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Report \ "4ST.2-0,5"--c.,0132_ — I 2v`5- Se 2141Ac 6 a 1 30'-0" C N M <t t0 CO U') c') N 0..\ RECEIVED • \ , ■ / ASJ1 -._- , , , ASJ1 JUL 1 6 2015 ASJ2 -._ ASJ2 CITY OF TIGARD 1( ) / / N BUILDING DIVISION .._ AH2,. 5:12 , - . . - .. AHD . .. NHS _- .- _... -. • 5:12 .1 4 v " Al (9) n n 5 . :12 \ _. . AHS I3 H1(2) --- 5:42- ; "' A■-- --- BSJ2 In �I:I!MIL, 5:12 1 - BSJ1 CSJ2 AM i.— ,q�r r_ . 1 ' CSJ1 5: ,i S2' \ ■■__l... 5.12 ti 4 III \ 4. g. G - N M Lo sr M N iw�u.r•J•i�.i 1 U 0 0 3 0 0 0 3 I - I I N 0 / / I 18'-6" I 11'-0" 0'-3" 30'-O ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 07/13/15 TRUSS CALCULATIONS ENGINEERED STRUCTURAL M PROJECT TITLE: REVISION-1: DRAWINGS FOR INFER OF FURTHER �� J-1855 STONE BRIDGE INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY::JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS �f 1 e�G, TO TRUSS CONNECTIONS.BUILDING 362B / OPT3-1-1855 HECKED BY: DESIGNER/ENGINEER OF RECORD TO TRUSS REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 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 Re: J-1855 STONE BRIDGE ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1301240 thru K1301272 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. co G l � '� s% 4 89782PE v� 9 1 ,L OREGON I.4 �''(1RY 15, 1GQ` PA U L R\� - a. ' - 5 /2016 July 13,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. f , Y I Re: J-1855 STONE BRIDGE ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1301240 thru K1301272 My license renewal date for the state of Washington is December 20,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PAUL war ikv Aff tai Q�`9 �+ ,p 51976 q, °� 4'0 srE °44' 0, .1 July 13,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. G This design prepared from computer input by JP + LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 IC: 209 KDDF H16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 87 2-6=10) 0 2-3=(-610) 191 ' BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-294) 530 WEBS: 2x.4 /ODE STAND 3-4=(-148) 80 LOADING 4-5=1 -67) 31 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-DO 2-DO-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0,0" -71/ 539V -12/ 165H 5.50" 0.86 KDDF ( 625) OVERHANGS: 24.0" 0.0" 5'- 9.2" 0/ 580 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -180/ 3830 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -39/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.059" @ 1'- 9.2" Allowed = 0.254" MAX TL CREEP DEFL= -0.071" @ 1'- 9.2" Allowed = 0.339" 9-11-11 MAX HORIZ. LL DEFL = -0.026" @ 9'- 10.9" 1 1' MAX HORIZ. TL DEFL = 0.027" @ 5'- 11.2" 5 -/ Design conforms to main windforce-resisting 12 system and components and cladding criteria. 5.00 0 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 4 1 crs O srt M-5x6 3 1 vista, Tl1-- ov WAS + , - c m � ' - k: Of¢- • 1 2 -61:-------, C ..4 x jM-3x6 �`f ■ tior A. 9e S GISTS! G 2-00 6=00 [PROVIDE FULL BEARING:Jts:2,6,4,5 [3-11-11 10* -(' ,•' �' 8•782PE <' • JOB NAME : J-1855 STONE BRIDGE - AJ5 / /y\�\- - _..-_. Scale: 0.4834 , t' --••e. ', WARNINGS: GENERAL NOTES, unless otherwise noted'. v2 OREGON ,�, Truss: AJ5 1.Builder and erection contractor should be advised of all General Notes 1.This desgn is based only upon the parameters clown and is for an individual -y O�� end Warnings belare construction commences. building component.Applicability of design parameters and proper / (y 2.2s< p web bracing must be installed where drown a incorporatb 1 component'the responsibily of the building designer. "T,1 "l RY 1` V 4 3.Additional temporary bracing to insure stability during construction 2 Design Beau the top and bottom chortle to be laleraky braced at 77 J _ is the p bliy of the erector.Additional pe permanent bracing of 2'o c and at 10 respectively unless braced throughout their length by ` DATE: 7/13/2015 the verauatrucwre'a the reeomm�u of designer. co�lnuoueen mg n pywoomeamng(rgand-ordrywalkec). PAUL responsibility g re . 3 2s Impact bridging or lateral bracing required where shown•• PAUL SEQ.: K1301240 4.No load should be applied to any component until after all bracing and a.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for me 6.Design assumes lull bearing at all supports shown.Shim or wedge N EXPIRES: 12/31/2016 fabrication,handling,shipment and installation ofcomponents. sn ary. ng,ehi B.Design assumes adequate tion drainage is truss,and July 13,201 5 6.This design is furnished subject to the Fmitalbns fiat forth by S.Plates shag be located on both faces of truss,and pfamd so their cellar TPL TCA in BCSI,copies of wnich will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E to.For basic connector plate design values see ESR-1011,E517-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #165TR LOAD DURATION INCREASE = 1.15 1-2=1 0) 87 2-7=(0) 0 2-3=(-611) 157 BC: 2x4 KDDF 8160TR SPACED 24.0" O.C. 2-3=(-294) 530 WEBS: 274 KDDF STAND 3-4=(-180) 84 LOADING 4-5=1 -76) 30 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -37) 14 + BC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-00-00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -59/ 541V -15/ 192H 5.50" 0.87 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) 4 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -174/ 372V 0/ OH 1.50" 0.48 KDDF ( 625) 9'- 11.2" -81/ 220V 0/ OH 1.50" 0.28 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 11'- 11.7" -23/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacijlg. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.065" @ 1'- 9.2" Allowed = 0.254" MAX TL CREEP DEFL = -0.073" @ 1'- 9.2" Allowed = 0.339" 11-11-11 MAX HORIZ. LL DEFL = -0.030" @ 11'- 10.9" 1 r MAX HORIZ. TL DEFL = -0.029" @ 11'- 10.9" 6 -/ Design conforms to main windforce-resisting 0 system and components and cladding criteria. 12 5 Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.00 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 Truss designed for wind loads in the plane of the truss only. y 4 ti V1 M-5x6// ppUL VeN __ ---....ita" 4,,,,t7"...--'0V ViTA$it.#4,Vti -- ,,,..,, ,..(,,,,.. , 2 fill 7 NBA M-3x6 rP�, 4, 51976, w� 2-00 6-00 5-11-11 r - -� (PROVIDE FULL BEARING;Jts:2,7,4,5,6 ,-;:s.J N 1 k- fa �' :9782PE 17_,. JOB NAME : J-1855 STONE BRIDGE - AJ6 -"- / // Scale: 0.4191 - riF WARNINGS GENERAL NOTES unless otherwise noted. '7 OREGON N((7 Truss: AJ 6 1.Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and Si for an Individual and Warnings before construction commences. holding component.Applicability of design parameters and prove t � nQ �8;" 2.2a4 compression web bracing must be installed where shown+. incorporation or component k the responsibility of the building designer. (y/ Y _ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - is the res ansibi I the erector.Additional t bracing f o.c.and at 10'o.<.rsspepirely unless braced Throughout their length by /��+s \NI p ay o permanan g o continuous sheathing such as plywood sheathing(TC)andor drywall(BC). A UL DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3. s Impact bridging or lateral bracing required where shown++ SEQ.: K1301241 4.No ball should be applied to any component until after a4 bracing and 4.Installation of truss is the responsibility of the respective contractor. - fasteners are complete and at no time should any bads greater than S Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK - 5.Compu Trushasnncontroloverandassumesnoresponsibilityfor the 6.Design assumes rue bearing at all supports shown.Shim or wedge 11 EXPIRES: 1 213 1/20 1 6 fabrication,handing,shipment and installation of components, ssary. 7.Plates assumes adedenbodrainage is provided. July 13,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both leas of truss.and placed Sc their center TPI5V CA in BCSI,copies of which will be furnished upon request. knee coincide with joint center Ines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc.iCompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector te design Ign values see ESR-7317,E3R-1986(MITek) i • S This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 DC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 87 2-5=(0) 0 2-3=(-615) 262 BC: 2x4 KDDF Rl&BTR SPACED 24.0" O.C. 2-3=1-292) 528 WEBS: 204 KDDF STAND 3-4=) -67) 66 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"CC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -108/ 556V -7/ 113H 5.50" 0.89 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) OVERHANGS: 24.0" 0.0" 5'- 11.7" -83/ 177V 0/ OH 1.50" 0.28 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacifng. 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 = 0.090" @ -2'- 0.0" Allowed = 0.200" 5-11-11 MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.102" @ 1'- 9.2" Allowed = 0.254" MAX TL CREEP DEFL = -0.116" @ 1'- 9.2" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.044" @ 5'- 10.9" 5.00 17 MAX HORIZ. TL DEFL = 0.044" @ 5'- 10.9" 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: mph, h=20.6 ft, osed ASCE 7-10, (All Heights), Enclosed, Cat.2, Eop.B, MW FRU)D ir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 i '-' 3 0 2 -: ---- - - 5>C' PAUL pi,a • M-3x6 40 811A$1'4 +?i c 417 0 51976 :� z-oo 6-00 'ri,s '�+'ISTLl'Y' .ei (PROVIDE FULL BEARING;Jts:2,5,4 1 .0 41)1R," c<'3 tN I FI9 i'O�- .. :9782PE 9r, JOB NAME : J-1855 STONE BRIDGE - AJ3 . ,r ..00,Scale: 0.6281 . / , -a WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: AJ3 1.Builder and erectoncontractor should be advised of all General Notes This design isb d only p the p s and is f an individual 7 OREGON C)�� NW and Warnings before construction commences. building component.Applicability f design p am t and proper Ss n 2.2v4 p web bracing must beinstalled wh a shown., nworporatbn I component-the responsibility of the building designer.r. I�� Ai�y 1 r -.. 3.Additional temporary b -g 1 stability during construction 2.Design assumes 1h top and b dom chortle to be laterally braced at J ie!h responsibility f the t Additional permanent bracing of 2 c c and at 10 o c respectively I braced throughout their length by \ continuous sheathing such as plywood sheathing(TC)anNOrdrywalkBC). PAUL C;'‘'' DATE: 7/13/2015 me overall structure's the recponsib'Ity f the building designer. 3 24 Impact bridging or lateral bracing required where shown.. ,,.1 v 4. SEQ.: K1301242 4.No load should be applied to any component u til after all bracing and 4 Installation of truss's the responsibility of the respective contractor. hsteners are complete and at no time should any loads greater than 5.Design a u trusses are to be used in a noncorrosive environment, and are for ud condition"of use. design loads be applied to any component. c EXPIRES: 12/3.1/2016 TRANS ID: LINK v 5.Lom Trus has no control over and assumes no responsibility 6.Design assumes lull bearing at all supports shown.Shim or wedge it ''i pu ponsibilfty for the ssary, fabrication,handong,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject Is the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center • July 1 3,2015 TPW0'PCA in 0101.copies of which coil be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.H.7SP2(PL)-E 10.For basic connector plate design values we ES14.1311,ESR-1900(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 8l&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 87 2-6=(0) 0 2-3=(-612) 226 BC: 2x4 KDDF #158TH SPACED 29.0" O.C. 2-3=(-293) 529 WEBS: 2x4 KDDF STAND 3-4=(-114) 79 LOADING 4-5=1 -59) 27 TC LATERAL SUPPORT 0= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. UDN. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED SRO AREA LETINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -86/ 545V -9/ 139H 5.50" 0.87 KDDF ( 625) OVERHANGS: 24.0" 0.0" 5'- 9.2" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -169/ 360V 0/ OH 1.50" 0.46 KDDF ( 625) ,4 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.7" -23/ 35V 0/ OH 1.50" 0.06 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net)-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.093" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.063" @ 1'- 9.2" Allowed = 0.259" 7-11-11 MAX TL CREEP DEFL = -0.074" @ 1'- 9.2" Allowed = 0.339" 1 T MAX HORIZ. LL DEFL = -0.028" @ 5'- 11.2" MAX HORIZ. TL DEFL = 0.028" @ 5'- 11.2" 12 5 -/ 5.00 Design conforms to main windforce-resisting system and components and cladding criteria. I) Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1 M-5x6 1 rn 3 uf VS co - AU v - WA oV ORIEMM Av- M-3x6 "T - O ,fir Y,p .,� 519'76 kid i l j .�n C+1ST'L 2-00 6-00 1-11-11 ,,,1y (PROVIDE FULL BEARING;Jts:2,6,4,5 I �� 8*782PE pc' JOB NAME : J-1855 STONE BRIDGE - AJ4 ____. Scale: 0.5389 WARNINGS: GENERAL NOTES. uMessolhsnmaenoletl �� " OREGON a�<0 __.., I.Builder and erection contractor should be advised of an General Notes I.This design is based only upon the parameters shown and Is for an Individual ' Truss: AJ4 and Warnings before construction commences building component.Applicability of design parameters and proper ��/G �� ¢Q'- 2.2d p bbracing must be installed where shown+ incorporation cl component'the responsibility of the building designer. iQ ,�T v �+, - 3.Additional temporary b g 1 stability during construction 2.Design assumes the top and bottom chords t be laterally braced at / R I lb V� t responsibility /1h t Additional permanent bracing of 2 o c and at 10 o.c.respect H unless braced throughout their length by ` V DATE: 7/13/2015 the overall structure is the responsibility of building designer. 2x Impact such as Atwood tti nglreshowr and/or drywag(BC). ,J 7y' pj pe nci ry o g gna r. 3 2x ImDacl bi tlg^g or Lateral bracing required where shown•• A'l t/1�- 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 13 012 4 3 fasteners are complete and at no lima should any loads greater than 5.Design assumes trusses are to be used In a non-carrosNe environment TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes hill bearing at all supports Shawn.Shin or wedge it EXPIRES: 12/31/2016/2016 fabrication,handling, necessary. q g,shipment and installation ofcttorth components. 7.Design assumes adequate drainage is provided. July 13,2015 6.The design is furnished subject to the Imitations set faith by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BC51,copies of which win be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sue of plate in inches. MITek USA.Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) S This design prepared from computer input by JP ▪+ LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TO: 2x9 KDDF k10BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 87 2-5=(0) 0 2-3=(-639) 344 BC: 2x4 KDDF k1aBTR SPACED 24.0" O.C. 2-3=(-282) 506 WEBS: 2x4 KDDF STAND 3-4=( -89) 41 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.D) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 1-07-05 1-07-05 0'- 0.0" -153/ 560V 0/ 62H 5.50" 0.90 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 24.0" 0.0" 1'- 11.7" -183/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "sic 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 = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" 1-11-11 MAX LL DEFL= 0.006" @ 1'- 4.9" Allowed = 0.054" T 1 MAX TL CREEP DEFL = 0.006" @ 1'- 4.9" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.005" @ 1'- 10.9" 5.00 D MAX HORIZ. TL DEFL = -0.006" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 4 in the plane of the truss only. M-3x4 -% 3 • / 10 i-i I u O O / O 2/i 5 M=3x6 �'PAUL v o wnSili v t k C t x L h. l 2-00 2-00 �'Q 1S9p d��'�}v� 'PROVIDE FULL BEARING;Jts:2,5,4 ' 'd 1' 4 Cti.' ON 19 4� :9782PE <' JOB NAME : J-1855 STONE BRIDGE - ASJ1 Scale: 0.7090 1 Ali WARNINGS: GENERAL cadvised G hR Ae uolh noted, 1.Builder and U contractor should ot all General Notes 1.This design d upon parameters shown end is for individual ual 9�OREGON Y N Truss: ASJ1 and Warnings before conctructbn commences. building pccnf Applicability of design parameters and proper O incorporation ot component th e responsibility of the building designer.2a4 compression web bracing must be installed shown•. 