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ivt s T' ZLfl c'-- c)COS", • l 1'i c SW tfa rvc�►is vtr4 . 40-0, 14'-0* I 6'47 I 20'-0' I 20'-10' RE CEI VEri -Pt AP' 2 9 2015 C2 CI P , r L 1, d T t , B111L•j G dl CARD '-0"/ 1VIS/ON N 7 b \ t\ii 4 / / / ,- ,--' , ,' 7 N N G O ►J y o A 1 / \ N / \ —_-", - \ N B2 :6) N b b B1 40-0' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 04/24/15 TRUSS CA ULATIONS AND PROJECT TITLE: REVISION-I: ENGINEERED STRUCTURAL ti DRAWINGS FOR ALL FURTHER paciii J-1840 STONE BRIDGE ONSIBLEFORALLINON-T umber DESIGNER/ENGINEER OF RECORD PLAN. DRAWN BY.' JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 300 / J-1840 CHECKED BY: DESIGNER/ENGINEER OF RECORD TO -- REVIEW AND APPROVE OF ALL & TRUSS COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 3/32"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. IIIIIIIIIIIIII This design prepared from computer input by JP It LUMBER SPECIFICATIONS TRUSS SPAN 57'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2a4 NODE k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2-12=1 -91) 531 2- 3=1 -581) 116 8-17=( -34) 461 BC: 2x4 NODE H1&BTR SPACED 24.0" O.C. 2- 3=( -384) 306 12-13=1 -97) 526 12- 3-1 0) 317 17- 9=1 -706) 323 - WEBS: 24 NODE' STAND 3- 4=( -91) 575 13-14=1 -516) 314 3-13=1 -919) 404 9-18=1 0) 312 LOADING 4- 5=( -347) 1504 14-15=(-1281) 641 13- 4=( -61) 508 9-10=(-2303) 782 TC LATERAL SUPPORT 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -63) 262 15-16=1 -146) 686 4-14=(-1096) 448 BC LATERAL SUPPORT = 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -52) 2'2 16-17=1 -480) 1520 14- 5=(-2354) 1014 TOTAL LOAD = 42.0 PSF 7- 8=( -838) 491 17-18=1 -782) 2194 5-15=1 -655) 1859 OVEPHA.NGS: 24.0" 24.0" 8- 9=(-1696) 721 18-10=1 -779) 2200 15- 6=1 -383) 13" LL = 25 FSF Ground Snow (Pg) 9-10=( -550) 369 15- 7=(-1238) 615 10-11=1 0) 72 7-16=( -166) '5" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 8=(-1021) 420 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. - THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -157/ 689V -166/ 166H 5.50" 1.10 KDDF ( 625) 22'- 1.0" -427/ 3146V 0/ OH 5.50" 4.71 KDDF ( 625) 57'- 0.0" -255/ 1409V 0/ OH 5.50" 2.25 KDDF ( 625)" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - 0.045" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0,0" Allowed = 0.267" MAX LL DEFL = -0.026" @ 7'- 6.1" Allowed = 1.077" MAX TL CREEP DEFL = -0.052" @ 7'- 4.9" Allowed = 1.436" MAX LL DEFL = 0.130" @ 42'- 3.9" Allowed = 1.704" MAX TL CREEP DEFL = -0.257" @ 42'- 3.9" Allowed = 2.272" MAX LL DEFL = 0.045" @ 59'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 59'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.033" @ 56'- 6.5" MAX HORIZ. TL DEFL = 0.054" @ 56'- 6.5" 28-06 28-06 NOTE: Design assumes moisture content does T not to exceed 19% at time of manufacture, 7-09-15 7-06-11 7-04-15 6-01-08 6-01-08 7-04-15 7-09-15 7-06-11 ' ' T 1 T f T '' '( Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 4.00 M-9x6 9.00 9.0" Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 ,f,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-5x6(5) M-9x6 14 3x9 M-5x6(5) load duration factor=1.6, 5 9.0„ 7th- End vertical(s) are exposed to wind, Truss designed for wind loads 0.25" 0,25" in the plane of the truss only. 4 • • M-3x83 + M i.5x3 Aillop..9,M-3X10m_i.5x3 o 1 ►�\. 11., °� 2 12 3 ) 6 1D °9-3x6 9-15x3 M-3x4 M-3x5(S M-3x5 M-4x10 M-3x4 M-3x4 M-185x3 M-4x6 6 J t, b /, /, -3x5(S) 1, 1, b 7-04-15 7-03-03 7-09-15 6-05 6-05 7-09-15 7-03-03 7-09-15 y .1 1, 1' 21-06 18-00 21-06 1 2-10 IPPOVIDE FULL BEARING;Jts:2,14,10] 57-00 2-00 t`,��0 PR�FFS JOB NAME : J-1840 STONE BRIDGE - A4 \�. 04 '4/ `r/p Scale: 0.0945 .C? R 1.- WARNINGS: GENERAL NOTES,unless otherwise noted: _%/p-`,✓/'?F'CC. 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 err 1�� ` Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. j.( 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at -` DES. BY: MJ 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 drywag(BC). V DATE: 4/24/2015 the overag structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .. 9 OREGON Q 4.No bad should be applied to any component until after all bracing and 4.Instigation of truss is the responsibility of the respective contractor. `7ef 4/(/, /y, SEQ. : 6 2 4 8 0 9 3 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon corrosive environment, 7 R11 4 2 f`C� design loads be applied to any component. and are for condition'of use. ` J TRANS I D: 421653 8.Design assumes full bearing at at supports shown.Shim or wedge if '1 A. � 5.CompuTrus has no control over and assumes no responsibility for the necessary. P R fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center II I I I I I iii 11 11111 1111 111 7PI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. EXPIRES 12/31/2016 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) 11E IIIIII This design prepared from computer input by JP :..I"cU SUE:CIFICATICNS TRUSS SPAN 5-'- 0.0" rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 FD DE 415ETR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does 9 : 2 : h2DF 01/ETR SPACED 24.0" O.C. g not to exceed 19% at time of manufacture. - T:: LATERAL SUPPORT 12"0C. UON. LOADING Design conforms to main windforce-resisting BT LATERAL SUPPORT 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Unhaiancei live loads have been TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c nsidered for this design. LL = 25 PSF Ground Snow (P9) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note: Outlooker truss. Upper top chords require same material AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. as structural top chord. Connect with M-3x5 min typical 36"oc (uon). Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 28-06 28-06 T 15-02-10 13-03-06 13-03-06 15-02-10 1 4 / 4 4 12 I IM-ix4 12 4.00 s% -- :4.00 M-3x5(5) M-3x5(5) M-3x5+ M-3x5(5)+ I1-3x6 M-3x6 m '' m o"- , �a lb", - o I b- �• 3 4 o M-3x5(S)+ M-3x5(S) s 1, 1 1 ___ 19-05_ l l 39-06 21-06 1 1 l JOB NAME : J-1840 STONE BRIDGE - A5 57 00 \� •NGINEF /D ��0, D PROFESS Scale: 0.1444 SO' 9 y'9'CC• WARNINGS: GENERAL NOTES,unless otherwise noted: :%78 r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Truss: A 5 ' and Warnings before construction commences. building component.Appicabiity of design parameters and proper ,f 2.2x4 compression incorporation of component responsibility of the building designer. /'� npresafon web bracing must be installed where shown+. Po top nt is the m rd 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 7 o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). V �40 DATE: 4/24/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ a 9 OREGON p n 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �f c�v (<;‘,-/L SEQ. : 6 2 4 8 0 9 4 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, A '4 i s, AS ` - desgn loads be appied to any component. and are for•dry condition'of use. T J TRANS ID: 4 216 5 3 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if A 't L fabrication,handing,shipment and installation of components. Desessary. U Po 7.Design assumes adequate drainage is provided. 6.This design is furnished staled to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII IIII IIII IIII TPIANTCA in SCSI,copies of which will be furnished upon request. Foes basic actjoint r plate In inches. EXPIRES: 12/31/2016 •G Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.7(1 L)-E 10.For bas c connector plate desgn values see ESR-1111,ESR-1988(Wei) 111 11111 This design prepared from computer input by JP N. LUMBER SPECIFICATIONS TRUSS SPAN 56'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2:4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 -22) 376 1-11=1-1403) 576 1- 2=( -825) 1538 15- 7=( -920) 380 8C: 2::4 KDDF 41&BTR SPACED 24.0" O.C. 2- 3=(-2252) 988 11-12=1-1292) 529 11- 2=(-2942) 1277 7-16=1 -8) 402 - WEBS: 2::4 KDDF STAND; 3- 4=(-2757) 1266 12-13=1 -719) 2102 2-12=1-1258) 3531 16- 8=( -464) 225 2<-4 KDDF 91(079 A. LOADING 4- 5=(-2573) 1279 13-14=1 -842) 2549 12- 3=( -983) 501 8-17=( 0) 311 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2574) 1263 14-15=1-1096) 3097 3-13=( -177) 591 8- 9=1-4422) 1559 TC 10TERAC SUPPORT 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3362) 1486 15-16=1-1397) 3857 13- 4=( -189) 188 BC 2r.7ERA1. SUPPORT '= 12"00. UON. TOTAL LOAD = 42.0 PSF 7- 8=1-4151) 1682 16-17=1-1605) 4298 4-14=1 -330) 260 8- 9=( -734) 4E4 17- 9=1-1602) 4303 14- 5=1 -5351 1276 0'177'!:ANG'S: 24.0" LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 72 14- 6=1-11751 591 6-15=( -1411 701 L",-':! dhe:o ;now°.; J[s:4,E,al,13,15-1€ BOTTOM CHORD CHECKED FCR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA- THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -395/ 37V -165/ 154H 5.50" 0.06 KDDF ( 625) 6'- 5.8" -415/ 3114V 0/ OH 5.50" 4.66 RIDE ( 625) 56'- 9.0" -376/ 2282V 0/ OH 5.50" 3.65 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.362" @ 34'- 8.0" Allowed = 2.470" MAX TL CREEP DEFL = -0.683" @ 34'- 8.0" Allowed = 3.306" MAX LL DEFL = 0.045" @ 58'- 9.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 58'- 9.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.109" @ 2'- 9.3" Allowed = 0.442" MAX TC PANEL TL DEFL = 0.103" @ 2'- 9.3" Allowed = 0.663" MAX HORIZ. LL DEFL = -0.094" @ 56'- 3.5" 28-03 28-06 MAX HORIZ. TL DEFL = 0.156" @ 56'- 3.5" I f ' NOTE: Design assumes moisture content does 6-0--08 8-01-01 7-04-15 6-01-08 6-01-08 7-04-15 7-01-01 7-10-08 not to exceed 19% at time of manufacture. P ' 1 ' 1' 'f 1' '( 'f 12 12 Design conforms to main windforce-resisting 4.00. M-4x6 a 4.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), M-5x8(S) 4 3 0„ M-5x8(5) load duration factor=l,6, fi End vertical(s) are exposed to wind, Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. 3 r:+ r M 5x12 + -1.5x 3 + 4,M-4x12 M-1.5x3 z N. M-1.5x3 o <� ig _ _ m lo ° 0 1 11 12 13 14 15 16 17 ��9 0 11-3x8 M-3x10 M-3x8 M-1.5x3 M-5x8 M-3x5(S) M18HS-3x18(S) 1 / 1 1 1 1 / 1 6-25-12 7-11-05 7-04-15 6-05 6-05 7-04-15 6-11-05 --08-12 1 1 1 20-00 16-09 22-00 1 1 IPROVIDE FULL BEARING:as:1,11,9' 56-09 2-00 ����O PROpS. JOB NAME : J-1840 STONE BRIDGE - A3 �<<- %y Scale: 0.1237 w R 9 1. Builder G. his a NOTEb,based only upon the noted: igy 1. MNG and erection contractor should be advised of ell General Notes 1 This design is based only upon the parameters shown entl is for en Individual T r u S S: A 3 and Warnings before construction commences. bui ding component.Applicabilty of design parameters and proper 2.204 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 construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 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 v ,�� g plywaodsheathing(TC)and/ordrywall(BC). A 1 OREGON DATE: 4/24/2015 the overall structure is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown++ -j �1 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Y(/ �, �,P SEQ. : 6 2 4 8 0 9 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1 q R y A 6' design loads be applied to any component. and are for"dry condition'of use. �� TRANS I D: 9 216 5 3 5.CompuTrus has no control over and assumes no responsibilty for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if �� pA U L �\ fabrication,handling, necessary. ng,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center _ II I I I I I I I I I I I I I I II TPIIWTCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center Ines. s.Digits indicate size of plate in incites. EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)=E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1110 Illi This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 56'- 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TO: 2R4 KDDF H166TR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2Ri KDDF it&BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. TC LATERAL SUPPORT 12"OC. UM. