH NOTE: 2x.4 BRACING AT 24"OC UON. FOR TC CONC LL( 200.0)+DL( 230.0)= 430.0 LBS @ 6'- 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'- 4.0" 0'- 0.0 0/ 1348V -9/ 10H 5.50" 0.72- DF ( 625) 141- 2.0" 0/ 1347V 0/ OH 3.50" 0.72 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" 0.72 DF/ 1.11 HF/ 1.06 SPF BRG @ 141- 2.0" 0.72 DF/ 1.11 HF/ 1.06 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: 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.131" @ 81- 4.0" Allowed = 0.447" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX DL CREEP DEFL = -0.293" @ 8'- 4.0" Allowed 0.671" MAX TL CREEP DEFL = -0.422" @ 8'- 9.0" Allowed = 0.671" 9" oc in 1 row(s) throughout 2x4 webs. RECOMMENDED CAMBER (BASED ON DLDEFL)= 0.293" MAX HORIZ. LL DEFL = 0.010" @ 13'- 10.5 5-11-11 2-04-10 5-11-11 MAX HORIZ. TL DEFL = 0.026" @ 13'- 10.5" Wind: 110 mph, h=15ft; TCDL=13.8,BCDL=4.2, ASCE 7-10, 1-0.1-14 4-09-13 2-04-10 4-09-13 1-01-14 (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), 4304 4304 load duration factor=1.6, 12 12 Truss designed for wind loads 3.00 v 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 -7x6 -Z M- 6x6 which is non -concurrent with other live loads. o M -3x4 M -3x9 o . 2 5 .. .I 0 1 7 8 6 < M -3x5 M -4x6 M -2x4 M -3x6 �• I L 5-05 3-07-12 5-03-04 14-02 0-02 <PL:11-00-12 14-04 JOB NAME: Kelly Residence Lot 161-162 - A65 Scale: 0.3773 • I WARNINGS: GENERAL NOTES, unless otherwise noted: t 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss • I and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown -. incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 3. Additional temporary bracing to insure stability during construction 2' o.c. and at 10' O.C. respectively unless braced throughout their leng9t�h by is the res nsib li of the erector. Additional rmaneco brawn of j responsibility Pe 9 continuous sheathing such as plywood sheathing(7C) and/or drywall(BC). DATE: 4 / 21 / 2 016- the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown . SEQ. : 6387734 4. NO load should be applied to any component unfit after all bracing and I fasteners are complete and at no time should any loads greater than 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, iI TRANS I D : 4356-34 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 j 5. Compu7rus has no control over antl assumes no respons b lily for the necessary. fabrication, handling,shipment and installation of components. P Do 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by TPIIVJTCA 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 tines coincide with Joint center lines. III) I I II I II II II VIII III III i 9. Digits indicate size of plate in inches. MiTek USA, Inc./Compu7rus Software 7.6.7-SP3(4 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 60384 * EXP. 06130116� O�IV1� �j 9TF c0V3 . �, �\ •�t ,� `� '.Put=, iI III SPAT S FABRI ATORSedJR�...PO LUMBER SPECIFICATIONS TRUSS SPAN 15'- 3.5" - COND. 2: 1700.00 LBS SEISMIC LOAD. " • TC:'. 2:4 DF HILBTR - - LOAD DURATION INCREASE = 1.25 Wind: 110 mph, hts), TCDL=13.8,8.2E=Exp. ASCE"?-10, BC: 2x4 DF #16BTR SPACED 24.0" O.C. , (All Heights), Enclosed, Cat.2, Exp: B, MWfRS(Dir), WEBS: 2x4 DF PlaBTR 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 verticals) are exposed to wind, . BC LATERAL SUPPORT <=.12"OC. UON. D DL ON BOTTOM CHORD 7.0 PSF Truss designed for wind loads in TOTAL LOAD-= -50.0 PSF • the plane of the truss only. • - LETINS: 0-00-00 1-02-00 Note: Truss design requires continuous - 'LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span UON. Staple or equal at non-structural REQUIREMENTS OF CBC 2013 NOT BEING MET. vertical members (uon). Design checked for a 300 lb concentrated top chord - - BOTTOM CHORD CHECKED FOR 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 _ chord. Insure tight fit at each end of let -in. Outlookers must be cut with care and are permissible at inlet board areas only.. . 7-06-12 6-06-14 1-01-14 12 M -2x9 a 3.00 1. -M-3x5 M -2x9 M -3x5 _ M -3x6 2 M -3x5 , M -2x9 .- M -3x5 _ M -3x9 .. _ 3 - 0 /////////////7=777777 _c < Mrx-7. - M -2x4 =M -5x5 <PL: 10-00-12 15-03-08 JOB NAME; Kelly '.Residence Lot 161-162 - A66 r--- — Scale: 0.4212 . OFESS/p WARNINGS: GENERAL NOTES, unless otherwise noted: - A 6 6 i 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss ' and Warnings before construction commences. building component. Applicability of design parameters and proper incorporabon of component is the responsibility of the budding designer. ' y 2. 9x4 compression web bracing must be installed where shown +. 2. Design assumes the top and bottom chords to be laterally braced at , CD C ( DES. BY:' EE - 3. Additional temporary bracing to insure stability during construction Is the res nsibid of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their lengU b Po ry p 9 sheathing such as y sheathing(TC) C and/or d all BC y W C 60384 T �. DATE: 4/21/2016 continuous plywood I .I the overall structure is the responsibility of the building designer. 3. 2x impact bridging or lateral bracing required where shown � � " SEQ. 6387735 No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, * EXP. 06136/16 1, fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for *dry condition" of use. i TRANS I D : 435634 5. Com uTrus has no control over and assumes no responsibility for the 6. Design assumes tuft bearing at all supports shown. Shim or wedge it P P tY C(VjL 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 so their center \\P 9jF Qttl - QF ( I placed TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center tines. CALF III III II I II I I II I I III I I I III 9. Digits indicate size of plate inches. MiTek USA, Inc./CompuTrus Software 7.6.7-SP3(1 L) -E 10. For basic connector plate design values see ESR -1311. ESR -1988 (MiTek) •� �� ' �' �'- r� '�� tM IM �FABiftred,J�comp�:nput= . III 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 SP LUMBER SPECIFICATIONS incorporation of component is the responsibility of the building designer. f f DES. BY • EE - I TRUSS SPAN 15'- 2.0" 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by • CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 91dBTR - •" DATE: 4/21/2016 1 - - LOAD DURATION INCREASE = 1.25 " ! SEQ. : 6387736 4. No load should be applied to any component until after all bracing and 1-2=( -98) 77 5-6=(0) 1666 1-5=( -288) 0 - BC:- 2x.4 DF"kldBTR fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if SPACED 24.0" O.C. 5. CompuTrus has no control over and assumes no responsibility for the necessary. 2-3=(-1812) 0 6-4=(0)'1683 5-2=(-1755) 0 WEBS: 2x4 DF 9l&BTR• 7, Design assumes adequate drainage is rovitlad. t 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces ofptruss, and placed so their center 3-4=( -340) 0 2-6=( 0) "527 LOADING 3-4=(-1728) 0 -TC LATERAL SUPPORT <= 12"OC.,UON. - - LL( 20.0)"+DL.( 23.0) ON TOP CHORD = 43.0 PSF III II II - BC LATERAL SUPPORT <= 12110C. UON. IIII DL ON BOTTOM CHORD = 7.0 PSF BEARING MAX VERT - MAX HORZ BRG - -REQUIRED BRG LENGTH - 1 - TOTAL LOAD = 50.0 PSF LOCATIONS REACTIONS REACTIONS SIZE- INCHES (SPECIES) LETINS: 0-00-00 _ 1-02-00 01- 0.0" 0/ 949V -87/ 33H 5.50" 1.01 DF ( 625) ADDL: BC UNIF LL+DL= 26.6 PLF, 0'- 0.0" TO 151- 2.0" V 151- 2.0" 0/ 971V 0/ ON 5.50" 1.04 DF ( 625) It For hanger specs, - See approved plans - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BRG @ 0'- 0.0" 1.01 DF/ 1.56 HF/ 1.49 SPF " REQUIREMENTS OF CBC 2013 NOT BEING MET. _ 'BRG @ 15- .2.0" 1.04 DF/ 1.60 HF/ 1.52 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= -0.06611 @ 71- 7.0"Allowed = . 0.475" "MAX DL CREEP DEFL = -0.230" @ 71- 7.01'' Allowed = 0.713" MAX TL CREEP DEFL = -0.296" @ 7'- 7.0" Allowed = 0.713" ' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.230" MAX HORIZ. LL DEFL = 0.010" @ 14- '8.5" MAX HORIZ. TL DEFL = 0.031" @ 14'- 8.5" 7-05-04 6-06-14 1-01-14 Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=4.2, ASCE 7-10', - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dic), 12 load duration .factor=1.6, M -2x9 a 3.00 End vertical(s) are exposed'to.wind, 1• 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 O ' O O. O -. -{- _ M 3x6 2 which is non -concurrent with other live loads. ( . ... M -3x5 3 _ o r < M-30"- M -2x4 M -4x5 7-07 7-07 <PL: 0-00-00 15-02 JOB NAME: Kelly Residence Lot 161-162 A67 sale: 0•3878 _ - WARNINGS: GENERAL NOTES, unless otherwise noted: 11. A67 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 iII 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. f f DES. BY • EE - I 3.. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by • is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/ordrywall c). - •" DATE: 4/21/2016 1 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ " ! SEQ. : 6387736 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corms ve environment, ! 1 T RAN S I D • 435634 ( fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if - i 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 rovitlad. t 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces ofptruss, and placed so their center TPIIWTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. lines to II III II II II II II III IIII III I II IIII ±" 9. indicate size of plate inches. 1 MiTek USA, Inc./CompuTrus Software 7.6.7-SP3(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) - C630" * EXP. 06130h 6 "l S� CIV 1� .Q q,OFCAl1F��/ C 60384 z * EXP. 06130116 ST C10. �P gTFOF CAlI.W I a j WARNINGS: IIIIIIIIIIIIII�" . A6d 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 S FAB RRSedJ�comp1W.nputM LUMBER SPECIFICATIONS • 2. 2x4 compression web bracing must be installed where shown +. TRUSS SPAN 15'- 2.0" :DES. BY: EE - CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR is the res nsibil 01 the erector. Adtlitlonal ermanent Dracin of Po ry P 9 LOAD DURATION INCREASE = 1.25 DATE: 4/21/2016 1-2=( -479) 478 5-6=(-413) 2246 1-5=( -285) 0 BC: 2x4 DF #1&BTR - SEQ. : 6387737 4. No load should be applied to any component unlit after all bracing and SPACED 24.0" O.C. i TRANS I D 435634 2-3=(-1846) 0 6-4=(-402) 2263 5-2=(-1835) 0 WEBS: 2%4 DF 41&BTR • 5. CompuTrus has no control over and assumes no responsibility for me necessary. 3-4=( -100) 80 2-6=( 0) 531 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by LOADING 3-9=(-2917) 379 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF i MiTek USA,Inc./CompuTrus Software 7.6.7-SP3(1 L) -E s 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: 0700-00 2-02-00 - 0'- 0.0" 0/ 949V -1700/ 1700H 5.50" 1.01 DF ( 625) - ADDL: BC UNIF LL+DL= 26.6 PLF 0'- 0.0" TO 15'- 2.0" V- .. - 151- 2.0" - 0/ 971V -1700/ 1700H 5.50" 1.04 DF (625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BRG @ 0'- 0.0" 1.01 DF/ •1.56 HF/ 1.49 SPF REQUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 15'- 2.0" 1.04 DF/ 1.60 HF/ 1.52 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 = -0.082" @ 13'- 1.3" Allowed = 0.475" _ MAX DL CREEP DEFL = -0,375" @ 7'- 7.0" 'Allowed _ 0.712" MAX TL CREEP DEFL = -0.297" @ 7'- 7.0" Allowed = 0.712" RECOMMENDED CAMBER (BASED ON. DL DEFL)= 0.375" 0" 8.5" MAX HORIZ. LL DEFL = 0.02 @ 19'- MAX HORIZ. TL DEFL = 0.041" @ -14'- 8.5" 7-05-04 5=07-04 2-01-08 1COND. 2: 1700.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=13.8,BCDL=9.2, ASCE 7-10, M -2x9. 12 v 300. (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 N • o N. O .. M -3x6 2 M - 3x6 which is non -concurrent with other. live.loads. 3 0 M -3x7 M -2x9 = M -5x5 7-07 7-07 `<PL: 0-00-00 15-02 JOB NAME; Kelly Residence Lot 161-162 - A68 Scale : 0.3859 C 60384 z * EXP. 06130116 ST C10. �P gTFOF CAlI.W I a j WARNINGS: GENERAL NOTES, unless otherwise noted: A6d A 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss - and Warnings before construction commences. building component. Applicability of design parameters and proper • 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. :DES. BY: EE - 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggtthh by is the res nsibil 01 the erector. Adtlitlonal ermanent Dracin of Po ry P 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 4/21/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ - SEQ. : 6387737 4. No load should be applied to any component unlit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, i TRANS I D 435634 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are assumor *dryes full be i 9f use. 9 6. Design assumes lull beating at all supports shown. Shim or wedge if - • 5. CompuTrus has no control over and assumes no responsibility for me necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIIWTCA in BCSI, copies of which will be furnished upon request. 