2 D g the top and bottom chords to be laterally braced at �� 'l RY AY 3.Additional t p ry brat n to Insure stability d during 2 o c and at l o o c respectively unless braced throughout her length by /`is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sh thlg(TC)and/or drywal(BC). j04 U _ �\DATE: 7/13/2015 the overall structure is the responsibility of th building designer 3 29 Impact bridging or lateral bracing required where shown•. NI SEQ.: K1301244 4.No bad should be applied to any component until after all bracing and 4 haauaronof truss s the responsibility or the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes 101 bearing al all supports shown.shim or wedge if EXPIRES: 12/31/2016 fabrication.handlin ssa^y. g.shipment and installation ofctlsrlh nlc. 7.Design assumes adequate on s provided. July 13,2015 6.This design is furnished subject a the limitations set forth by 9.Plates shag be located on both faces of truss,and paced so their center TPIIWTCA in SCSI.copies of which coil be furnished upon request. lines coincide with joint center tines. Digits inches. MiTek USA,Inc./CompuTrus Software 7.6.7-0P2)1 L)-E 10.For basic connector°plate design values see ESR-1311,ES R-19621(MiTek) ) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 87 2-5=(0) 0 2-3=1-607) 292 BC: 2x4 KDDF fl16BTR SPACED 24,0" O.C. 2-3=1-299) 532 WEBS: 2x4 KDDF STAND 3-9=1 -48) 41 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA• TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -126/ 488V -9/ 88H 5.50" 0.78 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 24.0" 0.0" 3'- 11.7" -53/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ,e 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 = 0.090" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.093" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL= 0.000" @ 0'- 10,1" Allowed = 0.096" MAX BC PANEL TL DEFL = -0.000" @ 1'- 1.4" Allowed = 0.062" 3-11-11 MAX HORIZ. LL DEFL = -0.012" @ 3'- 10.9" f T MAX HORIZ. TL DEFL = -0.012" @ 3'- 10.9" 12 Design conforms to main windforce-resisting 5.00 12 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4 Truss designed for wind loads in the plane of the truss only, M-3x9 0 3 -s v .a I o i• 1 • O N i• I • O I � -2AUL IV---- � 2� 51 � j'� M-3x6 AV WAS[ 7 �� \\:::976}`'� 2-00 2-00 1-11-11 �� m• [PROVIDE FULL BEARING;Jts:2,5,9 [ s.r i 4 4 °'- ' :9782PE .3?:,.. JOB NAME : J-1855 STONE BRIDGE - ASJ2 40 4r1►' Scale: 0.6177 'IV, 1.BuidG6 G.TOnde NOTES, unless otherwise ramete =,r OREGON , Truss: ASJ2 6 a in eaoncoobacmranoosm advised olauCaneolNOlae bu dgc ompoaaetloNyuponyofdesgnparmetereandpropanlMNaual ✓ *. and Warnings before construction commences building component.Appla'wbilM of design parameters and proper //� ., 2.2v4 compression web bracing must be Installed where shown+. incorporation of component is the responstbiI of the building b dsaipnar. ray (,"1 a,� +�, J.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at 7 ''�-11 f+� J ��j- is me responubllity of the erector.Additional permanent bracing al 2'o.c.and at 70'o.c.respectively unless brand throughout their length by V DATE: 7�13�2015 the ova lstrucFoei sthereaporsooallofthebuiNingde¢goer. continuous ehealhhgsuch as plywood soeaming(TC)anNOrdrywalkftC). PAUL R 3.2x Impact bridging or lateral bracing required where shown++ !'S SEQ.: K 13 012 4 5 4.No load should be applied to any component anti alter alt bracing and 4.Installation of truss is the responsibility of the IaspeGi.contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are la be used in a nomoorrosiue environment design Beds be applied to any component. and are for"dry condition-of use. TRANS ID: LINK , 5.LompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge N a6,katlon.nanaYng,abipmenand inslatlalonalcompenent `¢a" EXPIRES: 1213112016 - 6.This design furnished subject to the imilatmns set forth by 8.Design assumes b el cateduone drainage la truss,russe and July 13,2015 pons 1Sis p request. 6.Inca Plates be located center ter traces of t and plamdea their center TPWWLA in BL51,copies al which will be furnished upon request. Ynes coincide with joint center lines. 9.Digits indicate she or plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(TL)-E 15.For bask connector plate design virtues ass ESR-7311,ESR-1966(MiTek) This design prepared from computer input by JP LIMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 204 KDDF 1416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 87 2-7=(0) 0 2-3=(-611) 123 RC: 204 KDDF N19BTR SPACED 24.0" 0.C. 2-3=1-295) 530 WEBS: 204 KDDF STAND 3-4=1-212) 99 LOADING 4-5=(-113) 52 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -59) 26 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF A TOTAL LOAD = 42.0 PUP LETINS: 2-00-00 2-00-00 BEARING MAX VERT MAX HORZ BAG REQUIRED BP.G AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -46/ 543V -18/ 218H 5.50" 0.87 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -167/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) 9'- 11.2" -119/ 29DV 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.7" -52/ 110V 0/ OH 1.50" 0.18 KDDF 1 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc s95 cipg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" 8 -2'- 0.0" Allowed = 0.26'1" MAX LL DEFL = 0.073" @ 1'- 9.2" Allowed = 0.254" MAX TL CREEP DEFL = -0.075" @ 1'- 9.2" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.034" @ 13'- 10.9" 13-11-11 MAX HORIZ. TL DEFL = -0.033" @ 13'- 10.9" r - - - - -' Design conforms to main windforce-resisting 6 system and components and cladding criteria. 7 _„-----_" Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERSIDir1, load duration factor=1.6, 12 - Truss designed for wind loads 5.00 -- in the plane of the truss only. j sr ■ 4 UL IO V M-5xi .j. GA0V WAS/tA,'''Q� .. 3 , 4".: 0'14'..'/. "'C',>, co i I 0� 507�s"-3<6 f■r. iR � � es 2-00 6-00 7-11-11 NC.? I 4.9' 'PROVIDE FULL BEARING;Jts:2,7,4,5,6 2 e :9782PE 17_.„ JOB NAME : J-1855 STONE BRIDGE - AJ7 ..� Scale: 0.3623 v ti RR WARNINGS: GENERAL NOTES, my upon theshown and ismranim"kk,al w -f1 •' ' and Warnings before construction commences. building component.Applicability of design parameters and proper (� 9. 2.2e4 compression web bracing must be installed where shown.. incorporation of component is the rewonwbrlM of me budding designer. aA� ��r�Y 1` V 3.Addnronal temporary bracing to insure slabddy during construction 2.Design assumes me top and bottom chords m de tale rash braced at 77 '1 :! Ni , is the responsibility al the erector.Addbanal permanent bracing of 2'a.c.and at 10'o.c.respectively unless braced throughout Ineu length by \ e. DATE: 7/13/2015 the overall structure is the responsibility of the building desg"e,. co nnp neging or step as plywood aneamr here s anaor arywad(Bc) PA/( a 3.2a Impact brbg�ig on lateral bracing regwred tuners mown.. i'S SEQ. : 1<1301246 4 No load should be applied to any component until after a bracing and 4.Installation of russ is the responsibility of respective contractor. fasteners are complete and at co time should any loads greater than s.Design assumes trusses are to be used in a con<orroswe environment. des. bads be applied to an nt. and are for condition-of use TRANS ID: LINK 9" vv component. 5.CompuTrus has no control over and assumes no responaibdity for the 6 Devon assumes full bearing at all supports shown Shim or wedge it EXPIRES: 12/31/2016 fabrication.nand. shipment and instalalan of vim necessary. rg a omen we by 7.Design assumes adequate drainage s Brooded. July 13,2015 6.This design u furnished subled to the Ymitalans set fort by B.Poles shall be located on both faces of truss.and placed so their center TPUWrCA in BC St.copes of whch el be furnished upon request. lines coincide wen pint center lines. 9.Digits indicate sae of plate in inches. MITek USA.Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1B88(Wee) This design prepared from computer input by Jr LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 209 KDDF Hl&BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 87 2-11_1-511) 2059 2- 3=(-2336) 702 BC: 2x4 KDDF H16BTR SPACED 24.0" O.C. 2- 3_) -428) 326 11-12=1-901) 3379 11- 3=) -96) 689 WEBS: 2x4 KDDF STAND 3- 4=1 0) 0 12-13=1-928) 3903 11- 5=1-1441) 445 LOADING 3- 5=1-2054) 664 13-14-1-928) 3903 5-12=( 0) 298 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( '.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3394) 1003 14- 9=1-579) 2053 12- 6=( -47) 51 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8-1-2053) 664 13- 6=( 0) 249 TOTAL LOAD - 42.0 PSF 7- 8=( 0) 0 6-14=1-1462) 447 ----------------------- 8- 9=( -428) 326 14- 8=( -94) 685 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10-) 0) 87 8- 9=(-2336) 703 ALL FLAT TOP CHORD AREAS NOT SHEATHED -- -- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 29.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -286/ 1488V -55/ 55H 5.50" 2.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 30'- 0.0" -286/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacipg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL- -0.093" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL= -0.229" @ 11'- 11.8" Allowed = 1.454" MAX TL CREEP DEFL = -0.465" @ 11'- 11.8" Allowed = 1.939" MAX LL DEFL = 0.040" @ 32'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 32'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.0E4" @ 29'- 6.5" MAX HORIZ. TL DEFL = 0.108" 8 29'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6-0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 7-11-11 14-00-10 7-11-11 in the plane of the truss only. r - 1 - - I i 5-04-05 2-07-06 3-08-09 6-05-11 3-10-05 2-07-06 5-04-05 i- 1 I _._----- 1 I 1 6-00 6-0C 12 12 .- ?AUL AI, 5.00 C--.- M-4x12 -!I f� M-4x12 a 5.00 0 WAS I M-3x5 M-3x10 \.,, ...,-,-,..-ii '1r y: , -.../_, •M-1.Sx3 / '- /-- \ -1- M-1.5x3 �' ` o 4, 5 976 O 0 2 11 1 2 33 14 9 �lD Q f, �, r ',M-4x6 M-3x5 T,•,�n M-1.5x3 M-3x5 M-4x6 tt GISTE0' M-5x6(5) �`rS' '"N"4....,,, 5-07-13 6=03=15 6=02-03 6-02-03 5=07=13 �\-� �N f��R c�jO2 2-00 30-00 --� 2-00 'V -'Q `t' 89782PE I' JOB NAME : J-1855 STONE BRIDGE - AH2 Scale: 0.2121 I '^ WARNINGS: GENERAL NOTES, unless othenwse noted <.i' VJ I.Buster and erection contractor should be advised of all General Notes I.This design Is based jelly upon the parameters Yawn and Ss br an IMtvkluY yy OREGON , Truss: AH2 an]Warnings before construction commences. building component.Applicability of design parameters and proper /, n 2.2v4 compression web bracing must De imtale0 where shown.. Incorporation of component a,the rcsponubary Of the building designer. Clr�y1 Y - J.Additional temporary Draunp to insure stability wnrg construction 2.Devgn assumes the lop am bottom chords to be laterally brand a1 -9�� "R Y A b, _(Aj is the responwbilnry of the erector.Addaanal permanent bracing of 2'o.c.and al t0'o.c.respectively unless bread throughout then length by \ continuous sheathing such as pNwaod sheatmnotTC)and'or drywall(BC). PAUL DATE: 7/13/2015 the overall structure is the responsibility of the building designer 3.2e Impact bridging or lateral braunp required where shown•• SEQ.: K1301247 4.No load should be apWmd to any component omit after all bracing arm O.Installation of truss is the responsibaiy of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are 10 be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for-dry condition;'of use. s.LompuTrus has lip cpnbol over and assumes no re sponvbil y for the S.Design assumes full bearing at all supports shown.Shim or wedge if fabrication.handling.shipment and inslalaton of components. paary. EXPIRES: 12/31/2016 7.Design assumes adequate drainage is pruvsled. July 13,2015 6 This design is furnished subject to the Imitations set forth by a.Plates shall be located on both lams of russ and placed so their center TPLWTCA in BC51 copies of which pal be furnished upon request. Ines coincide with pint center lines. 1.1:Tek USA.Inc/CompuTrus Software I b.7SP2)1L)-E 4.Digits indicate connpbr rplel. reign oe.of 10.For basic connector plats Msign values sea ESR-1317 ESR-1 p138 INTek) This design prepared from computer input by Jr - LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF 116BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 87 2-10-(-911) 1897 2- 3=1-2333) 674 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2- 3=( -251) 372 10-11=1-415) 2146 3-10=1 -49) 163 WEBS: 2n4 KDDF STAND 3- 4=(-2050) 978 11-12-1-415) 2146 10- 4=( -31) 447 LOADING 4- 5=1-1938) 476 12- 8-1-467) 1897 10- 5-1 -389) 176 TC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-1838) 476 11- 5=1 0) 109 BC LATERAL SUPPORT <= 12"O0. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2050) 478 5-12-) -389) 176 • TOTAL LOAD= 42.0 PSF 7- B=1 -251) 372 6-12-) -31) 497 8- 9=( 0) 87 12- 7=( -99) 163 NOTE: 2x4 BRACING AT 24"OC UON. FCR LL = 25 PSF Ground Snow (Pg) 7- 8-1-2333) 674 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 24.0" 0'- 0.0" -227/ 1488V -83/ 83H 5.50" 2.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 30'- 0.0" -227/ 1988V 0/ OH 5.50" 2.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 - 0.040" 8 -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.043" 8 -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.115" 8 15'- 0.0" Allowed = 1.454" MAX TL CREEP DEFL = -0.230" 8 15'- 0.0" Allowed = 1.939" MAX LL DEFL = 0.040" @ 32'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.093" @ 32'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL - 0.045" 8 29'- 6.5" MAX HORIZ. TL DEFL - 0.074" @ 29'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 9 11-11 10-00-10 9-11-11 Truss designed for wind loads in the plane of the truss only. r _- -_----_-_ 1 _ -_ ---_ f _.._ _-___._ ._._1 4-09-14 5-01-13 5-00-05 5-00-05 5-01-13 4-09-14 r T - - I 4 f 12 12 5.00 .0" M-4x6 M-4x6 5 pp M-3x8 .. 4 5 .. __.--1,--O %, Wit Rrj� M-3x5 \ M-3s5 '� 3 NNN -., 0�M-i.5x3 ti`r � fi ,. I , M-4x6 --- _ -. M-3x8 -.__. 0 25" M-3x8 M-4x6- ,,. 2- -- l0 11 12 '�-' �- 9R�SP976� w`r M-5x6(S) ��SS �+ISTPR G. 'mss .. 9-06-01 5-05-15 5-05-15 9-06-01 \�� w-, ' '�-t (5'O 2-00 - _._._ 30-00 ._ __- __---... -------.. 7�f.A �\_ F9 D�/,9 �' 89782PE <'' JOB NAME : J-1855 STONE BRIDGE - AH3 f// �C/�)I • • • Scale: 0.2371 "• J \ +. • WARNINGS: GENERAL NOTES. unless otherwise noted: C..e' 40 1.Builder nd erection contractor should be advised of all General Notes t This design is based only upon the parameters shown and is lot an individual 17 OREGON (.Z1'• Truss: AH3 and Warnings before construction commences budding component Appywb6tty or design parameters and proper �//- c Q` 2.aw compresaon web bracing must be installed where shown.. incorporston of component is the responsibility of the building desienen. gaff C/q RY 1`� V �j� 3.Addmonanemporary bracing to insure stability during constructors 2.Design assumes me cop am bottom chords to be laterally w braced a - iir NI is me reapprssib4ity of erector.Additional permanent bracing of r o.c.and a 1v o.c.respectively unless maua throughout mob length by DATE: 7/13/2015 the overall structure is the responsibility I the building des continuous sMing or such as ptywootl remised where shown and/or drywall(BCI. PA�� pone ry o 9 ren<c 3.2a Impact bridging or lateral bracing regtdrea wnere shown.. SEQ,. K1301248 4.Nooadshoudbe applied to any component unNafter al bracing and 4.Installation of Miss is the responsibility onherespeaaecontradpr. • fasteners era complete and at no lime should any bads greater than s.Design assumes trusses are to a used in a non-corrosive environment. TRANS ID: LINK design bads be applied to any component. and aretor"dryconddon'ol use. 5.CompuTrus has no control over and assumes no responsibiby for the 6.Design assumes NY bearing alas supports shown.Shim or wedge it tabroatwn.handling.shipment and vWalatbn of components. sa s"m EXPIRES: 12/31/2016 .Design assumes adequate drainage is provided. July 13,2015 S.This design is furnished subject to the limitations set bnh by e.plates shall be located on both races or truss,and placed so their center TPBWTCA in BCSI.copes at which tad be famished upon request. lines coincide with pint center Imes. 9.Digits indicate sue of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E is.For basic connector plate design values see ESR-1311,ESR-1999(MiTeN) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 IC: 2x4 KDDF 816BTR LOAD DURATION INCREASE - 1.15 1- 2=) 0) 87 2- 8-1-332) 1958 2- 3-(-2220) 503 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -464) 232 8- 9-1-168) 1331 3- 8-( -386) 272 WEBS: 204 KDDF STAND 3- 4")-1983) 447 9- 6-1-385) 1958 8- 4-( -113) 694 LOADING 4- 5-1-1983) 447 4- 9-( -112) 694 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=) -464) 232 9- 5-( -386) 272 BC LATERAL SUPPORT <- 12"DC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-( 0) 87 5- 6-(-2220) 503 TOTAL LOAD - 42.0 PSF OVERHANGS: LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -237/ 148BV -121/ 121H 5.50" 2.38 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 30'- 0.0" -237/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 'COND. 2: Design cherked for net(-5 Osf) uplift at 24 "oc soaci}tg. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL- 0.040" @ -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL- -0.103" @ 20'- 0.0" Allowed - 1.454" • MAX TL CREEP DEFL = -0.207" 9 20'- 0.0" Allowed - 1.939" MAX LL DEFL = 0.040" @ 32'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL= -0.043" @ 32'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL - 0.039" @ 29'- 6.5" MAX HORIZ. TL DEFL = 0.064" @ 29'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 15-00 15-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ------- - - load duration factor-1.6, Truss designed for wind loads 7-06 7-06 7-06-09 7-05-07 ___ T 1 in the plane of the truss only. ■ 12 12 5.00 f% M-4x6 d 5.00 4.0" 4 .1n u k% // O" ,----.....