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT c= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, considered for this design. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, End vertical(s) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note: Outlooker truss. Upper top chords require same material AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. as structural top chord. Connect with M-3x5 min typical 36"oc (uon). Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 28-03 28-06 14-11-10 13-03-06 13-03-06 15-02-10 ( .1 '( 1' 1' 12 I I M-Qx4 12 4.00 a 4.00 M-3x5(S) M-3x5(SI M-3x5(5)+ M-3x5(5)+ V.-3::6 - M-3x6 o / 3 co 1 4 I or I? 4 M-3x5(S)+ M-3x5(S) 5 O y 1 19-03 ( 37-13 19-06 b 56-09 JOB NAME : J-1840 STONE BRIDGE - Al �`�<��N�P �uc-, Scale: 0.1557 ,C? �' 29 WARNINGS: GENERAL NOTES,unless otherwise noted: :":78���(LpE 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 • IM� Truss: Al I and Warnings before construction commences. building component Appicabtity 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: MJ 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 drywai(BC). V :s. DATE: 4/24/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 9,L OREGON o Q, 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. /L SEQ. : 6 2 4 8 0 9 6 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, 9 �4 R Y 15 2�G _ design loads be applied to any component. and are for"dry condition'of use. TRANS I D: 421653 5.CorepuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if PA UL 11'\ fabrication,handing,shipment and installation of components. necessary. 8.Design assumes adequate ed on both face is provided. trus truss,a 6.This design is furnished subject a the limitations set forth by 8.Plates shall be located on boor laces of truss,aM placed so their center • II 11 I I III III I I I I II TPIM/TCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines.9.Digits indicate size of plate in inches. EXPIRES: 12/31/2016 MITek USA,Inc./CompuTrus Software+7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 'IIIIIIIIIIII This design prepared from computer input by JP 1.[JM9k.R SPECIFICATIONS TRUSS SPAN 56'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 CC: :::4 ELF kl&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -11) 20 1-12=(-539) 1022 1- 2=(-1159) 696 8-17=( -75) 504 B(:: 2:.:9 ODDF B1&BTR SPACED 24.0" O.C. 2- 3=(-10711 688 12-13=(-542) 1017 12- 3=( 0) 305 17- 9=(-847) 445 WEBS: 2:9 EDDF STENO 3- 4=( -3531 430 13-14=(-205) 365 3-13=( -756) 406 9-18=( 0) 312 LOADING 4- 5=( 0) 733 14-15=(-650) 215 13- 4=( -65) 477 10-11=(-935) 620 TC !.LTER0i. S7)PPORT 12"0C. (ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -148) 1644 15-16=(-928) 306 4-14=(-1069) 464 BC LATERAL SUPPORT 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -177) 1761 16-17=(-197) 48 14- 5=( -185) 802 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 1027 17-18=(-492( 780 5-15=(-1297) 625 2-00-09 2-00-00 8- 9=( -142) 341 18-11=(-468) 785 6-15=(-1350) 351 LL = 25 PSF Ground Snow (Pg) 9-10=( -880) 628 15- 7=(-1233) 615 h-':; shcwn; its:2-3,5,',4-10,13-14,16-17 10-11=1 -22) 20 7-16=( -201) 7"5 BOTTOM CHORD CHECKED FCR A 20 PSF LIMITED STORAGE 16- 8=(-1092) 468 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. - THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATICNS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -134/ 695V -154/ 154H 5.50" 1.11 KDDF ( 625) 29'- 0.8" -415/ 3462V 0/ OH 3.50" 5.00 KDDF ( 625) 56'- 9.0" -123/ 610V 0/ OH 5.50" 0.98 KDDF ( 625)- 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.089" @ - 3.1" Allowed = 1.423" MAX TL CREEP DEFL = -0.177" @ 7'- 1.9" Allowed = 1.897" MAX LL DEFL = 0.078" @ 54'- 11.0" Allowed = 1.354" MAX TL CREEP DEFL = -0.106" @ 49'- 4.1" Allowed = 1.806" MAX HORIZ. LL DEFL = -0.018" @ 56'- 3.5" MAX HORIZ. TL DEFL = 0.020" @ 56'- 3.5" 28-03 28-06 �( NOTE: Design assumes moisture content does 1-10 -12 5-04-14 7-04-15 7-04-15 6-01-08 6-01-08 7-04-15 7-04-15 5-07-09 1-11-01 not to exceed 19% at time of manufacture. T T 1' T 4 T T 4 T 12 Deign conforms to main windforce-resisting 12 1.00 • M-4x6 4 01 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE --10, 6 -In (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3.0" \ End vertical(s) are exposed to wind, 7 Truss designed for wind loads M-5x6(5) % I M-5x6(S) in the plane of the truss only. 0.25" =' 08.25" iN, \,+ + i I 0 m�� I .Z.. ..,'''.•■■.-' '-'('r' 12 13 14 n15 16 17 18 11 0 Ili-3::8 M-1.5x3 M-3x8 M-1.5x3 M-3x6 M-3x5(S) M-3x5(S) 1 1. ). ,3 /, 1' 1, 1, ,0 --C'_-15 7-03-03 7-04-15 7-02-12 5-07-04 7-04-15 7-03-03 7-04-15 �- 1' ). 1, 19-03 18-00 19-06 56-09 PROVIDE FULL BEARING;Jts:1,15,11I ��Q��0 PRQFFS, JOB NAME : J-1840 STONE BRIDGE - A2 Scale: 0.1265 ���� tiN�)��F,4, $2 7p WARNINGS: GENERAL NOTES,unless otherwise noted: C' / $9/8 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 F' ,� Truss: A 2 and Warnings before construction commences. building component.Applicability of design parameters and proper J 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. „r `` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional bracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ty permanent bracin of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC. r v DATE: 4/24/2015 the overall structure Is the responsibilty of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ ) .