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Plans (30) Mil NMI RECEIVED FEB 16 2016 MiTek' CITYOFTIGARD BUILDINGF MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 18023 SAGEBUILT WILLOW -MF- 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: K1580844 thru K1580901 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. ��4ti9 PRop 4.9 89782PE �r s94,OREGON o'` GRY15 �' '°AUL �' i et .�� 112016 December 8,2015 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. This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 1'- 6.0" COND. 2: Design checked for net(-5 psf) uplift at 24 'cc spacing. LUMBER SPECIFICATIONS LOAD DURATION IN1;10: EASE = 1.15 Design conforms to main windforce-resisting TC: 2x4 DF #1&BTA SPACED 20" O.C. BC: 2x9 DF #19BTR system and components and cladding criteria. TC LATERAL SUPPORT <= 12OC. DON. LOADG Wind: 140 mph, h=21.6f t, TCDL=9.2BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON P CHORD=:: 32.0 PSF All Heights), Enclosed, Ca .2, Exp.B, FRS(Dir),DLONBOTMCHORD = 10.0 PSF load duration factor=l.6,TAL LOAD= 42.0 PSF End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO H.:: SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall CON. BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 5-09 5-09 4 � z 72 M-4x9 10.00 10.00 � 3 ri ,AiIiii �ti 0 1 M-3x4 M-3x4 1-00 b 11-06 1-00 y "<''itfP NE,fiF`rS/© 't4r 89782PE c" • JOB NAME : 18021 SAGE BUILT —WILLOW—MR — Al . Scale: WARNINGS. GENERAL NOTES, unless otherwise noted. t�• ORGO ,'4) 1 Hilder anderectionM d h ld be advised of all General Notes I.This design based only upon the parameters shown and forindividual lei Truss: Al and Warningsbb construction nces building p nt Applicability of design parameters antl proper / 2.2s4 compressionb bracing must be stalled where shown+. incorporation f component is the respona bitty of the building designer. 441130,y S!y"1 4f,.=• ` 2.Deaig sell the top and bottom chords to be laterally braced t �T/�—' Y 3.Additional temporary bradng to lability during construction 2 0 d t 10 ..respectwely unless braced throughout their length by "i �� 0. is the responsiti l ty of the erector Additional permanent brae ng of continuous sheathing such as plywood sheathing(TC)and/or drywalHBC). DATE: 12/8/2015 live overall structure Is the responaibllity of the building designer. 3 2z Impact bridging or lateral brach required where shown++ 4.No ad should be applied to any component until after all bracing and 4.Installation of truss is M respbllity of the respective contractor. SEQ.: K15 8 0 8 4 4 l fasteners are complete and at no time should any loads greater than 5.Design assumes trusses to be used in a nonoonoeve environment, and are for dry condi f use �',S 12/31/2016 TRANS ID• LINK design loads be applied to any component 8 Design assumes full bearing t all supports shown.Shim or wedge -EXPif Cr. 5 CompuTrus hes no control over and assumes no responsibility for the necessary fabrication,handing shipment and nstallalonofcomponents. 7.Design assumes adequate drenageisprovided. December 8,2015 6.This design is furnished subject to the Iimaabons set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPIMNTCA in BCBI,copes of which will be famished upon requestlines coincide with pint center lines. 9.Digits indicate see of plate in inches. "T.MiTek USA,Ina./CompuTfus Software 7.6.7)1L)-E 10.For basic connector plate design values see ESR-1311,EBR-1968(Wrote) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-13) ( ) BC: 2x4 DF #1&BTR SPACED 29.0" O.C. 2-3=(-959) 102 6-9= 266 6-3= 0 262 WEBS: 2x9 DF STAND (-13) 3-9=(-959) 102 LOADING 4-5=( 0) 72 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POE Ground Snow (Pg) 0'- 0.0" -105/ 597V -128/ 128H 5.50" 0.96 DF ( 625) 11'- 6.0" -105/ 597V 0/ OH 5.50" 0.96 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9 (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 12'- 6.0" Allowed = 0.100" 5-09 5_oy �. fMAX TL CREEP DEFL = -0.003" @ 12'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.099" @ 8'- 4.8" Allowed = 0.458" 12 12 MAX TC PANEL TL DEFL = 0.311" @ 8'- 2.9" Allowed = 0.686" 10.00 V JIM-42{4 10.00 MAX HORIZ. LL DEFL = 0.002" @ 11'- 0.5" 34.0" MAX HORIZ. TL DEFL = 0.009" @ 11'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (A11.Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. rh ri YAI\ txr 11:0 xrn o 6o 0 .5o J. y l 5-09 5-09 n tip y 1-00 y 11-06 y 1-00 J' co RROr�s �cc N4G{1VE�c19 /°,./1,. `r :9782PE e" JOB NAME : 18021 SAGE BUILT WILLOW-MR - A2 ....... Scale: 0.9132 WARNINGS: GENERAL NOTES, unoss otherwise noted: Truss: A2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parametent shownand is for an individual c.le+OREGON dam, nd Warnings before construction commences building component Applcebley ofd design parameters and proper 2 2.2a4compressionweb bracing must binstalled here shown incorporation of component the po biltly of the buildingdesgner '15§S' A 3.Additional temporary bracing to insurestability during construction 2 Design assumes the dip and bob chords to b Ito Ity braced at ' '�'}{'y tyl. ..F v f� is M apo oblity of the erector.Additional permanent bracing of 7 teat and at 10 o c reapecti ly braced throughoutma r length by Y(' 1 `�j DATE: 12/8/2015 the overall structure is the reaponsbildy of thebuilding designer. 20 Impact ous sheathing such asplywood sheathing(TC)and/ordrywall(BC). PAUL C 4.No toad should be applied to any3 2v Impact br dg ng or lateral bracing required red where shown+a l'�` i S E Q.: K 15 8 0 8 4 5pwie component until after all bracing and 4.Installation of trusss the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component and are for c"ndnfo or use. 5.CompuTrus has no control over and assumes no responsibility for the8 Design assumes NII bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary p EXPIRES: '��/2018 8.Tho designs furnished subject to the limitations set forth by 7 Designassumesbees adequate drainage faces eso provided. December 8,2015 8.Pies c inch with jointn on erl aces of truss,and paced so their center TPgWfCA in SCSI,copies of which will be furnished upon request. lines coindtle with center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Dots indicate 500 of plate in inches. 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) lis This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 72 2- 7=(-324) 1710 7- 3=( -98) 68 BC: 2x8 DF#2 SPACED 29.0" O.C. 2- 3=(-2392) 492 7- 8=(-328) 1716 3- 8=( -118) 190 3- 9=(-2320) 552 8- 9=(-796) 3516 8- 4=( -670) 2778 WEBS: 2x4 OF STAND; 4- 5=(-2308) 556 9- 6=(-790) 3719 8- 5=(-3030) 754 2x6 DF #2 A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-5120) 1132 5- 9=( -956) 4336 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"0C- UON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LL= 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC CONC LL+DL= 3968.0 LBS @ 8'- 0.0" 0'- 0.0" -919/ 1916V -112/ 120H 5.50" 3.07 DF ( 625) ADDL. BC CONC LL+DL= 1701.0 LBS @ 10'- 0.0" 11'- 6.0" -1077/ 4843V 0/ OH 5.50" 7.75 DF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 9" oc in 2 row(s) throughout 2x8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9 oc in 2 row(s) throughout 2x6 webs, MAX LL DEFL= -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.020" @ 8'- 0.0" Allowed = 0.529" MAX TL CREEP DEFL = -0.081" @ 8'- 0.0" Allowed = 0.706" 5-09 5-09 MAX HORIZ. LL DEFL = -0.004" @ 11'- 0.5" T MAX HORIZ. TL DEFL = 0.010" @ 11'- 0.5" 3-08-12 2-00-04 2-00-04 3-08-12 12 12 Design conforms to main windforce-resisting M-4x6system and components and cladding criteria. 10.00 V Q 10.00 4.0" Wind: 190 mph, h=21.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4 �,, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IP,,, load duration factor=l.6, HANGER BY OTHERS TO APPLY Lowl End vertical(s) are exposed to wind, CONC.LOAD(S)EQUALLY TO ALL MEMBERS. Truss designed for wind loads in the plane of the truss only. M-3x8 M-3x8 ' 3 4\ iiillikih M-4x12 4 M-4x12 m 11 1111.1°. uIIIIIIIIhh...,1‘ m oB 9 0 o M-4x12 M-4x10 M-4x12j ; 3-06 ), 2-03 y 2-03 j3966# 3-06*1701# y y �yE1O PRO/ . J,1-00 b 11-06 ,.c....- 'V C.. txGINE , d, t $'782PPE r` i JOB NAME : 18 021 SAGE BUILT -WILLOW-MR - A3 Scale: 0.3576 r WARNINGS: GENERAL NOTES, unless otherwise noted: - ot d. .