„,......,,,,,_,,,..., 4AUL M-3x9 M-3x9 �� 3 WAS r � M-1.5x3, / 14-1.5x3 /2 ".,�- �1., ------ \ . ''\ / --. -_____, o cr, '' 2 -- --_ -- 8- '1' -- 9° _ , o P 51976 w` ,M-4x6 0.25" M-3x4 M-4x6 Off, F�%ISTE.RF' 14-5x8(s) k' ;6 10-00 10-00 10-00 \r'O s`S/o 2-00 30-00 2-00 y ,� R 2 tr 8`782PE �c JOB NAME : J-1855 STONE BRIDGE - Al Scale: 0.2121 / ' ,17 WARNINGS: GENERAL Thistle NOTES,b, 1Warethane.he rmete. '74 OREGON I.anoWrno ereeforn contractor on be of all General Notes 1.bra dg component.based only parameters anewn and bbpshlMleWyl C) Truss: Al ono Warni gs galore construction commences. bwldmp component.Ap ent is t y of soon parameters and proper (� 2.n4 compression web bracng must be installed where shown Y. imorporaran at component a:the resppnsiblrry of the burldng designer. �� ^ ,V 3.Addaional temporary bracing to insure stabduty during construction = Design auumes the too and bottom chords to be laleraly braced at ^I :J �!I is he nesponvbddy of the erector.Additional permanent braurq of 7 c.c.and at 10'ti c.respectively unless braced throughput their length by \ `�/ continuous shea"nrg such as plywood Neathmg(TC)andor drywaB(BC). PAUL 1 1 L �• DATE: 7/13/2015 the overall structure is the responsrblty or the building desgner. 3.25 Impact bridging or lateral braurg required where shown•• i-5 U SEQ.: K1301249 4.No load should be applied to any component until after all bracing and 4.Installation oft,.Is the responsibility of spectwe contractor. Wieners erne m eners are compote and et no e should any loads greater than 6.Design assues b m usses are to be used In a "cunnesve environment, TRANS ID: LINK design bads be applied to any component. and are for-dry condoon"of use. - 6.Co�rrpuTrus has no control over and assumes no responsiblbry for the 6.Design assumes NN bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 - fabrratldn,handling.shipment and installation or components. ssary. 7.Design assumes adequate dra■nage 5 provlded. July 13,20155 e,The design is Nrniehed subpd to the Imi atans set forth by e.plates shell be located on both faces of buss.and placed co thou center TPINJTCA in BC51.copies of whch awl be furnished upon request. Wes coincide with pint center lines. g.Mae(USA.Inc./CompuTrus Software 7.67SP2(IL)-E o.Forba.c connectorfllate design mites f i P values sea ESR-1N 1.ES R-tYee(Wet) - This design prepared from computer input by JP + LUMBER SPECIFICATIONS 30-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 41613TH LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 86 2- 9=(-1472) 4494 9- 3=( -3501 1388 BC: 206 KDDF #168TH 2- 3=(-5052) 1726 9-10=(-2692) 7256 9- 4=(-2984) 1318 WEBS: 204 KDDF STAND; LOADING 3- 4=(-9494) 1576 10-11=(-2712) 7330 4-10=( 01 368 2x4 DE STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-7286) 2780 11-12=(-2712) 7330 10- 5=( -46) 50 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-4492) 1576 12- 7=(-1472) 4492 11- 5=( 0) 368 TO LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 29'- 0.0" V 6- 7=(-5048) 1726 5-12=(-3056) 1336 • BC LATERAL SUPPORT <= 12"CC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 29'- 0.0" TO 30'- 0.0" V 7- 8=( 0) 86 12- 6=( -346) 1380 BC UNIF LL( 0.0)+DL( 40.0)= 90.0 PLF 0'- 0.0" TO 30'- 0.0" V NOTE: 204 BRACING AT 24"00 UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+01,( 70.0)= 320.0 LBS @ 24'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -851/ 2684V -53/ 53H 5.50" 4.29 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 30'- 0.0" -851/ 2684V 0/ OH 5.50" 4.29 KDDF ( 625) _OVERHANGS: 24.0" 24.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered: MAX LL DEFL = 0.010" @ -2'- 0.0" Allowed = 0.200" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL= -0.011" @ -2'- 0.0" Allowed = 0.267" ' 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.211" @ 11'- 11.8" Allowed = 1.454" 9" on in 1 row(s) throughout 2x9 webs. MAX TL CREEP DEFL = -0.415" @ 11'- 11.8" Allowed = 1.939" MAX LL DEFL = 0.010" @ 32'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.011" @ 32'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.045" @ 29'- 6.5" MAX HORIZ. TL DEFL = 0.074" @ 29'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 5-11-11 18-00-10 5-11-11 F- 1 T 1 5-11-11 5-08-09 6-05-11 5-10-05 5-11-11 1- ---- 43200 1 f 4320# _.__1 12 M-4x6 M-4x6 1215.00 PAUL J?> M-3x5 M-3x10 -v v� 5 et; WAStf go, o , _ M=3x6 "i �� \\.� 3x6 f' `�'. A l • e A o ---- - II - 0 ® q� 1 9 _.. 10 .f_ 11 12 - 8 51776 x(Y4i M-3x5 0.25" M-1.5x3 M-3x5 1 Off, ea5i1 C' � �4cr•, M-7x8(S) vs. �j`" y 5-07-13 6-03-15 6-02-03 6-02-03 5-07-13 tsi _1 � , F /L 0 2-00 30-00 4,4 r Q 89782PE pc JOB NAME : J-1855 STONE BRIDGE - AH1 • Scale: 0.2371 ] \ ". • WARNINGS - - - _ .� 1 -w GENERAL NOTES, unless othenvise noted, Truss AH1 1.Budder and Q contractor should be advised of all General Notes 1.This design:e based only upon th parameters shown and f nindnidual 9 OREGON N. nd W g bile construction building ponent Applicability f de g parameters dngdes ��RY 1� Zo ¢.r 2 2v4 p b b g t ie tall d wh shown a P t' of component c the p b liN of the butM'Ig tlesigner 3 Addd I t p ry b g 1 l bility tl lg nstructwn 2 De g mes the top and boll h tl t be IateraN brand at �!. is the p tiIM of the t Additional permanent bracing of 7 and 1 70 o c respectively braced throughout their length by ' t CA , ''(� de DATE: 7/13/2015 the overall structure-the responsibility f the building designer. continuous sheathing such as plywood sheathing(TC)here shwn•drywall(BC). ��V� \ 4.No load should be applied to a pone g a 3 In Impact bridging or lateral bracing required where shown•• SEQ.: K130 12 5 0 PP try component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, and are for condition"of use. design loads be applied to any component, ` EXPIRES: 12/31/201.6 TRANS ID: L INK 6.Design assumes full bearing at all supports shown.shim or wedge if 5.CompuTrua has no control over and assumes no responsibility for the necessary.u fabrication,handing.shipment and installation of components. 7,Desgn assumes adequate drainage is provided. July 13,2015 6,This design is brntshed subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPNMCA to SCSI,copies of which will be furnished upon request. lines oaincide with joint center lines. 9,Digits indicate sae of plate in inches. MiTek USA,Inc,/CompuTrua Software 7.6.7SP2(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1980(MiTek) This design prepared from computer input by CP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 87 2-5=(0) 0 2-3=(-638) 343 BC: 2x4 KDDF H16BTR SPACED 24.0" O.C. 2-3=(-273) 985 WEBS: 254 KDDF STAND 3-4=1 -88) 41 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF • BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 1-05-00 1-05-00 0'- 0.0" -129/ 600V 0/ 62H 5.50" 0.96 KDDF ( 625) LL = 25 PSF Ground Snow leg) 1'- 10.9" -183/ 96V 0/ OH 1.50" 0.07 KDDF ( 625) OVERHANGS: 24.0" 0.0" 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL coo 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 = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.008" @ 1'- 2.8" Allowed = 0.070" MAX TL CREEP DEFL = 0.009" @ 1'- 2.8" Allowed = 0.093" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL TL DEFL = -0.040" @ 3'- 1.4" Allowed = 0.328" 1-11-11 MAX HORIZ. LL DEFL = -0.007" @ 1'- 10.9" T T MAX HORIZ. TL DEFL = -0.008" @ 1'- 10.9" 12 Design conforms to main windforce-resisting 5.00 (7 system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 4 3 1000 F. .-1 o o a. 1( _ 2� X5 gAU:L 8r� / M=3x6 O�1NAASIiik N'' 7 y 4 , r I_._ I _ r0? 4, 51976 ,!�'� •2-00 (PROVIDE FULL BEARING;Jts:2,4,5 16-00 O�`Sis G1'5T� 1' 1 11' - 'z' 89782P E r' JOB NAME : J-1855 STONE BRIDGE - AJ1 fJ/ ✓�} Scale: 0.6906 f WARNINGS: GENERAL NOTES, unless othenviw noted: (/ p 4) 1.Builder and erect contractor should be advised of all General Notes 1.This design s based only upon the parameters shown and is for en Indi klual -94,OREGON (�� Truss: AJ 1 and Warnings before construction commences building component Applicabilty of des design parameters and proper ey `. n...) ��` 2.2 4 p b bracing I b installed where shown e, incorporation of component'the responsibility of me bolding designer. '7ah AAf Y 15 V re 3.Additional temporary b g to insure s t a b i l i t y during construction 2.Design assumes the top and bottom h tl to be late ratty braced at T� Is the of the t Additional permanent bracing of 2 a c and at 10 o c respectively I braced throughout their length by ` DATE: 7/13/2015 m overall structure is the responsibility of the building des6nee continuous n she bridging or such a acing d sheathing(TC)anmon erywan(ec) Pig y 3 2a Impact brldg rag or lateral bracing required where shown +'S L SEQ.: K1301251 +.No load should be applied l ir,ot mponentuntilalteraubracingand 9.InstallarananrussIs the responsibility of the respeamecontractor.any fasteners are complete and at no time should any loads greater than 5.Design a es trusses e to be used in a nocorrosive environment, TRANS ID' LINK design loads be applied to any component. and are for"dry condition' n of use. 5.Co mpuTrus has no control over and assumes noresponsibiNy for the S.Desipnassumeslulbearinpatallwppodashown.BhimorcadgeIt necessary. EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. q 7.Design assumes adequate drainage is provided. July 1 3,2015 6.Th6 design is furnished subject to the Imitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits Indicate sac of plate In inches. MITek USA,Inc./CompaTrus Software 7.6,7SP2(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(IMTSk) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 SIDE g16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 87 2-5=10) 0 2-3=(-607) 292 BC: 204 BODE 918816 SPACED 24.0" O.C. 2-3=1-294) 532 WEBS: 214 RODE STAND 3-9=) -48) 41 LOADING TC LATERAL SUPPORT <= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -102/ 528V -4/ 88H 5.50" 0.85 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 3'- 10.9" -84/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) OVERHANGS: 24.0" 0.0" 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.022" @ 1'- 9.2" Allowed = 0.170" 3-11-11 MAX TL CREEP DEFL = -0.027" @ 1'- 9.2" Allowed = 0.226" f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed - 0.105" 12 MAX HORIZ. LL DEFL = -0.011" @ 3'- 10.9" 5.00 I7 MAX HORIZ. TL DEFL = -0.012" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, /' Truss designed for wind loads in the plane of the truss only. M-3x4 3 M O N 1 co O 1 / O iii 1 -�- ----, 2 ►�5 PAUL p ---- M-3x6 AV WASjf l`+e, .. 7 pox 1 t ti ., T ( y Yoh 519 7b �[`� 2-00 !PROVIDE FULL BEARING;Jts:2,4,5 16-00 Q.�� G'IS't^E:R� ,,r1' S �t'a � •. G cti�c'� ,N EF9 /0 Q 8 782PE r JOB NAME : J-1855 STONE BRIDGE - AJ2 / -r . _ Scale: 0.6906 - - I WARNINGS GENERAL NOTES, unless otherwise t d'. /'- ^1.Bald and erection contractor should be advised of all General Notes This design based only upon the parameters h and I nindnidual ,L 17 O REGON '- Truss: AJ2 and Warnings before construction com building p 1 Applicability f design p m t d proper ,I/`• � " incorporation I component s the responsibility of the building tlecigner.2.2x4 p b bracing must b t 9 d where shown+. 2.Design assumes U top and boll chords I be Laterally braced at ,T �"1 r ?. _3.Additional temporary b g t e stability tl during construction 2 o c and at is o.c.respectively unless braced throughout their length by la the p ib'I6y ol the ct Additional permanent bracing of ry y GATE: 7/13/2015 the overall structure the p 'bibs f the building designer continuous shging sheathing such IbPty tlsh thng(TC)a: drywall(BC). PIA U �� 3 2a Impact bridging or lateral bracing required where shown SEQ.: 1<13 012 5 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design weds be applied to any component. and are for"dry condition"ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all shown.Shim or wedge it EXPIRES: 12/31/2016 fabrication.handling, necessary. g.edsubpl and of components. by 7.Design assumes adequate drainage is provided. July 13,2015 6.This design u furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIM?CA in B051.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTfus Software 7.6.7SP2(1L).E /O.For basic connector plate design values see ESR-1311,ESR-1060(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF kl&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 87 2-12=1-524) 1897 2- 3=1-2333) 811 BC: 204 KDDF kl&BTR SPACED 24.0" O.C. 2- 3=) -251) 372 12-13=1-618) 2146 3-12=( -49) 148 WEBS: 204 RODE STAND 3- 4=1-2050) 647 13-14=1-618) 2146 12- 4=( -47) 447 LOADING 4- 5=1 0) 0 14-10=1-592) 1897 12- 6=1 -389) 222 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1-1838) 626 13- 6=( 0) 109 . BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=1-1838) 626 6-14=( -389) 222 TOTAL LOAD = 42.0 PSF 7- 8=1 0) 0 8-14=( -47) 447 -- --- 8- 9=(-2050) 647 14- 9=( -49) 148 NOTE: 254 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -251) 372 9-10=(-2333) 812 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 01 87 - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL .r REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 24.0" 24.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -291/ 1488V -83/ 83H 5.50" 2.38 KDDF ( 625) 30'- 0.0" -291/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.115" @ 15'- 0.0" Allowed = 1.454" MAX TL CREEP DEFL = -0.230" @ 15'- 0.0" Allowed = 1.939" MAX LL DEFL = 0.040" @ 32'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 32'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.045" @ 29'- 6.5" MAX HORIZ. TL DEFL = 0.074" @ 29'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 11-11-11 6-00-10 11-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f- T f 1' load duration factor=l.6, 4-09-14 4-09-14 2-03-14 3-00-05 3-00-05 2-03-14 4-09-14 4-09-14 Truss designed for wind loads I- f f f I f f T ' in the plane of the truss only. 10-00 10-00 t I 1 I 12 s 7 12 5.00 M-4x6 M-3x8 M-4x6 a 5.00 6 ?AUL zx ,di WAS 4 O Y M-3x5 M-3x5 C x M-1.5x3 M-1.5x3 3 NM.A. Jo ti4 / r „L Crl ° - - ig a��77LL CV o - 2 _ -_- 12 lU.$" 14 ®10 1 0 5�7lU M-4x6 M-3x8 M-3x8 M-4x6 �r�y�FGISTL?� ' M-5166(S) 9-06-01 5-05-15 5-05-15 y 9-06-01 �"S0 1 - -&'t.340 • 7 2-00 30-00 2-00 '4.j `e- 89782PE <' JOB NAME : J-1855 STONE BRIDGE - AH4 ,,� -- . Scale: 0.2121 / WARNINGS: GENERAL NOTES unless otherwise noted: (/ Truss: AH4 1.Budder and erection contractor should be advised of all General Notes I.This design based only upon to parameters shown and is for an indNidual -Q OR EGON (''�``' and Warnings before construction building component.Applicability of design parameters and proper �/v ray �' ` 2.2va compression web bracing must b talkd where shown a incorporation of component Is the responsibility of the building designer. '1/44t9 •v V ' 3.Addil on&temporary bracing to n stability during construction 2 Design assumes the lop and bodom chortle to be laterally braced at � ^Y V� ��1 is the responsibility of the erector.Additional permanent bracing of l a c and alt 0 o c respectively unkss braced throughout their knglh by ` continuous sheathing such as plywoodsheatnng(TC)andlor drywall(BC) PA UL DATE: 7/13/2015 the overau structure is the respone b ury of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. SEQ.: K1301253 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility o f the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a rwn<orrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"(try condition"of use. - 5.Co.mpuTrus has no control over and assumes no responsibility for the 6.Deli ssa assumes fuN bearing St all supports shown.0105 or wedge P EXPIRES: 12/31/2016 I fabrication,handling, rv. q - g,shipment and el:mttlion olce forth rats 7.Design assumes adequate drainage is provided. July 13,2015 I 6.This design is furnished subject to the limitation set forth by B.Plates shall be located on both faces of truss,and placed so their center TP WJTCA in 0051.copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA.Inc./CompuTrus Software 7.67SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by JP LUMBER. SPECIFICATIONS TRUSS SPAN 30'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 CC: 2x4 KDDF klaBTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 87 2-12=(-635) 1897 2- 3=(-2333) 950 BC: 2x4 KDDF (1158TP SPACED 24.0" 0.0. 2- 3=( -251) 372 12-13=(-860) 2146 3-12=( -49) 148 WEBS: 2x4 RODE STAND 3- 4=(-2050) 803 13-14=(-860) 2146 12- 4=( -101) 447 • LOADING 4- 5=( 0) 0 14-10=1-706) 1897 12- 6=( -389) 325 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1838) 76B 13- 6=( 0) 109 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1838) 768 6-14=( -389) 325 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-14=( -101) 447 8- 9=(-2050) 803 14- 9=( -49) 148 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -251) 372 9-10=1-2333) 951 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 87 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 24.0" 24.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x9 or equal at non-structural BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -356/ 1488V -83/ 83H 5.50" 2.38 KDDF ( 625) 30'- 0.0" -356/ 148BV 0/ OH 5.50" 2.38 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc apaci{ng. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.125" @ 10'- 0.0" Allowed = 1.454" MAX TL CREEP DEFL = -0.230" @ 15'- 0.0" Allowed = 1.939" MAX LL DEFL = 0.040" @ 32'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 32'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.045" @ 29'- 6.5" MAX HORIZ. TL DEFL = 0.074" @ 29'- 6.5" Design conforms to main indforce-resisting system and components and cladding criteria. 