��2 OREGON �'� r„ n 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. : 6 2 4 8 0 9 7 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �L\ '9{i y 1 GJ 6.. design loads be applied to any component. and are for"dry condition"of use. 7 {� " TRANS I D: 421653 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge If pA U L T\ 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 IIII I IIIIIIIIII II IIII VIII III I IIII IIII TPINJTCA in SCSI,copies of which will furnished upon request. Digits coincide with joint plate inn lines. 9.Digits indicate size of plate in Inches. EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(AliTek) NMI III This design prepared from computer input by JP LUMEN SPECIFICATIONS TRUSS SPAN 14'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2::4 FDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-25) 381 2- 3=(-770) 155 BC: 2::4 FLIP H1&BTR SPACED 24.0" C.C. 2- 3=) -42) 198 8- 6=(-25) 381 8- 4=( 0) 322 REPS: 2::4 ROOF STAND 3- 4=1-557) 138 5- 6=(-770) 155 - LOADING 4- 5=)-557) 138 TC LATERAL SUPPORT 12"0C. 11ON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) -42) 198 BC LATERAL SUPPORT 12"0C. UON. DL CO BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 63 TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -111/ 702V -119/ 119H 5.50" 1.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14'- 0.0" -111/ 702V 0/ OH 5.50" 1.12 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-00 7-00 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" .1 T 1' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-08-13 5-03-03 5-03-03 1-08-13 MAX LL DEFL = 0.130" @ 12'- 5.1" Allowed = 0.654" f T >( 1' T MAX TL CREEP DEFL = 0.136" @ 12'- 5.1" Allowed = 0.872" 12 12 MAX LL DEFL = -0.002" @ 15'- 0.0" Allowed = 0.100" 8.00( 11M-4x4 8.00 MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" q 4.0„ MAX HORIZ. LL DEFL = 0.004" @ 13'- 6.5" '%� MAX HORIZ. TL DEFL = 0.006" @ 13'- 6.5" NN NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, 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 M-3x4 1 M-3x4 in the plane of the truss only. 3 5 4� Cu �� -,m o I_ 1 i m 7 i ` 8 _ 6 ? M-3x6 M-1.5x3 M-3x6 ,1 y y 7-00 7-00 1, ), y 1, 1-00 14-00 1-00 JOB NAME : J-1840 STONE BRIDGE - B2 \��``�`NGP EF ss�o - Scale: 0.3745 Cif� pp 9 2 WARNINGS: GENERAL NOTES,unless otherwise noted: _%7Q'.��oCcC '9� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: B 2 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: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'e.c,respectively unless braced throughout their length by _-� continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). t/ f* �y DATE: 4/24/2015 the overall structure s the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.* ."q OREGON '' 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. ,,t /3� SEQ. : 6 2 4 8 0 9 8 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, "9 f." RV ''6j 2 f X� ` design bads be applied to any component and are for"dry condition"of use. ` ,a TRANS ID: 4 216 5 3 5.CompuTrus has no control over and assesses no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge If i A fabrication,handling, necessary. ng,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center III I I I I III I I I I I I I II TPINVTCA in SCSI,copies of which win be furnished upon request. Ines coincide with joint center lines.9.Digits indicate sae of plate in inches. EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111111 111 This design prepared from computer input by JP -. ..r.. "::FICATICN3 TRUSS SPAN 14'- 0.0" IBC 2012 MAX MEMBER FORCES 4WP/DDF/Cq=1.00 ... ...,F SO145TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(-21) 377 2-3=(-382) 134 BC: FOOF P1&BTR SPACED 24.0" C.C. 2-3=(-534) 481 6-4=(-21) 377 6-3=1 0) 325 WEPS: '::4 Ft,:): STAN 3-4=(-5341 481 3-4=1-382) 134 LOADING 4-5=( 0) 63 PC :.,"'ERA.:. ::UPPORT 1:"OC. CON. LLI 25.0)+DL( '.0) ON TOP CHORD = 32.0 PSF BC :.ATtpA:, SUPPORT = 12"OC. CON. DL CN BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BPG REQUIRED BRG AREA C7EP O11S: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -111/ 702V -119/ 119H 5.50" 1.12 RUDE ( 625) ;i-I.0:'i a: 'equal a: non-structural 14'- 0.0" -111/ 702V 0/ OH 5.50" 1.12 KDDF ( 625) ver::col members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. . 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = 0.052" @ 7'- 0.0" Allowed = 0.872"' MAX LL DEFL = -0.002" @ 15'- 0.0" Allowed = 0.100" 7-00 7-00 MAX TL CREEP DEFL = -0.003" @ 15'- 0.0" Allowed = 0.133" ,� MAX TC PANEL LL DEFL = -0.150" @ 9'- 11.3" Allowed = 0.543" 1 1r 12 MAX HORIZ. LL DEFL = 0.004" @ 13'- 6.5" P9-5X6 - I8.00 MAX HORIZ. TL DEFL = 0.00E" @ 13'- 6.5" 36.0" ,4 ,' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. c�a (4-3x5+ M-3x5+ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, C4-1.5x3 M-1.5x3 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads 44 ++ in the plane of the truss only. Truss designed for 4x2 outlookers. 2x4 let-ins M-3x5+ 11-3Z5+ of the same size and grade as structural top chord. Insure tight fit at each end of let-in. 4, 11114; Outlookers must be cut with care and are M-3::6 M-3x6 permissible at inlet board areas only. -9 m -:' - 0 - I NE 5 0 -_--- 6 -4 -r - M-1.5x3 1, 7-00 7-00 r-- - ), * 1-00 14-00 1-00 JOB NAME : J-1840 STONE BRIDGE - B1 �����NGN Foss% Scale: 0.3745 414 /7 R 29 $� p 7 WARNINGS: GENERAL NOTES,unless otherwise noted: g-/, $9/8 2 E l 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• B1 and Warnings before construction commences. building component.Applicability of design parameters and proper f// Incorporation of component is the responsibiity of the building designer. C.