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Plans (6) • 401-0" lc).r2 Sw �l dcxrs utri„RECEIVEP . 8'-0' 14'-0" I 18'-0' MAY 21 2015 13'-6" I OP/OFTI6A(.0 13'-6" Q' r 1 4 IUILDING DIVISION "Cr IN 1a < / ,' / g 3:12 Lua24 a 3. 12 BI-c-a a 14 I 6:1. 6 121 0 \ 4:12 40 E / / t;l q Zv 4:12 EE3 1 ick iik 6:1 6 112 I 24 r it �r I . r — 3.1 4 4 E L '' 3:12 I v 4:12 M � LL / Win �J lel.. LL / IICY -. 13'-6' I I 13'-0" I19'-0' I8'-10' I 12'-2" ©Copyright CompuTrus Inc.2006 BUILDER.' ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 05/15/15 PLACEMENT ONLY.REFER TOTRUSS CALCULATIONS AND ENGINEERED STRUCTURAL ifil PROJECT TITLE: REVISION-I: DRAWINGS EOR ALL FURTHER • J-1839 STONE BRIDGE NFORMAFOR BUILDING ��� L umber DESIGNER/ENGINEER OF RECORD i-i PLAN: RESPONSIBLE FOR ALL NON-TRUSS ■■ DRAWN BY: JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 1 / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO TRUSS REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. - 0.11"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. r , Job Transmittal MITek USA, Inc. 1111111111110111111111 250 Klug Circle, Corona, CA 92880 (951) 245-9525 Fax(951) 273-0040 Transaction ID: 427618 TO: PACIFIC LUMBER & TRUSS DATE: 5/15/2015 ATT: Bob Cairns Drawings Repairs Sequence #'s Description 22 0 6266751-6266772 J-1839 STONE BRIDGE1 - PLAN 310-OP4 Transmittal Notes: Design Notes: FTP:427618.zip 5/15/2015 3:13:49 PM Page 1 III II III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2:-.4 FDDF HI&ETR LOAD DURATION INCREASE - 1.15 1-2-) 0) 29 2-6-(-194) 668 2-3-(-914) 193 0C: 2i:4 KDDF 0liETU SPACED 24.0" O.C. 2-3=(-101) 211 6-7=(-199) 661 6-4=( 0) 221 - dEBS: 2r:4 KID' STAND 3-4=(-716) 97 4-7=(-705) 175 LOADING 4-5=( -73) 73 7-5=(-170) 92 TC LATERAL SUPPORT '= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF B'` LATERAL SUPPORT = 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LETINS: 2-00-00 0-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) i LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -71/ 591V -35/ 100H 5.50" 0.94 KDDF ( 625) 0'J ER'nANGS: 12.0" 0.0" 10'- 0.0" -49/ 442V 0/ OH 5.50" 0.71 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL " Far hanger specs. - See approved plans 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 = -0.029" @ 9'- 10.3" Allowed = 0.454" MAX TL CREEP DEFL = -0.059" @ 4'- 10.3" Allowed = 0.606" MAX HORIZ. LL DEFL = 0.004" @ 9'- 8.5" 1-11-08 3-00-08 5-00 MAX HORIZ. TL DEFL = 0.008" @ 9'- 8.5" T "1 T T 12 Design conforms to main windforce-resisting 3.00 - system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 5 -,r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, X End vertical(s) are exposed to wind, Truss designed for wind loads M-3x9 in the plane of the truss only. 4 NN r, M 3x9 me 3 toma . 1 o ; II'. r® RE MEI � y- 2 6 ++ 7 -/ M-3x6 M-1.5x3 M-3x4 b 1 y 4-10-09 5-01-12 ,1 1 1, 1-00 10-00 O JOB NAME : J-1839 STONE BRIDGE - A5 co- �- P46-4 - Scale: 0.4636 ��� x4 � �6 �0 1. and Warnings and erectioncontractor constructionould be commences. of all General Notes I.This design is based only Lupon the parametersshaa and for an individual WARNINGS: GENERAL NOTES,unless otherwise noted. Truss: A5inbudding po Applicability designparameters, 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: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by V� OREGON continuous sheathing such as plywood sheathing(TC)and/or drywa8(BC). A ti DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7 it/ Q T 4SEQ. : 6266751 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1/ �,e�is 1 Li V G J tQ` andfasteners are complete at no time should any loads greater than 5.Design assumes trusses ate to be used in a non-corrosive environment, design loads be applied to any component. andare for"dry condition"of use. n {� TRANS I D: 427618 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at a9 supports shown.Shim or wedge If i P,4 1.11.-n ` fabrication,handling,shipment and installation of components. Decessary. 7.Plates assumes adequateatedon drainagecis truss,d.and This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center II I VIII I III I II 11 1111 11II HMI TPI/VVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES 12/31/2016 R 9.Digits indicate size of plate in inches. MiTek USA,InC.ICOr11pulrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) _-_- -- --- II III This design prepared from computer input by y JP TF)IIHER SPECIFICATIONS TRUSS SPAN 81- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' 2y_4 KIDD 415BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-6=(-231) 380 2-3=(-600) 240 BC: 2;:4 KDDF 4155TR SPACED 24.0" 0.0. 2-3=( -99) 222 4-6=(-412) 216 WEBS: 2.4 KDDF STAND 3-4=(-407) 174 6-5=(-138) 81 LOADING 4-5=( -63) 62 TC LATERAL SUPPORT '= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT = 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 0-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -66/ 504V -29/ 83H 5.50" 0.81 KOOK ( 625) OVERHANGS: 12,0" 0.0" 8'- 0.0" -39/ 352V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 g 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" @ -11- 0.0" Allowed = 0.133" 1-11-08 2-00-08 4-00 MAX TL CREEP DEFL = 0.044" @ 3'- 11.6" Allowed = 0.472" T T / T MAX BC PANEL LL DEFL = -0.100" @ 4'- 1.0" Allowed = 0.314" 12 3.00 MAX HORIZ. LL DEFL = -0.003" @ 7'- 8.5" MAX HORIZ. TL DEFL = 0.004" @ 7'- 8.5" Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. D- 5 -/ Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, X (All Heights), Enclosed, Cat.2, Exp,B, MWPRS(Dir), ill load duration factor=l.6, M-1,5x3 End vertical(s) are exposed to wind, Truss designed for wind loads 4 _,, in the plane of the truss only. 5, M 3X�' o 3 i N N / 00 L ro � o mai vO O i m ® 1 ' / , 2 _._ +. 6 M-3x6 M-3x4 ,1 J, J' 7-08-08 0-03-08 J, J, y 1-00 8-00 5 R�G PR 0SFS JOB NAME : J-1839 STONE BRIDGE - A6 Scale: 0.5348 �`� �, �0�9WARNINGS: GENERAL NOTES,unless otherwise noted: V978 E 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: A 6 and Warnings before construction commences. building component.Appticabi8ty of design parameters and proper I 2.2x4 compression web bradng 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: LA 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 2x pas sheathing suchr las bracing e sheathing(TC)howler drywall(BC). 9w OREGON '- �„ DATE: 5/15/2015 the overall structure is the responsibiity of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ 12:". �y �(/ 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 2 S E Q. : 6266752 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 r�Y -t� design loads be applied to any component. and are for"dry condition"of use. i,V TRANS I D• 427618 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 r-A UL. c`\ 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 VIII I I I I I I VIII III III I III III TPI VJTCA in SCSI copies of which will be furnished upon request. Digit coincidenctwithjointaIn inches. EXPIRES: 12/31/2016 9.Digits indicate size of plate to inches. MiTek LISA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) 11111 III This design prepared from computer input by. JP . ,.H. ...£i:1F1CA.7_C':7 TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 .. 2:u1 ',,TDF 91,170 LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-5=1-235) 406 2-3=1-540) 204 - 01:: "t;:4 FPDF 9I51TR SPACED 24.0" O.C. 2-3=1-77) 182 3-5=(-438) 221 WEBS: 2r:i KDDF STAND 3-4=(-62) 62 5-9=1-125) 79 LOADING 7C LATERAL 7UPPOP".' 12"00. UON. LL( 25.0)*DLI 10.0) ON TOP CHORD = 35.0 PSF S_ LATERAL SUPPOPT = 12"CC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) r';.2:--':G h IL 0.0" 0'- 0.0" -66/ 504V -29/ 83H 5.50" 0.81 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -39/ 352V 0/ OH 5.50" 0.56 KDDF ( 625) i^, or equal at non-structural der..i,al members (ion). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] For harrier sous. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 y BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.100" @ 4'- 1.0" Allowed = 0.314" MAX BC PANEL TL DEFL = -0.091" @ 4'- 1.0" Allowed = 0.419" MAX HORIZ. LL DEFL = -0.003" @ 7'- 8.5" 4-00 4-00 MAX HORIZ. TL DEFL - 0.004" @ 7'- 8.5" T f f Design conforms to main windforce-resisting 12 3.00 . - M-1.5x3 system and components and cladding criteria. M 3x5 q Wind: 140 mph, h=l5ft, TCDL-E.O,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i load duration factor=l.6, M-1.5X9 1 End verticals) are exposed to wind, 006 4-3x5 li Truss designed for wind loads M 3x5 3 m in the plane of the truss only. Truss designed for 9x2 outlookers. 2x4 let-ins CD M 1.5x3 = �� m of the same size and grade as structural top hi 3x5+ <v io chord. Insure tight fit at each end of let-in. o Outlookers must be cut with care and are M-3x6 o permissible at inlet board areas only. i • o F I of k i- 2 - st g M-3x4 i 7-08-08 0-03-08 I 1- 1, 1-00 8-00 MOF JOB NAME : J-1839 STONE BRIDGE - A7 .S� 0NG F9s/0 Scale: 0.5317 `,►�p�^'^��"- WARNINGS: G. his a NOTES,unlessuponotherwise noted: ���I��Ey ! 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 7 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 braiding 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: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by tr • is the responsibility of the erector.Additional permanent bracing of n y continuous sheathing ng or such as plywoodheaMwhere s shown drywaN(BC). A 'few OREGON DATE; 5/15/2015 ��, the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown t+ Gr /f/� „� 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. p G .V SEQ. : 6266753 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, AFiY �'J t4. design loads Be applied to any component. and are for"dry condition"of use. n Q V TRANS I D: 427618 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 •9/r AA U L C�` Fabrication,handing,shipment and installation of components. necessary. • 7.Design assumes adequate drainage is provided. • 6.This design b furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I II I I I I I III VIII IIII VIII IIII III TPIMlTCA in SCSI copies of which w ll be furnished upon request. git coincide with joint ate inn lines. EXPIRES: 12/31/2016 9.Digits indicate size of plate tino inches. • MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III 11 This design prepared from computer input by - JP L,h1R 7.R SPEC:F::'ATIGND TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 >4 KDDF 41:FTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 29 2-5=(-191) 713 2-3=1-790) 133 I::: 2r:4 KDDF 41eLTP SPACED 24.0" O.C. 2-3=1-162) 114 5-6=1-196) 706 5-3=1 0) 224 6 Wii : 2::1 KDDF STAND 3-4=1 -73) 71 3-6=1-752) 172 LOADING 6-4=1-153) 93 T• ._.7EPAL SLPP:P" _ -2"00. TON. LL( 25.01+DLI 10.0) ON TOP CHORD = 35.0 PSF .. . ..t)AL SUPE^,=': _ 12"0C. TON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 2PHAN3S: 0.0" 0'- 0.0" -71/ 591V -35/ 100H 5.50" 0.94 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -49/ 442V 0/ OH 5.50" 0.71 KDDF ( 625) ^-1.5o4 or equal at non-structural estical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2. D- . - -r r - (-5 ,rh,um• rr eta r..ti.1..,o rn For hanger s1e7s. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.016" @ 4'- 11.6" Allowed = 0.454" MAX TL CREEP DEFL = -0.036" @ 4'- 10.3" Allowed = 0.606" 5-00 5-00 MAX HORIZ. LL DEFL = 0.005" @ 9'- 8.5" f T T MAX HORIZ. TL DEFL = 0.008" @ 9'- 8.5" 12 3.00 -- Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5 4 load duration factor=1.6, End vertical(s) are exposed tc wind, I Truss designed for wind loads M 1.5X9 in the plane of the truss only. M-3x8 M-3x5 1 Truss designed for 4x2 octlookers. 2x4 let-ins M-3x5+ 3 1 of the same size and grace as structural top ry �® Ea chord. Insure tight fit at each end of let in. t, 3x5+ o Outlookers must be cut with care and are 11-1.5x3r-, permissible at inlet board areas only. _ 0 ,�- 2 S +a 6 1 11-3x6 (1-1.5x3 M-3x4 i I .1 y l 4-10-04 5-01-12 ,1 b y 1-00 10-00 PROpe JOB NAME : J-1839 STONE BRIDGE - A4 ;gtGINee, S , Scale: 0.4636 �!� 178 E 2-7K re 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: A 4 and Warnings before construction commences. building component.Applicability of design parameters and proper �/' 2.204 compression web bracing must be instated 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 I DES. BY: LA is the responsibility ofthe erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p typermanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "�^,OREGON ^h�. DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �A 2 SEQ. : 6266754 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 9,9 '4 fiY 15 ! TRANS I D: 427618 design loads be applied to any component, and are for"dry condition'of use. J4" A fes`, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it pry U L `' nfabrication,handling,shipment and installation of components. eessary. B. Designlaesassumes adequate one both drainage is truss,d.and This design is furnished subject to the tmlations set forth by B.Plates shall be located bold faces of truss,and placed so their center I IIII I 11111 111 VIII VIII IIII IIII IIII IIIITPI/VVTCA in BCSI copies of which will be furnished upon request. fogs coincideicatwith joint center lines. EXPIRES: 12/31/2016 9.Digits indicate size of plate in inches. MiTek USA,Inc./CO f puTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-11388(MiTek) 11111111 This design prepared from computer input by. JP :_-.._, +:CIFILATIONS TRUSS SPAN 4'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 7'l:l: .....1 kl)OF 41,;SO'r. LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting 2>_4 KDUF i716ETR SPACED 24.0" O.C. g g EBS: 224 FOLD STAND system and components and cladding criteria. LOADING Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TEPA.:. SUPP'PT '= 12"0C. UCN. LLI 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF S:: 200:E?A:" SUPPP0: = 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Gir), TOTAL LOAD = 45.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note:Truss design requires continuous.- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-10-04 0-01-12 I II 12 3.00 : - M-3x4 M-1.5x32 _-- M-3x5 I3xsi1I „ , m M 3x6+ o • n 1.1o Nig i III ii M-135x3 b )' l 1-00 9-00 �S��NG N Fps l JOB NAME : J-1839 STONE BRIDGE - Al �� q a2 Scale: 9 WARNINGS: GENERAL NOTES,unless otherwise noted: c {:- ~ 702 F 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 l 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. 8 Y: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'y DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A OREGON a 7 4.No load should c bem le eapplied to any component any loads all bracing and 4.Inssallass of es trusses is the to be ility the on respective econtractor. G'9RY SEQ. : 6266755 fasteners are complete and at no time should any loads greater than 5.Design assumes Wsses are to be used in anon-corrosive environment, -` design loads be applied to any component. and are for"dry condition”of use. n V TRANS I D: 427618 S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at aft supports shown.Shim or wedge if ��pA U L \ 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 VIII 11111 IIII VIII III IIID 1111 IIII TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincideiatwith joint center lines. EXPIRES: , 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(Mack) II III This design prepared from computer input by 11 JP LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/UDF/Cq=1.00 2:.4 KDDF 014ETR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-5=(-26) 29 2-3=(-202) 124 R'.'.: 2a4 KDDF 915FTR SPACED 24,0" 0.1. 2-3=(-103) 235 4-5=1-126) 90 1. 