13-11-11 2-00-10 13-11-11 ( 1 f 1 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-09-14 4-09-14 4-00 1-04-0304-03 4-00 4-09-14 4-09-14 (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), load duration factor=l.6, 1 1 1f Truss designed for wind loads in the plane of the truss only. 10-00 10-00 r- 1' M-4x6+ M-4x6+ ' 1 5 7 12 12 5.00 G- 4 5.00 M-4x6 M-4x6 ?AUL i)� 4 M 5x6 e V r 0 444 J M-3x5 i� \ \ M-3x5 i. I. 04 M-1.5x3 %„>7 � rd \ j/ 44), L_.„ \ l 7 9 4CIsTh E l 1D i G o .M-4x6 M-3x8 0.25" M-3x8 M-4x6 V ••Y M-5x6(S) �4 ,� s 9-06-01 5-05-15 5-05-15 9-06-01 r�� 'Ca E '9 �02 2-00 ( 30-00 2-00 't. 89782PE 9r • JOB NAME : J-1855 STONE BRIDGE - AH5 1111111, .7! _ _ _ _____ Scale: 0.2121 f.... Cr 40 WARNINGS GENERALNOTES unbssomerwieenoted' I. 9j4i♦♦OREGON- �, A 1.Builder d f contractor should be advised fall General Notes t This design'abased only upon the parameters shown and is foyer individual 11,9,(rI .1/iy lb \ k l Truss: AH5 and Warnings before const construction co building of co ponent is Applicability lid parameters oftantl proper 2.2e4 compression web bracing must be wh re shown.. incorporation elcompa ne component Ism responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes me top and bottom chords to be laterally braced at A lathe responsibility of the erector.Add4ionat permanent bracing al 2 a.c.and at 10'p.c.respectively unless braced throughout their knglh by • A UL DATE: 7/13/2015 the overall structure is the res bia f me building designer. continuous sheathing later l b oong re uir sheathing(TC)ere sown tlrywall(BC1. ponsi ty o g goer. 3.20 Impact bridging or lateral bracing required where shown e e SEQ.: K 13012 5 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. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non.corrosNe environment, TRANS ID' LINK design bads be applied to any component and are for"dry condition"of use. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Design asuumes lull bearing at all supports shown.Shim or wedge it fabrication.handling,shipment and installation of components ga necessary. July 13,2015 ].Design assumes adequate othi faces Is prodded. 8.This design is furnished subject to the limitations set forth by 8.Plates shah be located on both taus of truss,and placed so their center TPONTCA in BCSI,capes of which one be furnished upon request, lines coincide wch joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,IneiCompuTrus Software 7.6.75P2(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988 Welt) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 87 2-5=(0) 0 2-3=(-639) 349 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-282) 506 WEBS: 2x4 KDDF STAND 3-4=1 -89) 41 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"CC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 1-07-05 1-07-05 0'- 0.0" -153/ 560V 0/ 62H 5.50" 0.90 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 24.0" 0.0" 1'- 11.7" -183/ 98V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL „e REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psfl uplift at 24 "oc s aci q. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.090" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.093" @ -2'- 0.0" Allowed = 0.267" 1-11-11 MAX LL DEFL = 0.006" @ 1'- 9.9" Allowed = 0.054" T T MAX TL CREEP DEFL = 0.006" @ 1'- 9.9" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.005" @ 1'- 10.9" 5.00 D MAX HORIZ. TL DEFL = -0.006" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 9 in the plane of the truss only. - M-3x9 - 3 / 1111111i1 101 ,ft Ln O O a rid 1 1 2► 5 14-3x6 PAUL kp. rviAsiti"--:\\,e1 �;f / f 1 ' 51976 2-00 2-00 `t, + .4t)PROVIDE FULL BEARING:Its:2,5,9 1 �`aV G IS � G 11 -�` ..ocil Q 89782PE .` JOB NAME : J-1855 STONE BRIDGE - BSJ1 .-.r Scale: 0.7090 WARNINGS: GENERAL NOTES, unless th nci noted: (ter' R' 4' I.Builder and erection contractor should be advised of all General Notes I.This design is based Ny upon the parameters shown and is for an indNidual "7n•OREGON I et Truss: BSJ1 and Warnings before construction commences building component.Applicability of design parameters and proper -{,`f` n0 2,2x4 compression web bracing must be installed where shown+, incorporation of component u the responsibility of the building designer, C/ V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be late retry braced at "`T�� Ry 1�a lathe responsibility of the erector.Additional permanent bracing of 2'a.c.and at to o.c,respectively unless braced throughout their length by 4 continuous sheathing such is pry wood sheathing(TC)and/or drywall(BC). p A U L .' ' DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ l'S SEQ.: K1301255 9.No load should be applied to any component until alter all bracing and 4.Installation o truss is the responcibirty Ogle respective contractor. fasteners are complete and at nor time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment and are Mr ondition'of use. ID: LINK design baticbe applied to any component. "dry a. -4 5.CompuTrus has no control over and assumes no responsibility for the S.Design ass es lull bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2016 labrbatbn,handing,shipment and installation or components. ecessary,um 7.Designaasrm esadequatedrainagemprovided. July 13,2015 N.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 TPUV✓FCA in BC51,copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate cite of plate In inches. MiTek USA.Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1371,ESR-t9138 IMITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF 141513TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 87 2-5=10) 0 2-3=1-607) 292 BC: 204 KDDF #153TR SPACED 29.0" O.C. 2-3=1-294) 532 WEBS: 204 KDDF STAND 3-4=( -48) 41 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -126/ 488V -9/ 8BH 5.50" 0.78 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 24.0" 0.0" 3'- 11.7" -53/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. - "- 'COND. 2: Design checked for net(-5 psf) uplift t at 24 "oc_spai g. 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 = 0.090" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.093" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL= 0.000" @ 0'- 10.1" Allowed = 0.046" MAX BC PANEL TL DEFL = -0.000" @ 1'- 1.9" Allowed = 0.062" 3-11-11 MAX HORIZ. LL DEFL = -0.012" @ 3'- 10.9" I 1 MAX HORIZ. TL DEFL = -0.012" E. 3'- 10.9" 12 Design conforms to main windforce-resisting 5.00 .F' system and components and cladding criteria. Wind: 190 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 Truss designed for wind loads -, in the plane of the truss only. • M-3x4 0 3 nn I 10 nn I N '' O • I ?AUL p 1 2 5 M-3x6 INASiit.k c� - r0I+\\\t,51976 � 044;6 •2-00 2-00 1-11-11 GS PROVIDE FULL BEARING;Jts:2,5,4 - �M I 1 ....N...1 '9782PE JOB NAME : J-1855 STONE BRIDGE - BSJ2 � Scale: 0.6177 • WARNINGS GENERAL NOTES, unless A notetl c.-- OREGON �4' Truss: BSJ2 f Builder and erect contractor should be advised Glad General Notes This desgn is based oNy upon m parameters he and f an individual and Warnings before construction commences building component Applicability of design parameters and proper /1/ 2.214 compression web bracing must be installed where shown t incorporation of component a the responsibility of bulking designer. Y ].Additional tern bracing d insure stability during 2.Design serums,the top and bottom chords to be laterally braced at 1 temporary 9 N rg construction 2'o.c.and at 10'o.c.respectively unless brand throughout their length by 9 q RY s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). h` pit UL R�J� DATE: 7/1 3/2 01 5 ew ovetag structure is the responsibility of the budding desgner. 3.2e Impact bridging of biers!bracing required where shown.. SEQ.: K1301256 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of respective contractor. bstenars are complete and at no bme should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design bads be appbed to any component. and are for'dry condition'of use. TRANS ID: LINK 6.Design assumes full bearing al all supports shown.Shin or wedge if 5.CompuTrus has no control over and assumes no responsibility forme necessary.Gm EXPIRES: 12/31/2016 labrioation noodling.shipment and installation of components. 7.Design assumes adequate drainages provided. July 1 3,2015 6.This designs furnished subpct to the limitations set form by e.Pates shad be bested on both faces of truss,and placed so their center TPNMCA in SCSI.copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits Indicate sire of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2)1 L)-E ID.For bask connector late design gn values see ESR-1311,ESR-1956(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 41&RTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 87 2-11=1 -39) 123 11- 3=( 0) 194 BC: 2x6 KDDF H1BBTR SPACED 24.0" O.C. 2- 3-( -197) 78 11-12=( -49) 118 3-12-) -650) 193 WEBS: 2T4 KDDF STAND; 3- 4=) 0) 0 12-13=(-132) 726 12- 5=( -389) 233 2x4 DF STAND A LOADING 3- 5=) -100) 509 13-14=1-136) 723 12- 6=(-1377) 340 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6-) -100) 509 14-15=1-248) 1081 13- 6-( 0) 160 - TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-) -832) 252 15- 9=(-245) 1084 6-14=( -31) 61 BC LATERAL SUPPORT <= 12"DC. UON. TOTAL LOAD = 42.0 PSF 7- 8-) -846) 254 14- 7=1 -38) 329 8- 9=(-1274) 305 14- 8-) -410) 159 - ----------°_= LL = 25 PSF Ground Snow (Pg) 9-10=) 0) 87 8-15=( 0) 193 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - -- -- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 24.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -149/ 558V -85/ 86H 5.50" 0.89 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10'- 2.8" -197/ 1464V 0/ OH 5.50" 2.19 KDDF ( 625) 30'- 0.0" -183/ 1017V 0/ OH 5.50" 1.63 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL- -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL - 0.015" @ 6'- 0.0" Allowed = 0.477" MAX TL CREEP DEFL - -0.016" @ 6'- 0.0" Allowed = 0.636" MAX LL DEFL ■ -0.030" @ 20'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL- -0.061" @ 20'- 0.0" Allowed = 1.272" MAX LL DEFL= 0.040" @ 32'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.043" @ 32'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.009" @ 29'- 6.5" MAX HORIZ. TL DEFL = 0.015" 8 29'- 6.5" 7-11-11 7-03-03 4-09-02 10-00 Design conforms to main windforce-resisting T j 1' T system and components and cladding criteria. 5-07-13 2-03-14 2-03-01 4-08-10 5-00-10 4-09-03 5-02-13 I-- 1 T T 'I T T ,' Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 6-00 Truss designed for wind loads 1- 1 in the plane of the truss only. 12 12 12 5.00 c 5.00 p 114-4x4 - 15.00 9.0" 7 ?AUL r ,M-6x6 , M-155x3 M-8x12 1.0" a- 3x9 C4 w I`wC�� ....,- ,.. gr" . g ,I x M-3x5 / - M-3x5 ♦ m - eft.= .._ A II► �o r0 ; 7j of I' 2-�' _---- 11 T12 13 19J 15 1 9 0 p d' ,R 5197b�kj'`� M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 �.�'� '-OrST$R� .e M-7x8(S) - I b t l 1, y _ • 5-06-01 4-08-11 4-10-06 4-10-14 4-10-15 5-01-01 V 1 -EF�15> . . __ t/'�\ Q 2-00 PROVIDE FULL BEARING;Jts:2,12,9 I 30-00 2-00 V .7 �- 89782PE c- JOB NAME : J-1855 STONE BRIDGE - BH1 Scale: 0.2121 • •'• WARNINGS GENERAL NOTES, unless othanvise noted: (/ Truss: BH1 1.Builder and ctincontractor Mouldbe advised of ll Ge al Notes This design based my upon the parameters shown and*for enIndividual 9 OR ., and Warnings before construction commences building co p t Appl' b'I ty of design persmeten and proper 2/, n. �Cr 2.2s4 compression web bracing must be installed where shown•, incorporation or component k the responsibility of the budding designer .n ,, V 3.Addeional temporary bracing to'news stability during construction 2.Design assumes the top and bottom chords to be Laterally brand at 7,(1 R Y 1�J (G Is me esponsibilky of the erector.Addebnal permanent bracing of 2 continuous and at 10'o.c,respectively unbar braced I(Tr)an throughout their altls by \'‘..\ DATE: 7/13/2015 me overall structure m the responsibility of the building des conlinwus she bridging or such as plywood required here s oon drywa111SC). //�� h g dnec 3.2a Impact bridging or lateral bracing required where shown•• �/"1 U SEQ.: K1301257 4.No bad should be applied to any component until after all bracing and 4.Instabatbn onruss is the responsibility of respective contractor. fasteners are complete and at no lime should any bads greater than 5.Design assumes busses are to be used in a non-corrosve environment TRANS ID• LINK design bads be appled to any component. and are for"dry condebn"or use. - ' S.GompuTrua has no control over and assumes no responsibdey for the 6.Design assumes NI bearing at all supports shown.shim or wedge if EXPIRES: 12131/2016 fabrication.handing.shipment and instaW o'lbn components. scary. 7.Design assumes adequate drainage is provided. July 13,2015 6.This design is furnished sub(ed to the limitations set forth by B.Plates shall be located on both laces of truss,and placed so their center TPIIWTCA in SCSI.copies of which will be furnished upon request. lines coincide wan pint center lines. . I 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.75P2(1L)-E 10.For bask connector plate design vegrs sea ESR-1311,ES R•1 gee(Weld This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 Tt.: 204 KDDF #ISBTP LOAD DURATION INCREASE = 1.15 1- 2=) 0) 87 2-11=1 -43) 126 11- 3=) 0) 194 BC: 206 KDDF kleBTP SPACED 24.0" O.C. 2- 3=( -147) 76 11-12=1 -49) 120 3-12=) -650) 181 WEBS: 204 650F STAND; 3- 4=) 0) 0 12-13=1-123) 726 12- 5=( -389) 319 le 204 OF STAND A LOADING 3- 5=) -981 509 13-14=1-127) 723 12- 6=(-1377) 328 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -98) 509 14-15=1-245) 1061 13- 6=( 0) 160 TC LATERAL SUPPORT <= 12"7C. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 -832) 248 15- 9=1-242) 1084 6-14=( -31) 55 Cc LATERAL SUPPORT <= 12"7C. DON. TOTAL LOAD = 42.0 PSF 7- 8=1 -846) 250 14- 7=( -35) 329 8- 9=(-1274) 301 14- 8=) -410) 160 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 87 8-15-) 0) 193 NOTE: 204 BRACING AT 24"OC )10N. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 24.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -155/ 558V -85/ 8611 5.50" 0.89 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10'- 2.8" -254/ 1464V 0/ OH 5.50" 2.19 KDDF ( 625) 30'- 0.0" -182/ 1017V 0/ OH 5.50" 1.63 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 " spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, 10=0/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.019" @ 6'- 0.0" Allowed = 0.477" MAX TL DEFL = 0.017" @ 6'- 0.0" Allowed = 0.636" MAX LL DEFL = -0.030" @ 20'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.061" @ 20'- 0.0" Allowed = 1.272" MAX LL DEFL = 0.040" @ 32'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 32'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.009" @ 29'- 6.5" MAX HORIZ. TL DEFL = 0.015" @ 29'- 6.5" 9-11-11 5-03-03 4-09-02 10-00 Design conforms to main windforce-resisting 1 ?_ --�--� 1 ----1 system and components and cladding criteria. 5-07-13 4-03-14 0-03-01 4-08-10 5-00-10 4-09-03 5-02-13 - - - ,/ - Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDLe6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 6-00 Truss designed for wind loads 1 in the plane of the truss only. - 1., provide support 12 12 M-4x9 5.00 - ':5.00 9.0" pAUL p!y 4 7 4 1. AV WAS�C p ',M-6x6 .. M-1.5x3 M-5x12, 1.0"\ M-3x4 �4; d` le C� PI M-3x5 - �/ _ / M-3x5 ' o ..." A - - 41-_. - -T --i A m 51976 0 1 2' - 11 ',°R2 13 _ - _-- 14 -- _....15 9 f. 1A/‘, IS'['SR M-1.5x3 'M-3x8 0.25" M-3x8 M-1.5x3 `S G M-7x8(S) 4►8 •Y'71� �5 l) •5-06-:1 4-08-11 9-10-06 4-10-14 4-10-15 5-01-01 Va�� N EF9 7S/D2 2-00 'PROVIDE FULL BEARING;Jts:2,12,9 30-00 2-00 :9 7 82 P E ` JOB NAME : J-1855 STONE BRIDGE - BH2 'Or /7'4) . Sca�e: 0.2121 V • WARNINGS: GENERAL NOTES. unless othenose noted �A- •R EGON Ns I.Builder oral erectnn contractor should be advised of all General Notes 1 This dew,is based only upon the parameters shown aid is for an inewedual x,99-✓(ig RY •t 2 ��//l-� Truss: BH2 and Warnings before construction commences. building component.Appleabildy of design parameters and proper 2.2a4 compression web bracing must be installed where shown• incorporat"n of component a the rasponwmlRy or me building decipher. \� 3.Addmonal temporary Eracng to!sum stabNMy du"np construction z.Design assumes me top a^d epnem moms to be laterally braced al Pq UL R s me roponwbn f me erector.Adanronal 2'o.c.and at 10'o c.respeawpl unless braced through.nS,dry length by fry o permanent bracing of continuous sheathing such as plywood sheamingeTC)andor drywall(BC). l:ATE: 7/13/2015 the overall structure is the responsrbaly of the building designer. 3.2s Impact bridging or lateral bracing required where shown•• SEQ.: K 13012 5 8 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responu®lty Of respectne contractor. fasteners are complete and at no time should any bads greater than S.Devgn assumes trusses are to be used in a noncorrosive environment. TRANS ID: LINK design loads be applied lo any componenI and arefer-dry condlen"ofuse. EXPIRES: 12/31/2016 s.epmpuTrus has no control over and assumes no responvmbey nor the 6.Design assumes full bearing at all supports shown.Shan or wedge n nec Nbncatan.handing.shipment and installation of components. °'ry. July 13,2015 7.Desegn assumes adequate drainage is pruslded. 