11 lines coincide with joint center Ines. to IIII I I) II IIII I I II I VIII I IN IIII 9. Digits indicate size of plate inches. i MiTek USA,Inc./CompuTrus Software 7.6.7-SP3(1 L) -E s 10. For basic connector plate design values see ESR -1311, ESR -1 988 (MiTek) C 60384 z * EXP. 06130116 ST C10. �P gTFOF CAlI.W II � GENERAL NOTES, IesigcomFw"inpu.� VIII II I IIII edunless 1. This design is based only upon the parameters shown and is for an individual only upon the para Truss. RSJRr S"PESLUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.0" 1COND. 2: 2100.00 LBS SEISMIC LOAD. TC: 2::4 DF ill&BTR 3. Additional temporary bracing to insure stability during construction i LOAD DURATION INCREASE = 1.25 Wind: 110 mph, h=18.6ft, TC0L=13.8,BCDL=4.2, ASCE 7-10, BC: 2x4 DF N1&BTR )by continuous sheathing such as plywood sheathing(TC) and/or drywall C). . continuous SPACED 24.0" O.C. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), WEBS: 2x4 DF bl&BTR SEQ. : 6387738 4. No load should be applied to any component until after all bracing and load duration factor=l.6, TC LATERAL SUPPORT <= 12"OC. UON. fasteners are complete and at no time should any loads greater than (f design loads be applied to any component. LOADING LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF End vertical(s) are exposed to wind, BC LATERAL SUPPORT <= 12 OC. UON. necessary. DL ON BOTTOM CHORD = 7.0 PSF Truss designed for wind loads in plane of the truss only. 7. Design assumes equate drainage is TOTAL"LOAD = 50.0 PSF .the LETINS: 2-02-00 0-00-00 Note: Truss design requires continuous 4 TPIMfTCA in 6CSI, copes of which will be furnished upon request. Dies coincide with joint center tines. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL III bearing wall for entire span UON. II II Staple or equal at non-structural IIII REQUIREMENTS OF CBC 2013 NOT BEING MET. VIII II IIII vertical members (uon). 9. Digits indicate size of plate in inches. M -2.5x4 or equal at non-structural diagonal inlets. Unbalanced live loads have been BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Design checked fora 300 lb concentrated top chord " considered for this design: AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 14-05 10-03 Truss designed for 4x2 outlookers. 2x4 let -ins 2-01-08 5-06-04 6-09-04 0-08-12 4-06-08 4-11-12 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 3.00 12 v M -2x4+ 12 a 3.00 permissible at inlet board areas only. M -3x5 M -2x4+ M -4x5 M -2x4 M -3x5 M -3x5 4 5 M -3x5 M -3x5" M -2x4 M -2x4 M -3x6 M -4x6 6 3 5 M- x M -3x5. 3 M -2x4 M -3x5 M -3x9 M -2x9 0 2 a' r, � r _ o < M -2x4+ M-�x4 M -2x4+ c o -M-5x5 0 9 M -}x10 12 > M -2x4 M -2x8+ M -3x5 M -5x8 M -2x4+ M -2x4+ M -2x8+ M -2x4+ M -2x4+ 15-01-12 4-08-04 4-10 I. J. L 15-00 9-08 L L (<PL:16-06-00 24-08 >PL:12-06-00 JOB NAME: Kelly Residence Lot 161-162 - A69 Scale: 0.2127 �-A WARNINGS: GENERAL NOTES, 6 9 1. Builder and erection contractor should be advised of all General Notes edunless 1. This design is based only upon the parameters shown and is for an individual only upon the para Truss. and Warnings before construction commences. building component. Applicability of design parameters and proper I 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to De laterally braced at - DES. BY • EE 3. Additional temporary bracing to insure stability during construction i 2• and at to•hin respectively unless braced throughout their length • is the responsibility of the erector. Adtlitional permanent bracing of )by continuous sheathing such as plywood sheathing(TC) and/or drywall C). . continuous DATE • 4/21/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6387738 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 435634 fasteners are complete and at no time should any loads greater than (f design loads be applied to any component. and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. - w fabrication, handling, shipment and installation of components. 7. Design assumes equate drainage is 6. This design is furnished subject to the limitations set forth by f truss.truss 8. Plates shall be located on DON faces of ss. and placed so their center 4 TPIMfTCA in 6CSI, copes of which will be furnished upon request. Dies coincide with joint center tines. III I I II II III IIII VIII VIII II IIII 6 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7-SP3(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIII TMsig4=red �ompMnput_ SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 24- 8.0" TC: 2x4DF 1I15BTR LOAD DURATION INCREASE = 1.25 BC: 2x4 DF 016BTR SPACED 24.0" O.C. WEBS: 2x4 DF 916BTR - LOADING TC LATERAL SUPPORT <= 12110C. 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 LETINS: 2-02-00 0-00-00 ADDL: BC UNIF LL+DL= 26.6 PLF 01- 6.0" TO 151- 0.0" V ADDL: BC UNIF LL+DL= 17.3 PLF 15- 0.0" TO 24- 2.0" 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. 14-05 10-03 2-01-08 3-00-04 4-10-04 4-05 0-08-12 4-06-08 4-11-12 12 12 3.00 v M -5x6 a 3.00 s5.0 M -2x4 5-00 5-00 5-01-12 4-08-04 4-10 CBC2013/IBC2012 MAX'MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -67) 0 1- 9=( 0) 3293 1- 2=(-3585) 0 11- 7=( 0) 1564 2- 3=(-3502) 0 9-10=( 0) 3283 9- 3=( 0) 264 11-13=( 0) 1174 3- 4=(-3282) 0 10-11=( 0) 2187 3-10=( -347) 65 7-13=(-1590) 0 4- 5=(-3312) 0 12-13=( 0) 7 4-10=( -566) 0 13- 8=( 0) 1314 5- 6=(-2361) 0 13-14=(-28) 46 10- 5=( 0) 1295 8-14=(-1406) 0 6- 7=(-2382) 0 5-11=( O) 573 7- 8=( -940) 0 11- 6=( -420) 0 11-12=( 0) 93 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" 0/ 1550V -70/ 113H 5.50" 1.65 DF ( 625) 24- 8.0" 0/ 1460V 0/ OH 5.50" 1.56 DF ( 625) BRG @ 0'- 0.0" 1.65 DF/ 2.55 HF/ 2.43 SPF BRG @ 24'- 8.0" 1.56 DF/ 2.40 HF/ 2.29 SPF -4x4 14 > 15-01-08 9-06-08 15-00 0-01-08 9-06-08 1. L <PL:16-06-00 24-08 >PL:12-06-00 JOB NAME: Kelly Residence Lot 161-162 ..____ _._ __ .._.---i_WARNINGS:p-_-_...___.-.---_'---.v--:._-_ 0 I. Builder and erection contractor snouts be advised of all General Notes Trus s t ) and warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown •. DES. BY • EE 3. Addidonal temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of DATE: 4/21/2016 the overall structure is the responsibility of the building designer. 6387739 f 4. No load should be applied to any component unfit after all bracing and SEQ. : fasteners are complete and at no time should any loads greater than TRANS I D• 435634 i 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 USA,CA copies lch will be furnished at TPIIIII I I II I III (IIII IIIII II I II I III MTek Inc/CompuTrus.Csl. Software 7 6 7-SP3(, L) -E - A70 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.113" @ 9'- 11.6" Allowed = 0.792" MAX DL CREEP DEFL = -0.370" @ 9'- 11.6" Allowed = 1.187" MAX TL CREEP DEFL = -0.482" @ 91- 11.6" Allowed = 1.187" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.370" MAX HORIZ. LL DEFL = 0.056" @ 24'- 6.2" MAX HORIZ. TL DEFL = 0.176" @ 24- 6.2" Wind: 110 mph, h=18.6ft, 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. N O W O 1 u7 Scale: 0.2261 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 antl proper incorpo2fion 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 lengg0tt�1 try continuous sheathing such as plywood sheathing(TC) and/or drywall9l, 3. 2x Impact bridging or lateral bracing required where shown - + 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center fines 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) y C 60384 * EXP. 06/30116 sT c/vi\� ��P \TFOF CA0`i IIIIIII T�sigr_ared _compwnput_ SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.0" TC: 2x4DF #1dBTR LOAD DURATION INCREASE = 1.25 BC: 2x4 DF 01dBTR SPACED 24.0" O.C. WEBS: 2x4 DF #1dBTR LOADING TC LATERAL SUPPORT <= 12110C. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF BC LATERAL SUPPORT <= 12"OC. UQN. DL" ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 50.0 PSF LETINS: 2-04-07 0-00-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Staple or equal at non-structural REQUIREMENTS OF CBC 2013 NOT BEING MET. vertical members Won). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 14-05 10-03 2-03-14 2-09-14 4-10-04 4-05 0-08-12 4-06-08 4-11-12 12 12 3.00 v M -4x5 M -3x5 a 3.00 4.0" M -2x4 M -3x5 5 '(_� 6 M -3x5 - M -2x4 M-2 4 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -96) 75 1- 9=( -628) 3176 1- 2=(-3414) 637 11- 7=( -692) 1906 2- 3=(-3054) 368 9-10=( -631) 3174 9- 3=( 0) 143 11-13=(-1855) 2785 3- 4=(-3237) 731 10-11=(-1884) 3593 3-10=( -775) 666 7-13=(-1723) 451 4- 5=(-2860) 329 12-13=( -3) 9 4-10=( -535) 0 13- 8=( -264) 1304 5- 6=(-2616) 771 13-14=(-2080) 2103 10- 5=( 0) 1004 8-14=(-1257) 132 6- 7=(-2399) 561 5-11=( -757) 1096 7- 8=( -780) 0 11- 6=( -426) 0 11-12=( 0) 62 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0" -105/ 1305V -2100/ 2100H 5.50" 1.39 DF ( 625) 24'- 8.0" -117/ 1285V -2100/ 2100H 5.50" 1.37 DF 1 625) BRG @ 0'- 0.0" 1.39 DF/ 2.15 HF/ 2.05 SPF BRG.@ 24'- 8.0" 1.37 DF/ 2.12 HF/ 2.02 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.108 @ 9'- 11.6 Allowed = 0.792" MAX DL CREEP DEFL = -0.248" @ 9'- 11.6" Allowed = 1.187" MAX TL CREEP DEFL = -0.356" @ 91- 11.6" Allowed = 1.187 RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.248" MAX HORIZ. LL DEFL = 0.138" @ 0'- 5.5" MAX HORIZ. TL DEFL =.-0.221" @ 0'- 5.5"; COND. 2: 2100.00 LBS SEISMIC LOAD. x Wind: 110 mph, h=18.6ft; TCDL=1'10 BCDL=4.2', ASCE 7-10, M -4x5 M -2x4+ M -3x5 M -3x7 3 2 � 0 � r I r - N -- o 1 9 M -5x6 M -2x4 10 11 0 M -3x8 0 u't 4-04-12 M -2x4 M -3x5 (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), M -2x9 load duration factor=1.6, M -4x4 End vertical(s) are exposed to wind, ;:-�_8 M -2x4+ Truss designed for wind loads r_ _u 13 14 M -5x10; M -3x5 > 5-00 5-00 5-01-12 4-08-04 4-10 15-01-08 9-06-08 15-00 0-01-08 9-06-08 L<PL:16-06-00 24-08 >PL:12-06-00� 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 which is non -concurrent with other live loads. 0 Truss designed for 4x2 outlookers. 2YA let -in 's C of the same. size and grade as structural top I chord. Insure tight fit at each end of let -in. ' Outlookers must be cut with care and are permissible at inlet board areas only. JOB NAME: Kelly Residence Lot 161-162 - A71 Scale: 0.2122 .--..__.� ^ - _A7_ �Jv i 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 d Truss: i and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2X4 compression web bracing must De installed where shown +. incorporation component is me responsibility 01 the building designer. DES. BY: EE 3. Additional temporary bracing to insure stability during construction is the res nsibl6 of the erector. Additional permanent bracing of Po ty P 9 a 2. Design assumes the top and bottom chords to De laterally braced at 2• o.c. and at 10' hino.csuch ativ ly unless braced throughout their length by continuous sheathing such as plywood in C). ' DATE: 4/21/2016 i � the overall structure is me responsibility of the building designer. ere s own -drywall 3. 2x Impact bridging or lateral bracing required where shown . . meed SEQ. : 6387740 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 : 435634 fasteners are complete and at no time should any loads greater than design loads be applied to any component, i and are for'drycondition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it 5. CompuTrus has no control over antl assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. 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 centerAN i TPITCA in SCSI, copies of which will be furnished upon request, lines codwith joint center tines. II III VIII III I III III I 111111111 IIIII III i9. Digits indicate size of plate in inches. I MiTek USA, Inc./CompuTrus Software 7.6.7-SP3(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) III [III T�s igr�red _comp_ nput_ SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 1'- 8.9" 1COND. 2: 200.00 PLF SEISMIC LOAD. TC:" 2x4 DF H1dBTR• LOAD DURATION INCREASE = 1.25 Note:Truss design requires continuous BC: 2x4 DF BIdBTR SPACED 24.0" O.C. bearing wall for entire span UON. WEBS: 2x4 DF 81dBTR. LOADING All connections and attachments of components to form TC LATERAL SUPPORT 24"OC. UON. - LL( 20.0)+DL( 23.0) ON TOP CHORD.