9f;KS: 2;:4 KDDF STAND 3-4=( -42) 32 LOADING 0ATERUL SUPPORT - 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF ... .U.;EFAL SUPPORT = .,"CC. CON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 2-03-C_ O-CD-CC 0'- 0.0" -58/ 35CV -1E/ 47H 5.50" 0.56 KDDF 1 6251 LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -17/ 164V 0/ OH 5.50" 0.26 KDDF ( 625) . ;F:RHANGS: 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. " i•c.r hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.022" @ 1'- 10.6" Allowed = 0.154" 1-11-08 2-00-08 MAX TL CREEP DEFL = -0.028" @ 1'- 10.6" Allowed = 0.206" 1' 0' 1' 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 10.3" 3.00 ` MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor=1.6, M-1.5x3 End vertical(s) are exposed to wind, 4 Truss designed for wind loads in the plane of the truss only. M-3x4 m 3 co m o o Wo m L I 2J<c .* 5 M-3x6 M-1.5x3 ,1 b 1 1-03 9-00 JOB NAME : J-1839 STONE BRIDGE - A2 ���`�� PROFFss 6213 �� �NGINEEAi p4. - - - - ••78 E 9r Scale: 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: A 2 and Warnings before construction commences. building component.Applicability 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 during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: LA 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). A "9A,OREGON ".�„ DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** %y ,Y/,• 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. 11 VA 5 2 SEQ. : 62667556 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, RY 1 design loads be applied to any component. and are for"dry condition"of use. a 44 TRANS I D: 427618 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lug bearing at all supports shown.Shim or wedge if PA UL `` necessary. • 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 both faces of truss,and placed so their center III I II II I III I III VIII ILII III I ILII ILII 7PIANTCA in SCSI,copies of which will be furnished upon request. fogs coincide withjointcenter lines. 12/`.31/`2016 • 9.Digits indicate size of to in inches. EXPIRES: MiTek• USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) IN III This design prepared from computer input by JP ..4I?BEN .I'ECIFI'AT:JI:S TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 -: 2:..4 60DF R15.ETR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-5=(-36) 49 2-3=1-275) 132 _ BC: 2;.4 6U5F d1sR R SPACED 24.0" O.C. 2-3=1-102) 233 4-5=(-197) 122 WEBS: 2r.4 KDDF STAND 3-4=( -62) 58 LOADING ._ ....FRA' SUPPORT "= 12"0C. 000. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF _. ..'PPOPT = 12"07. SON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BAG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 2-05_5,-I 0-0"-03 0'- 0.0" -61/ 427V -22/ 65H 5.50" 0.68 KDDF ( 625) • LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -28/ 254V 0/ OH 5.50" 0.41 KDDF ( 625) ^iEPHANC,S: IL,, 0.0" LIMITED STORAGE DCES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. For hanger spars. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.085" @ 1'- 10.6" Allowed = 0.254" 1-11-08 4-00-08 MAX TL CREEP DEFL = -0.126" @ 1'- 10.6" Allowed = 0.339" 1 1 1 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 10.3" 3.00.,- MAX HORIZ. TL DEFL = 0.000" @ 5'- 10.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, 4 load duration factor=l.6, End vertical(s) are exposed to wind, ii Truss designed for wind loads it in the plane of the truss only. M-3x4 N 3 N o o NI i N 1 '/ I • o 1 II o I 11 x.I 2"--,--,---i „ 5 M-3x6 M-1.5x3 ,1 b y 1-00 6-00 R JOB NAME : J-1839 STONE BRIDGE - A3 ����DIN R o �• `� NG{N�tl: si �``4 :•78 y9` Scale: 0.5931 �{/1'J� WARNINGS: G. his a NOTES,unlessdupon otherwisehnoted: � Ip�y`' 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 3 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 n DES. BY: LA 2'c.c.and at 10'O.C.respectively unless braced throughout their length by v9�QREU�N ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywength . ,• • DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown+• A� 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 1:9 ,9 t� 5v SEQ. : 6266757 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, ` !1 Y 1 t� design loads be applied to any component. and are for"dry condition"of use. '1 TRANS I D: 427618 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 AA UL 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 1 11 IIIIII MEM III I IIII III I IIII IIII TPINJfCA in SCSI copies of which will be furnished upon request. it coincideictwith jointcenter 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-1888(MiTek) 1111 III This design prepared from computer input by JP L"IS ER SPECIFICATIONS 13-06-00 GIRDER SUPPORTING 40-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 224 KDDF 111iRTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-7312) 1634 1-6=(-1354) 6118 2-6=(-120) 620 2.8 KITE t11sETR 2-3=(-7220) 1648 6-7=( -988) 4630 6-3=(-810) 3576 WFE`i: 2:4 KDDF STAND LOADING 3-4=(-7220) 1648 7-5=(-1354) 6118 3-7=(-810) 3578 LL = 25 PSF Ground Snow (Pg) 4-5=(-7312) 1634 7-4=1-120) 620 _ LATERAL SUPPC PT = 2"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 6.0" V :,ATE??.L SUPP.P _ 12"0C. ;;ON. BC UNIF LL( 475.D)+DL( 343.0)= 818.0 PLF 0'- 0.0" TO 13'- 6.0" V BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA 2 ,c r:p -t.= trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIRE SQ.IN. (SPECIES) P.,2tach 2 Fly with 3"z.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1333/ 5954V -59/ 59H 5.50" 9.53 KDDF ( 625) ails staggered: 13'- 6.0" -1333/ 5953V 0/ OH 5.50" 9.53 KDDF ( 625) i P" oc in 1 rows) throughout 2;:4 top chords, BOTTOM CHORD CHECKED FOR OOPSF LIVE LOAD. TOP u" or in 2 row(s) throughout 2>:8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. " oc in 1 row(s) throughout 2s:4 webs. �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 = -0.053" @ 8'- 9.7" Allowed = 0.629" MAX TL CREEP DEFL = -0.108" @ 8'- 9.7" Allowed = 0.839" MAX HORIZ. LL DEFL = 0.013" @ 13'- 0.5" 6-09 6-09 MAX HORIZ. TL DEFL = 0.022" @ 13'- 0.5" 'f 1 T Design conforms to main windforce-resisting 3-07-01 3-01-15 3-01-15 3-07-01 system and components and cladding criteria. T '1 f T T 12 12 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M 5X6 - -'6 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.0" load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads 114•44 in the plane of the truss only. M-1.5x3 3,3u M-1.5x3 m z 4 o by fe.t 118111111k ® ® COIII O O )` - ,- j��: ' :4-6::10 M-4x10 M-4x10 M-6x10 1 I 1. 1, > .9 4-08-04 4-01-07 4-08-04 3' r 13-06 JOB NAME : J-1839 STONE BRIDGE - B2 ��,ti•Q I�Ro�Fss �c�. �cNGI��FR /°2 �' 78 9r Scale: 0.4066 WARNINGS: GENERAL NOTES,unless oMerwise 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: B 2 and Warnings before construction commences. building component.Appkcabitiy 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. /''� •- s_ - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .. DES. BY: LA 2'c.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as sheathing(TC)) ryw ( ) ti , plywood w C and/or suet. 1"9�OREGON ', �„ DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown++ Q 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.• .f/� �,9 y 2 Q. SEQ. : 6266758 fasteners are complete and at no brine should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, +1 Y 1 design loads be applied to any component. and are for"dry condition"of use. /r.PA • TRANS I D: 427618 5.CortpuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if pA U L 9` 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 III I VIII III I III 11111 MI Hill IIII TPI/yJfCA in BCSI,copies of which will be furnished upon request. logs coincideicatwith joint knee. 