6.This design Is^unshed subject to the Imdatcns set forth by a Plates seal be located on been laces of truss and placed so new center TPIrNTCA in BCSI copes of which wit be furnshed upon request. Imes coincide woh pint center lines. 9 Drgds indicate sae of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19138(MITeh) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N14BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 87 2-7=10) 0 2-3=(-606) 189 BC: 204 KDDF 416BTR SPACED 24.0" O.C. 2-3=1-296) 532 WEBS: 2r4 KDDF STAND 3-4=1-158) 70 LOADING 4-5=1 -72) 54 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)0DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -40) 15 • BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-00-00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -67/ 510V -12/ 165H 5.50•' 0.82 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 3.2" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) w REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4'- 5.2" -139/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) 8'- 5.2" -93/ 246V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9'- 10.9" -10/ 1OV 0/ OH 1.50" 0.02 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, COND. 2: Desian checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.026" @ 1'- 9.2" Allowed = 0.179" MAX TL CREEP DEFL = 0.028" @ 1'- 9.2" Allowed = 0.239" MAX HORIZ. LL DEFL = -0.013" @ 9'- 10.2" 9-10-15 MAX HORIZ. TL DEFL = -0.014" @ 9'- 10.2" 1 1 6 Design conforms to main windforce-resisting system and components and cladding criteria. 12 , 5.00 FT 5 ') Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 4 /� CA 0 as .v O r C M-5x6 3 PAUL ph.,. _ � � ,ov WAS�j�� coo �4 / �G�j o i m tip •` 1 '/ / p ltd 7 0 1 J UJ i �' M-3x6 �,O 4) 51976, w4 WSIVr- 1 t I- `"�it yIR'� , • 2-00 4-06 5-04-15 n (PROVIDE FULL BEARING:J[5:2,7,4,5,6 I �c., ` . 1 •�) ) 2 Q 89782PE �r JOB NAME : J-1855 STONE BRIDGE - CJ5 �C/ • unless otherwise noted: Scale• 0.4491 /'• /// 111 WARNINGS: GENERAL NOTES, -�^ Truss CJ5 1.BWMr and erection conkador should be advised of al General Notes 1.Ito.design is based only upon the parameters shown and 5 5,an indbtdsal y,, OREGON 'N. Q and Warnings before construction commences. buiNug component.Applicabdiy of design parameters and proper Q 2.244 compreseion web bracing must be installed where shown.. incorporation of component b the«sponsibgiy of the building designer. Y _ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bon am chords to be late«fy braced al "�iQk' q R Y `� �� b me responsibility of the erector.Additional permanent bracing of 2'a.c.and et 10'o.c.respectively unless braced throughout(heir knpm by \UL DATE: 7/13/2015 the overall structure is the responsibility of the building designer. continuous sheathing or aterasacing reanedwheresown•drywall(BCI. �O^ 3.25 Impact bridging or lateral bracing required where shown.. i`5 SEQ.: K1301259 4.No load should be applied to any component until after all bracing and 4.Installation of russ is the responsibility of respective contractor. fasteners are ca mpkte and at no time should dry malls greater than 5.Design assumes trusses are to be used In a noncorrosive environment. TRANS ID: LINK design loads be applied to any component. and are for dry condition'of use. - 5.CompuTrus has no control over and assumes no responsibility forme 6.Design assumes Ca hearing at all supports shown.Shire or wedge if EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. scary. - 7.Design assumes adequate drainage is provided. JUIY 1 3,2015 8.This design is furnished subject to the limitations set form by 8.Plates shall be located on both faces of truss,and placed so then center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with hint center lines. 9.Digits indicate sue of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTak) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H16BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 87 2-6=10) 0 2-3=1-606) 223 BC: 204 KDDF Hl&BTR SPACED 24.0" O.C. 2-3=1-295) 532 WEBS: 254 KDDF STAND 3-4=1-126) 58 LOADING 4-5=) -54) 25 TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF e TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BPS REQUIRED BPS AREA LETINS: 2-00-00 2-1:0-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -81/ 5100 -9/ 139H 5.50" 0.82 KDDF ( 625) O'dERHANCS: 29.0" 0.0" 4'- 3.2" 0/ 43V 0/ DH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 5.2" -139/ 296V 0/ OH 1.50" 0.38 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.7" -40/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 ps,LJtplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.026" @ 1'- 9.2" Allowed - 0.179" 7-11-11 MAX TL CREEP DEFL = 0.027" @ 1'- 9.2" Allowed - 0.239" F 1' MAX HORIZ. LL DEFL = -0.013" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.014" @ 7'- 10.9" 12 5 5.00 1 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor■1.6, Truss designed for wind loads in the plane of the truss only. a i% 4 M-5x6 1 rn 3 �r / PAUL Rh, o 4 ogWAS , "/ - _ 6 S4 !�. M-3x6 //4 ry- v?'9." i • '0A * 51976J/ �.�� fiCISTER 2-00 4-06 3-05-11 • 4' [PROVIDE FULL BEARING;Jts:2,6,4,5 (1 �C\�� EF,9 si09 :9782 PE t'' JOB NAME : J-1855 STONE BRIDGE - CJ4 Scale: 0.5389 WARNINGS: GENERAL NOTES, unless otherwise noted'. v h ' I.Builder M erection contractor should be advised ofallGeneralNotes t This design is based only upo the parameters shoand for anindieldual lam OREGON o� Q' Truss: CJ4 and Warnings before conslructbn commences. budding component Applicability of design parameters and proper `, (h 2.2s4 wmpresuon web bracing must be installed where shown•. incorporation of component is the responsibility of the binding designer. -9;/,;, `/q RY 1`� V �, 3.Additional temporary bracing to insure stability during construction 2.Design and at to the top and Worn unless braced la be laterally braced+l _ e the responsibility of the erector.Additional permanent bracing of 2'continuous and al f 0'o.c.respectively as plywood ood s Dr+ad ITC)a h their length by .oc. DATE: 7/13/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywoo sheathing feC)an or drywall(13C). P.A 1 1 L �\ po tY B i9 r. 3.2a Impact bridging or lateral bracing required whe shown V • SEQ.: K 13 012 6 0 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no Dme should any bads greater than 5.Design assumes trusses are to be used in a noncarrosce environment, design bads be applied to any component. and are for"dry condition-of use. TRANS ID: LINK 5.cam Trushasnocontroloverandassumesnores 6.Desi9assumesNNDeannpalallwppo sahown.ahimorwedgeif EXPIRES: 12/31/2016 • pie ponsibilay for the -.....y. I �} labroalbn,handing.shipment and installation of components. 7.Design assumes adequate drainage a provided. July 13,2015 6.This design is fumbled wbpct to the Imitations set forth by 8.Plates shah be located on both faces of buss,and placed so their center TPIWTCA In SCSI,copies of whim will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate in inches. MITek USA.(nc./CompuTrus Software 7.6.7$P2(1L)-E 10.For basic connector plate design values see ESR-f 311.ESR-f 966(Muck) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE - 1.15 1-2=1 0) 87 2-5=(0) 0 2-3=(-607) 292 BC: 294 KDDF 81OBTR SPACED 24.0" O.C. 2-3=(-294) 532 WEBS: 294 KDDF STAND 3-4=1 -48) 41 LOADING TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0),DLI 7.0) ON TOP CHORD= 32.0 PSF ■ BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -126/ 488V -4/ 88H 5.50" 0.78 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 24.0" 0.0" 3'- 11.7" -53/ 113V 0/ OH 1.50" 0.18 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ■ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICQND. 2: Design checked for net(-5 osf/_uplift at 24 "oc spaci g. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/190 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed - 0.267" MAX BC PANEL LL DEFL- 0.000" @ 0'- 10.1" Allowed = 0.046" MAX BC PANEL TL DEFL = -0.000" @ 1'- 1.4" Allowed = 0.062" 3-11-11 MAX HORIZ. LL DEFL = -0.012" 8 3'- 10.9" T T MAX HORIZ. TL DEFL = -0.012" @ 3'- 10.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 5.00 17' Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 Truss designed for wind loads -� in the plane of the truss only. 0 M-3x4 . 3 l 0 N • ii i MI o arm O 1 / 2 5 '��e is ov l M-3x6 Q Wit .S. tir&T. a, x vI°yi\4 I$9TER4v 40 4 2-00 2-00 1-11-11 CEng (PROVIDE FULL BEARING:Jts:2,5,4 - 06' f-R Jam' SI �' 89782PE I- JOB NAME : J-1855 STONE BRIDGE - CSJ2 ,,,,,-, .0"'..; "40"" • . Scale: 0.6177 _MI WARNINGS: GENERAL NOTES, unless otherwise noted C..-" OREGONn >\v) j I.Bbd and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and la for an Individual Truss: CSJ2 and W=rongs before construction commences building component.Applicability of design parameters and proper �/1/ lO �� incor oration of con nent is the res onsibll of the buildin desi n ,.A A o Y r 1 li _ �i, ].2a4 compression web bracing mutt be Instaked where shown a. 2.Design assumes the top and bottom chords to be lateialk braced al er. 7 '7 ',"1 0.Additional temporary bracing to insure stability Wring construction y o.c and at 10'cc.respectively unless braced throughout their kngth by \a is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �J/(U L �, DATE: 7/13/2015 I the overall structure is the responsibility of the building designer. 3,2s Impact bridging or lateral bracing required where shown•• PA l- SEQ.: 1<1301261 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. , fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, • TRANS ID: LINK design loads be applied to any component and are for"dry condition'of use. 5.Computrus has no control over end assumes no responsibility for me S.Design assumes full bearing at an suppona.hown.Shim or wedge n EXPIRES: 12/31/2016 fabrication.handling.shipment and installation of components. n as. - zPltessfla be located drainage is cussed. July 13,2015 i, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of true,and placed so their center TPIMRCA In BOO,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate slxe of plate In inches, MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For bask connector plate design values us ESR-131 t,ESR-16116(MITak) This design prepared from computer input by JP • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 _ TC: 204 KDDF #1618TR LOAD DURATION INCREASE = 1.15 1-2=1 0) 87 2-5=10) 0 2-3=(-639) 344 BC: 204 KDDF #15BTR SPACED 24.0" O.C. 2-3=1-282) 506 WEBS: 204 KDDF STAND 3-4=1 -84) 41 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 1-07-05 1-07-05 0'- 0.0" -153/ 560V 0/ 62H 5.50" 0.90 RIDE ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 RIDE ( 625) OVERHANGS: 24.0" 0.0" 1'- 11.7" -183/ 48V 0/ DH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. oc �COND. 2: Design checked for net(-5 psf) uplift at 29 spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" 1-11-11 MAX LL DEFL = 0.006" @ 1'- 4.9" Allowed = 0.054" T ----1 MAX TL CREEP DEFL = 0.006" @ 1'- 4.9" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.005" @ 1'- 10.9" 5.00 D MAX HORIZ. TL DEFL = -0.006" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 4 > 3 el 0 i ES ilf111111111°11. ° i m o / l,/ 21111. 11 5 M-3x6 pALUL 4ov WAs./4, Fie , x ` 2-00 2-00 vit,1 D ..e?�,519 7 1,t, .640 't'' (PROVIDE FULL BEARING;Jts:2,5,4 _ C.,..$1. . G .e,°o, :9782PE v JOB NAME : J-1855 STONE BRIDGE - CSJ1 `/ yy� \✓'� . Scale: 0.7090 r" ,/ • �- ' _ Irr WARNINGS GENERAL NOTES, unleu otherwise noted: 0," OREGON y'�/'� V J 1.guilder M erection contractor should be advised of all General Nobs 1.This design is based only upon the parameters shown and is for an individual `7 OREGON .0 Truss: CSJ1 and Warnings before construction commences. building component Applicability f d gn parameters and proper (/C 2.2a4 compression web bracing must be installed where shown• incorporation of component is h responsibility of the bottling designer. 'T,, (J1�y (_ ,('' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally o braced al 7 ''7 ',J, \!. - fa me responsibility of the erector.Additional permanent bracing o! 2'o.c.and at 10 o.c.respectively unless braced throughout ul their length by //1� N.j'(/ DATE: 7/13/2015 the overall nsibilure is he tea bis f the building tlea continuous sheathing such as plywood sheathing(TC)and/or drywall(9C). 1 /(U L �\ porei ry o g gner. 3.2v Impact bridging or lateral bracing required where shown•• �"5 SEQ.: K1301262 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. _ _ fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes ssumes full bearing at all supports shown,Shim or sedge if EXPIRES: 12/31/2016 fabrication.handing.sNpment and installation of components. s ry I'I 8.Design assumes adequate ton both is truss. July 13,2015 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on bob laces of buss,and placed so Ihei center TPW vTCA in SCSI.copies of which will be furnished upon request. lines coincide with pint center lines. El.Digits indicate size of plate In inches. MiTek USA,Inc./CornpuTrus Software 7.H.7SP2(1L)-E 19.For bask connector plate design values see ESR-7311,ESR-1958(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 141&BTR LOAD DURATION INCREASE = 1.15 1-2=1 01 87 2-6=(0) 0 2-3=(-609) 259 BC: 2x4 KODE' 015BTR SPACED 24.0" O.C. 2-3=1-2941 531 WEBS: 2x4 KDDF STAND 3-9=1 -90) 57 LOADING 9-5=1 -42) 22 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.01*DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -98/ 521V -7/ 113H 5.50" 0.83 KDDF ( 625) OVERHANGS: 24.0" 0.0" 9'- 3.2" 0/ 93V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 5.2" -121/ 258V 0/ OH 1.50" 0.33 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.7" -11/ 62V 0/ OH 1.50" 0.10 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net1-5 psf) uplift at 24 "oc spaci}tg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" 5-11-11 MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" ----- T MAX LL DEFL= 0.024" @ 1'- 9.2" Allowed = 0.179" MAX TL CREEP DEFL = -0.027" @ 1'- 9.2" Allowed = 0.239" 12 5.00 D MAX HORIZ. LL DEFL = -0.011" @ 4'- 5.2" MAX HORIZ. TL DEFL = -0.011" @ 4'- 5.2" 5 1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads • ' in the plane of the truss only. M-5x6 11 3 0 el I ° ,m pAUL , 1 / 2�� 6► - Pa, M-3x6 ,,OV WASI ,+e.. • Qr �h O .j 4, `° � yp 4, 51976 . >- y c5 4crs1- 2-00 4-06 1-05-11 Su �� PROVIDE FULL BEARING;Jts:2,6,4,5 I S' ttI ll . `r' :9782 P E �<' JOB NAME : J-1855 STONE BRIDGE - CJ3 . Scale: 0.6057 . "' ill WARNINGS GENERAL NOTES ss othenyise noted: („r Truss CJ3 I.Builder and ctioncontractor sh ld b dstallGeneralNotes 1.This design based Nyupo the parameters shown ands for anindlvidual i' 0REGON ('�'' �„ and Warnings before construction commences. building component.Applicability of design parameters and proper //�� Q, 2.2v4 compression web bracing must be installed where shown a, incorporation of component is the responsibility of me building designer. �J (,/^ ■V (}s 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at T,(1� '-1 RY '� y �Lr 1 = is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'ob.respectively unless braced throughout their length by F V DATE: 7/13/2015 the over all structure is the responsibility of the building designer. 2 nip continuous sheathing bridging or such as plywood aired here sown.dr9wanlBC). p q I I y �� 3.za Impact badgmg or ldteral bracing required where snows.. PA J 1.. SEQ.: K1301263 d.No load should be applied to any component until after all bracing and 4.Installation a ttruss'stile responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dry condition muse. 5.Colo Trus has no control over and assumes no responsibility 6.Design assumes full bearing at all supports shown.Ohm or wedge it EXPIRES: 12/3.1/2016 - pu ponsibilit for the necessary. q • fabrication,handing,shipment and installation or components. 7.Design assumes adequate drainage's provided. July 1 3,2015 6.The design is furnished subject to the limitations set forth by B.Plates shalt be located on both faces of truss,and placed so their center TPVW GA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. I • 9.Digits indicate size of plate In inches. • MiTek USA,Inc./CompuTrus Software 7.6.7SP2)1 L)-E 10.For basic connector plate design values see E512-1311,ESR-1968(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 87 2-11=(-414) 1229 2- 3=(-1871) 705 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2- 3=1 -290) 520 11-12=1-728) 2116 11- 4=( -51) 392 WEBS: 2x4 KDDF STAND 3- 4=1-1385) 520 12-13=1-728) 2116 11- 6-1-1001) 393 LOADING 4- 5=( 0) 0 13-10=1-403) 1232 12- 6=1 0) 256 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1-1229) 490 6-13=) -930) 342 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=1-1232) 479 13- 8=1 -41) 380 a TOTAL LOAD = 42.0 PSF 7- 8=1 0) 0 9-10=1-1509) 503 8- 9=(-1385) 507 NOTE: 2x4 BRACING AT 24"OC UON. FCR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 52 ALL FLAT TOP CHORD AREAS NOT SHEATHED - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -240/ 1086V -22/ 40H 5.50" 1.74 KDDF ( 625) OVERHANGS: 24.