- 43.0 PSF the structural system for imposed seismic loading is BC LATERAL SUPPORT <= 12110C. UON. - DL ON BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of record. " TOTAL LOAD = 50.0 PSF - - ------------------------- - ------ Design assumes shear panel to align with verticals NOTE: 2x4 BRACING AT 24"OC UON FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF CBC 2013 NOT BEING MET. " Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. Unbalanced live loads have been AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - considered for this design. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 0-03-08 which is non -concurrent with other live loads. 1-02-0606-08 1-05-06 12 3.00 v M -5x7 M -9x6 M -3x5.. .' •. -IM4x4 M-SSxS 1-08-19 <PL: 0-00-00 JOB NAME: Kelly Residence Lot 161-162 - AA ~ Scale: 0.3428 FESS/ - WARNINGS: GENERAL NOTES, unless otherwise noted: AAT. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual .. Truss - I and Warnings before construction commences. building component. Applicability of design parameters and proper installed incorporation of component is the responsibility of the building designer. y - , 2. 2x4 compression web bracing must be where shown �." _ 2• Design assumes the top and bottom chords to D8 laterally braced at m DES. BY: EE I 3. Additional temporary bracing to insure stability during construction i 2' o.c. and at to' o.c. respectively unless braced throughout their len by is Ne responsibility of the erector. Atlditional permanent bracing of - W, 60384' . m DATE: 3/25/2016 continuous sheathing such as plywood sheathing(TC) and/or drywallC); the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown - A SEQ. : 6378471 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes busses are to be used in a non-covosive environment, EXP. 06130116 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for 'dry condition' of use. 3/2>C// • TRANS I D ' 4 35020 I p� g '5. CompuTrus has no conassumes no responsibility control over and ibility for the 6. Design assumes full bearingat all supports shown. Shim or wedge if necessary. is C " 'v T \ fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the [imitations set forth by 8. Plates shall be located on both faces of truss, and so their center '9J' �l\\ FC kF� " • placed TPIM/TCA in BCS[, copies request bines coincide with joint centers nes. of which will be furnished A� III I I III I VIII II I I I [III [III [III ;poll 9. Digits indicate size of plate in inches. t MiTek USA, Inc./Com uTrus Software 7.6.7(l L -E 10. For basic connector ate design values see ESR -1311, ESR -1988 MiTek) ( ) . T�sigr�red —CompM.nput_ SPATES FABRICATORS (JR) ' -LUMBER SPECIFICATIONS - TRUSS SPAN 11- 7.9" ICOND. 2: 200.00 PLF SEISMIC LOAD. - TC: 2FA DF j116BTR _ LOAD DURATION INCREASE = 1.25 Note:Tcuss design requires continuous BC: 2x4 DF N1aBTR SPACED 24.0" O.C. bearing wall for entire span UON. WEBS`. 2::4 DF N1bBTR LOADING All connectionsand attachments of components to form TC LATERAL SUPPORT <= 12110C. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF. the structural system for imposed seismic loading is. BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of record. TOTAL LOAD = 50,0 PSF Design assumes shear panel to align with verticals LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL L in adjacent trusses. . REQUIREMENTS OF CBC 2013 NOT BEING MET. Note: Attachments as stated above must account ' M -4x5 M -2x4' r BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP for the component overturning moment. a. for . - • 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 ' which is non concurrent with other live loads. <M—�x4 M -9x5" 1 1-07-19 <PL: .0-00-00 JOB NAME: Kelly Residence Lot 161-162 - AB . scale: 0.'5461 pFESS/pe� •yq��. 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 u8 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. - on 2. Design assumes the top and bottom chords to be laterally braced at 3. Additional temporary bracing to insure stability during construction CD fn'. DES. BY: EE is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at to' o.e. respectively unless braced throughout their length by W ty P 9 drywall C). W. C 60384, Tn "� DATE: 3/25/2016 ,•- continuous sheathing such as plywood sheathing(TC) and/or the overall structure is the responsibility of the building designer. 3. 2z Impact bridging or lateral bracing required where shown - < - SEQ. 6378472 4. No bad should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, * EXP. 06130116, fasteners are complete and at no time should any loads greater than design loads be applied to any component, and are for'dry condifion' 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 responsitztity for the necessary. tr Civil. Q' T C( V `\ .. labriwfion, 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. Plales shall be located on both laces of truss, and so their center - OF placed TPIMITCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. CA!L`� 1 III II (IIII II IIII II III (IIII II III 9. Digits indicate size of plate In inches. MiTek USA, Inc.ICompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) - - 'I WARNINGS: GENERAL NOTES, unless otherwise noted A� pinput— II IIID Truss • ,,I and Warnings before construction commences. building component. Applicability of design parameters and proper • S FABR Se WOR" ' LUMBER SPECIFICATIONS incorporation of component is the responsibility of the building designer. t " DES. BY : EE - TRUSS SPAN 1'- 5.4" 3. Additional temporary bracing to insure stability During construction 1COND. 2: 200.00 PLF SEISMIC LOAD. TC:" 2x4 OF NldBTR I is the res nsibiti of the erector. Additional permanent bracin of Po N P 9 LOAD DURATION INCREASE = 1.25 DATE: 4/21/2016 Note:Truss design requires continuous 3. 2x Impact bridging or lateral bracing required where shown ++ BC: 2x4 OF hl&BTR 4. No load should be applied to any component until after all bracing and SPACED 24.0" O.C. TRANS ID: 435634 1, ; I, bearing wall for entire span UON. and are for "dry condition' of use. 5. Design assumes ran bearing at all supports shown. shim or wedge if WEBS: 2x4 OF H16BTR �I 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 LOADING All connectionsand 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. lines coincide with pint center in DL ON BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of record. Digits indicate size of plate intoes. 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 L STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. " - M' 5x5 M -2x4 REQUIREMENTS OF CBC 2013 NOT BEING MET: Note: Attachments as stated above must account • 1 2 .BOTTOM CHORD, CHECKED FOR IOPSF LIVE LOAD. TOP for the component overturning moment. A _ BOTTOM CHORDLIVELOADS ACT NON -CONCURRENTLY. rid Design checked for a 300 lb concentrated top chord Design l — — Il live Load per IBC 2012 due to maintenance workers, o o o which is non -concurrent with other live loads. q <M-'••L�} x9 1-05-06 . <PL: 0-00-00 JOB NAME: Kelly Residence Lot -161-161 - AC Scale: 0.5669 �1 2 LLI C`60384 * EXP: 06/30116 CIV gTFOF �� WARNINGS: GENERAL NOTES, unless otherwise noted A� 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss • ,,I 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 " 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. and at 10' o.c. respectively unless braced throughout their len N by N I is the res nsibiti of the erector. Additional permanent bracin of Po N P 9 a continuous sheathing such as plywood sheathing(TC) and/or drywall C). DATE: 4/21/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6387741 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS ID: 435634 1, ; I, fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for "dry condition' of use. 5. Design assumes ran bearing at all supports shown. shim or wedge if • �I 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 lines. TPINJfCA in 8C51, copies of which will be furnished upon request. lines coincide with pint center in ' IIII III II I II IIII III I III I I III I I IIII ,t19. .y MiTek USA,Inc./CompuTrus Software 7.6.7(1L) -E Digits indicate size of plate intoes. 10. For basic connector plate design values see ESR -1311, ESR-1988(MiTek) �1 2 LLI C`60384 * EXP: 06/30116 CIV gTFOF �� JOB NAME: Kelly Residence Lot 161-162 AD Scale: 0.5245 —,.�--_ I WARNINGS: IIID - - 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 SFAB Sed�compMnputs LUMBER SPECIFICATIONS building component. Applicability of design parameters and proper TRUSS SPAN 21- 6.9" - 2. 2x4 compression web bracing must be installed where shown «. _ COND. 2: 200.00 PLF SEISMIC LOAD. TC: 2::4 DF N1&BTR - ! LOAD DURATION INCREASE = 1.25 - s the responsibilityof the erector. Additional permanent bracing of Pe 9 Note:Truss design requires continuous DATE: 3/25/2016 - BC: 2x4 DF #1&BTR 3. 2x Impact bridging or lateral bracing required where shown - . SPACED 24.0" O.C. 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, bearing wall for entire span UON. fasteners are complete and at no time should any loads greater than design loads be applied to any component. 1 WEBS: 2x4 DF 01&BTR. 5. CompuTrus has no control over and assumes no responsibility for the necessary. 1 fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. ( 6. This design is furnished subject to the limitations set forth by LOADING All connections and attachments of components to form TC LATERAL SUPPORT <= 12"OC..UON. III I I II II I VIII II III III IIII III 11111111111111 LL( 20`.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF the structural system for imposed seismic loading is BC LATERAL SUPPORT <= 12110C. - UON. - DL ON BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of.record. " - - TOTAL LOAD = 50.0 PSF - - - " Design assumes shear panel to align with verticals 2-06-14.. 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 M74x4 M -2x4 BOTTOM CHORD CHECKED FOR IOPSF 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 _ _I which is non -concurrent with other live .loads. <114x4 -M-4x4 JOB NAME: Kelly Residence Lot 161-162 AD Scale: 0.5245 - C 60384 * EXP. 06/30/16, s'r, . CIVIC. _.�P —,.�--_ I 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 and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by s the responsibilityof the erector. Additional permanent bracing of Pe 9 continuous sheathing such as plywood sheathing(TC) andfor drywall C). DATE: 3/25/2016 - theoverall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown - . - SEQ. : 6378474 - 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 : 4.35020 fasteners are complete and at no time should any loads greater than design loads be applied to any component. 1 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. 1 fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. ( 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIMyfCA in BCSI, copes of which will be furnished upon request tines coincide with joint center fines. coincide III I I II II I VIII II III III IIII III 11111111111111 9. Digits size of plate to inches. MiTek USA, IncdCompuTrus Software 7.6.7(1 L) -E h 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) - C 60384 * EXP. 06/30/16, s'r, . CIVIC. _.�P II IIII - SP�FABRICATORS mp-.nput_ LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.4" 1COND. 2: 200.00 PLF SEISMIC LOAD. TC: 2::10 DF 92 LOAD DURATION INCREASE = 1.25 BC: 2:12 DF N2 SPACED 24.0" O.C. Note: Truss design requires continuous bearing wall for entire span UON." TC LATERAL SUPPORT <= 12"OC. UON. 