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) 1111111111 This design prepared from computer input by. JP -...AE:o SPE:IFICATIONE TRUSS SPAN 13'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. °r4 h:DDF 6 .010 LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting - 24 Kf,DF STAND T3, T9 SPACED 24.0" O.C. system and components and cladding criteria. BF: 2x4 KDGF 410ATP, rGT LOADING Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 51U =ATERA.L SUPPi, = 12"0;:. UON. LL( 25.01+DL( 7.0) ON TOP CHORD = 32.0 PSF B_' =..TEPA.'- SKPBoP' - 12"7C. JON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, TOTAL LOAD = 42.0 PSF load duration factor=1.6, ...2--:n=i 1.,- .:ad .l s ave been End vertical(s) are exposed to wind, • ::ons.de:ed for,Lhis design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Outlooker truss. Upper top chords require same material REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. as structural top chord. Connect with M-3x6+ . min typical 36"oc (uon). BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall UON. M-1c2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 6-09 6-09 complete specifications. 1' T '0 2M-4x8+ F- • • / 0 440, M-3x6+ M 3x6+ • �> � i 0 I -11 II 3 0' • /// 77//////////////////////.////////////////////////////////////////////////////////////////////////////// ' 4 5 y y 4' 1-00 13-06 1-00 JOB NAME : J-1839 STONE BRIDGE - B1 '.��,NDP" F9ss% Scale: 0.5273 /,yp.4{C- WARNINGS: GENERAL NOTEb,unless otherwise noted: �r�J��a` 1.Builder and erection contractor should be advised of all General Notes 1..Thisisdesign is basedduponly upon the parameters shown and Is for an individual Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.2x4 compression web bracng must be installed where shown+, incorporation of component is the responsibility of the building designer. Pi " 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by c. is the responsibility of the erector.Additional permanent bracing of continuous Impact sheathing such as plywoodrequired where drywa8(BC). "'1^.OREGON O^,. DATE: 5/15/2015 ', the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i 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. .9`. G,q t� SEQ. : 6266759 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 RY TRANS I D: 427618 `-�`�j. design loads be appbed to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ell supports shown.Shim or wedge if AA-AUL R necessary. 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 11111 I 111111 IIIIIII I III IN 1111 VIII 11 IIII TPIANTCA in BCSI,copies of which will be furnished upon request lines coincidew 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) EXPIRES: 12/31/2016 II Dill This design prepared fr m, computer input by . JP :,'S F° SFE^IFII:A7=„5S TRUSS SPAN 39'- 6.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] 'G': 4 KDDF 41.ETR LOAD DURATION INCREASE = 1.15 PSI: 2>I KDDF 4I6FTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. • ...,,TEAL SDPP�,= 12"0C. 00N. LOADING Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, . ATF.:..: SSPP'_P2 = 12"0C. DON. LL( 26.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Ex B, MW FRSIGirI, DL ON BOTTOM CHORD = 10.0 PSF g p' TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, +c_i I. have been Truss designed for wind loads erei fol this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DDE TO THE SPATIAL Note: Outlooker truss. Upper top chords require same material REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. as structural top chord. Connect with M-3x6+ min typical 36"oc luon). BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall UON. M-1a2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 19-09 19-09 1 T T 12-01-15 7-07-01 7-07-01 12-01-15 T T ,r T T 12 M-9x8+ 12 f- 9.00 2 4.00 " -3x5(5) ' I9-3x5(SI 1 6+ '� �� M 3x8+ 1_ / ,\ --/0 0 6 5 0 M-3x5(S) a- 1 1 19-09 19-09 y 39-06 �,v,0) PRQpe, JOB NAME : J-1839 STONE BRIDGE - D5 .5 t�v,G'NE.$. w Scale: 0.2045 .� 2,9 CCE r" p WARNINGS: GENERAL NOTES,unless otherwise noted: 78 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 1 Truss: D5 and Warrdngs before construction commences. building component.Appicadiry 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. /+� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA is the responsibilityof the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I OREGON 'h DATE: 5/15/2015 the overall structure is the responsibilty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1-.44 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. .u -y&q t� y Z��.� SEQ. : 6266760 fasteners are complete and at no time should any Wads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 9 +l Y _` design loads be applied to any component. and are for"dry condition"of use. V TRANS I D: 427618 5.CompuTrus has no control over and assumes no responsibifty for the 6.Denecesgnssaryassumes ful bearing at a9 supports shown.Shim or wedge if ir PAUL U L R\ . fabrication,handing,shipment and instalation 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 111111 LIIII 11111111111111111111111 : TPIIWTCA in BCSI,copies of which wit be furnished upon request Dies coincide with joint center ices. 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) EIIIIIIIII This design prepared from computer input by JP ,..3EP SSE,^,IFICP.TIOCS TRUSS SPAN 39'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 . 2:c4 FDDF W1.ETY LOAD DURATION INCREASE = 1.15 1- 2=( -440) 222 1- 8=(-634) 3170 1- 2=)-3076) 556 10- 6=( -93) 174 8C: 2;_4 RUDE 61&o.R SPACED 24.0" 0.0. 2- 3=(-3324) 667 8- 3=(-531) 2913 2- 8=1 -93) 174 6- 7=(-3076) 556 aE R3: 2;:4 r;DUF STAND 3- 4=(-2947) 568 9-10=(-531) 2913 8- 3=( 0) 420 LOADING 4- 5=(-2447) 568 10- 7=(-634) 3170 3- 9=1 -822) 261 _.TERA', SUP POFT 12"0C. LION. ',LI 25.0)+DL( 7,01 ON TOP CHORD = 32.0 PSF 5- 6=(-3329) 667 9- 4=1 -1801 1155 0_ °ERP.:, SUPFO=? = 12"0,C. U.N. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -440) 222 9- 5=1 -822) 261 TOTAL LOAD = 42.0 PSF 5-10=1 0) 420 . :_ .,cr.lec sr.e TS. - See approved plans - LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HCRZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -211/ 1659V -97/ 978 5.50" 2.65 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 39'- 6.0" -211/ 1659V 0/ OH 5.50" 2.65 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF 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 MAX LL DEFL = -0.245" @ 19'- 9.0" Allowed = 1.929" MAX TL CREEP DEFL = -0.496" @ 19'- 9.0" Allowed = 2.572" MAX HORIZ. LL DEFL = 0.090" @ 39'- 0.5" MAX HORIZ. TL DEFL = 0.149" @ 39'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE "-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. 19-09 19-09 i T T 6-02-15 6-10-01 6-08 6-08 6-08 6-05 I I' 1 'f f 1112 12 4.00 - M-4x6 --4.00 4.0" M-5x8(S) 4 M-5x8(5) 0.25" 3.0" 0.25" 3 5 oR ,'9-4::4 -M-4x4 + 6 11-1..F±3. 1-1 = / M-1.5x3 ,-- w/ a D 'f 9 e 'f 10 7" o M-6t8 M-3x4 0.25" M-3x4 M-6x8 M-5x8(S) .1 b l b 9-09 10-00 10-00 9-09 ,1 y 39-06 JOB NAME : J-1839 STONE BRIDGE - D4 \°s�`0-,GPNek. EEs> Scale: 0.1591 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is ler an individual ��1�� Truss: D4 and Warnings before consUuction commences. building component Appkcabibty 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. 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: LA continuous nand at 1a'h n suchrespativ ly dss braced( andior dr r length). '9 OREGON �` is the responsibility of the erector,Additional permanent bracing of 2'o.c.ad 10'o.c.g such as plywood sheathing(TC)rad throughout ghoul hrywength b • DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown+0 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. b 2 S E Q. : 6266761 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� 7 r�Y 1 y design loads be applied to any component and are for"dry condition"of use. 