+' 2.2z1 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 DES. BY: M J 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 drywati(BC). v ', DATE: 4/24/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ •9^,OREGON O , 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. ✓�/ V eC• SEQ. : 6 2 4 8 0 9 9 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, 9/9 4 RY Abs design loads be applied to any component. and are for"dry condition"of use. /r p �\\!•\ " TRANS I D: 4 216 5 3 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 n U L fabrication,handling,shipment and installation of components. Design ass r1 7.Design assumes adequate on oh drainage is provided. truss,and 6.This design b furnished subject to the limitations set forth by e.Plates shag be located on bold faces of truss,and placed so their center - Ililll VIII VIII IIIIIIIIII III III I III TPI/WTCA in SCSI,copies of which will be furnished upon request lines coincide with joint ate inn lines. 9.Digits indicate size of plate to inches. EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIII III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 20'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 NDDF U1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2-10=1-150) 163 2- 3=(-163) 173 BC: 2,4 KDDF hl&BTR SPACED 24.0" 0.0. 2- 3=1 -51) 157 10-11=1 -49) 192 4-10=(-331) 242 'REPS: 2::4 KIN' STAND 3- 4=(-148) 170 11- 8=1-105) 446 10- 5=(-630) 76 • LOADING 4- 5=(-166) 276 5-11=(-133) 476 IC LATERAL SUPPORT 12"OC. NON. LLI 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-512) 265 11- 6=1-259) 229 BC LATERAL SUPPORT -= 12"OC. NON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-600) 210 7- 8=(-764) 258 TOTAL LOAD = 42.0 PSF 7- 8=( -58) 211 LETINS: 2-00-00 2-00-00 B- 9=1 0) 63 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -114/ 308V -172/ 172H 3.50" 0.49 KDDF ( 625) 7'- 0.8" -56/ 1015V 0/ OH 5.50" 1.52 KDDF ( 625) 20'- 10.0" -134/ 655V 0/ OH 5.50" 1.05 KDDF ( 625) (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 10-05 10-05 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-08-13 3-05-11 5-02-08 5-02-08 3-05-11 1-08-13 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4 '1 T 1' '1 f f MAX LL DEFL = -0.019" @ 1'- 6.9" Allowed = 0.327" 12 M-4x6 `C.:18.00 12 MAX TL CREEP DEFL = -0.029" @ 1'- 6.9" Allowed = 0.436" 8.00,(-% MAX LL DEFL = -0.023" @ 15'- 8.5" Allowed = 0.654" 4.0" MAX TL CREEP DEFL = -0.045" @ 15'- 8.5" Allowed = 0.872" 5 ,f_.,r MAX LL DEFL = -0.002" @ 21'- 10.0" Allowed = 0.100" uL\ MAX TL CREEP DEFL = -0.003" @ 21'- 10.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.005" @ 20'- 4.5" MAX HORIZ. TL DEFL = 0.006" @ 20'- 4.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. M-1.5x3 M-1.5x3 Design conforms to main windforce-resisting 4 6 system and components and cladding criteria. Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x4 7M-3x4 End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. m- m ° 10 � 1 �r 95 :; �II 9 r of- 2_ 10 - 11 ='8 ° M-3x5 M-3x4 M-3x5(S) M-3x4 M-3x6 7-00-12 6-10-10 6-10-10 .1 1 ), 11-00 11-10 .1 ). y 1' - 1-00 (PROVIDE FULL BEARING;Jts:2,10,81 20-10 1-00 JOB NAME : J-1840 STONE BRIDGE - C3 ���`�`��G N Foss - ____ Scale: 0.2605 A WARNINGS: GENERAL NOTES,unless otherwise noted: CC' :%78 f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instated where shown+. Incorporation of component is the responsibility of the building designer. 0+! 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 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 drywal(BC). a V DATE: 4/24/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where showmen++ 7 9 OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. I♦- A. SEQ. : 6 2 4 810 0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 1,9~yIlR'`n 1 pj f`� TRANS ID: 4 216 5 3 design loads be tippled to any component. g,p�a�assumes tali bearing of at ell supports v 5.CompuTrus has no control over and assumes no responsibility for the pports shown.Shim or wedge If +r'pA u L no fabrication,handing,shipment and instalation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject N the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I I I I I I III I I I I I I III TPI NTCA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center Ines. t g.Digits indicate size of plate in inches. EXPIRES:12/31/2016 MTek USA,Inc.ICompuTrus Software 7.6.7(1 L)-E 10.For bas c connector plate des gn values see ESR-1311,ESR-1588(ilTek) 1E110111 This design prepared from computer input by JP :AI^.b.F:P S'EIFI;:ATIONJ 20-10-00 GIRDER SUPPORTING 29-02-00 FROM 0-00-00 TO 14-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 i _F 41,BTR 20-10-00 GIRDER SUPPORTING 6-03-00 FROM 14-00-00 TO 20-10-00 1-2=( -172) 98 1-6=( -84) 150 2-6=( -320) 246 0': '-6 F:;'F 4:3RTP LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=( -60) 136 6-7=( -76) 6-4 6-3=(-17201 366 • 'HFF: - •4 Htt,IT 27 3-4=(-2302) 5%0 7-5=(-362) 1896 3-7=( -642) 2736 STAND A LOADING 4-5=(-2462) 516 7-4=( -258) 272 LL = 25 PSF Ground Snow (Pg1 TC L:TERA:- SUPPORT = 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 20'- 10.0" V BC L°'I'ERA:. SUPPORT '= 12"OC. UON. BC UNIF LL( 340.1)+DL( 251.31= 591.4 PLF 0'- 0.0" TO 14'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.01+DL( 20.01= 20.0 PLF 14'- 0.0" TO 20'- 10.