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 DL ON BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of record. Unbalanced live loads have been, TOTAL LOAD = 50.0 PSF considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Design assumes shear panel to align with verticals REQUIREMENTS OF CBC 2013 NOT BEING MET. in adjacent trusses. Note: Attachments as stated above most account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOPfor the component overturning moment. `- AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. Lumber must be free and Design checked for a 300 lb concentrated top chord clear of knots and splits M -2X10+ M -2x10+ live load per IBC 2012 due to maintenance workers . which is non-concurrent.with other.live loads. JOB NAME: Kelly Residence Lot 161-162 - AE Scale: 1.2183 r C 60384, * EXP. 06130/t6 �sr C�1 /, ��Q . 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 and bottom chords to De laterally braced at 2' o.c, and at 10' o.c. respectively unless braced throughout their len th by is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as ptywootl sheathing(TC) and/or tlrywall$C). DATE: 4/21/2016 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ c SEQ. 6 3 8 7 7 4 2 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses to be in a : 1 TRANS I D : 435634 fasteners are complete and at no time should any loads greater than design loads be applied to any component. assumes are used 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 b tiry 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/WTCA in BCSI, copies of which will be furnished upon est. Dies coincide with joint I III II II III II IIII III I VIII IIII IIII ate Incenterinches. 9. Digits indicate Size Of plate in inches. (req; MiTek USA, Inc./Com uTrus Software +7.6.6-SP2 1 L E 10. For basic connector late design values see ESR -1311, ESR -1988 MiTek ( ) f r C 60384, * EXP. 06130/t6 �sr C�1 /, ��Q . III r ` 1�sigf11Mred-compMnput_ C, C, C 0, <PL: 0-00-00 SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS TRUSS SPAN 21- 6.9" 1COND. 2: 200.00 PLF SEISMIC LOAD. TC: 2x10 DF 02 - AF LOAD DURATION INCREASE = 1.25 Note: Truss design requires continuous BC: 2x12 DF 92 scale: 0.9006 SPACED 24.0" O.C. pFESS/p bearing wall for entire span'UON. - TC LATERAL SUPPORT <= 12"OC. DON. GENERAL NOTES,unless otherwise noted: 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 1. This design is based only upon the parameters shown and is for an individual DL ON BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of record. I Trus S E - TOTAL LOAD = 50.0 PSF building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. -Unbalanced live loads have been - Z Design assumes shear panel to align with verticals considered for this design. - ( 3. Additional temporary bracing to insure stability during construction LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. LU REQUIREMENTS OF CBC 2013 NOT BEING MET. CC A C -V 0384 Lumber must be free and Note: Attachments as stated above must account clear knots and splits BOTTOM CHORD CHECKED FOR LIVE LOAD. TOP for the component overturning moment'. of AND BOTTOM CHORD LIVE LOADDSS ACT NON -CONCURRENTLY. . _ DATE • 2-06-14 Design checked for a 300 lb concentrated top chord 3. 2x Impact bridging or lateral bracing required where shown ++ live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. SEQ. : " 6387743 ' M -2x10+ M -2x10+ 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. 2-06-1.9. C, C, C 0, <PL: 0-00-00 JOB NAME: Kelly 2-06-1.9. <PL: 0-00-00 JOB NAME: Kelly Residence Lot 161-162 - AF scale: 0.9006 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 - I Trus S E - and Warnings before construction commences. i 2. 2k4 compression web braang must De installetl where shown +, building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. - Z 1 - ; DES. BY:. EE ( 3. Additional temporary bracing to insure stability during construction 2. Design assumes Me top and bottom chords to De laterally braced at 2' ox. and at 10' o.c. respectively unless braced throughout (hir lngth Dy LU CC A C -V 0384 m . rn is the responsibility of the erector. Additional permanent bract ng of continuous sheathing such as plywood sheathing(TC) C andlor dell: ll C DATE • 4/21/2016 ) the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : " 6387743 ' 1 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in a noncorrosive environment, and are for "dry condition" of use. * EXP. O6/3O/16 * - 1 TRANS I D : 435634 i design loads 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 necessary. S T C )V IL \P ' fabrication, handling, shipment antl installation of components. 6. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and so their center FQF i TPINVECA in SCSI, copies of which will be furnished upon request. placed tines coincide with joint center tines. CALW - i IIII I I II I III II I II ( II I I III IIII IIII I f MiTek USA, Inc./CompuTrus Software +7.6.6-SP2(1 L) -E 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) Truss: kuvl DES. BY: EE DATE: 4/21/2016 SEQ.: 6387744 TRANS ID: 435634 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown «. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set Porth by - TP11WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.7-SP3(1L)-Z GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual i 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 lenth by continuous sheathing such as plywood sheathing(TC) and/or drywall(glC). 3. 2x Impact bridging or lateral bracing required where shown «+ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, - and are for *dry condition* of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center tines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) TMsign�red M�Omptlwnput_ IIIIII SPATES FABRICATORS (JR) LUMBER SPECIFICATIONS - TRUSS SPAN 11- 10.4" _ _ COND. 2: 200.00 PLF SEISMIC LOAD. .. ,TC.:•- 2x4•DF N1&BTR LOAD DURATION INCREASE '= 1.25 - -- ' Note: Outlooker truss. Upper top chords require same material BC: 2x4 DF Nl&BTR _ SPACED 24.0" O.C. as structural top chord.' Connect with (2x4 TC) C -2.5x9.3 or 2x4 DF N1&BTR. (2x6 TC) C -4x4.3 min typical 36"oc (uon). LOADING TC LATERAL SUPPORT <= 12110C. DON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF Note:Truss design requires continuous BC LATERAL SUPPORT <= 12"OC. UON. DL' ON BOTTOM CHORD = 7.0 PSF bearing wall for entire span UON. TOTAL LOAD= 50.0 PSF - All connections and attachments of'components 'to form LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL the structural system for imposed seismic loading is ` REQUIREMENTS OF CBC 2013 NOT BEING MET. the responsibility of the engineer of record. - � - - - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP • .. Design assumes shear panel to align with verticals 1-10-06,' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. in adjacent trusses. }, :R *. Note: Attachments as stated above must account _e �• M -2x81 r for the component overturning moment. Truss: kuvl DES. BY: EE DATE: 4/21/2016 SEQ.: 6387744 TRANS ID: 435634 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown «. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set Porth by - TP11WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.7-SP3(1L)-Z GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual i 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 lenth by continuous sheathing such as plywood sheathing(TC) and/or drywall(glC). 3. 2x Impact bridging or lateral bracing required where shown «+ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, - and are for *dry condition* of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center tines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) I I 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. r t • Truss: kuN DES. BY: EE DATE: 4/21/2016 SEQ.: 6387745 TRANS ID: 435634 ' IIII I I II II I IIII III II III IIII IIII 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 �. i 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. t 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by ( TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.7-SP3(1 L) -Z 1 Scale: 0.7464 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 lenggtNh by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown - t 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. S. Plates shall be located on both faces of truss, and placed so their center fines coincide with joint renter Ones. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 60384 * EXP: 06/30116 9TFne � rl 1FOQ' - - ... .. -. o , IIITMI ,.. .. SPATE FABRICredJ�comp�nput- LUMBER SPECIFICATIONS TRUSS SPAN 1'- 4.9" ICOND. 2: 200.00 PLF SEISMIC LOAD. TC: 2x4 DF #1dBTR LOAD DURATION INCREASE = 1.25 Note: ttruss. Upper top chords require same material BC: 2x4 DF. #1dBTR SPACED 24.0" O.C. as strucucturalural top chord. Connect with (2x9 TC) C -7.5x9.3 or WEBS: 2x9 DF #1aBTR.' (2x(5.TC) C -4x4.3 min typical 3611oc Won). LOADING TC LATERAL SUPPORT <= 12110C. UON. •LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF Note:Truss design requires continuous BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 7.0 PSF - - bearing wall for entire span UON.. ' - - TOTAL LOAD = 50.0 PSF All connections and attachments of components to form - - LIMITED. STORAGE DOES NOT APPLY DUE TO THE SPATIAL the structural system for imposed seismic.loading is _ REQUIREMENTS OF CBC 2013 NOT BEING MET. the responsibility of the engineer of record. 1-04-14 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Design assumes shear panel to align with verticals • AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. in adjacent trusses. . M -2x8+ Note: Attachments as stated above must account M -2x8+ for the component overturning moment. I I 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. r t • Truss: kuN DES. BY: EE DATE: 4/21/2016 SEQ.: 6387745 TRANS ID: 435634 ' IIII I I II II I IIII III II III IIII IIII 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 �. i 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. t 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by ( TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.7-SP3(1 L) -Z 1 Scale: 0.7464 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 lenggtNh by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown - t 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. S. Plates shall be located on both faces of truss, and placed so their center fines coincide with joint renter Ones. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 60384 * EXP: 06/30116 9TFne � rl 1FOQ' - - ... .. -. o , .•.o ,.. .. I I 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. r t • Truss: kuN DES. BY: EE DATE: 4/21/2016 SEQ.: 6387745 TRANS ID: 435634 ' IIII I I II II I IIII III II III IIII IIII 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 �. i 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. t 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by ( TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.7-SP3(1 L) -Z 1 Scale: 0.7464 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 lenggtNh by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown - t 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. S. Plates shall be located on both faces of truss, and placed so their center fines coincide with joint renter Ones. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) C 60384 * EXP: 06/30116 9TFne � rl 1FOQ' II IIID iM M W T"sign red omplMnput— 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Tr U S S ' ' and Warnings before construction commences. SPATES FABRICATORS (J ) LUMBER SPECIFICATIONS - TRUSS SPAN 2- 6.9" .'. COND.. 2: 200.00 PLF SEISMIC LOAD. TC: 2x4'DF H16BTR. 3. Additional temporary bracing to insure stability during construction LOAD DURATION INCREASE = 1'.25 Note: Truss design requires continuous (TC) athrougnd/ooutr continuous sheathing such dry all contO.Pinuous hio.n, suchrespas ply ) drywall C). BC: 2x4 DF i116BTR - SPACED 24.0" O.C. 3. 