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19'- 10.5" -150/ 829V 0/ OH 4.00" 1.33 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.145" @ 10'- 0.0" Allowed - 0.954" MAX TL CREEP DEFL = -0.300" @ 10'- 0.0" Allowed = 1.272" MAX HORIZ. LL DEFL = 0.026" @ 19'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 19'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 6-05-11 7-00-10 6-04-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ( - -- - . ,r ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS Mir), 1-10-09 2-03-04 2-03-14 3-06-05 3-06-05 2-03-14 2-01-15 1-10-06 load duration factor=1.6, Truss designed 1 1 'f 'I f 1 1 T in theplan f w o the truss only. 4-06 4-04-08 • 1 T 12 12 5.00 1' a 5.5o s 7 - M-4x6 M-4x6 M-3x6 PAUL D,�9 V � M-3x5 _ ___ M-3x4 ,,,.,..0V WA$ � •p� _ o Y m 00 - `--- - -o 2"H 11 12 13 0 Gr '0 y �M-3x6 M-3x4 M-1.5x3 M-3x4 M-3x8 po-?� f19f�7bg q S 4-01-13 5-10-03 5-10-03 4-00-05 b 't""ft . 2-DO 19-10-08 c��`� .N t EC- s/O29 `t' :9782PE T- JOB NAME : J-1855 STONE BRIDGE - CH2 . Scale: 0.3023 ..I WARNINGS: GENERAL NOTES. unless noted. v� �EGON - �, 1 I.Builder and erection contractor should be advised of all General Notes 1 This design based my up y parameters shown and Is loran irdbiidual „s `� O Truss: CH2 end Warnings before construction commences. building component.Applicability of design parameters and proper ! J, (� 2.294 compression web bracing mutt be installed where shown•. incorporation of component is the responsibility of the building designer. C/ AS V �� 3.Atltlitional temporary bracing to insure stability during construclbn 2.Design assumes the lop and bottom chortle to be laterally brand at �� RY a u the responsibility of the erector.Additional permanent bracing of c'n.c.and al 10'o.c.respectively unties bread tnrouglwW their length by \ DATE: 7/13/2015 the overall structure is the responsibility f the building des continuous sheathing gin r blest a plywood required own••rvwan(BCI. PA U L ``such ponsi ry o 9 finer. 3.291mpact bridging or bteral bracing required where Mown•• SEQ.: K 13 012 64 4.No had should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time shoved any bads greater than 5.Design assumes trusses are to be used in a rwn.normsn,e environment. design bads be applied to any component. and are for"dry condition'of use. TRANS ID: LINK 6.Design asa es full bearing al all supports shown. 5.CompuTrus has no control over and assumes n oresponsibd4yy for the n<ceae,y m EXPIRES: 12/31/2016 fabrication.handling.shipment and installation ofcomponenla. 7.Design assumes adequate drainage apmeided. July 13,2015 6.This design is furnished subject to the Imitations set forth by 6.Plates shall be located on both faces of buss,and placed so their center TPSWTCA in SCSI,copes of which wR be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design oases see ESR-1311,ESR-1999 Weir) This design prepared from computer input by JP LUMBER SPECIFICATIONS 19-10-08 HIP SETBACK 4-06-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Hl&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-) 0) 86 2- 7-) -756) 2270 7- 3-) -142) 664 BC: 2x6 KDDF 916BTR 2- 3-1-2592) 890 7- 8=)-1982) 3714 7- 4=(-1568) 760 WEBS: 2c4 KDDF STAND: LOADING 3- 4-1-2270) 804 B- 9=1-1482) 3719 8- 4=) 0) 256 2x9 OF STAND A LL = 25 PSF Ground Snow (Pg) 9- 5-1-2268) 839 9- 6-( -786) 2268 9- 9=1-1516) 728 TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLF 0'- 0.0" TO 9'- 6.0" V 5- 6-(-2590) 910 9- 5-( -132) 644 • TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 81.2)+DLI 22.8)- 109.0 PLF 9'- 6.0" TO 15'- 9.5" V BC LATERAL SUPPORT <= 12"x. UON. TC UNIF LL( 50.0)+DLI 19.0)- 64.0 PLF 15'- 4.5" TO 19'- 10.5" V BC UNIF LL( 0.0)+DLI 32.5)- 32.5 PLF 0'- 0.0" TO 19'- 10.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA - -- LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 204 BRACING AT 24"OC UON. FOR TC CONC LL( 131.2)+DLI 36.81= 168.0 LBS @ 4`- 6.0" 0'- 0.0" -518/ 159BV -20/ 39H 5.50" 2.56 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 131.21+DLI 36.8)= 168.0 LBS @ 15'- 9.5" 19'- 10.5" -425/ 1336V 0/ OH 4.00" 2.14 ROOF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc s aci OVERHANGS: 24.0" 0.0" REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. P 09 ( 2 1 complete trusses required. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.010" @ -2'- 0.0" Allowed - 0.200" Attach 2 ply with 3"0.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.011" @ -2'- 0.0" Allowed = 0.26 7" nails staggered: MAX LL DEFL - 0.070" @ 10'- 0.0" Allowed = 0.954" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.132" @ 10'- 0.0" Allowed = 1.272" ' 9" oc in 2 row(s) throughout 2x6 bottom chords, 9'• on in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.015" @ 19'- 6.5" MAX HORIZ. TL DEFL = 0.024" @ 19'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 4-05-11 11-00-10 4-04-03 - 1 1 4-05-11 5-06-05 5-06-05 4-04-03 I 41668 1 111689 1 12 12 5.00 1? 4 5.00 - M-4x6 M-4x6 3 M-3x8 D 4 VAUL p / __�� °s rof wasgl ��M-3x5 / / ��- M-3x9 / �0, o /-- �A -- © II A 2y M-3x4 M-1.5x3 M-3x9 „.6 4t" ; 11' 51976 w '44, -CIS 76 4-01-13 5-10-03 5-10-03 4-00-05 � I EL s/2-00 19-10-08 •� ..,'t4 FO�� 2 9'`t' :9782PE < JOB NAME : J-1855 STONE BRIDGE - CH1 Scale: 0.3172 . WARNINGS GENERAL NOTES unless otherwise noted: / I.Budder and erect contractor should be advised of all General Notes 1 This design based my upon the parameters shown and is bran Individual OREGON Ns sJ Truss: CH 1 and Warnings before construction commences building component.Applicability of design parameters and proper 9%, (� 2.2e4 compression web bracing must be installed where Nown., incorporation of component Is the responsibility of the building designer. /�, (iO 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 9j4� RY ', l4/� ■ g trait responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respecliveN unless broad throughout(heir length by ♦ \ continuous sheathing such as ptywood sheathing(TC)andior drywall(BC). �`A UL L DATE: 7/13/2015 the overal structure is the responsibility of the building designer. 3.ZK Impact bridging or lateral bracing required where Mown.. /"1 SEQ.: K1301265 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the•especnve contractor. • fasteners are complete and al no time should any bads greater Men 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK deagn loads be applied to any component. one are loo dy ondkbn"of era. 5.CgmpuTrus has no control over and assumes no responsibility for the B.Design assumes NI bearyg el all supports shown.Shim or wedge n - fabrication.handing.shipment and installation or components. s s,as EXPIRES: 12/31/2016 7.Design assumes adequate drainages provided. July 13,2015 I 6.The designs Nrnished subpcl to the imitations set forth by 0.Pyles shall be located on bath faces of truss,and placed so their center TPVWTCA in SCSI.copies of whrh coil be furnished upon request. foes coincide with join)center lines. MiTek USA,Inc.ICompuTrus SoRware 7.6.7SP2(1 L)-E 9.Digits indicate sire of plate in inches. 10.For basic connector pyre design values ue ESR•1311.ESR-1900 IldTek) This design prepared from computer input by JP • LUMBER SPECIFICATIONS TRUSS SPAN 4'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 = TC: 204 KDDF d16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 87 2-5=(0) 0 2-3=(-607) 292 BC: 204 RODE 41613TR SPACED 24.0" O.C. 2-3=1-294) 532 WEBS: 2x4 KDDF STAND 3-4=1 -48) 41 LOADING TC LATERAL SUPPORT <= 12"DC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 P5F • BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 P5F BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 P5F LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-33 2-D0-00 0'- 0.0" -111/ 513V -4/ 888 5.50" 0.82 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -53/ 113V 0/ OH 1.50" 0.18 ROOF ( E25) OVERHANGS: 24.0" 0.0" 4'- 6.0" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. -- -- ----- - --'5psf --- -- _-- 'CON. 2: Design checked for new 5_psf) uplift at 29 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 = 0.040" @ -2.- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.26"" 3-11-11 __ _ ___ ______ _ MAX LL DEFL = 0.026" @ 1'- 9.2" Allowed = 0.170" • - - -' MAX TL CREEP DEFL = -0.027" @ 1'- 9.2" Allowed = 0.226" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.003" 12 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.005" 5.00 I. - MAX HORIZ. LL DEFL = -0.011" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.012" @ 3'- 10.9" Design conforms to main windforce-resisting 4 system and components and cladding criteria. / /,� Wind: 140 mph, h=20.2 ft, osed, at.2, Eop. ASCE MW RS)O (All Heights), Enclosed, Cat.2, Exp.B, MW FRSIDirI, load duration factor=l.6, Truss designed for wind loads M-3x4 in the plane of the truss only. ; j.- .6 / mi N r O / . 2r , MEW PAUL 1.4 3x6 ovWAS44 ��y CCC �c i -d,p k?51976 q,� 2-00 4-06 .o r GISiER (PROVIDE FULL BEARING;Jts:2,4,5I �VL1 �� ,- i EF5 �∎, , R /(O � 2 pr' 89782PE JOB NAME : J-1855 STONE BRIDGE - CJ2 • - • Scale. 0.6666 - G WARNINGS: GENERAL NOTES, unless otherwise noted'. I (/ /'� 4^ Truss: CJ2 Budder and ere should Ce advised of ad General Notes This design based N upon m parameters oho ndAo indNkwl �I OREGON O�v' and warnings before consbudon commences. bulking component.Applicability of design parameters and proper . rya '�/ Q rte] 2.2.a compression web bracing must be mataeed where shown.. incorporation of component is the msponubilny of the bonding designer. •� •RY _` 3.Additional temporary bracing to insure stability during construction 2.Oeug^assumes the top and Cotton chards to be laterally broad at VG is the responsibJdy of the erector.Adartional permanent bracing of 2 o.c.and at 10'o.c.respectively unNse bread throughout their length by \ V DATE: 7/13/2015 the overall structure is the responsibility of bwkm aeu co^tnuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA UL R pons) ty o g designer. 3.2.Impact bridging or lateral bracing required where shown.. u SEQ.: K1301267 a.No mad should be applied to any component until after all bracing and a.Installation of buss IS the responsibility of the respective aantraaof. fasteners are complete and at no time should any loads greater man 5.Design. es truss ere to be used In a noncorrosive environment. • TRANS ID• LINK design loads be applied to any component. and are for se n dry condition" use, 5.CompuTrus has no control over and assumes no responsibility for the 6.De ugh assumes full at all supports stows.Slam or wedge a EXPIRES: 12/31/2016 fabrication handling shipment and inaalaton or components. necessary. 7.Design assumes adequate drainage is provided. July 13,20 15 5 This design is Wrnrsned subject to the Imtatnns set forth by 9.PWtes shall be located on both races of buss and placed so their center TPIWTCA in BCSI.copies of wheal MI bebanrshed upon request Imes coincide w..iomt center Ines. s Digits indicate see or aleminches.USA,Inc/Coro uTrus Software 7.6.7SP2(1L)E no.For basican ectr l al dsign W es see ESR-1 J11,ESfl-1 Bleb(SliTat) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF 11150TR LOAD DURATION INCREASE - 1.15 1- 2■( 0) 87 2-11.1 -536) 1229 2- 3-1-1871) 868 BC: 2x4 KDDF $1613TP. SPACED 24.0" O.C. 2- 3-( -288) 520 11-12-(-1050) 2116 11- 4-( -109) 392 WEBS: 2x4 KDDF STAND 3- 4-1-1385) 659 12-13-(-1050) 2116 11- 6-(-1001) 585 LOADING 4- 5-( 0) 0 13-10-( -543) 1232 12- 6-( 0) 256 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.01+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6-(-12229) 612 6-13-) -930) 534 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8-(-1232) 618 13- 8-( -100) 380 TOTAL LOAD - 42.0 PSF 7- 8-( 0) 0 9-10-1-1509) 671 - - 8- 9-1-1385) 663 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (P5) 9-10.1 0) 52 - ALL FLAT TOP CHORD AREAS NOT SHEATHED -- - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HONE BRG REQUIRED BRG AREA LETINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS 512E SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -303/ 1086V -22/ 41H 5.50" 1.74 KDDF ( 625) OVERHANGS: 24.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19'- 10.5" -213/ 829V 0/ OH 4.00" 1.33 KDDF ( 6251 M-1.504 or equal at non-structural vertical members (uo 1,)• !COND. 2: Design checked for net(-5 osf) uplift at 24 "oe soacl6g. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.040" 9 -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL - -0.043" 4 -2'- 0.0" Allowed - 0.267" MAX LL DEFL - 0.180" 8 10'- 0.0" Allowed - 0.954" MAX TL CREEP DEFL - -0.300" 8 10'- 0.0" Allowed - 1.272" MAX HORIE. LL DEFL - -0.031" 8 19'- 6.5" MAX HORI2. TL DEFL ■ 0.043" 4 19'- 6.5" Design conforms to main windforce-resisting 8-05-11 3-00-10 8-04-03 system and components and cladding criteria. I 1 1 T Wind: 140 mph, h-21.1ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 1-10-09 2-03-04 4-00 1-10-03 1-10-03 4-00 2-01-15 1-10-06 (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dor), 7- { 1' 1 T I 1 T q load duration factor-1.6, Truss designed for wind loads 4-06 4-04-08 in the plane of the trues only. r f T 1 12 12 5.00 1-- M-4x6+ M-4x6+ a 5.00 5 T Ate • M-4x6 M-4x6 pAUL 8[� 4 M-3x8 WAS F 440 !.410 M-3x5 i BP M-3x9 �' N. - L_' _ frl 0 Fill i• ]o �C 2 11 12 13 -10 i "PP 5197b �q1 • M-3x6 M-3x4 M-1.5x3 M-3x4 M-3x8 c �.rt�r ISTV. �'�'" c tWr) • 4-01-13 5-10-03 5-10-03 4-00-05 ,.C..... '7",N � C&9 WC.) . -- 2-00 _ - 19-10-08 -7 cz" 89782PE c JOB NAME : J-1855 STONE BRIDGE - CH3 r / • Scale: 0.3023 C...s, WARNINGS: GENERAL NOTES, unless otherwise noted'. J^/ OREGON I.Sumer and erection contractor should be advised of as General Notes I.This design is based only upon the parameters shown and rs for an individual �"�R V 1 RY 15 '1.2 !). Truss: CH3 and warnings before construction commences. building component.Applicability m design parameters and p roper ''1 /`C 2.2,4 compresvon web bracing must be installed where shown.. incorporation of component Is the responsibility of budding designer. /� \�V - • 7.Aaonional temporary bracing m insure shmbry dump construction 2.Design assumes the lop and bottom chards m be laterally braced a 1 • s the responsiblity of the erect°.Addnwnal permanent bracing of 2 continuous and alt 0 o.c.resvecb p5 unless braes throughout men length by /°A U L • DATE: 7/13/2015 me overall structure Is me responsibility f me building de° continuous sne°mrig such as plywood sheatmng(TC1 and/or drywan(BC1. pons. ty o g gner. 3.2.Impact bridging or lateral bracing required where shown.. SEQ.: K 13 012 6 6 4.No load should be applied to any component unu after an bracing and 4.hslallalion of russ is the responsibility of respective contractor. listeners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosve environment. TRANS ID: LINK design loads be appiiedtoanycomponent. and are mrerycpneie"n of" use. EXPIRES: 12/31/2016 S.Compunuc has no control over and assumes no responsibility tor me 3.Design assumes full bearing at all supports shown.shim or wedge it hbrcaion.handling shipment and installation of components. scary. Jul y 13,2015 T.Design assumes adequate drainage is provided. 6.Tim design'a furnished aubad to the Vmnatens set form by O.Plates shad be located on both faces of truss.and placed so their center TPVW TCA on SCSI.copies of which paw be fu,nened upon request. Ines comcme 0001,tont center Ines. 9.Digits inchoate see of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.7SP2(1L)-2 la.ref basic connector plate design values see ESR•l3I1.E5N-t93a lkATekl This design prepared from computer input by SP LUMBER SPECIFICATIONS TRUSS SPAN 4'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 87 2-5=(0) 0 2-3=1-639) 344 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-281) 503 WEBS: 2x4 KDDF STAND 3-4=1 -85) 41 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)ODL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA = TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 1-06-14 1-06-14 0'- 0.0" -138/ 585V 0/ 62H 5.50" 0.94 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -183/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) OVERHANGS: 24.0" 0.0" 4'- 6.0" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf L 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 = 0.040" @ -2'- 0.0" Allowed = 0.200" 1-11-11 MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL= 0.006" @ 1'- 4.5" Allowed = 0.070" 1 ) MAX TL CREEP DEFL = 0.007" @ 1'- 4.5" Allowed = 0.093" MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.103" 12 MAX BC PANEL TL DEFL = -0.009" @ 2'- 4.4" Allowed = 0.228" 5.00 MAX HORIZ. LL DEFL = -0.005" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.006" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 4 _ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. H N O qp O 1/ // 2 5 M-3x6 4,17PAUL $�� --;fiWAsiiie,i, ---- 2-00 4-06 l� t I �M1 4 STf[PROVIDE FULL BEARING;Tts:2,4,5 -s-',P • � N ' �� O 1 FR �/q C� T.,,..:9782PE JOB NAME : J-1855 STONE BRIDGE - CJ1 . ..._, Scale: 0.7166 . WARNINGS G. hRAeNOTsb unless otherwise tutee. i v2 �EGON l�• 'Cr I.Builder and erection contractor should be commences.advised of all General Notes 1.This component.n t.only upon the parameters gn pa m and f an indweual `9 • O Truss: CJ1 and Warnings MOre construction ommenee buamgpomporomApprable dtlesgnva meeraand vmv.rrys (Si, 2.2ve compression web bracing must be installed where shown.. incorporation of component is IM responsibility of the building designer. 