'I `� TRANS I D: 427618 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge if PA U L Ta le 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 n1 111111111111111111111111111 111 I I I I III I III VIII 1I IIIA I III( TPI/WTCA in BCS(,copies of which will be furnished upon request. Ings coincide with joint center inches. EXPIRES: 1 '31./2016 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(Mil-eh) IIIII This design prepared from computer input by DI JP LO143EP SPE'IFICA.ONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 .): 224 KDDF 914ETR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 54 2-10=)-1264) 3328 2- 3=(-3357) 1269 R,:: 2>_4 FLAP 8148TR SPACED 24.0" 0.0. 2- 3=( -563) 355 10-11=1-1101) 2998 3-10=) -151) 225 WEED: 224 KDDF .STAND 3- 4=(-3442) 13(1 11-12=)-1132) 2998 10- 4=( -1) 451 LOADING 4- 5=(-2508) 1125 12- 8=1-1294) 3328 4-11=( -856) 484 LATERAL SUPPCPT = 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2508) 1125 11- 5=( -410) 1193 ._..E??.L SUP:",r.'- = 12"00. DON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-3442) 13E1 11- 6=( -856) 484 TOTAL LOAD = 42.0 PSF 7- 8=( -563) 355 6-12=( -1) 451 .E<RANGS: .-., 1.8.0" 8- 9=( 0) 54 12- '=( -151) 225 LL = 25 PSF Ground Snow (Pg) 7- 8=(-3357) 1269 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -273/ 1851V -106/ 106H 5.50" 2.96 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 40'- 0.0" -273/ 1851V 0/ OH 5.50" 2.96 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.281" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.539" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.014" @ 41'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 41'- 6.0" Allowed = 0.200" MAX HOPIZ. LL DEFL = -0.096" @ 39'- 6.5" MAX HOR.IZ. TL DEFL = 0.157" @ 39'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 20-00 20-00 Wind: 190 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f r T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-05-15 6-10-01 6-08 6-08 6-08 6-08 load duration factor-1.6, F q T q T 1' ,' End vertical(s) are exposed tc wind, 12 12 Truss designed for wind loads 4.00 ':=-- M-4x6 =4.00 in the plane of the truss only. 4.0" M-5x8(5) 5 -n-+ M-5x8(S) 0.25" 3,0.25" 4 I 6 14-3::8M=3x8 t loop !I-1.5:.:3__- ; M 1.5x3 ` j, / -7 o /; � - fitly 9 %f 10 1' 12 8 o (i.-5_.:6 M-3x4 U.25" M-3x4 M-5x6 M-5x8(S) f- J, r ). l 10-00 10-00 10-00 10-00 1-06 40-00 1-06 4' flPRo4 JOB NAME : J-1839 STONE BRIDGE - D3 .5 �NGiN �. /p X45 78 E 291` Scale: 0.1537 1.Ba G.This a NOTEb,udess upon otherwise noted: 1.Budder 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: D3 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: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V 40 is the responsibility of the erector.Additional permanent bracing of continuousactsheathing suchr as plywood qsheathing(TC)ewhereown drywall(BC). A /It OREGON DATE: 5/15/2015 the overall structure Is the to any of the building designer. 3. Impact bridging or lateral bracing requited where shown++ S It f�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. G I� SEQ. : 6266762 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 Al 6 C�j design loads be applied to any cortponent, and are for"dry condition"of use. 9�. � TRANS I D: 427618 5.CompuTrus has no control over and assumes no responsibikty for the 6.Design assumes ful bearing at all supports shown.Shim or wedge if +°A U L R fabrication,handbag,shipment and installation of components. Designnesessary. 7. laesassumes adequate on 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 '. ill 111111 111 1111 VIII I 11 111 III III TPINJTCA in BCSI,copies of which will be furnished upon request. Ines coincide withzjoint center lines. EXPIRES:ES: 12/31�20�6 - 9.Digits indicate size of plate in inches. �7 MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) NIA III This design prepared from computer input by. JP LIS/BE? SPECIFICATIOINS 13-00-00 GIRDER SUPPORTING 40-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 . 2:_4 EIDE 91,ETR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-6944) 1552 1-6=(-1282) 5792 2-6=(-120) 618 - 3C: 2,6 EDDE SS 2-3=(-6854) 1566 6-7=( -040) 4406 6-3=1-768) 3388 'BEES: 224 EDDF STAND LOADING 3-4=(-6854) 1566 7-5=(-1282) 5794 3-7=(-768) 3388 LL = 25 PSF Ground Snow (Pg) 4-5=(-6944( 1552 7-4=1-120) 618 ._ ...IEP?, SURE:PT = 12"CC. JON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 13'- 0.0" V _.,:'FP?.L 21(3PC." _ 12"0". JON. BC UNIF LL( 475.0)+DL( 343.0)= 818.0 PLF 0'- 0.0" TO 13'- 0.0" V BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA 7C7T,'e t9 ,`,,'S required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) " ?.t1.;::;. 2 ply -`r 3%.111 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1284/ 5733V -57/ 57H 5.50" 9.17 KITE ( 625) . staggered: 13'- 0.0" -1284/ 5733V 0/ OH 5.50" 9.17 KDDF ( 625) � r, x in I ootid throughout 2:':4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TCP ' v E" oc in 2 row(s) throughout 2.:8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2_:4 webs. �COND, 2: Design checked for nett 5 psf) uplift at 24 "oc spacing.f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.048" @ 8'- 5.7" Allowed = 0.604" MAX TL CREEP DEFL = -0.097" @ 8'- 5.7" Allowed = 0.906" MAX HORIZ. LL DEFL = 0.011" @ 12'- 6.5" 6-06 6-06 MAX HORIZ. TL DEFL = 0.019" @ 12'- 6.5" 1 '' 1' Design conforms to main windforce-resisting 3-05-09 3-00-07 3-00-07 3-05-09 system and components and cladding criteria. l '( '( '( '( 12 12 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00,-- .M-4x6 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, 4 0,. load duration factor=1.6, 3 End vertical(s) are exposed to wind, 14411% � Truss designed for wind loads 4 in the plane of the truss only. • M-1.5x3 M-1.5x3 2 4 ~4 l+ IIF/ �m �� \711..., -, O II p "!:-5x.10 M-4x10 M-4x10 M-5x10 -- ), ), 4. 4-06-04 3-11-07 4-06-04 i 4. 13-00 JOB NAME : J-1839 STONE BRIDGE - E4 .c3 \AG'h's,./ Scale; 0.9135 7.�/�-i 1.BuWARilder G.This a NOTEb,udless otherwise noted: � r% w' 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: E4 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. PI 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: LA 2'o,c.and at 10'o.c.respectively unless braced throughout their length by v is the responsibility of the erector.Additional permanent bracing of continuous sheathinggr suchr l plywood where sown drywall(BC). • A '7740 OIREGON zr DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1y .Y/• A� s 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 t+ � SEQ. : 6266763 , 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, '17 ARY 16 J • design loads be applied to any component. and are for"dry condition"of use. 9�. TRANS I D: 427618 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supporta shown.Shim or wedge if AA UL fabrication,handing,shipment and installation of components. necessary. • 7.Design assumes adequate drainage is provided. • 6.This design is furnished subject to the irritations set forth by 8.Plates shag be located on both faces of truss,and placed so their center IIII I VIII I III IIII III I VIII IIII IIII IIII TPINJTCA in SCSI copies of which will be furnished upon request Digs coincide with jointcenter Mits. 