2z Impact bridging or lateral bracing required where shown ++ l acing r meed here own /' O - SEQ. 6 3 8 % % 4 6 bearing wall for entire span UON. 4. No load should be applied to any component unfit after all bracing and WEBS: -2x4 IF H16BTR TRANS I D : 435634 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for 'dry condition" of use. 6. Design assumes NO bearing at all supports shown. Shim or wedge if ' 5. CompuTrus has no control over and assumes no responsibility for the necessary. LOADING All connections and attachments of components to form TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL('23.0) ON TOP CHORD = 43.0 PSF the structural system for imposed.seismic loading is BC .LATERAL SUPPORT <= 12"OC. - - - UON. - DL ON BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of record. + - I II .TOTAL LOAD = 50.0 PSF - - - II VIII •. I IIII assumes shear panel to align.withverticals ' LIMITED STORAGE DOES -NOT APPLY DUE TO THE SPATIAL in adjacent trusses. in MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E 10. For basic connector plate design values see ESR -1311, ESR -1986 (frtiTek) 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,: 2706-14, AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. Design checked for a 300 lb concentrated top chord w live load per IBC 2012 due to maintenance workers M -3x4 M -2x9 which is non-concurrent.with other live loads. JOB.NAME: Kelly -Residence Lot 161-162 AP Scale: 0.6666 - -APWARNINGS: 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 Tr U S S ' ' and Warnings before construction commences. building component. Appficability of design parameters and proper - 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 2• Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 3. Additional temporary bracing to insure stability during construction 2' and at 10' unless braced by is the responsibility of the erector. Additional permanent bracing of Pa ty P 9 (TC) athrougnd/ooutr continuous sheathing such dry all contO.Pinuous hio.n, suchrespas ply ) drywall C). DATE: 4/21/2016 - the overall structure is me responsibility of the building designee 3. 2z Impact bridging or lateral bracing required where shown ++ l acing r meed here own /' O - SEQ. 6 3 8 % % 4 6 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 435634 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for 'dry condition" of use. 6. Design assumes NO 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. S. 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 TPINVTCA in SCSI, copies of which will be furnished upon request. tines coincide with joint center tines. IIII I II II II IIII II II VIII I I IIII 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.7(1L) -E 10. For basic connector plate design values see ESR -1311, ESR -1986 (frtiTek) C a� m 060384 * W. 06130116 * . �sr_ clvl\ , .�P" M M M M M T d ompt�nput r 1-07-10 .. FABR S S tt� FABRi t1 S ( I LUMBER SPECIFICATIONS . TRUSS SPAN 1'- 7.6:'KOND. NAME; Kelly 2: 200.00 PLF SEISMIC LOAD. -- ' TC:' 2x4 DF #1&BTR LOAD DURATION INCREASE= 1.25 - t Note: ttruss. Upper top chords require same material BC: 2:;4 DF H1&BTR SPACED 24.01, 0. C. WARNINGS: as strucucturalural top chord. Connect with (2x4 TC) C -2.5x4.3 or WEBS: 2x9 DF N1&BTR (2x6 TC) C -4x4.3 min typical 36"oc Won). 1. This design is based only upon the parameters shown and is for an individual LOADING Truss: TC LATERAL SUPPORT <= 121 -OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD =. 43.0 PSF- 'AQ Note:Truss design requires continuous 2. 2x4 compression web bracing must be installed where shown +. BC LATERAL SUPPORT-<= 12110C. UON. DL ON 'BOTTOM CHORD = 7.0 PSF bearing wall for entire span DON. L. 2' o.e. and at 10' o.c. respectively unless braced throughout their lenggth by TOTAL LOAD =. 50.0. PSF- T DATE: 4/21/2016 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 All connections and•attachments,of components to form- IX - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '. the 'structural system for imposed seismic loading is. - 6387747 + 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, REQUIREMENTS OF CBC 2013 NOT BEING MET. the responsibi-lity of the engineer of record: - - ` - BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP' - •Design assumes shear panel.to align with verticals' g 1-07-10 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.' _ • in adjacent trusses. - and are condition' of use. 6. Design assumes full Dearing at all supports shown. Shim or wedge if necessary. C'v 1` sT \P • Note: Attachments as stated above must account fabrication, handling, shipment and installation of components. 6. This design is furnished to the limitations forth by 7. Design assumes adequate drainage is provided. M -2x8+, FOF for the component overturning moment,. 1-07-10 .. .. .. <PL.: '0-00-00x^ JOB NAME; Kelly Residence Lot 161-162 - AQ t scale: 0.7213'.. QFESS/O - WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designee 'AQ 2. 2x4 compression web bracing must be installed where shown +. 2. Design assumes the top and bottom chords to be laterally braced at - y m DES. BY: EE 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent brawn of P° ty P 9 2' o.e. and at 10' o.c. respectively unless braced throughout their lenggth by W O ��� T DATE: 4/21/2016 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 IX SEQ. - 6387747 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, EXP: 06/30/16 fasteners are complete and at no time should any loads greater than for'dry g TRANS • I D ' 435634 design loads be applied to any component. 5 . CompuTrus has no control over and assumes no responsibility for the and are condition' of use. 6. Design assumes full Dearing at all supports shown. Shim or wedge if necessary. C'v 1` sT \P • fabrication, handling, shipment and installation of components. 6. This design is furnished to the limitations forth by 7. Design assumes adequate drainage is provided. FOF subject set TPIAVrCA 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 tines coincide with joint center tines. Cp,0. 1 III III I I II II VIII III 111111111111111 III I I I II ILII 9. Digits indicate size of plate in inches. • MiTek USA, Inc./CompuTrus Software 7.6.7-SP3(1 L) -Z 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) �' �: Tl signMred ompt. iput r II IIII SPATES FABRICATORS (J ) LUMBER SPECIFICATIONS ' - TRUSS SPAN 1'- 7.1" ICOND. 2: 200.00 PLF SEISMIC LOAD., TC: 2x4 DF §I&BTR LOAD DURATION INCREASE = 1.25 i Note:Truss design requires continuous,. SC: 2x4 DF. HILBTR - SPACED 24.0" O.C. wall for entire' span DON. WEBS: 2x4 DF 01dBTR.bearing ' 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 loa'ding'is . BC LATERAL SUPPORT <= 121-OC.,UON: - - DL AN BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of record. . 'Residence Lot 161-162 - AR TOTAL LOAD = 50.0 PSF ... c - i Design assumes shear panel to align with verticals • - - LIMITED STORAGE DOES NOT APPLY'DUE TO THE SPATIAL - in adjacent trusses. - ' - WARNINGS: REQUIREMENTS OF CBC 2013 NOT BEING MET. t • Note: Attachments as stated above must account r1 , - - B OTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'AND - for the component overturning moment. " - M -2X8+ BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. �'f•" ... - - - `; ,• nacinn rharirari fnr a '1110 lh runefrarari Mn rhnrri r .. 1-07-02': r , JOB NAME: Kelly 'Residence Lot 161-162 - AR i scale: 0.7849 pFESS/0A� •y,9�� - WARNINGS: GENERAL NOTES, unless otherwise noted: - • r1 , 1. This design is based only upon the parameters shown and is for an individual - < .. 1-07-02': r , JOB NAME: Kelly 'Residence Lot 161-162 - AR scale: 0.7849 pFESS/0A� •y,9�� - WARNINGS: GENERAL NOTES, unless otherwise noted: - 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Trus S ' and Warnings before construction commences. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. 2x4 compression web bracing must be installed where shown *. 2. Design assumes the top and bottom chords to be laterally braced at .. - CD m III DES., -BY: EE 3. Additional temporary bracing to insure stability during construction 2' o.c. and at 10' ox. respectively unless braced throughout their lengqthby W C 60384, TTl , , s the responsibility of the erector. Additional permanent bracing of - W ty P g continuous sheathing such as plywood sheathing(TC) and/or dr wall(BC). ,. M { DATE • 4/21/2016 -the overall structure is the responsibility of the building designer. - 3. 2x Impact bridging or lateral bracing required where shown ++ }I- SEQ. F) 3 8 7 7 4 8 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosNe environment, * EXP. O6I3OI16 * ' i TRANS " I D : 435634 fasteners are complete and at no time should any loads greater than design bads be applied to any component. S. CompuTrus has no control over and assumes no responsibility for the and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. , S CIV 1�- j• fabrication, handling, shipment and installation of components. is furnished to limitations 7. Design assumes adequate drainage is provided. FBF - 6. This design subject the set forth by TPIANTCA 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 t center tikes coincide with joint center lines. inie to - CAOUF_ ' 1 III III II II II II I IIII III IIII IIII IIII 9. Digits indicate size of inches. MiTek USA, Inc./CompuTrus Software 7.6.7-SP3(l L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) , SM �' FIs - put _ SII III ST"signsred,pn-ompLOW. FABRi�,_ a LUMBER SPECIFICATIONS - TRUSS SPAN 1'- 2.9" _ COND. 2: 200.00 PLF SEISMIC LOAD. TC: 2>:4 DF hl&BTR LOAD DURATION INCREASE = 1.25 Note:Truss design requires continuous BC: 2x4 DF 0l&BTR SPACED 24.0" O.C. bearing wall for entire span UON. WEBS: 2x4 DF N1&BTR LOADING All connections and attachments of components to form TC LATERAL SUPPORT <= 32"OC. UON. LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 PSF the structural system for imposed seismic loading is BC LATERAL SUPPORT <= 12110C. UON. DL ON BOTTOM CHORD = 7.0 PSF the responsibility of the engineer of record.- TOTAL LOAD = 50.0 PSF Design assumes shear panel to align with verticals LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - in adjacent trusses. " REQUIREMENTS OF CBC 2013 NOT BEING MET. _ . - Note: Attachments as stated above must account ' M -4x5". M -2X4 BOTTOM CHORD CHECKED FOR lOPSF 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 " i— I 0 C5 0 o — Cl o which is non -.concurrent with other live loads. Lil _777 -77777— <M -1x4 M -9x5 1-02-14 <PL: 0-00-00 JOB NAME: Kelly Residence Lot 161-162 - AT Scale: 0.6591 pFESS/0 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 incorporation is the of the building designer. 1 2. 2x4 compression web bracing must be installed where shown *. of component responsibility .� y DES. BY EE c dt laterally braced at 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottomless braced 2' o.c. and at to' o.c. respectively unless b aced throughout weir len th by LI til 0 ��� rrt rn • is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or tlrywall C). (e i DATE • 4/21/2016 C the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6387749 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a non -corrosive environment, EXP. 0613OI16 , fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are foOrey oonditiod of use. - TRANS I D : 43563,4 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes lull Dearing at all supports shown. Shim or wedge if necessary. S C 0L Q' p Iv _ fabrication, handling, shipment and installation or components. 7. Design assumes adequate drainage is provided. '4T FOF 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 CgLk1 IIII I I II III II III II (VIII I I III TPITCA in SCSI, copies of which will be furnished upon request. tines coincide with joint center tines. /W 9. Digits indicate size of plate in intoes. i I MiTek USA, Inc./CompuTrus Software 7.6.7(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) i Truss: JM v DES., BY: EE DATE: 4/21/2016 SEQ.: 6387750 TRANS ID: 435634 . 111111111111111111111111 IN 1 ----- ------ Urrwo/pN 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 individualand Warnings before concoction 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 bradng of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibifity for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIWTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software +7.6.6-SP2(1 L) -E budding component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their len N by continuous sheathing such as plywood sheathing(TC) and/or drywall$C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for 'dry condition' of use. 6. Design assumes NII bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage isprovided. ' 8. Plates shall be located on both faces of truss, and placed so their center fines coincide with joint center tines. 