4 R y }b 1 &Q' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laleraly braced at ,�'1� is me re sponcibilM of the erector.Addaonal permanent bracing of 2'a.c.and lit 10'o.c.espectiveN unkcs bramtl throughout[Mir length by T ` continuous sheathing such as pNwood sheathing(TC)and/or drywa11(8C). / /(UL r' DATE: 7/13/2015 tM overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown•• �'S SEQ.: K1301268 4.No bad should be applied to any component until alter ant bracing and 4.Installation of truss Is the responsibility of the respective contractor. • hstenae are co mpke and at no time should any bads greater than 5.Design assumes trusses are to be used in a mntorrosive environment. • • • design loads be applied to any component. and are for condition"of use. TRANS ID: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if ' 5.Comps,Trushasnocontroloverandas sumesnoresponsibilityforthe sees "m EXPIRES: 12/31/2016 fabrication,handing,shipment and installation of components. nary. .Design assumes adequate drainage is truss.and J Uly 13,2015 • 6.This design is furnished subject to Me limitations set to by B.Plates shall be scaled on both faces of truss,and placed so their center TP W.tTCA in SCSI.copes of winch will be furnished upon request. lines coincide with pint center lines. 9.Mt-laic USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E to.F For lbask cotnnecter lk plate in a desi�MS 1988)MITek) p design values see ESR-f311,ESR- This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF ®16BTR LOAD DURATION INCREASE ■ 1.15 1-2=( 0) 43 2-4=(-24) 27 3-4=1-80) 79 BC: 2x4 KDDF R16BTR SPACED 24.0" O.C. 2-3=(-59) 33 WEBS: 2,4 KDDF STAND LOADING TC LATERAL SUPPORT <_ 12"oC. UON. LL( 25.0)BDL( 7.01 ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) - TOTAL LOAD = 42.0 PSF 0'- 0.0" -64/ 305V -14/ 46H 5.50" 0.49 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 0.0" -11/ 107V 0/ OH 5.50" 0.17 KDDF ( 625) •• For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design the ,_ -5 _ s.. g. 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 10PSF 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 - 0.006" @ 1'- 7.5" Allowed = 0.148" MAX TC PANEL TL DEFL = -0.006" @ 1'- 7.5" Allowed = 0.222" 2-10-09 0-01-12 MAX HORIZ. LL DEFL = 0.000" @ 2'- 10.3" T 1 1 MAX HORIZ. TL DEFL = 0.000" @ 2'- 10.3" 12 5.00 c7-'. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 o I o 1 I I 1 o L 1 • -, 0 2�� 4 M-3x4 M-1.5x3 PAUL ph. ,ovwns � t 1 L 1-00 3-00 �d'a ��51976 kJ� ISTV ' ,' �` :9782PE c" JOB NAME : J-1855 STONE BRIDGE - D3 , Scale: 0.7008 . _ r W Of ARNINGS GENERAL NOTES unless otherwise noted' c•. / 1.Builder and erection contractor should be advised of all General Notes I.This deep based only upon the parameters shown and n for an Individual -y2 •REGON o� �, Truss: D3 and Warnings before construction commences building component.Applicability of design parameters and proper n 2 lac compression web bracing must be installed where shown•. incorporation or component is the responsibility of the building designer. �� ^�y r (� 3.Additional temporary bracing to insure stebiliry during constructor 2.Deupn assumes the top and bottom chortle to be laterally braced al 'l J �!' - rs the responsibility of the erecter.Add4anal permanent bracing of r o.c.and at 10'o.c.respectively unless braced throughout their length by n a\ DATE: 7/13/2015 me overall structure m the responsibility continuous sheathing such as plywood sneamnp(TC)anaor erywanlBq. PA U L ` ponsbility of the building desgner. 3.2,Impact bridging or lateral bracing required where shown•• SEQ. : K 13 0 12 6 9 4.No load should be applied to any component unit after al bracing and 4.Installation of truss is the responsibility Oils respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive envbonment. and are for'dry condition'of use. TRANS ID: LINK design loads be applied to any component. ry 5.CompuTrus has no control over and assumes nc responsbiley for the ' Desogn assumes ea full bearing al al supports shown.Shim or wedge 0 EXPIRES: 12/31/2016 fabrication,hantling,shipment and installation o'components. necessary.um . 0.This design le furnished subject to the Mutations set robin by 7.Design assumes adequate drainage a provided. July 13,2015 B.Plates shall be located on both faces of buss,and placed so their center TPANTCA in BCSI,copies of which wig be furnished upon request lines coincide with joint center lines. 8.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plats design values see ESR-1 bill,ESR-7589 Welt) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'— 0.0" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i TC: 2r.4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 BC: 2x1 KDDF AleRTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor=l.6, For hanger specs. — See approved plans Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. I2I.IMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5.00 L REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (Gable end truss on continuous bearing wall UON. 1x2 or equal typical at stud verticals. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 3 / .-I / o j r--- 0 N 2 r o I • _i M-3x4 9 PAUL Rl y 47 (.-..."'+- r�`�� d P 0 �P ISTER' c4 1-00 3-00 �s .1 1"f1 ,_1`p� �N 1 EFi9 `5. 2 1 ,- :9782PE F,' JOB NAME : J-1855 STONE BRIDGE — D4 - . Scale: 0.9534 ,.y./ WARNINGS GENERAL NOTES, unless otherwise noted: Cr, Truss: D4 I.Builder and t'n contractor should be advised of all General Notes This design i based only upon the parameters shown and Is for an individual e 114/&* E�O'y ON and Warnings before construction commences building comp nl.Applicability of design parameters and proper (i 2 V\" ' 2.2X4 compression web bracing must be installed where shown Y. incorporation al component a the responsibility o!the building dewgner. �1 3.Additional temporary bracing to insure stability during construction 2.Dewgn assumes me top and bosom chords 10 be laterally braced al �� q RY i �� - Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless brand throughout he length by ` • DATE: 7/13/2015 the overall structure is the responsibility I the building tlesi continuous sheathing such as pbwond sheatGnglTC)and/or drywaly BC). p^' 1� ' pons' ty° g gner. 3.2v Impact bridging or lateral bracing required where shown e• r1 U SEQ.: K1301270 4.No bad should be applied to any component until alter al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to M used in a non-corrosive environment. TRANS ID: LINK design bads be applied b any component. and are for condition"of pile. 5.CompuTrus has no control over and assumes no responsibility forme 6.Design assumes full bearing at aN supports dawn.Shim or wedge i` EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. sssry. design is p b, T.Pedsdeal beeaadeduobothifae sprus.an July 13,2015 6.This dear furnished subject to 1M limitations set forth e.Plates anal be located on lapin faces pnr"ail.and placed so their center TPVWTCA in SCSI.copes of which will be furnished upon request. lines coincide with pint center lees. • MITek USA.Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic coneneaor plate sea inches. design values see ESR-1311,ESR-1968(M1iTek) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-4=(-60) 80 3-4-1-227) 180 BC: 2x9 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-121) 105 WEBS: 2'4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PS? LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.2" -68/ 960V -38/ 112H 5.50" 0.79 KDDF ( 625) OVERHANGS: 12.0" 0.0" 7'- 6.0" -35/ 300V 0/ OH 5.50" 0.48 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psi) uplift at 24 "cc spacing. 1, • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1B0 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 TC PANEL LL DEFL = 0.249" @ 3'- 10.4" Allowed - 0.473" MAX TC PANEL TL DEFL = -0.303" @ 3'- 10.7" Allowed = 0.710" 7-06 MAX HORIZ. LL DEFL = 0.001" @ 7'- 4.3" r - _ - I MAX HORIZ. TL DEFL = 0.001" @ 7'- 4.3" 12 5.00 V M-1.5x3 Design conforms to main windforce-resisting 3 -+ system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. m o i N O m / ® ?AUL --4 0 1 j -2 .. 4 4 F,pl AN,Q `9 M-3x9 M-1.5x3 'k *#, )O +011 4, 5197b� w 1-00 7-06 .t,,,ss CIsi �y 4\ ' EF /o� � :9782PE r JOB NAME : J-1855 STONE BRIDGE - D1 Scale: 0.5681 Ir 1.Budder O. hRAeNOTBb, unless on the parameters - 4,/OREGON °' (� 1.and W and Warnings before contractor should m be ncelsetl of all General Notes I.This i design is based only upon the design parameters shown and is roper individual r� Truss: D1 and Warni gs be lore condrucl on commences. Incorporation comAnentisi Applicability ordesign and proper , (�Q 2.2x4 compression web bracing must be installed where shown•. incorporation of component is the responsibility of the building designer. �^j v (� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be tole ropy braced at 7�� 'mot Y -,�)• !. _ is he responsibility or me erector.Atldilbnal permanent bracing or 2'o.c.and at 10'me.respectively unless braced throughout heir length by \--.1 '�/ o g designer. continuous sheathing such as pNwood sheathing(TC)and/or drywall(BC). /D^' 1 L n DnTE: 7/13/2015 the overall structure m the responsibility fthe buimb des. a.2x Impact bridging or lateral bracing required where shown•• PAUL SEQ.: K 13 012 71 4.No bad should be applied to any component until after all bracing and 4.Installation of russ is the responsibility of the respective contractor. faNeners are complete and at no time should any bads greater than 5.Design a es trusses are to be used In•noncorrosive environment. TRANS ID: LINK dam bads be applied to any component. and are Mr conddwn•of use. 5.eompwrms nos no control over and assumes no responsibility tor me 6.Design assumes lull bearing at all supports shown.Shim or wedge it - fabrbation,handing.shipment and installation of components °55dry EXPIRES: 12/31/2016 • 7. •Design assumes adequate drainage is prodded. July 13,2015 6.The design is furnished cubed to the imitations set fort by 6.Plates Shall be located on bath laces of truss.and placed so their center TP WWTCA in SCSI.copes of which will be furnished upon request. lines coincide with pint center fines. 9.Digits indicate size of plate in incMS. MiTek USA,Inc./CompuTrus Software 7.6.75P2(1L)-E 10.For base connector plate design values us E8R4311.ESR-1988(MiTak) • This design prepared from computer input by JP • LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TO: 2x9 KDDF el&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-4=(-60) 80 3-4=(-227) 180 BC: 204 KDDF @I6BTR SPACED 24.0" O.C. 2-3=(-121) 105 WEBS: 2o4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.01+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HCRZ BRG REQUIRED BRG AREA _ BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 460V -38/ 112H 5.50" 0.74 KDDF ( 625) OVERHANGS: 12.0" 0.0" 7'- 6.0" -35/ 300V 0/ OH 5.50" 0.48 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 29 "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 TC PANEL LL DEFL = 0.249" @ 3'- 10.4" Allowed = 0.473" MAX TC PANEL TL DEFL = -0.303" @ 3'- 10.7" Allowed = 0.710" 7-06 MAX HORIZ. LL DEFL = 0.001" @ 7.- 4.3" MAX HORIZ. TL DEFL = 0.001" @ 7.- 4.3" 12 5.00 L M-1.5x3 Design conforms to main windforce-resisting 3.- system and components and cladding criteria. / / / Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, /7,.-' • All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • j load duration far-for=1.6, End verticals) are exposed to wind, / - Truss designed for wind loads in the plane of the truss only. o, i 0 I ref • .y o Ul 4 O I o 4 :C-?r:9 M-1.5x3 Q 4ege;4 y ` y 4 p� .,� 51976� w ,t �CISTL' S G 1-00 7-06 `ice' s ��"5� ON ' ^ F9 s/�2v `C 89782PE r JOB NAME : J-1855 STONE BRIDGE - D2 - ///j `\,•..•.-y Scale: 0.5681 Gi' ►. / WARNINGS: GENERAL NOTES, unless omervnse noted Truss: D2 t.B"lwera^eerecran contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and ismran.nmvaual '1 OREGON ,b% Q„ and warnings before construclan commences. budding component.ApplrcabrWy of design parameters and proper (" n 2.284 compression web bracing muss be mstaled where shown•. incorporation of component is the rawonubddy or me budding designer. aA� �/^ V i f V 3.Additional bracing to insure stability during construction 2.Design auumes me tap and bottom chords to be muap braced at 77 ^I ! D !. is the responsibility of the erector.Additonal permanent brae.°of 2 o.c.and at 10'o.c.respeplweN unless brand InrquglaM their length by C''\ 1�/ continuous sheathing such as plywood sheathing(TC)and or drywalllBC). P' ,S U L DATE: 7/13/2015 the°verse structure is the responsmisry of the building designer. 3.2v Impact bridging or lateral bracing required where mown•• /-� SEQ. : K1301272 S.No bad should be applied to any component unto after all bracing and 4.Insblatan of russ ts the responsibility of respective contractor. fasteners are complete are at no time mould any loads greater man 5.Des°n assumes trusses are to be used in a nm.corrosNe environment. TRANS ID: LINK design loads hespp8edto any component. and aremrdryennmlbn-ofuse. S.CompuTrus nes no control over and assumes no responsibility for the Design assumes n o<anng at all supports shown.Shim or wedge a EXPIRES: 12/31/2016 fabrication.handling shipment and installatan of components. ecessary. B.mudeagnswmehedwbpctto the kmnaon.bllo�nbv I.Design assumesadedatedranaceiprovidea. July 13,20155 e.Plates mat be baled center ter faces of buss.and placed so their center on TPNARCA in BCSI.copes of which viol be Iurreseod upon request. lines coincide with pint center tines. 9.Digits indicate see of plate in inches. MiTek USA.Inc/CompuTrus Software 7.6.7-SP2)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MATek) Page 1 N:\JOBS Stone Bridge\1855\1855 Beams\1855 BEAM A.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/23/15 10:36:09 WARNING RECEIVED *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY JUL 1 b 2015 *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN CITY OF TIGARD THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, BUILDING DIMS'®N INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1855 BEAM A STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2250Fb-1.5E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL FLOOR 40 15 NO 2.000' 0.000' TOP L/360 L/240 ROOF 30 15 6.000' 0.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2425 10759 2153 0.320 0.885 ALLOWABLE 3938 15442 7897 0.596 0.894 STRESS INDICES 0.62 0.70 0.27 L/670 L/242 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 60" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 18.000' TOTAL SPAN: 18.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 18.000 +ALL 1 UNIF DEAD ROOF TOP 45.0 PLF 0.000 18.000 +ALL 1 UNIF DEAD FLOOR TOP 15.0 PLF 0.000 18.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 18.000 +1 1 UNIF LIVE ROOF TOP 67.5 PLF 0.000 18.000 +1 1 UNIF LIVE FLOOR TOP 30.0 PLF 0.000 18.000 Page 2 4855 BEAM A.dsn , +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 18.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 18.000 +3 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 18.000 +4 1 UNIF LIVE ROOF TOP 90.0 PLF 0.000 18.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 10759 2153 1.00 2 6865 1378 0.90 3 8463 1696 1.00 4 10460 2093 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2425 2425 2 1547 1547 3 1907 1907 4 2357 2357 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1547 1547 2 1547 1547 3 1547 1547 4 1547 1547 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 878 878 2 0 0 3 360 360 4 810 810 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 1.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.320 0.596 L/670 0.885 0.894 L/242 2 1 0.000 0.596 0.565 0.894 L/380 0.565 0.847 3 1 0.131 0.596 L/1633 0.696 0.894 L/308 4 1 0.296 0.596 L/726 0.860 0.894 L/249 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.70 0.27 2 0.49 0.19 3 0.55 0.21 4 0.68 0.27 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN Page 3 1855 BEAM A.dsn TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 N:\JOBS,Stone Bridge\1855\1855 Beams\1855 BEAM B.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/23/15 10:36:45 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1855 BEAM B STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2250Fb-1.5E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL FLOOR 40 15 NO 0.000' 17.750' TOP L/360 L/240 ROOF 30 15 0.000' 2.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 4648 5044 3284 0.048 0.087 ALLOWABLE 4648 15442 7897 0.245 0.368 STRESS INDICES 1.00 0.33 0.42 L/1851 L/1012 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 7.500' TOTAL SPAN: 7.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 225.0 PLF 0.000 1.000 +ALL 1 UNIF DEAD FLOOR TOP 133.1 PLF 0.000 7.500 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 7.500 +ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 0.000 7.500 Page 2 1855 BEAM B.dsn .' +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 7.500 ALL 1 CONC DEAD ROOF TOP 953.3 LBS 1.000 1 1 UNIF LIVE ROOF TOP 337.5 PLF 0.000 1.000 +1 1 UNIF LIVE FLOOR TOP 266.3 PLF 0.000 7.500 +1 1 UNIF LIVE ROOF TOP 22.5 PLF 0.000 7.500 1 1 CONC LIVE ROOF TOP 1430.0 LBS 1.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 1.