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) II ,I ( 2 , complete trusses required. BC UNIF LL( 53.11+DL( 36.11= 89.2 PLF 14'- 0.0" TO 20'- 10.0" V 0'- 0.0" -440/ 2092V -151/ 151H 10.00" 3.35 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN 7'- 0.8" -1446/ 6395V 0/ OH 5.50" 9.58 KDDF ( 625) IF Azu,.s staggered: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 20'- 10.0" -370/ 1872V 0/ OH 5.50" 3.00 KDDF ( 625) ac in I rowlsl throughout 2c4 top chords, LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. - in 2 rowlsl throughout 268 bottom chords, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ,c in 1 row)so throughout 2x4 webs. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 TRUSS NOT SYMMETRICAL. MAX LL DEFL = -0.025" @ 13'- 8.6" Allowed = 0.659" ORIENTATION AS SHOWN. MAX TL CREEP DEFL = -0.050" @ 13'- 8.6" Allowed = 0.872"- MAX BC PANEL LL DEFL = -0.023" @ 3'- 5.6" Allowed = 0.300" MAX BC PANEL TL DEFL = -0.051" @ 3'- 5.6" Allowed = 0.400" 10-05 10-05 MAX HORIZ. LL DEFL = 0.003" @ 20'- 4.5" 4 1 1 MAX HORIZ. TL DEFL = 0.005" @ 20'- 4.5" 5-05-04 4-11-12 4-11-12 5-05-04 1 1' '( '( '( NOTE: Design assumes moisture content does 12 12 not to exceed 19% at time of manufacture. 8.00 M-4x6 Design conforms to main windforce-resisting 3 .0n system and components and cladding criteria. 1144444 Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, 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. M-1.5x3 M-1.5x3 2 / 4 11-3:•:10 M-3x8 , ,�4 l I coca m J o __ r ®6 �1 - 5 0 I M-4x12 0.25" :M-10x10(S) b ,1 b l --00-12 6-0--14 7-01-06 )' WEDGE REQUIRED AT HEEL(S). 20-10 (PROVIDE FULL BEARING;Jts:1,6,51 �`,-( AG Foss% JOB NAME : J-1840 STONE BRIDGE - C4 Scale: 0.2622 �� ti R 2 WARNINGS:.Bulde GENERAL. This NOTES,unless otherwise noted: cc ::78 9r 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: C 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 compression web braang must be installed where shown+. incorporation of component is the responsibility of the building designer. ill 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .. OREGON ^• DATE: 4/24/2015 the overall structure is the responsibility of the building designer. 3.2n Impact bridging or lateral bracing required where shown++ 2 2 Q Z� • 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. J,ef �/w i� G 2 SEQ. : 6 2 4 8101 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. ZL9`'7 F7 Y A:7 _tt design loads be applied to any component. and are for"dry condition'of use. '1 TRANS I D: 421653 5.CompuTrus has no control over and assumes no responsibility for the 6.oesgn assumes dull bearing at all supports shown.Shim or wedge if �'A UL R fabrication,handling, necessary. ng,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center • II I I III 111 I I I III I II TPf/WTCA in BCSI,copies of which will be furnished upon request. Noes 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. N For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2016 III II This design prepared from computer input by JP L'd11BEP SPECIFICATIONS TRUSS SPAN 7'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2.'.4 NUDE H15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(-11) 189 2-3=(-249) 0 BC: 2::4 RIDE' 41&BTR SPACED 24.0" O.C. 2-3=(-192) 213 6-4=(-11) 189 6-3=( 0) 173 HERS: 2c4 NUDE STAND 3-4=(-192) 213 3-4=(-249) 0 - LOADING 4-5=( 0) 63 IC LATERAL SUPPORT ,= 12"0C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 12"00. LION. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA CVERHANGS: 12,0" 12,0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (P9) 0'- 0.0" -76/ 436V -71/ 71H 3.50" 0.70 KDDF ( 625) 14-1.5:.4 or equal at non-structural 7'- 8.0" -76/ 436V 0/ OH 3,50" 0.70 KDDF ( 625) vertical members (uoni. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,! BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 8'- 8.0" Allowed = 0.100" 3-10 3-10 MAX TL CREEP DEFL = -0.003" @ 8'- 8.0" Allowed = 0.133" 1' T '' MAX TC PANEL LL DEFL = 0.028" @ 2'- 2.4" Allowed = 0.289" 12 MAX TC PANEL TL DEFL = -0.016" @ 2'- 2.4" Allowed = 0.433" M-5x6 Q 8.00 36A" MAX HORIZ. LL DEFL = 0.001" @ 7'- 4.5" MAX HORIZ. TL DEFL = 0.002" @ 7'- 4.5" NOTE: Design assumes moisture content does M-3x4+ Nil M-3x4+ not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, 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 M 3 in the plane of the truss only. -/ Truss designed for 4x2 outlookers. 2x4 let-ins ° of the same size and grade as structural top 1 o chord. Insure tight fit at each end of let-in. ,4i1i ► 6 �4 -/ Outlookers must be cut with care and are permissible at inlet board areas only. M-1.5x3 ,1 J, y 3-10 3-10 / / y y 1-00 7-08 1-00 • 451'0 PR©FFSS - JOB NAME : J-1840 STONE BRIDGE - Cl 5 NGINE Scale: 0.5239 �Cy FR Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: ::7g 9f 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: C 1 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown a. 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: MJ 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 drywatl(BC). V & DATE: 4/24/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.'92,OREGON cis, Q` SEQ. : 6 2 9 810 2 4.No bad should be applied to arty component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 2 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 9 4R\r '%Fj t.`C� design bads be applied to any component. and are for"dry condition*of use. J TRANS ID: 4 216 5 3 6.Design assumes full bearing at all supports shown.Shim or wedge if nA'PAUL 0 5.ConrptrTrus has no control over and assumes no responsibility for the necessary. n9 9 P U fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ' 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on t tell on both faces of truss,and placed so their center II I I I I III I I 11111 I I I III TPIANTCA in SCSI.copies of which will be furnished upon request. Ines coincide with joint center lines. e 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIIIIIIIII III This design prepared from computer input by JP _. SPE7:FICAT:ONS TRUSS SPAN 20'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ._: _.. .7.F 41.879 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=1-65) 331 2- 3=(-310) 16 _C: _-1 1..