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) i 111 11 III This design prepared from computer input by JP ',MEER SPECIFI:ATIiiNS TRUSS SPAN 13'- 0.0" 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. TO: 2;_4 KDGF H1i)ETR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting B':: 2;:9 MODEHl&ETR SPACED 24.0" O.C. system and components and cladding criteria. WEBS: 2:4 RODE RODE STAND LOAGING Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T' !.ATERAL SUPPCET = 12"00. UON. LL( 25.0)+UL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Er: B, 14WFRS(Gir), B` LATEFA.L SUPP;P" = 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, Exp .B, LOAD = 42.0 PSF End vertical (s)_..,.. equal a' non-structural are exposed to wind, ca: members !uoil. LL = 25 PSF Ground Snow 1Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Outlooker truss. Upper top chords require same material REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. as structural top chord. Connect with M-3x5 min typical 36"oc (uon). BOTTOM CHORD CHECKED FOP 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 6-06 6-06 4 1' M-4x8 24.0" 6.1" i 1 0 cp 44, M-3x6+ 1 3M-3x6+ � 1 0 hill] 0 I 0 y/////////////////////////////////////////////////////////////////////////////////////////////////////// f 4 M-1.5x3 J. 1 > 6-06 6-06 1 1 b 1-00 13-00 1-00 JOB NAME : J-1839 STONE BRIDGE - E3 . .i 66AGP 44)wo 2�� ::7$7 R 2�r Scale: 0.4807 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: E 3 and Warlangs before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. incorporationof 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: LA 2.0.c.and at 10'o.c.respectively unless braced throughout their length by V is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or A h her ) drywall(BC). ,9, OREGON '� Q, DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 20 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. G �� SEQ. : 6266764 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 1 rl Y 1 design loads be applied to any component and are for"dry condition'of use. 9k. \n � TRANS I D: 427618 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 PA U L F� fabrication.handling,shipment and installation of components. Designecessary. 7. laesassumes atedadequate both drainage is provided. and 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 III I I I I I I I I III VIII IIII II III IIII TPIANTCA in BCSI,copies of which will be furnished upon request. Digs coincidewith joint pcenter lines. 9.Digits indicate size of plate tino inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES: 12/31/2016- DUI III This design prepared from computer input by. JP L''IOBEP SPECIFICATiCNE TRUSS SPAN 9'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 T': 2:c4 KDDF 4:..010 LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-89) 83 5-3=(-317) 179 - BC: 2s4 REDF NIr,RTR SPACED 24.0" O.C. 2-3=(-119) 81 5-6=(-97) 89 3-6=( -82) 79 WEBS: 2x1 EDDF STAND 3-4=( -71) 84 6-4=( -30) 18 LOADING ._ ....CERA!, SUPPOPT = 12"0C. UON. LL( 25.01+DL( 7,0) ON TOP CHORD = 32.0 PSF SS A'"EPP: CURFCBT = 12"6(C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _ 7_?=A..':GS: 1�.J" 0.6" 0'- 0.0" -68/ 400V -38/ 109H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 4.7" -28/ 439V 0/ OH 5.50" 0.66 KDDF ( 625) :1-_ 4:_4 cr e•3ua1 at non-structural 9'- 2.0" -27/ 75V 0/ OH 5.50" 0.12 RODE ( 625) .e.,lsa: climbers (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL " .-r hander specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] BOTTOM CHORD CHECKED FOR 10PSF 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" 6-06-08 2-07-08 MAX TC PANEL LL DEFL = 0.098" 3'- 2.9" Allowed = 0.382" f 3' T MAX TC PANEL TL DEFL = -0.086" 3'- 3.0" Allowed = 0.573" 12 MAX TC PANEL LL DEFL = -0.008" 7'- 5.1" Allowed = 0.152" 4.00(.7- MAX TC PANEL TL DEFL = 0.009" 7'- 5.1" Allowed = 0.220" MAX HORIZ. LL DEFL = -0.001" @ 8'- 10.5" ' MAX HORIZ. TL DEFL - -0.001" @ 8'- 10.5" M-1.5x3 Design conforms to main windforce-resisting 1. M-3x5 M-3x5 4 system and components and cladding criteria. M-3x40I 00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 i0015 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, 3 load duration factor=l.6, M-3x5 End vertical(s) are exposed to wind, 001 Truss designed for wind loads o o� in the plane of the truss only. 1 M-1.5x4 o Truss designed for 4x2 outlookers. 2x4 let-ins o I of the same size and grade as structural top 4 60 ,,, chord. Insure tight fit at each end of let-in. M 3X5 Outlookers must be cut with care and are • permissible at inlet board areas only. o, I2- 5 g M-3x4 M-1.5x3 M-3x4 b b y 6-04-12 2-09-04 1'- .. * I 1-00 [PROVIDE FULL REARING;Jts:2,5,61 9-02 JOB NAME : J-1839 STONE BRIDGE - F6 eco GNzF- % Scale: 0.4633 �� 2T� - - 4 ;;fig E WA1.Builder G.This GENERAL NOTES,unless4-12 contractorbased upon the parameters shown and is loran individual Truss• F6 and Warnings before construction commences. building component.Appicabiity of design parameters and proper 2.204 compression web bradng must be instated where shown+, incorporation of component is the responsibility of the building designer. Ai 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t,.." h is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). 1. OREGON DATE: 5/15/2015 I the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 4.* 4/0o .4,- 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 9 '�.RY A 5 (le S E Q. : 6266765 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: 427618 s.compu7rus has no control over and assumes no responsibility forme 6.Design assumes full bearing at all supports shown.Shim or wedge If 4-AA U L i"" fabrication,handing,shipment and installation of components. necessary. 7.Designassumes adequate drainage istruss, 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 nn!7 IIIIII VIII(III VIII VIII VIII VIII IIII IIII TPINYfCA in BGSI copies of which win be furnished upon request. git coincideiiulwithizjointcenter knee. EXPIRES: 12 31�20� 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) IIIIIIIII III This design prepared from computer input by JP "IFER SPECIFICATIONS TRUSS SPAN 10'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=I.00 2a14 KDDF 01cATR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-212) 610 5-3=( 0) 230 W:: 2,_4 KDDF k1&FTR SPACED 24.0" O.C. 2-3=(-696) 133 5-6=1-216) 604 3-6=1-659) 190 WEBS: 2::4 EDDF STAND 3-4=( -85) 82 6-4=(-128) 102 LOADING TT LATERAL SURPORT 12"0C. DON. LL( 25.01+DL( 7.0) ON TOP CHORD = 32.0 PSF B: :,ATEPAL SUPPOET = 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ,F:PKANG5: 0.0" 0'- 0.0" -75/ 561V -42/ 1218 5.50" 0.90 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 2.0" -49/ 419V 0/ OH 5.50" 0.67 KDDF ( 625) I.,r hander specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS CF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.013" @ 5'- 5.3" Allowed = 0.463" MAX TL CREEP DEFL = -0.027" @ 5'- 4.1" Allowed = 0.617" MAX HORIZ. LL DEFL = 0.004" @ 9'- 10.5" MAX HORIZ. TL DEFL = 0.007" @ 9'- 10.5" 5-05-14 4-08-02 '( 3' 3' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 4.00--- M-1.5x3 F 4 ir Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dirl, 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-3x4 3 0 ko 'H o 1� 0 0 0 o / i o 1 =_ ® , , 5 3x9 14-1.5x= M-3x4 • • ), ), l 5-04-02 4-09-14 3' l l 1-01 10-02 • JOB NAME : J-1839 STONE BRIDGE - F5 e.vvGPROF�ss ��\� ANG►NEE19 /p2 ••78 E 9r Scale: 0.4589 • WARNINGS: GENERAL NOTES,unless otherwise noted: • 1.Builder and erection contractor should be advised of a0 General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: F 5 and Warnings before construction commences. building component.AppInability 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 during construction 2.Design assumes the top and bottom chords to be laterally braced at ~ DES. BY• LA2'o.c.and at 10'o.c.respectively unless braced throughout their length by v is the responsibility of the erector.Additional permanent bracing of w -,^.(}REGO� �„ contlnuo t sheathing such as plywood in ere s and/or drywall(BC). "fey -Y DATE: S/15/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ ZO! 