9. Digits indicate size of plate in inches. - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LU C 60384 m * EXP. 06/30116 tPT 1010 - OF CMI�� sign�x SPATE FABRIC SeaJfWompiWnput= LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.9" . COND. 2: 200.00 PLF SEISMIC LOAD. TC: 2x10 DF 02 •LOAD,DURATION INCREASE = 1.25 Note:Truss design requires continuous BC: 2x12 DF p2 SPACED 29.0" O.C. bearing wall for entire span UON.' TC LATERAL SUPPORT <= 12"OC: UON'. - LOADING' All connections and attachments of components1to 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 , DL ON, BOTTOM CHORD = ' 7.0 PSF" the responsibility of the engineer of record. TOTAL 'LOAD = 50.0 PSF Unbalanced live loads have been,- I Design assumes sheaf panei 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. Note: Attachments as stated above must account ° • BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP for,the component overturning moment.. , �, - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. •• - Design checked for a.300 lb concentrated top chord Lumber'musb be free and live load per IBC 2012 due to maintenance workers clear of knots and splits M -2x10+ • M -2x10+ which is non -concurrent with other live loads. Truss: JM v DES., BY: EE DATE: 4/21/2016 SEQ.: 6387750 TRANS ID: 435634 . 111111111111111111111111 IN 1 ----- ------ Urrwo/pN 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 individualand Warnings before concoction 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 bradng of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibifity for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIWTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software +7.6.6-SP2(1 L) -E budding component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their len N by continuous sheathing such as plywood sheathing(TC) and/or drywall$C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for 'dry condition' of use. 6. Design assumes NII bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage isprovided. ' 8. Plates shall be located on both faces of truss, and placed so their center fines coincide with joint center tines. 9. Digits indicate size of plate in inches. - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LU C 60384 m * EXP. 06/30116 tPT 1010 - OF CMI�� z Truss: JM v DES., BY: EE DATE: 4/21/2016 SEQ.: 6387750 TRANS ID: 435634 . 111111111111111111111111 IN 1 ----- ------ Urrwo/pN 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 individualand Warnings before concoction 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 bradng of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibifity for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIWTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software +7.6.6-SP2(1 L) -E budding component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their len N by continuous sheathing such as plywood sheathing(TC) and/or drywall$C). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for 'dry condition' of use. 6. Design assumes NII bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage isprovided. ' 8. Plates shall be located on both faces of truss, and placed so their center fines coincide with joint center tines. 9. Digits indicate size of plate in inches. - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LU C 60384 m * EXP. 06/30116 tPT 1010 - OF CMI�� IIIIII o NAME: Kelly o SFABRSedJK�:ompt_nput� LUMBER SPECIFICATIONS _TRUSS SPAN 2'- 6.9" - ,. COND. 2: 200.00 PLF SEISMIC LOAD. " _ TC:', 2x10 IF 92 pFESS/pN LOAD DURATION INCREASE = 1.25 'WARNINGS: Note:Truss design requires continuous GENERAL NOTES, unless otherwise noted: BC: 2x12 -0F 02 . SPACED 29.0" O.C. 1. Builder and erection contractor should be advised of all General Notes bearing 'wall for entire span UON.' TC,'LATERAL SUPPORT <= 12"OC. UON. - _ +r LOADING A11"connections.and attachments of components .to form ' BC LATERAL SUPPORT <= 12"OC.,-UQN. %y • ` DES. BY • EE LL( 20.0)+DL( 23.0) ON TOP CHORD = 43.0 BSP the structural system for imposed seismic loading is. - O �� m T " - DL ON BOTTOM CHORD = •7.0 PSF. the responsibility of the engineer of record. continuous sheathing such as plywood sheathing(TC) and/or drywall(eC). 3. 2x Impact bridging or lateral bracing required where shown ++ ' X TOTAL LOAD = 50.0 PSF 6387751 Unbalanced live loads have been 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses to be in environment, v, - - * Design assumes shear panel to align with verticals considered for this design.•LIMITED - fasteners are complete and at no time should any toads greater than STORAGE DOES NOT APPLY DUE TO THE SPATIAL - - in adjacent trusses. . 1 TRANS I D ` 435634 REQUIREMENTS OF CBC 2013 NOT BEING MET. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. ' - — - - civil_ Q - Note:. Attachments as stated above must account- Lumber,must be free and BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP for the component overturning moment. clear of knots and•splits.'.' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY.: -• III IIII II III I II I I III 11111111111111 9. Digits indicate size of plate to 2-06-19 Design checkedfor a 300 lb concentrated top chord* }jj MiTek USA, Inc./CompuTrus Software +7.6.6-SP2(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) live load per IBC 2012 due to maintenance workers " M -2x10+ which is non -concurrent with other live loads. M -2x10+ o NAME: Kelly o - AW Scale : 0.6711 pFESS/pN 'WARNINGS: GENERAL NOTES, unless otherwise noted: AW' 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 JOB NAME: Kelly Residence Lot' 161-162 - AW Scale : 0.6711 pFESS/pN 'WARNINGS: GENERAL NOTES, unless otherwise noted: AW' 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 t - 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. %y • ` 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 me top and bottom chords c be laterally braced e 2' o.c. and at to' O.C. respectively unless braced throughout their length by w O �� m T i DATE • 4/21/2016 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall(eC). 3. 2x Impact bridging or lateral bracing required where shown ++ X I SEQ. 6387751 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses to be in environment, v, - - * EXP: 66130116"- f : - - fasteners are complete and at no time should any toads greater than assumes are used a non -corrosive and are for *dry condition' of use. . 1 TRANS I D ` 435634 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for me 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. ST civil_ Q fabrication, handling. shipment and installation of components. 6. This design is furnished subject to the limitations set forth by 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and so their center qJ• �� - -- FpF 1 t TPIIVJTCA in SCSI, copes of which will De furnished upon request, placed dines. tines coincide with joint center tines. CAl-�F� - II II I II I III IIII II III I II I I III 11111111111111 9. Digits indicate size of plate to }jj MiTek USA, Inc./CompuTrus Software +7.6.6-SP2(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) � ► TO ® y� 3 �. 'p � C, �, a w n � � a ° a� j�c�p � � tn0 �� c v ; O ^O o D- d O ed+, -I M+ ':. i t:' p a • • S � �16" 3,1- n (e 1G a T c fD '✓' G d le k n O.t° ,gam_3oT nqR ° m �3° =^oa0 n2 noD Sao rop a mom m 3w '°^ma°^ nc Emsy�% t e°� o�� m Z o0 C .low°om Y/ °na�N7 a �® ^D. a�d��.� aT?`'nio.Z �3cao 0 0'.'-'o iTl a'^ry S n�anom d and ,.. 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F m �. c. as ma �c o ffa F3 $ 3 m �n c �'n ? m as <� R �o- m`d _ �m m m a A 3 d D R -' N 2 0 0 m 0 _ N ry33' d � y f/1 N O Q m �! ` 0 o D U L1 �m ° u s d Q 0 a 5 c ° d_ 3.c 'nom w tix O < N _ all n3 y - _ m U 3 � 3 n -- 2• jc o y m N V_ O W 3N 3' 3N 3m 3n 3m` -'=3°° 3A m p 3 3= 3 3 3= 3 =33 3- 3 o 3 F m V O 'O W NN V N V N �N Ufa fT� A� W N 7 M 3w 3 3 3`O 3°'-3� 330'-3�' s n v v 3-3p 3 A 3 B. 3ry 3a O 3 3 3= 3 = 3 3- 3 - 3 - o, W01 .� (N IV O OW O O O T C 3 3 3 N_ 3 A_ 3 3 3 3 3 0- n -- 2• jc o y m N V_ O W 3N 3' 3N 3m 3n 3m` -'=3°° 3A m p 3 3= 3 3 3= 3 =33 3- 3 o 3 F m V O 'O W NN V N V N �N Ufa fT� A� W N 7 M 3w 3 3 3`O 3°'-3� 330'-3�' s n v v m m m m r m r== m m m= w m m m= m r ' > FOR GABLEENDSUNDER B'-l'INHEIGHT Dosignw6forRIYEDMain_V4 force-Raaisting - Systom at" ComponaMs and CladdIng,erte►ia.. ' -"UNI MU6IGABLESTUDGRADE-TxaSTUD GRADE DOOG-FIR NDIno :wind: vultc=T15-mph'max,=:h=30ft' max;ASCE 7-1C`. (All Heights)',Enclosed, 2, Exp.B.oi.0 ledk GAS;EPDTRUSSAAAYRESISTUPTO180PLFDRAG LOAD. .Cat. Load' Duration Factoi=l:b. PROVIDED CCOOR OTHER.SMEAR;RESISTING MATERIAL ADEQUATE TO RESIST GABLE 180PLFISATTACHEDTOONE FACE: STUCCO MUST BE ATTACHED IN END, AC,CORDANCE;NATHtBC TABLE 2S08A.S. • :� - 2 .GABLE ENOTRUSS-IS,ADEOUATELY"AND ;CONTINUOUSLVCONNECTED JO SUPPORTINGBEARING,WALL. 42.5 x4 - 2sC.:BRACE AT18'-0 o.a. OR AT CENTERLINE ATTACKWMTH-180 - H . i NALSSMOVvNIN(i, - MF1i0Typi®1 ,u, . (2):-,... 2k STUDS..': E ' , STRUCTURAL. a .. TRUSSESr - �.1 lir MAX r. .. • .PLATE . '.. I4.2Ss9' (SDI) Y ti. ; ' CENTER VERTICALS VARY AS REOUIR ED° .. - -.. c BY VENT SIZE OR OUTLOOKER' •'. r! . `BRACING FOR GABLE END ., ''1; "► .y Vit, .. r . -_ .: 6UTOtJT.FOR4#„ - _. .. } - Y " OUTLOOKE CUTOUT •' FOR'4)Q OUTLOOKEA' F. fi. ' . .. - 1 .. OFFSTUD 1X1 ADD-ON, ATTACH WITH 8d NAILS AT B' o.c: - OVER$TUD _.. ,�... ' DRAGCiABLE 90C•(-6'-,17 4aQUTLOOKERDETAILC FES$( DES. SY DAT£: 3/19/2015 SEQ.:. 62:12.763 TRANS ID 4.1929,8 w 6384 or � c8t)Zo.3�.IBC: 01z .. �..•.. - Sr C LV Il. ��P _ r i OFALS I - FOR GABLE ENDS.OVER B'-1' IN HEIGHT Design confomu to'Main % Mndfores-Rsalsting M-IIT MINIMUM GABLE STUOGRADE 2z4 CONSTRUCTION GRADE DOUG•FlR Syatan also Components and Cladding criteria.. GABLE STUD SPACING IS' 4c Wind: Vult.=115 mph max, h=3Dft max, ASCE 7-10 (ATl'Heights}, Enclosed, Cat`2, Exp.B or C, Lbad Duration .Factor=1.b. LlI r s"1 -2.5x4 - MAX I. 2xoCONTINU_ OUS. CONDITION 2 1A 2.5x4_ BACKING D I ATTACHEDWITH.16d GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, , . _ PROVIDED i - 1 STUCCO OR OTHER SHEAR RESISTING MATERIALADEOUATETORESIST - 180PLFISATTACHEDTOONEFACE. STUCCO M,UST,BE"ATTACHED IN ACCORDANCE WITH ISC TABLE 2306.7: ,r .. 2 GABLE END TRUSSISADEOUATELYANDCONTINUOUSLYCONNECTED TO SUPPORTING BEARING WALL I DRAG.GABLE;80C.(+'8'=1') DES. BY: M,T DATE:3/19/2 15 1_ : _6212.7:69 TRANS ID: 41.9298 _.LL- CBC2013/�18C2012 SHEATHING TO GABLE END 2x4 BLOCKS WITH 3.16d NAILS EACH END I 8d'NAILAT 8' O.C. GABLE STUD ' " 1.164 160 at 24' O.C. 2t4 BLACK 2-16d.i 80 Mil AT 8' O,c. NOTCHED PER OUTLOOKER SPACING ' - bW BRACE WITH 4.16d NAILS t WITH 2-16d TOE NAIL EACH END.at 2-16d • 2-16d 16d- 24' O•G Block (D Plate Q Raised Heel ColmpuTrus, Inc. 2x4 M -3x6 ; 2x6 " M -3x8 A M -3x5 Customsoltwani Engineerliig Manufacturing- - 2x8 III - Extensions must be supported every 4-0-0 Plate Pitch A .2.82-3.00. M -3x8 M=3x5 M; -3x8. 3.00-4.50 • M -3x8 M=3x5 M -3x8 4.50 -6.00., M -3x6 .. M -3x5 M -3x8 max. Extensions may be plated as shown for 2x10 M -3x12 additional length Use M-34 plate for 20 limber, M-54 for 24. 12 2.82-8:00� /-- X 18" min. , Defieetkm'Criteria: Ca'rttile6er Live_Load.=:L/240 , .Dead Load= Lmo Vanes with pitch s 3x4, �•v M-3 x4 0 -Do not overcut ripped chords. - Shim all supports solid to bearing = _ . , . 2x4. 24.2x8, 2x10' ' FL grade,.. : Refer toMax Setback 'v Lumber Grades TC.LL7DL MaxSeffiack .TCiL/DL AAaxSetback SPF1650F(1.SE) 2017 = 278 '8� 0 2014 = 34# '8-0 0 , - R =-347$ max. • W,-'1.5' min: 4 overt supports ► R = 69471 max., W =1.5' mina ` upp . _ SPF2100F(1.BE) 2017 = 270 , : •8-10-0 20A4 = 34A - 1-8.4-0 'Note: Max Setback Is from Inside of bearings. FESS/ _` - , ��C`�� ply � F• I, ` ' � F i _ FB.E NO: Flip Rafter -2x6(125) - * EXP. Note: DATE: .07/01 M9 SEQ: 2787668 S1 CIVIL qrF Conventional framing Is not the responsibility of the truss designer, plate manufacturer nor the truss fabricator. 'Framers erecting OFCj►1rt trusses.are cautioned to seek the advice of'a local, professional ;ISC 2009/CBC 2010. engineer regardingconventional framing. _ _ . _ _ _ _ _.._ ,� � �.:. � ___Y_ ,. _ ,.. _. w,� .............: FILE NO: PRESSURE BLOCKING DATE: 01/20/08 REF: 15,25-1 SEQ: S5480564 � r Z (ui C 66864 m { a: �. 