^2F 81.579 SPACED 24.0" O.C. 2- 3=(-256) 148 8- 9=1-66) 330 8- 3=1 0) 190 662S: _..4 ...IF STF.ND 3- 4=( -92) 140 9-10=1-66) 330 3-10=1-397) 199 LOADING 4- 5=(-115) 138 10-11=1-68) 130 10- 4=1-332) 99 TC 76PP.L SFPORT 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-358) 246 11- 6=(-66) 126 10- 5=1-222) 180 87 T TERAL 2UPPORT = 12"0C. OON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 63 5-11=1-227) 114 TOTAL LOAD = 42.0 PSF 5- 6=1-115) 163 OVEPHT2NGS: 12. " :2.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VEP.T MAX HORZ BRG REQUIRED BRG AREA M-i.5:-:4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) aer:teal ciemhets (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -105/ 514V -172/ 172H 3.50" 0.82 KDDF ( 625) Unba:.need live loads have been REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 10.0" 0/ 62V 0/ OH 168.00" 0.10 KDDF ( 625)• 10'- 5.0" -107/ 736V 0/ OH 168.00" 1.18 KDDF ( 625) ?on;iriecei to: this design. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 15'- 7.5" -10/ 328V 0/ OH 168.00" 0.52 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 20'- 10.0" -93/ 358V 0/ OH 168.00" 0.57 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 10-05 10-05 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1 '1 1' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-04-04 5-00-12 5-00-12 5-04-04 MAX LL DEFL = -0.005" @ 5'- 3.3" Allowed = 0.327" 1 '1' 1' T 1' MAX TL CREEP DEFL = -0.010" @ 5'- 2.5" Allowed = 0.436" 12 12 MAX LL DEFL = -0.002" @ 21'- 10.0" Allowed = 0.100" 9.001 M 9x9 --18.00 MAX TL CREEP DEFL = -0.003" @ 21'- 10.0" Allowed = 0.133" 4.0" MAX BORIS. LL DEFL = 0.004" @ 20'- 10.0" 4 M-3x5 F' M-3x5 MAX HORIZ. TL DEFL = 0.005" @ 20'- 10.0" �A k, NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. M-1.5x4 M-1.5x4 Design conforms to main windforce-resisting M-3X5 4 • M-3x5 system and components and cladding criteria. M-3x8 C4-3X8 Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1114111 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x3 I M-1.5x3 n the plane of the truss only. I M-2.5o4 or equal at non-structural diagonal inlets. Truss designed for 4x2 outlookers. 2x4 let-ins m 1 _ Ibl` 7 ' of the same size and grade as structural top 6 -/m chord. Insure tight fit at each end of let-in. � o Outlookers must be cut with care and are L _. �, -/o permissible at inlet board areas only. �', 1[,1-3x5 M-3 r:5 0.25" M-1115x3 M-5x12(S) Continuous bearing M-5x6 ..- ). ). b ,1 1, 5-02-08 1-0'-08 3-0' 5-02-08 5-02-08 a 3 3 _ 20-10 1-00 �,_D PR0 JOB NAME : J-1840 STONE BRIDGE - C2 co< NGINeF s% Scale: 0.2605 ��1 9 gill - - pp WARNINGS: GENERAL NOTES,unless otherwise noted: •i 7Q { 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: C 2 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 budding designer. /r► 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is Me responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). v �y DATE: 4/24/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 9,1.OREGON O • 4.No load should be applied to any component until alter all bracing and 4.Installation of buss is the responsibility of the respective contractor. 9,9 4/ y 2 Q. SEQ. : 6 2 4 810 3 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '7 R Y '� k,, TRANS I D• 4 2 1 6 5 3 design loads be applied to any component. and are for-dry condition'of use. • 5.CompuTrus has no control over and assumes no responsibilty for the 6.Design assumes full bearing at all supports shown.Shim or wedge if PA 1 r 1 a■ necessary. PAUL L fabrication,handing,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 • II I I I I III I I I II II 111 TPIIWTCA in SCSI,copies of which vie be furnished upon request. lions coincide with joint center lines. EXPIRES: 12/31/2016 9.Digits indicate size of late 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) Pa'ie 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 04/21/15 09:46:59 RECEIVED WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY APR 2 9 2015 *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. LP WILL MAKE AVAILABLE TO CITY OF TIGA R D ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN BUILDING DIVISION THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1840 BEAM H1 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-1/2" X 9-1/2" LP LVL 2950Fb-2.OE DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS) LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL 30 15 27.500' 2.000' 0.00 TOP L/240 L/180 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 3192 7382 2624 0.179 0.273 ALLOWABLE 3375 11385 5510 0.469 0.625 STRESS INDICES 0.946 0.648 0.476 L/627 L/413 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION *** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 10d (3") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.120" *** COMPRESSION EDGE BRACING REQUIRED AT 66" O.C. OR LESS. *** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ.FT) STRUCTURAL GEOMETRY SPAN 1 9.500' TOTAL SPAN: 9.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD ROOF TOP 221.3 PLF 0.000 9.500 +ALL 1 UNIF WEIGHT BEAM 8.2 PLF 0.000 9.500 +1 1 UNIF LIVE ROOF TOP 442.5 PLF 0.000 9.500 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 9.500 • Page 2 • 3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.125 2.625 4 1 UNIF LIVE ROOF TOP 48.0 PLF 6.875 9.375 5 1 UNIF LIVE ROOF TOP 48.0 PLF 3.500 6.