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� SEQ. : 6266766 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 '9RY 16 ` design loads be applied to any component. and are for"dry condition"of use. V TRANS I D: 427618 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 ir PA UL P\ fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequate drainagefcis provided.tru ,and This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I 1111111 I II III IIII IN IIII I I I I I III TPI/WTCA in SCSI copies of which will be furnished upon request coincide withizjointpcenterte Ines. EXPIRES: 12/31/2016 9.Digits indicate size of late inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) III III This design prepared from computer input by. JP lu'IFER SP/CIFI:AT:1Ni" TRUSS SPAN 3'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] 72: 2x4 FDDF 0ILc'IR LOAD DURATION INCREASE = 1.15 • Design conforms to main windforce-resisting BC: 2::4 b:DDF hlaETF SPACED 24.0" O.C. system and components and cladding criteria. KIPS: 2x4 FDDP STAND LOADING Wind: 140 mph, h=15ft, TCDL=E.O,BCDL=6.0, ASCE 7-10, LL( 25.0)+DLI 10.0) ON TOP CHORD - 35.0 PSF ._ All Heights), Enclosed, Cat.2, Exp.B, MWFRS:Dir), ,._.E?A:. SOPF�'FT = 12"22C. WO. DL CN BOTTOM CHORD = 10.0 PSF load duration factor=l.6, BD 2.4.TEPAD r2PP5?: 12"I)C. NCO. TOTAL LOAD = 45.0 PSF End vertical(s) are exposed to wind, - LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note:Truss design requires continuous REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. bearing wall for entire span UON. - BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2-10-04 0-01-12 T '( T 12 3.00r- . M-1.5x3 r 3 -, E:3 i I 2 0 r-,l o of 1 _— �i�e/LL//W/ A M-3x4M-145x3 • ,1 ), > 1-00 3-00 JOB NAME : J-1839 STONE BRIDGE - F8 '',J GNG E % Scale: 0.7074 �� 29 WARNINGS: GENERAL NOTES,unless otherwise noted: :S7$ 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 � ..-1 Truss: F8 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 budding designer. - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: LA nat tasuchrespectivelypy plywood bsheathing(TC) throughoutT) ler dr r walt(Bh). ,T OREGON is the responsibility of the erector.Additional permanent bracing of 2'o.c.ancontinuous sheathing 1 'o.c.such as yvmotl shbraced ghoheywength b 44) 's- DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. G4� S E Q. : 6266767 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 4+�Y J " design loads be applied to any component, and are for"dry condition"of use. `ik^ n`y TRANS I D: 427618 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 Aq U L C`� fabrication,handing,shipment and installation of components. nesessary. 7.Designassumesadequateigdrn provided.Platesshall faces of truss,and placed so their center ' 11111111111111111111 TPIANTCA in BCSI,copies of which wit be furnished upon request. lines coincideicatwith joint in foes. 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) IIEl III This design prepared from computer input by JP Lil".BEP SPECIF_0ATI0US TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 0: 24.4 ODDS 0IS0TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-4=(-14) 16 3-4=(-87) 60 BC: 2;4 EDIT 01/ETR SPACED 24.0" O.C. 2-3=(-42) 19 WEBS: 2c4 KDDF ST/CC, LOADING LATERAL SUPPORT = 12"0C. UON. LL( 25.0).DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ... IATEPAL SUPPORT = 12"0C. ION. DL CN BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -63/ 323V -8/ 28H 5.50" 0.52 ODDS ( 625) E00;-..i S: I2.- 0.0" 3'- 0.0" -11/ 115V 0/ OH 5.50" 0.18 ODDS ( 625) LL - 25 PSF Ground Snow (Pg) For 'n.-,noec spe,-s. - %ee approved plans !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004" @ 1'- 7.7" Allowed = 0.112" 2-10-04 0-01-12 MAX TC PANEL TL DEFL = -0.006" @ 1'- 7.7" Allowed = 0.167" T T T MAX HORIZ. LL DEFL = 0.000" @ 2'- 10.3" 12 MAX BORIZ. TL DEFL = 0.000" @ 2'- 10.3" 3.00 - Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.0,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 I in the plane of the truss only. M-1.5x3 3 or , of m - i 20 i o o ti 0 0 1 M-3x4 M-1.5x3 1-00 3-00 JOB NAME : J-1839 STONE BRIDGE - F7 4oINSe ��N. NGIN�F °C.9 i�� Scale: 0.7074 9 CC. Q WARNINGS: GENERAL NOTES,unless otherwise noted: •"•78 1.Builder and erection contractor should be advised of all General Notes 1.This design is based ony upon the parameters shown and is for an individual Truss: F 7 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /'� i- - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �. DES. BY: LA is the responsibility of the erector.Additionalbracing ntc.and at 1a'o.c.such respeativ ly woods braced(TC)throughoutand/o their length by ^5!�•pREGON p ty permanent of continuous sheathing such as plywood s braced d length b C., �� DATE: 5/15/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I� 4.No lead should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6266768 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, 1,9 4 Ry AS TRANS I D: 427618 _t design loads be applied to any component. and are for"dry condition"of use. f�V 5.CompuTrus has no control over and assumes no responsibility for the 6.Designnecessarassumesy. full bearing at all supports shown.Shim or wedge if !lip U L C`\ 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 VIII 111 I III 111111111 III IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center inches. EXPIRES: 12/31/2016 9.Digits indicate size of late in inches. MiTek USA,Inc./CompuTrus Software 7,6.7(1 Lj-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) #1 VIII This design prepared from computer input by. JP ::;:SccER SFEC:FICAT:;;.':S TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 2:;4 KDDF d1:ETR LOAD DURATION INCREASE = 1.15 1-2-( 0) 29 2-4=(-33) 45 3-4=(-231) 129 • BC: 2::4 FDUF FIrBTR SPACED 24.0" 0.0. 2-3=)-74) 59 rdESS: 2::4 KDOF STAND LOADING TC LATERA:. SUPPORT 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ PRG REQUIRED BRG AREA EC 0070020 SUPPOF.T = 12"0C. DON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -67/ 469V -21/ 64H 5.50" 0.75 KDDF ( 625) _ :'. '' " 0.3" 7'- 0.0" -32/ 299V 0/ OH 5.50" 0.48 KDDF ( o25) LL = 25 PSF Ground Snow (Pg) nan,yr sFP.:s. - See approved plans rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRO 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" " BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -I'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = -0.150" @ 3'- 7.7" Allowed = 0.386" MAX TC PANEL TL DEFL = -0.233" @ 3'- 7.7" Allowed = 0.580" 7-00 MAX HORIZ. LL DEFL = 0.000" @ 6'- 10.3" MAX HORIZ. TL DEFL = 0.000" @ 6'- 10.3" T T 12 Design conforms to main windforce-resisting 3.00 r-- system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 End vertical(s) are exposed to wind, f 3 -/ Truss designed for wind loads in the plane of the truss only. II c o -, i O M c, O t 1I N N O i0 ** 4 M-3x9 M-1.5x3 y b y 1-00 7-00 JOB NAME : J-1839 STONE BRIDGE - F2 \S<(tiNGN . �`s/D �``7 ::7g 9 -1' Scale: 0.5880 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: F2 and Warnings before construction commences. building component.Appticabikty of design parameters and proper ./.l 2.2x4 compression web braang must be installed where shown+. incorporation of component is the responsibility of the building designer. f7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA 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 drywa8(BC). �"y,L OREGON '\y.,� DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • 4.No load should be applied to any component until after all bracing and 4,Installation of truss is the responsibility of the respective contractor. 9,g G'9RY 15 2 e S E Q. : 6266769 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. y� TRANS I D: 427618 6.Design assumes full bearing at all supports shown.Shim or wedge if A t`*` 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 IIII I VIII I III IIII VIII IIII IIII III IIII TPI WTCA in SCSI copies of which will be furnished upon request. it coincide with jointcenterinrnche. EXPIRES 12/31/2016 9.Digits size of plate tino inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MiTek) 11111111 III This design prepared from computer input by JP O YBAR SPECIFICAT:ONS TRUSS SPAN 7'- 0.0" ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.I T:: 2s4 tDDF 41LPTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting 2;_4 KDDF k16FTR SPACED 24.0" O.C. g g Di system and components and cladding criteria. TO LATERAL SUPPORT = 12"OC, UON. LOADING Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT = 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MW FRS(Dirl, DL ON BOTTOM CHORD = 10.0 PSF '• :or hanger s, u_. - See approved plansload duration factor=l.6, TOTAL LOAD = 45.0 PSF End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Outlooker truss. Upper top chords require same material REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. as structural top chord. Connect with M-3x5 min typical 36"oc (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall UON. M-1;:2 or equal typical at stud verticals. 