1 1 1 1 1 1 1 1 1 DETAIL FOR COMMON AND END JACKSMil/SAC - 8 -20PSF 8/31!2005 PAGE 1 LUAU!"" "S"A ANU zoo BRACING 2a.0 Irluease t.tS MiTek Industries, Inc. 16.o Lumber Increase t t5 IT OP CHORD Sheathed.., Western Division o.o Rep Stress ina YES BOT CHORD Rigid Ceiling dhoti applied - BER SIZE AND GRADE 2 X 4 HF, DF;L No.t LENGTH OF EXTENSION 2 X 4 SPF, HF; DF -L No.2 AS DESIGN HE I 1 20'-0' MAX SPLICE CAN EITHER BE 3X6 W20 PLATES OR 22' LONG ,2X4•SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP -CHORD. ATTACH TO ONE FACE Wl (A 31'X3.0' MIN) NAILS 113' O.C. 2 ROWS 640 �.\ � 7 NOTE: TOP,CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0/124/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. SUPPORT AND CONNECT(O (0,162'OaL X 3.5' LGT TOE I @ 4'40' O.C. ALONG THE EX CONN. W13 16d COMMON WIRE (0.167'DIA. X 3.5- LGT) TOE NAILS 3x4 - CONN. W2 COMMON WIRE ( .167.010. X 3.5' LGT) TOE NAILS 6.00 4 -0-0 EXT. 2-00. 2-16d COMMON W9RE SHALL BE PROVIDED CHORD. 2fi•0 EXT. 1 EXT. 2'0.0 J _ Xr. 2-0.0 1 CONN. W13 16d COMMON WIRE (0.162"OIA X 3.5' LGT) TOE NAILS 1 3X4 = BOTTOM CHORD LENGTH MAY BE 2'-0 CONN W6tRE(a COMMON W 1 OR A BEARING BLOCK - TOE NAILS OR SEE DETAIL GIA X 3.5'3 LGT 7-0-0 6-0d PRESSUREBLOCIONG INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT: y A WAR%'YNG • Verf/jj dealgn paromeurc nM RIaD ND7FS ON 77fLS AND INCLUDED 81JTliR REft7tENG; PAGE st1A7472 BF3VX7: L -CF.. 77:.' .ilQEntldCit (ane ��� t 0esign rosd lw We onry wi:h Miles ccnnvcluu end design It bused ant✓ upon porometwl shown, undo for en n'dMdu0l bLA" Componenl. State 109 A" ntMT 0design GWs NeyMs. 1.1C�`�, p1 Nperome -e and p0pw m y. Addllon el eomlwnenl o re:i; to in'sy �I b 9dmg designer not INss designee. &siting shown. n eCIM.fa Al wpp0rl of inf ne"0l weD member only. Add1we fernpa0ry IxOdnp fIl asage .,q d. dwing & ge. ml g i fhe re mg.;aiing u1 the I MIN � erect« AWifgnol perNnenl bmsing W u,a o e1uS suuelvn is Ina respons�5y of llw�l>uddm�g do gne�r Fcr penerd gsndonee regaromg ';, fabric0tw. avoWy eanbbl sloralc, defvery exec on bnd d0Cing, eonwS AN31/Frt1 0utmlly:CAl Ao OSS -S9 mw SCSI I- SUWAD Component j(, A o"�'��� I Saley WonnoHon 0vosubtc 'Apn Fiyss Pble "ifute.:Sl O.Onolio Chive. Modiwn. V. 53719. ' • a,/ e ! August 10, 2010. T -BRACE / 1-13RACE DETAIL WITH 2X BRACE ONLY ST = T-BRACE;2 DCl ® Mlro usA, inc. Page 1 'of 1 Note T! -Bracing / I-Bracing,to be used when continuous.lateral bracing o is impractical T-B"race / I-Brace'must cover 90'% of web length. UM—U Note: This detail NOT to be useflo convert T -Brace / 1 -Brace MITek USA, Inc. webs..to.continuous lateral braced -webs. Brace.Size for One PIy Truss Specified. Continuous Rows of Lateral'Bracing Nailing Pattern T -Brace size Nail Size Nail; Spacing - 2x4 or 2x6 or'.2x8 10d 6", O.C. " (On Two -Ply's Nail to Both Plies) Web, Size 1 2 2x3 or 2x4 2z4 T,; Brace 2x41 -Brace 2x6 2z6 T -Brace. 2x61 -Brace " 2x8 2x8 T -Brace MI -Brace Nails" Brace Size t } s for Two -Ply Truss Specified Continuous " t ` Rows of Lateral Bracing SPACING yyeb Size 1 2 ' 2x3 or 2x4 2x4 -Brace 2x4 I -Brace 2x6 2x6 T -Brace WEB 2x61 -Brace 2x8 2x8 T -Brace 2x61 Brace T -Brace / I -Brace must be same species t " " and grade (or better) as web member. '` HA Note; Nail'along entire, length of T -Brace f 1 -Brace Web, Size 1 2 2x3 or 2x4 2z4 T,; Brace 2x41 -Brace 2x6 2z6 T -Brace. 2x61 -Brace " 2x8 2x8 T -Brace MI -Brace Nails" Brace Size t } s for Two -Ply Truss Specified Continuous " t ` Rows of Lateral Bracing SPACING yyeb Size 1 2 ' 2x3 or 2x4 2x4 -Brace 2x4 I -Brace 2x6 2x6 T -Brace WEB 2x61 -Brace 2x8 2x8 T -Brace 2x61 Brace T -Brace / I -Brace must be same species t " " and grade (or better) as web member. '` HA BRUARY'14, 2012 CONVENTIONAL VALLEY FRAMING DETAIL ST-VALLEYI ® MfTek USA, Inc. oe AIDGE,BOARD (3AB.lE,END, 'COMMON TRUSS ��� ($EE NOTE p6 ), OR GIRDER TRUS$ MiTek USA, Inc. f POST ( 24' D.C. ) GABLE END, COMMON TRUSS rLMIN JGCjI IVIV TRUSS MUST BE SHEATHED NOTE: GENERAL SPECIFICATIONS 48' O.C. MAXIMUM POST SPACING 4 ,j. li. _ Ib II i it II TOP CHORD OF SUPPORTING (BASE) TRUSSES. - - • LIVE LOAD - 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. I I� ii ii i� D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS) THE (a.) GABLE END, (b) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE?-10 115 MPH (MWFRS VALLEY PLATE 5. SET 2 x 6 02 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48' O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POSTTO RIDGE WITH (4) 16d (3'.X .131 -)NAILS. -)TOE �Q ,I I Ir it ( SEE NOTE #4) co e. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACINGp IS 24' O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM W (TH 16d X.131-) TOE W S 4 (3) (3.5' -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5- X:131") TOENAILS. . - ft1 cc 7. SUPPORT THE VALLEY. RAFTERS WITH 2 x 4 POSTS 48' O.0 (OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. AWGN POSTS POST CIHR 8. POSTS SHALL BE 2 x 4 02 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN �C� YELLOW PINE. POSTS EXCEEDING 75' SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED VALLEY RAFTERS (SEE NOTE 48 ) (.SEE NOTE'112) PLAN DRAWING POST ( 24' D.C. ) GABLE END, COMMON TRUSS rLMIN JGCjI IVIV 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 OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS) THE (a.) GABLE END, (b) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE?-10 115 MPH (MWFRS 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d{3:5" X.131-) NAILS. QROF ESS/ 5. SET 2 x 6 02 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48' O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POSTTO RIDGE WITH (4) 16d (3'.X .131 -)NAILS. -)TOE �Q FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X.131 -NAILS. co e. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACINGp IS 24' O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM W (TH 16d X.131-) TOE W S 4 (3) (3.5' -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5- X:131") TOENAILS. . - ft1 cc 7. SUPPORT THE VALLEY. RAFTERS WITH 2 x 4 POSTS 48' O.0 (OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. AWGN 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 (3S' X.131') NAILS. CIHR 8. POSTS SHALL BE 2 x 4 02 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN �C� YELLOW PINE. POSTS EXCEEDING 75' SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED (2) PLY 2 x 4'd FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6' O.C:. 4i �o o'LJLJ- C==lo MiTek USA, Inc: MAXIMUM TRUSS WEB FORCE (lbs.)(See,note 7) BRACE BAY,SIZE ' 24"O.C. 48"O.C.: 72" O C. TYPE BRACING MATERIAL TYPE ' BRACING MATERIAL TYPE BRACING MATERIAL TYPE A. B C D A B C D C D - 10'-0' 1610 1886 .1886 2829 �?+ r��.0..•c ti 'C`r'y �•t""f A r-+> 1•G� a'� . t' 1vJa r1 '• Y. �'4„�G •.r.� ' t y�4. y 'j�•• i G: fir. �n'•�,�.w�':i '' � A -OR, ' 3. am" BGIACONO-MATERULL WST BE SAME SIZE ANDGRADE'OR BETTER. AS T)1E,LATERAL BRACE - 1 X 4 02 SRB (OF, HF, SPF) .. •- �art,•�y. �yy"4�.1�t% L ,�,1'<[yr - 1342 1572 1572 2358 gas'+v`T'q 3143 3143 4715 4715 7074. `r�r : �+� 14'-0' 1150 1347 1347 2021 - 5. LATERAL BRACE sHoIAD BE Gore Nuous, AND SHOULD OVERLAP AT LEAST ONE TRU65 SDACE - - - FOR CONTINUITY. - yC�+�� ` Wig? 16'•0' 1006 1179 1179 1768 T• lr r .: . S {*` 2358 2358 3536 ; �'xv) 1,vD00 TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA end TRUSS PLATE INSTITUTE. ;'. 1nvw:�cinAN4NNr•mM end W N.0hu e D ✓c� f� ~ ' 4tr3�'1s`ti;'•�"� L 1 •]T �'�' 3145 - .. 4715 � t8'-0' 894 1048 ' . i 048 - .1572. - g.•`.:,•,, ati k ac��'`i'�?�= y - - tw, eH•gf .may is '"-�'J` �. �. ' 20'-0' 805 943 943 1414 .:JY}i•. >� y �� 11186 1886 2829 .��F �. -tL Bay size sha)i be measures in between the centers ofpain, of aagonals. GENERAL NOTES TYPE BRACING'MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE ATIVE LATERAL BRACE FORCE INTO THE - - = ROOF ANOiOR GERM OIAPHRAoM. THE DIAPHRAGM IS TO BE DESIGNED BY A OUALIFIEO - - PROFESSIONAL . - 1 X41ND. 45 SP - .. 2. THESE CALCULATIONS ARE. BASED ON LATERAL BRACE CARRYING M OF THE WEB SFE A -OR, ' 3. am" BGIACONO-MATERULL WST BE SAME SIZE ANDGRADE'OR BETTER. AS T)1E,LATERAL BRACE - 1 X 4 02 SRB (OF, HF, SPF) .. •- MATERW. AND SHALL BE INSTALLED IN SUCH A MANNER THAT R INTERSECTS WEB MEMBERS AT APPROL 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2410 - . (OA31•GZS.) FOR,Ix4 SPACES, 2-10d (0.13IN 3'I FOR 20 ;W 2N MACES. AND 3.100 (0dJ1.101 FOR 24 BRACES. - - '4. CONNCCT LATERAL BRACE TO EACH TRUSS WITH 2•8d (0.131'X2.57 NAILS FOR IA LATERAL BRACES. 2-IOd (0.131.107 NAILS FOR 21D MN bit LATERAL BRACES; ANO 1104 (O.IJI'Q') FOR 2d LATERAL BRACES. B 2 X 3 93, STD, CONST (SPF, OF, HF, OR SP) - 5. LATERAL BRACE sHoIAD BE Gore Nuous, AND SHOULD OVERLAP AT LEAST ONE TRU65 SDACE - - - FOR CONTINUITY. - - 8. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING. CONSULT C 2 X 4 03, STO, CONST (SPF. OF, HF, OR SP) GSB•119 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SC311 GUIDE TO GOOD PRACTICE FOR HANDLING, NSTAILLM 6 BRACING OF METAL PLATE CONNECTED . -_. 1,vD00 TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA end TRUSS PLATE INSTITUTE. ;'. 1nvw:�cinAN4NNr•mM end W N.0hu e D 2 X 6 03 OR BETTER (SOO. OF, HF, OR SP) 7. REFER to SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. - • 5. TABULATED VALUES ARE BASED ON A DOL .ILLS w FOR STABILIZERS - FOR A SPACING OF Z4.O.C. ONLY, MTTEK'STABIUZER• TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B, C AND 0 BRACING MATERIAL- DIAGONAL BRACING FOR STABILIZERS .. ARE'TO BE PROVIDED AT SAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED. - AT PITCH BREAKS. STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING.. SEE'STAB0.RER' ' - TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. - -. ? '. ' ,+, , s • - DIAGONAL BRACE • - . CONTINUOUS LATERAL RESTRAINT 2-10d NAILS ' (SEE.NOTE 4) ' - -TRUSS WEB + � � .. :. i � MEMBERS. This Information Is provided as o recommendation to assist to the r requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability , ; w• * EXF of the overall roof system. The method Shown here is lust one method that can be used to provide stability against web buckling : 'Y �I IIID'- � �r � •� � �• '� � � � . � � � . � w� � �s MINIMUM LUMBER SPECIFICATIONS - (DF ONLY) _ :PIGGYBACK TRUSS SPAN UP TO 16'- 0.0" - MAXIMUM WIND SPEED 110m h, MAX MEAN ROOF.HEIGHT r= 20ft TC: 2x9 DF #2 LOAD DURATION INCREASE = 1.25 CATEGORY II,'BUILDING EXPOSURE, B or C BC: 2x9 DF #2, MAX. SPACING = 29.0" O.C. , WEBS: 2x�DF STD/STUD +- � 1 ENCLOSED STRUCTURE, GABLE END ZONE „ ! ` LOADING r' ASCE 7-10; DURATION OF LOAD INCREASE'= 1.60_ ' TC LATERAL SUPPORT <= 1210C. DON. LL('20.0)+DL( 15.0) ON TOP CHORD 35.0 PSF DL' ON BOTTOM CHORD'= 1.0 PSF _ TOTAL LOAD = - 36:0 PSF : • ; 1 A 1W_ ipping required as shown. LNOTE:_STRUCTURAL'TRUSS SHOWN BELOW PIGGYBACK TRUSS ISttom section of truss with- FOR ILLUSTRATION PURPOSES ONLY REFER TO APPLIC s and top section with 2-16d . ABLE COMPUTRUS DESIGN FOR STRUCTURAL TRUSS BELOW.to strippingg Stripping spacedc maximum. Connections arel loads onl Y • r e - � � ' t � r + t o � r. r • `yi r .1 i•+.� F • _ -16' 0:' max y ,' n r Vin' r n• ny 9 -0 max 9 -0 max- 4 -0 max 4, 0 max' ' [R, ti •f j "� s 4.,.{ YC T-�h'_ • -r ; . ', •,�" - ; ..+ �� •t- +: M -9x4 �,� y fj'- '; i 1` i j �' �,, ,T Y�' i - t - b•" I , h .', i ' • n Sin „ T Cr I ; + , 1 ,. . s . , r ` • �� t i r 3 r 3 5 r. 412 14 + 12 4 T 3 to 6 :r t" ,"' ra 3 t 6 f ` r F. NG R O�it JOINTHISHEAPHINGC 0 OVERLAP K M -2x9- r r " M-2 - x4 A`MINIMUM•OF:12" OVER JOINT: 4• a r _ ' ' i 1 t - A •M— x r a — . r .. 2 4 s _ • s• _ T M 2x4. �, *, ".RSL i r t M -2x4 M -2x9 M -2x9 2.1 i DF TOP CHORD AT STRUCTURAL TRUSS BELOW ! !+ 1 'JOB NAME: "STANDARD CAP TRUSS pFfSS, • A GENERAL NOTES, unless otherwise noted': - • ^• x 9� CAP a de ere to on ra tl be v setl all neral Notes L J is design is based only upon the parameters shown and is for an individual F T r U S S ` bet n Duilding component. Applicability of design parameters antl proper s r`�r ' 4 on a m tl n .. • incorporation of component is the responsibility of the building designer. 