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 7.500 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 7.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 1.000 +3 1 UNIF LIVE FLOOR TOP 355.0 PLF 0.000 7.500 4 1 UNIF LIVE ROOF TOP 450.0 PLF 0.000 1.000 +4 1 UNIF LIVE ROOF TOP 30.0 PLF 0.000 7.500 4 1 CONC LIVE ROOF TOP 1906.7 LBS 1.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 5044 3284 1.00 2 2286 1430 0.90 3 4672 2385 1.00 4 3708 2946 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 4648 2413 2 2011 1117 3 3343 2448 4 4196 1514 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2011 1117 2 2011 1117 3 2011 1117 4 2011 1117 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2637 1296 2 0 0 3 1331 1331 4 2185 397 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.771 1.500 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 953.3 1.000 3.000 1 LIVE 1906.7 1.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.048 0.245 L/1851 0.087 0.368 L/1012 2 1 0.000 0.245 0.040 0.368 L/2231 0.040 0.059 3 1 0.041 0.245 L/2157 0.080 0.368 L/1098 4 1 0.023 0.245 L/3789 0.063 0.368 L/1412 • Page 3 1855 BEAM B.dsn **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.33 0.42 2 0.16 0.20 3 0.30 0.30 4 0.24 0.37 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 N:\JOBS Stone Bridge\1855\1855 Beams\1855 BEAM C.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/23/15 10:37:22 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1855 BEAM C STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2250Fb-1.5E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 18.000' 11.500' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2469 3551 1615 0.031 0.043 ALLOWABLE 3937 15442 7897 0.196 0.294 STRESS INDICES 0.63 0.23 0.20 L/2274 L/1630 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 6.000' TOTAL SPAN: 6.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD FLOOR TOP 221.3 PLF 0.000 6.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 6.000 +1 1 UNIF LIVE FLOOR TOP 590.0 PLF 0.000 6.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 6.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF Page 2 1855 BEAM C.dsn ' 1 3551 1615 1.00 2 1006 466 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2469 2469 2 699 699 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 699 699 2 699 699 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1770 1770 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 1.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.031 0.196 L/2274 0.043 0.294 L/1630 2 1 0.000 0.196 0.012 0.294 L/5754 0.012 0.018 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.23 0.20 2 0.07 0.07 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. ' Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/23/15 10:35:33 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1855 BEAM D STATE: OR CODE: IBC PRODUCT: 1-PLY 7" X 11-7/8" LP LVL 2900Fb-2.OE DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 0.000' 10.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 6928 28052 6568 0.580 0.824 ALLOWABLE 11408 39805 15794 0.586 0.878 STRESS INDICES 0.61 0.70 0.42 L/364 L/256 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 17.750' TOTAL SPAN: 17.75 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD FLOOR SIDE 145.9 PLF 7.000 17.750 +ALL 1 UNIF DEAD FLOOR TOP 75.0 PLF 0.000 17.750 ALL 1 UNIF DEAD FLOOR SIDE 52.6 PLF 0.000 7.000 +ALL 1 UNIF WEIGHT BEAM 23.8 PLF 0.000 17.750 1 1 UNIF LIVE FLOOR SIDE 389.1 PLF 7.000 17.750 +1 1 UNIF LIVE FLOOR TOP 200.0 PLF 0.000 17.750 1 1 UNIF LIVE FLOOR SIDE 140.4 PLF 0.000 7.000 2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 7.000 17.750 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 17.750 2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 7.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 28052 6568 1.00 2 8316 1943 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS Page 2 REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 5478 6928 2 1647 2043 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1647 2043 2 1647 2043 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 3830 4885 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.173 2.173 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.580 0.586 L/364 0.824 0.878 L/256 2 1 0.000 0.586 0.245 0.878 L/861 0.245 0.367 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.70 0.42 2 0.23 0.14 SLENDERNESS RATIO = 1.70 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/23/15 10:41:51 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1855 BEAM E STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 19.250' 0.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 6757 23577 6242 0.413 0.760 ALLOWABLE 6757 27280 11845 0.529 0.793 STRESS INDICES 1.00 0.86 0.53 L/461 L/251 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 6" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 ROWS OF 16d (3-1/2") NAILS AT 6" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 529 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 46" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 16.000' TOTAL SPAN: 16.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 150.0 PLF 0.000 6.000 1 Page 2 +ALL 1 *UNIF DEAD FLOOR SIDE 144.4 PLF 0.000 16.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 16.000 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 16.000 ALL 1 CONC DEAD ROOF TOP 333.3 LBS 6.000 +1 1 *UNIF LIVE FLOOR SIDE 288.8 PLF 0.000 16.000 1 1 UNIF LIVE ROOF TOP 225.0 PLF 0.000 6.000 1 1 CONC LIVE ROOF TOP 500.0 LBS 6.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 16.000 2 1 CONC LIVE ROOF TOP 0.0 LBS 6.000 +3 1 *UNIF LIVE FLOOR SIDE 385.0 PLF 0.000 16.000 4 1 UNIF LIVE ROOF TOP 300.0 PLF 0.000 6.000 4 1 CONC LIVE ROOF TOP 666.7 LBS 6.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 23577 6242 1.00 2 10717 2769 0.90 3 22736 5823 1.00 4 16383 4345 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 6757 5142 2 3037 2391 3 6117 5471 4 4916 2979 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 3037 2391 2 3037 2391 3 3037 2391 4 3037 2391 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 3719 2751 2 0 0 3 3080 3080 4 1879 588 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.716 1.500 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 333.3 6.000 3.000 1 LIVE 666.7 6.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.413 0.529 L/461 0.760 0.793 L/251 2 1 0.000 0.529 0.347 0.793 L/549 0.347 0.520 3 1 0.395 0.529 L/483 0.741 0.793 L/257 4 1 0.158 0.529 L/1205 0.504 0.793 L/377 Page 3 • **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.86 0.53 2 0.44 0.26 3 0.83 0.49 4 0.60 0.37 SLENDERNESS RATIO = 2.26 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. 1 1 1 Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/23/15 13:13:23 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1855 BEAM F STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL FLOOR 40 15 NO 0.000' 2.000' TOP L/360 L/240 ROOF 30 15 0.000' 6.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2757 13563 2555 0.245 0.690 ALLOWABLE 7914 27280 11845 0.661 0.991 STRESS INDICES 0.35 0.50 0.22 L/972 L/345 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 70 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 105" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 20.000' TOTAL SPAN: 20.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 20.000 +ALL 1 UNIF DEAD ROOF TOP 45.0 PLF 0.000 20.000 ALL 1 *UNIF DEAD ROOF SIDE 23.3 PLF 0.000 1.500 Page 2 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 20.000 +ALL 1 UNIF DEAD FLOOR TOP 15.0 PLF 0.000 20.000 +1 1 UNIF LIVE ROOF TOP 67.5 PLF 0.000 20.000 1 1 *UNIF LIVE ROOF SIDE 35.0 PLF 0.000 1.500 +1 1 UNIF LIVE FLOOR TOP 30.0 PLF 0.000 20.000 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 20.000 2 1 *UNIF LIVE ROOF SIDE 0.0 PLF 0.000 1.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 20.000 +3 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 20.000 +4 1 UNIF LIVE ROOF TOP 90.0 PLF 0.000 20.000 4 1 *UNIF LIVE ROOF SIDE 46.7 PLF 0.000 1.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 13563 2555 1.00 2 8753 1637 0.90 3 10719 1994 1.00 4 13200 2504 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2838 2757 2 1812 1780 3 2212 2180 4 2779 2682 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1812 1780 2 1812 1780 3 1812 1780 4 1812 1780 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1026 977 2 0 0 3 400 400 4 967 903 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.071 2.010 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.245 0.661 L/972 0.690 0.991 L/345 2 1 0.000 0.661 0.445 0.991 L/534 0.445 0.668 3 1 0.100 0.661 L/2379 0.545 0.991 L/436 4 1 0.226 0.661 L/1051 0.672 0.991 L/354 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . 1 STRESS INDICES CASE MSI VSI 1 . , Page 3 . 1 0.50 0.22 2 0.36 0.15 3 0.39 0.17 4 0.48 0.21 SLENDERNESS RATIO = 2.26 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 N:\JOBS Stone Bridge\1855\1855 Beams\1855 BEAM G.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/23/15 13:16:05 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1855 BEAM G STATE: OR CODE: IBC PRODUCT: 1-PLY 1-3/4" X 11-7/8" LP LSL 1.55E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL FLOOR 40 15 NO 20.000' 0.000' SIDE L/360 L/240 ROOF 30 15 0.000' 0.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 7771 6993 4153 0.068 0.095 ALLOWABLE 7771 8101 5680 0.200 0.300 STRESS INDICES 1.00 0.86 0.73 2L/709 2L/507 LOAD CASE 1 1 1 4 4 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES *** PROVIDE ANCHORAGE FOR UPLIFT AT SUPPORTS. ANCHORAGE DETAIL TO BE PROVIDED BY PROJECT DESIGNER. *** COMPRESSION EDGE BRACING REQUIRED AT 43" O.C. OR LESS. STRUCTURAL GEOMETRY LEFT CANT SPAN 1 2.000' 2.500' TOTAL SPAN: 4.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL L UNIF DEAD FLOOR SIDE 150.0 PLF 0.000 2.000 +ALL L UNIF DEAD WALL TOP 100.0 PLF 0.000 2.000 +ALL L UNIF WEIGHT BEAM 6.6 PLF 0.000 2.000 ALL L CONC DEAD FLOOR SIDE 774.5 LBS 0.000 +ALL 1 UNIF DEAD FLOOR SIDE 150.0 PLF 0.000 2.500 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 2.500 +ALL 1 UNIF WEIGHT BEAM 6.6 PLF 0.000 2.500 +1 L UNIF LIVE FLOOR SIDE 400.0 PLF 0.000 2.000 1 L CONC LIVE FLOOR SIDE 2065.5 LBS 0.000 +1 1 UNIF LIVE FLOOR SIDE 400.0 PLF 0.000 2.500 2 L CONC LIVE FLOOR SIDE 0.0 LBS 0.000 +2 L UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 2.000 +2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 2.500 +3 1 UNIF LIVE FLOOR SIDE 400.0 PLF 0.000 2.500 1 Page 2 1855 BEAM G.dsn • 4 L CONC LIVE FLOOR SIDE 2065.5 LBS 0.000 +4 L UNIF LIVE FLOOR SIDE 400.0 PLF 0.000 2.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 -6993 4153 1.00 2 -2062 1288 0.90 3 -2062 1559 1.00 4 -6993 4153 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 7771 -1977 2 2434 -504 3 2934 -4 4 7271 -2477 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2434 -504 2 2434 -504 3 2434 -504 4 2434 -504 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 5338 -1472 2 0 0 3 500 500 4 4838 -1972 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 5.075 1.617 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) L DEAD 774.5 0.000 3.000 L LIVE 2065.5 0.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 L 0.066 0.200 2L/727 0.093 0.300 2L/516 1 1 -0.005 0.074 L/5482 -0.006 0.111 L/4163 2 L 0.000 0.200 0.027 0.300 2L/1779 0.027 0.040 2 1 0.000 0.074 -0.002 0.111 L/17265 -0.002 -0.002 3 L -0.002 0.200 2L/28786 0.025 0.300 2L/1896 3 1 0.002 0.074 L/11374 0.001 0.111 L/24065 4 L 0.068 0.200 2L/709 0.095 0.300 2L/507 4 1 -0.007 0.074 L/3741 -0.009 0.111 L/3085 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.86 0.73 Page 3 1855 BEAM G.dsn 2 0.28 0.25 3 0.25 0.27 4 0.86 0.73 SLENDERNESS RATIO = 6.79 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. 1 ' 1 1 • Page 1 1 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/23/15 13:30:48 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1855 BEAM H STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 12.000' 17.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 5999 20410 6142 0.244 0.361 ALLOWABLE 8946 27280 11845 0.393 0.589 STRESS INDICES 0.67 0.75 0.52 L/579 L/391 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 61" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 12.000' TOTAL SPAN: 12.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD FLOOR TOP 217.5 PLF 0.000 12.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 7.000 ALL 1 UNIF DEAD FLOOR TOP 76.9 PLF 0.000 7.000 ALL 1 UNIF DEAD FLOOR TOP 43.6 PLF 0.000 7.000 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 12.000 +1 1 UNIF LIVE FLOOR TOP 580.0 PLF 0.000 12.000 1 1 UNIF LIVE FLOOR TOP 205.1 PLF 0.000 7.000 Page 2 1 1 UNIF LIVE FLOOR TOP 116.4 PLF 0.000 7.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 12.000 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 7.000 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 7.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 20410 6142 1.00 2 6642 2037 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 7579 5999 2 2506 1862 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2506 1862 2 2506 1862 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 5074 4136 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.874 2.272 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.244 0.393 L/579 0.361 0.589 L/391 2 1 0.000 0.393 0.117 0.589 L/1209 0.117 0.175 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.75 0.52 2 0.27 0.19 SLENDERNESS RATIO = 2.26 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 ' LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/23/15 11:01:58 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1855 BEAM H1 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2250Fb-1.5E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 18.000' 12.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2295 3014 1590 0.040 0.056 ALLOWABLE 3937 10131 6318 0.179 0.269 STRESS INDICES 0.58 0.30 0.25 L/1610 L/1157 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 5.500' TOTAL SPAN: 5.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD FLOOR TOP 225.0 PLF 0.000 5.500 +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 5.500 +1 1 UNIF LIVE FLOOR TOP 600.0 PLF 0.000 5.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 5.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF Page 2 1 3014 1590 1.00 2 847 452 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2295 2295 2 645 645 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 645 645 2 645 645 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1650 1650 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 1.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.040 0.179 L/1610 0.056 0.269 L/1157 2 1 0.000 0.179 0.016 0.269 L/4119 0.016 0.023 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.30 0.25 2 0.09 0.08 SLENDERNESS RATIO = 2.71 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 • ' ' LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/23/15 13:38:45 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1855 BEAM I STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 16" LP LVL 2900Fb-2.0E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 1.500' 1.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 6193 43051 6187 0.492 0.773 ALLOWABLE 6193 51954 15960 0.662 0.994 STRESS INDICES 1.00 0.83 0.39 L/484 L/308 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. *** CONTACT HANGER MANUFACTURER TO VERIFY ABILITY OF HANGER TO DISTRIBUTE LOAD *** CONCENTRATED SIDE LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. THIS CONNECTION AND RESTRAINT OF THE TORSION INDUCED BY THE SIDE LOAD ON THE MEMBER ARE THE RESPONSIBILITY OF THE PROJECT DESIGNER. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 41 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 38" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 20.000' TOTAL SPAN: 20.00 FT LOAD PATTERNS , ' I I Page 2 CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 12.500 +ALL 1 UNIF WEIGHT BEAM 24.0 PLF 0.000 20.000 +ALL 1 *UNIF DEAD FLOOR SIDE 22.5 PLF 0.000 20.000 ALL 1 *CONC DEAD FLOOR SIDE 2067.3 LBS 12.500 +1 1 *UNIF LIVE FLOOR SIDE 60.0 PLF 0.000 20.000 1 1 *CONC LIVE FLOOR SIDE 5512.7 LBS 12.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 20.000 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 12.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 43051 6187 1.00 2 14660 2141 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 4767 6193 2 2100 2148 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2100 2148 2 2100 2148 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2667 4045 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 1.573 CONCENTRATED LOADS SPAN TYPE W1 (LBS) Xl (FT) MIN BRG (IN) 1 DEAD 2067.3 12.500 3.000 1 LIVE 5512.7 12.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.492 0.662 L/484 0.773 0.994 L/308 2 1 0.000 0.662 0.282 0.994 L/847 0.282 0.423 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.83 0.39 2 0.31 0.15 SLENDERNESS RATIO = 3.05 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED , Page 3 . ' , • LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.