12 Refer to CompuTrus gable end detail for 3.00 complete specifications. M-3x8+• • M-3x5+ • I o' I 0 i M o o oI ma ml I 2 0 1 o / ///////////////////////////////////////////// M-3x4 4 .1 1 1 1-00 7-00 JPRQ .F F JOB NAME : J-1839 STONE BRIDGE - F1 ��`' NGINE-e w Scale: 0.6892 ,� Q 2,9 WARNINGS: GENERAL NOTES,unless otherwise noted: 7`'' 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual • �r ��yy5' Truss: F1 • 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. f'� • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v continuous sheathing such as plywood ng(TC)and/or drywall(BC). A "9 OREGON y • DATE: 5/15/2015 the overall structure is the responsibipty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ : �/� ZO �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. t� SEQ. : 6266770 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, �i9 +l Y 1 -t TRANS I D: 427618 design loads be applied to any component. and are for"dry condition'of use. n 1 f1 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 '/U L ``` '.. fabrication,handling,shipment and instalation of components. necessary. 7.Design assumes adequate drainage's 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 1111111111111111111 TPINJTCA in SCSI,copies of which will furnished upon request. lines coincideiditwithzjointcenter 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) III II III This design prepared from computer input by JP ECT' EP SEE':IFICATIONS TRUSS SPAN ill'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' __. 4 EDRF 01%,ETR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-191) 171 5-3-(-308) 134 - EC: 2;:4 KDDF H1dETR SPACED 24.0" 0.0. 2-3=(-216) 96 5-6=(-2861 442 3-6=(-483) 265 WEBS: 2y4 KDDF STAND 3-4=( -86) 82 6-4=(-126) 103 LOADING TC LATEPAL SUPPOPT = 2"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF B'_ _..TUPAL SUPT FT = .2 DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0.0" 0'- 0.0" -200/ 233V -42/ 121H 5.50" 0.37 KDDF ( 625) LL = 25 PSF Ground Snow )Pg) 1'- 4.7" 0/ 512V 0/ OH 5.50" 0.77 EDDF ( 625) )gal a non-structural 10'- 2.0" -67/ 380V 0/ OH 5.50" 0.61 KDDF ( 625) 7 ;1 r chars Ton). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1 2: Nee'. to pate corner = 5.25" 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 10PSF 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" 5-03-03 4-10-13 MAX BC PANEL LL DEFL = 0.001" 9 1'- 0.1" Allowed = 0.030" f T MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.041" 12 MAX BC PANEL LL DEFL = -0.083" @ 6'- 3.6" Allowed = 0.385" MAX BC PANEL TL DEFL = -0.125" @ 6'- 3.6" Allowed - 0.514" 4.00 - MAX HORIZ. LL DEFL = -0.004" @ 9'- 10.5" M-1.5x3 MAX HORIZ. TL DEFL = 0.005" @ 9'- 10.5" 6- M-3x5 4 -, Design conforms to main windforce-resisting system and components and cladding criteria. x M-1.5x4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), l'7 3X9 f load duration factor=l.6, M 3x5 y End vertical(s) are exposed to wind, M-3x4+ 3, o Truss designed for wind loads� in the plane of the truss only. o IN ' 11111111 o Truss designed for 9x2 outlookers. 2c4 let-ins o M-3x4+ M-1.5x3 of the same size and grade as structural top chord. Insure tight fit at each end of let-in. 111$ Outlookers must be cut with care and are permissible at inlet board areas only. a' rn MN o2�` 5' 1.- 06M M-3x8 14-1.5x4 M-3x4 .0 b b 1-04-12 8-09-04 l .0 1-00 [PROVIDE FULL BEARING;Jts:2,5,61 10-02 o JOB NAME : J-1839 STONE BRIDGE - F4 mac, tsG N - ssfo ��� t:78 ,9 �1, Scale: 0.4550 WARNINGS: G. his a NOTES,unonlyss upon the noted: ��IQ� 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: F4 and Warnings before construction commences. building component.Appkcabiity 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 construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: LA 2'o.continuous.and st 1 'h res h asvpy dss bthroughout their length by :, it OREGON _ ,�„ is the resDonsibiliry of the erector.Additional permanent brarang of o.c.ad sheathingt10'osuch asi plywood sheathing(TC)raedand/orhrywength). G, rah DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown+♦ ty //.. 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. 7. v��Y ,� ' SEQ. : 6266771 , 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, �Q " design loads be applied to any component. and are for"dry condition"of use. Ix? 44y to TRANS I D: 427618 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 P4 U 1. 1l necessary. 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 canter VIII VIII VIII II II VIII VIII VIII II IIII TPIhVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint plate in lines. EXPIRES' 12/31/2016 9.Digits oinladte size of ate to inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1a88(MiTek) III 111111 This design prepared fr'n computer input by JP J::IIIER SPECIFICA'T'IONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ... 224 KDDF 415B'PR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-5=1-278) 557 3-5=(-595) 267 HU: 2::4 KDDF NISFTR SPACED 24.0" C.C. 2-3=(-615) 263 5-4=(-120) 74 WEBS: 2x4 EDDF STAND 3-4=( -59) 57 - LOADING LATERAL SUPPOET = "OC. CON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF K1 LATEPAL SUPPORT _ ;1"QC. CON. DL TN BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ''7EKHANGS: 0.0" 0,- 0.0" -71/ 548V -28/ 82H 5.50" 0.88 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -43/ 39EV 0/ OH 5.50" 0.63 KEN' ( 625) " For hanger specs. - See approved plans LIM=TED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.172" @ 4'- 7.0" Allowed = 0.353" MAX BC PANEL TL DEFL = -0.156" @ 4'- 7.0" Allowed = 0.471" MAX HORIZ. LL DEFL = 0.004" @ 8'- 8.5" 5-00-08 3-I1-08 MAX HORIZ. TL DEFL = 0.006" @ 8'- 8.5" '( 0 0 Design conforms to main windfcrce-resisting 12 system and components and cladding criteria. 3.00 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M 1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDirl, load duration factor=l.6, ,K- 4 -/ End vertical(s) are exposed to wind, i Truss designed for wind loads in the plane of the truss only. M-1.5x3 o ,� I di c, o o 1 N N 1. 2 , Ti r"s 1 0 s- -/ o M-3x9 M-3x9 1 .0 1, 8-08-08 0-03-08 1, l .0 1-00 9-00 LO PROFF JOB NAME : J-1839 STONE BRIDGE - F3 . .,0AGiNee,s, 6,<0 `5' 2v Scale: {gyp p C WARNINGS: GENERAL NOTES,unless otherwise noted: C .i cw0 L 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 /�f/ Truss: F 3 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. B Y: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A 1* OREGON 'h DATE: 5/15/2015 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ In, /. 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. .� 2�,q.RY ,�(,2 <, SEQ. : 6266772 ', fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, �l -l design loads be applied to any component. and are for"dry condition"of use. f�V TRANS I D: 427618 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full Dearing at allsuppo is shown.Shim or wedge if pA PAUL ``\ necessary. 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 placed so their center o n 11111111111111111111111 TPIMlTCA in BCSI,copies of which will be furnished upon request. lines coincide withzjoint center lines. EXPIRES: y31IZO 6 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)