1 •h 7 2. Design assumes the top and bottom chords to be laterally braced al - 3. is the res temporary bracing to insure stability during nt bracing o " DES'. • BY: MJ =<.. c ntin and at 10• in respectively unless braced throughout their all(B by C ,t • is the responsibility of the erector. Additional permanent Drednq of continuous sheathing such as plywood sheathing(TC) and/or tlrywall(BC). � - s � � C' V O3 �Y . � ' DATE: 3/16/2015 , the overall structure is the responsibility of the building designer. 3. 2. Impact bridging or lateral bracing required where shown ++ _ a - 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.:-6209598 f fasteners are complete acrd at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environmem, * EXP. O6I3OI16 ; * _ r'TRANS design loads be applied to any component: and are for "dry condition" of use. 1, ' T RAN S I D : 411012 " - . 6. Design assumes full bearing at all supports shown. Shim or wedge if. (O 7 '5. CompuTrus has no control over and assumes no responsibility for the necessary. _ • - S CIVI,- \\Q• '' 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 FOF CA%0E II II II I II II I IIII I I I II I III III TPIANrCA in BCSI, copies of which will be furnished upon request lines coincide with jointp center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software +7.5.2.2F(1 Q -Z - 10. For basic connector plate design values see ESR -1311. ESR -1988 (MiTek) ;TIMBER,` PRODUCTS 'r INSPECTION r y' •- i T r.' .* .March' 16,'.20 15 Spates Fabricators, Inc. 85 = 435 Middleton Street Thermal; CA .92274: A • `t`i 'a A t 1 �'`tj�St rr� }.� �- 1 ... r. ;To Whom It May Concern,. Timber -Products Inspection, Inc. is•proud'to announce that the"fol, lowing. truss manufacturing facility,'Spates`.' Fabricators, Inc. is a subscriber to our nationally accredited "Truss_ Quality 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 The TP program involves daily `in -plant quality -control checks'byplant;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 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:yis' in'good standing and the programis 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'o'r the use of the,TP registered. quality stamps may be directed to i Timber Products Inspection, 16c. -.at (770) 922 8000 Sincerely, - •: r` ^� �ti �'''� • f ;Timber Products Inspection` ` r ' Y 't ti r. , x •:,:. * >` ! 1"�.. r i< �' a ,.. , 'r s ''••F ,, r v. r Patrick'C. Edwards,,P.E "• a Director of Engineering t '�� e • {'} ' ,z r' �� ,. �" r �.. �. ter. • - 4. S - r � t P O.Box 919 • 1641 Sigman Road Conyers Georgia ,30012:-770/922-8000• FAX: 770/922-1290. 105 S.E.,T24'h Avenue • Vancouver; WA't98684 .,360/449 3138 • FAX: 360/449=3953 r DIVISION: 06 0000 -WOOD, PLASTICS AND COMPOSITES a SECTION: 0617 53—SHOP—FABRICATED WOOD TRUSSES r ��•�' •r ,� . .. •_ a `i -t... `-i `•r4i + _ j �'� z «•��"' tip.. t � ," + ' . e,� +REPORT HOLDER: =, •, n r"MITEK INDUSTRIES, INC.,-, • _ �� ^ :. rs 14515'NORTH OUTER FORTY, SUITE 300 ,CHESTERFIELD; MISSOURI 63017 , w % 4yy ' •` 1 EVALUATION -SUBJECT -'' MITEK°•TRUSSCONNECTOR 'PLATES: 1.18, 'MT18,„MT18HSTM, M18SHSTm), TL20 AND.,'YMT20 . ,� Y _ _ k -.rR. s� • .. • .'. • ; Vii. t �'y • Vis;.•` ♦ by _ `.�'.� �• � 1 .g'i - .. -. r. - . r � ,t:. _ � far !�` +•i x r ( r •• � • ( y•t'• �'�.,;•t .. -^L... .1• F, ' • 4 • ri 1 ;� r 1 , b i ^�� �. r"k♦ r��'” C •`, ICC ICC ' �, c lq t'' PMG LISTED. ii , 1 1 1 , L. Look for the trusted marks of Conformity! `��� ` "2014 Recipient of Prestigious Western States_ SeismicP.olicy Councils WSSPC Award.in Excellence" INTEANATIDNAL i , , ' + • :. A Subsidiary of CDDECDUNCIr, , ' lCC ES Evahiation Reports are,not toybe constrzied as:"representing aesthetzes oz any other attribzites not specifically addressed, nor are they to be construed as an.endorseinent of th`e subyect of the report or_a recommendation foz its use. There is no lvarranty by /CC Evaluation Service,. LLC-, express or implied„as'to any finding or other mutter in this report; ' or as to any product covered by the report.' r '' � aM + 1 r, t : �� - ,� •.r r _.ri ,y T Mtn � +, .t � . a � ,� y • • ti k 'Copyright© 2014'.,, y 5 lJ,• •'`, •• rr;' ^ :fie ;..h wA•<+-,1, F r' c# +` w',y i, i] r", �1 1 ICC -ES Evaluation Report. ESR -1988 Reissued October 2014 This report is subject to renewal December 2016. wwwAcc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53 -Shop -Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: TL18, MT18, MTI8HS-, M18SHSTM, TL20 and MT20 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009 and 2006 International Building Codee (IBC) ■ 2012, 2009 and 2006 International Residential Code® (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. 3.2 MiTek® MT18HSTM: Model MT18HSTM 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 MiTeV 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 3/8 -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 '/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 -A:1 Eraluation Reports are not to he construed as representing aesthetics or any other attributes• not specifically addressed, nor are they, to be consbved as an etdorsennent oJ'the .stihject , f the repurt or a recommendation fin- its use. There is no warranty by ICC @raluaiani Semice. LLC, express or implied.. as to anv ftnt ink ar other natter in this repurt or as to airy prodact covered by the report. Copyright © 2014 MI'WII:Nl � ftamlYl Page 1 of 3 t i] 1, ESR -1988 1 Most Widely Accepted and Trusted Page 2 of 3 center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2 -inch width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided by the Truss Plate Institute's Quality Criteria for the Manufacture of Metal Plate Connected Wood Trusses, shown as Chapter 3 in ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these truss plate connectors, must be accompanied by documentation showing that the design, manufacture, and proposed installation conform with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to ANSI/TPI 1, engineering drawings and the applicable code. 5.4 The design values (lateral resistance values, effective tension strength ratios, and effective shear resistance ratios) used in the design of trusses, using MiTek® 'Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code, and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4.6 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs . on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in St. Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1- 2007. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the MT20TM plate is embossed "MT20"). Additionally, boxes containing the connector plates must be labeled with the MiTek® Industries name, the metal connector plate model, and the evaluation report number (ESR -1988). TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in'/PLATE) LUMBER SPECIES SG I AA I EA I AE EE TL18, MT18, MT18HSM, 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/in Z = 6.9 kPa. NOTES: 'Tooth -holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load. EA = Plate perpendicular to load, wood grain parallel to load. AE = Plate parallel to load, wood grain perpendicular to load. EE = Plate perpendicular to load, wood grain perpendicular to load. 'All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial -embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 1 1 1 1 ESR -1988 I Most Widely Accepted and Trusted Page 3 of 3 r 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 Section5.4.4.2 of TPI -1 (Minimum Net Section over the joint)? Tension @ 0° 0.5 1149 0.48 1596 0.52 2247 0.49, 857 Tension @ 901, 0.52 1208 0.5 1671 0.53 2292 0.49.-'. 854 Tension values in accordance with TPI -1 with a deviation [see Section 5.4.9 (e)] (Maximum Net Section Occurs over the joint3) Tension @ 00 0.59 1349 0.59 1975 0.6 2586 0.59 1035 Tension @ 90° 0.53 1214 0.51 1727 0.54 2341 0.49 861 Shear Values Shear @ 0° 0.56 874 0.55 1099 0:53 . 1363 0.51 604 Shear @ 30*. 0.66 1023 0.57 1153 .0.57 1482 0.74 876 Shear @ 60° 0.83 1283 0.74 1492 0.7,E 1805 0.82 970 Shear @ 90°, 0.49 757 0.52 1052 0.39 ' ` 1012 0.58 686 Shear @ 1200 0.39 608 0.4 802 0.41 1073 1 0.42 498 Shear @ 150° 0.45 702 0.37 745, 0.33 868 1 0.5 592 For SI: 1 Ib/inch = 0.175 N/mm, 1 inch = 25.4 mm, NOTES: , 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20 gage,•or 0.0466 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. a ZMinimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 3Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes 0.125" 0.250" 0.125., _ 0.375" ' 3.2 mm 6.4 `mm. 3.2 mm 9.5 mm ' s A ♦ . k • , 1 �..•0000,00•o �0 . 00000 Z W E o0000000000o r ^ E .. 000000a�000ao _ . MT18, TL18, MT18HS, F 0, T .r M18SHS, MT2 L20 - ,• FIGURE 1 -APPROXIMATE DIMENSIONS OF MITEK CONNECTOR -PLATES (inches) (1 inch - 25.4 mm) . , 1 r IMES. Evaluation Report ESR -1988 FBC Supplement r ` . 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® t DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES .' Section: 06 17 53—Shop-Fabricated Wood. Trusses , REPORT HOLDER: r MITEK INDUSTRIES ' ' '' - - �� 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314) 434-1200 www.mii.com ` EVALUATION SUBJECT: MiTeVTRUSS CONNECTOR PLATES: TL18-1 MT18, MT18HST°^, M18SHS-, TL20 AND MT20 - 1.0 REPORT PURPOSE AND SCOPE,.', e ,Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates TL18, MT18, MT18HSTM �1 M18SHSTM, TL20 and MT20,. recognized, in ICC -ES master report ESR -1988, have also been evaluated for compliance with the codes noted below. Applicable code editions:,. " Y ' ■ 2010 and 2007 Florida Building Code—Building t ■ 2010 and 2007 Florida Building Code—Residential - - - 2.0 CONCLUSIONS The MiTek® Truss Connector Plates TL18, MT18, MT18HSTm M18SHSTM TL20 and MT20, described in -Sections 2.0 through 7.0 of the master evaluation report ESR -1988, comply with the 2010 and 2007 Florida Building Code—Building and the 2010 and 2007 Florida Building. Code—Residential, provided the design and installation are in accordance with the International Building Code® (IBC) provisions noted in the master report - Use of the MiTek® Truss Connector PlatesTL18 MT18 MT18HSTM, M18SHSTM TL20 AND MT20 has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2010 and 2007 Florida Building Code -Building and the 2010 and 2007 Florida Building Code—Residential: For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance. entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity,(or the code official when the reportholder does not possess an approval by the Commission). f This supplement expires concurrently, with the master reportreissued December 2014: - /CC -/-.'S A*Valtiation Reports tire not to he cons•irued as representing aesthetics or any tidier attributes not;cpeiifically addressed, nor are they to he constrhhed as an endorseiiienivhf the suhjec't of the report or h reconhnhendaiioti for in use. There is: to iraira hq, by ACG Evhluaiiohi Ser ce, LLC, express or iinplicd as C±� to anv.fnding or other nutter in this report,, orris to any product covered byAhe report. Copyright © 2014 Page l of 1 r IMES Evaluation Report ESR -1988 CBC Supplement l Reissued December 2014 r This report is subject to renewal December 2016. wwwAcc-es.ora 1 (800) 423-6587 1,(562)699 -0543 A Subsidiary of the In Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES t ' Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: 'F MITEK INDUSTRIES, INC. ; °~ 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (317) 434-1200 a www.mii.com z EVALUATION SUBJECT: + Mitek® TRUSS CONNECTOR PLATES: TL18, MT18, MT18HS-; M18SHS'rm, TL20 AND MT20 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural' .2.0 PURPOSE OF THIS SUPPLEMENT F This supplement is issued to indicate that the Mitek® Truss connector plates TI -18, MT18, MT18HSTM, M18SHSTM", TL20 and MT20. described in the master report ESR -1988 cmmnly with the 2010 Californin Building Cnde_ Chanters 16. 16A_ 17. 17A_ ICC -ES lii•uhmrion Reports pre nut m he crrnrtri ed as reprecentinx n thetics ar arry otter nnrihates nut specifically attires red, nor are they to he conwrued be an endorsementr f dre suhjec/of the report or a reconuneritntion jnr its use. lbere is no irarranti+ by /CC liraluatioii Service, /,/,C, rpre.rr or implied, as ` -to anvfrnrling or otter matter in this report, or as to any product covered by the'report.' 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