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 7382 2624 1.00 2 2520 900 0.90 3 2599 1003 1.00 4 2599 1003 1.00 5 2764 960 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3192 3192 2 1090 1090 3 1192 1107 4 1107 1192 5 1150 1150 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1090 1090 2 1090 1090 • 3 1090 1090 4 1090 1090 5 1090 1090 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2102 2102 2 0 0 3 103 17 4 17 103 5 60 60 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 1.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.179 0.469 L/627 0.273 0.625 L/413 2 1 0.000 0.469 0.093 0.625 L/1209 0.093 0.140 3 1 0.003 0.469 L/33272 0.096 0.625 L/1167 4 1 0.003 0.469 L/33272 0.096 0.625 L/1167 5 1 0.008 0.469 L/14006 0.101 0.625 L/1113 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.648 0.476 2 0.246 0.181 3 0.228 0.182 4 0.228 0.182 Palie 3 • 5 0.243 0.174 SLENDERNESS RATIO = 3.17 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. ' Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 04/21/15 09:49:41 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1840 BEAM H2 STATE: OR CODE: IBC PRODUCT: 3-PLY 1-1/2" X 9-1/2" LP LVL 2950Fb-2.OE DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS) LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL 30 15 0.000' 0.000' 0.00 TOP L/240 L/180 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 4886 13687 4699 0.265 0.403 ALLOWABLE 7297 17077 8265 0.515 0.687 STRESS INDICES 0.670 0.801 0.569 L/466 L/307 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION *** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 2 ROWS OF 10d (3") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 ROWS OF 10d (3") NAILS AT 12" OC. TO THE UN- NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.120" *** COMPRESSION EDGE BRACING REQUIRED AT 49" O.C. OR LESS. *** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ.FT) STRUCTURAL GEOMETRY SPAN 1 10.500' TOTAL SPAN: 10.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 375.0 PLF 0.000 6.500 ALL 1 UNIF DEAD ROOF TOP 263.3 PLF 6.500 10.500 +ALL 1 UNIF WEIGHT BEAM 12.2 PLF 0.000 10.500 1 1 UNIF LIVE ROOF TOP 750.0 PLF 0.000 6.500 1 1 UNIF LIVE ROOF TOP 526.7 PLF 6.500 10.500 PaN 2 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 6.500 10.500 3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.211 2.711 4 1 UNIF LIVE ROOF TOP 48.0 PLF 7.820 10.319 5 1 UNIF LIVE ROOF TOP 48.0 PLF 3.738 6.237 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 13687 4699 1.00 2 4670 1608 0.90 3 4756 1713 1.00 4 4747 1624 1.00 5 4941 1672 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 5715 4886 2 1948 1671 3 2051 1688 4 1964 1775 5 2011 1728 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1948 1671 2 1948 1671 3 1948 1671 4 1948 1671 5 1948 1671 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 3767 3214 2 0 0 3 103 17 4 16 104 5 63 57 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.531 2.162 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.265 0.515 L/466 0.403 0.687 L/307 2 1 0.000 0.515 0.138 0.687 L/899 0.138 0.206 3 1 0.003 0.515 L/43597 0.140 0.687 L/881 4 1 0.003 0.515 L/44071 0.140 0.687 L/882 5 1 0.007 0.515 L/17355 0.145 0.687 L/855 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI • Page 3 ♦ - ' 1 0.801 0.569 2 0.304 0.216 3 0.278 0.207 4 0.278 0.196 5 0.289 0.202 SLENDERNESS RATIO = 2.11 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Pie 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 04/21/15 10:21:07 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1840 BEAM H3 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-1/2" X 9-1/2" LP LVL 2950Fb-2.OE DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS) LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL 30 15 35.000' 0.000' 0.00 TOP L/240 L/180 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 3382 6976 2708 0.136 0.206 ALLOWABLE 3382 11385 5510 0.419 0.558 STRESS INDICES 1.000 0.613 0.491 L/741 L/489 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION *** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 10d (3") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.120" *** COMPRESSION EDGE BRACING REQUIRED AT 72" O.C. OR LESS. *** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ.FT) STRUCTURAL GEOMETRY SPAN 1 8.500' TOTAL SPAN: 8.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD ROOF TOP 262.5 PLF 0.000 8.500 +ALL 1 UNIF WEIGHT BEAM 8.2 PLF 0.000 8.500 +1 1 UNIF LIVE ROOF TOP 525.0 PLF 0.000 8.500 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.500 ' Page 2 3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.125 2.625 4 1 UNIF LIVE ROOF TOP 48.0 PLF 5.875 8.374 5 1 UNIF LIVE ROOF TOP 48.0 PLF 3.000 5.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 6976 2708 1.00 2 2373 926 0.90 3 2452 1027 1.00 4 2452 1027 1.00 5 2587 986 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3382 3382 2 1150 1150 3 1251 1170 4 1170 1251 5 1210 1210 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1150 1150 2 1150 1150 3 1150 1150 4 1150 1150 5 1150 1150 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2231 2231 2 0 0 3 101 19 4 19 101 5 60 60 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.503 1.503 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.136 0.419 L/741 0.206 0.558 L/489 2 1 0.000 0.419 0.070 0.558 L/1437 0.070 0.105 3 1 0.003 0.419 L/37808 0.073 0.558 L/1386 4 1 0.003 0.419 L/37808 0.073 0.558 L/1386 5 1 0.006 0.419 L/17699 0.076 0.558 L/1329 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.613 0.491 2 0.232 0.187 3 0.215 0.186 4 0.215 0.186 ' Pate 3 5 0.227 0.179 SLENDERNESS RATIO = 3.17 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.