• ,p. ) F4) • 1.Builder and erection contractor should be advised of all General Notes 1.the d g based only upon the parametersshownand' forindividual Truss: A3 and Warnings before construction commences building component Applsablty of design parametws and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. � " +� r Y A 3.Additional temporary bredngfoinsure stablity during construction 2.Design thetop and bottom chords to be laterally be d t r is the responsibility f the erector. sta alpermanent bracing 2 o.c.and at 10 oc.respectively unless braced throughout their length by j� pone-1y o ofcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'U`, DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEK 15 8 0 8 4 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responaidlity of the respective contractor. 4• fasteners are complete and at no time should any Reds greater than s.Deagn assumes busses are to be used in a noncorrosive environment, design loads be applied to any component. and are for dry condition of use. TRANS ID• LINKa Design assumes mllbearing atagsupports shawl Shim or wedge r �R '�+ � (& S.C p Trush nV lover and assumes no responsibility for the mm-, fabrication,handling,atipmentans installationofcemponents. 7.Design assumes adequatedrainage isprovided. December 8,2015 6.This design is fum shed subject to the limitations set forth by 8.Plates shall be located on both faces of truss end placed so their center TPbWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. r MiTek USA,Inc/CompuTrus Software 7,6,7(11_)-E 10.For basic connector plate design values see ESR-1311,EBR-1988(MiTek) 4 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc s acin TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 p p g' J Design conforms to main windforce-resisting BC: 2x4 DF #1&BTR SPACED 29.0" O.C. TC LATERAL SUPPORT �= 12"OC. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=21.Sft, 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, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to Com uTrus p gable end detail for complete specifications. 5-06 5-06 T f 12 HM-4x412 10.00 7 3 10.00 RI ,4111ik d1111111hlki\ ._,,_, f MN 0 o 1 I 0 M-3x4 M-3x4 l 1 1-00 11-00 y 1-0o y -(s<-'st �d PROpz„ G,. ' ... F74 f0 444 g- 89782PE r" JOB NAME : 18021 SAGE BUILT —WILLOW—MR — B1 • „l ...�' • Scale: 0.4347 --- WARNINGS: GENERAL NOTES, unless otherwise noted: NW: TrussB 1 1.Bu lder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and re for an individual '.p" ORECGON j and Warnings bete nst cep building component.Applicability f design parameters end proper v 2.2x4 compression bbracing must beinstalled here shown+. incorporationiof component the of the bulldog designer 1L{, i onal temporary bracing t co stability tlg construotbn 2.Design d e the top and bulb hob to be laterally braced at 3.Add }_..,in -v:T 1, ;, Is the responsibility f M erector Additional permanent bracing of 2 nt 101 .c.respectively braced throughout their length by 1F� T, DATE: 12/8/2015 the overall structure is the responsibility (b building dergner. ramped radsheathing h a plywood h athbg(TD)and/or drywall(BC). PAUL ^„� SE KI580847 4.No load should be applied to any component 3.In2lmpaotb dg glateralb g required where shown++ U 4•: ponent 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 I D: LINK design loads be applied to any component. and are for"dry condition'.of use. 5.C p Trus has no control over and assumes no responsibility for the 6 Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: .p /may f{,� fabrication,handling shipment and installation of components. necessary �1'\f lllG . 1 '�T M1:F"1V B.Thisdesgnisfurnished subjecttothe Ilmtatbnsset forth by 7.Pesignassumesctedon othfaceiocru°tle°' December 8,2015 8.Plesc incilee ith ioin ceboth faces ofCross,and placed so Neir center TPIANTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6 7(1 L)-E 7 B.For basic connector pate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 11'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC:: 2x4 ODF TCSPECIFICATIONSx1-2=( 0) 72 2-6=(-12) 253 6-3=(0) 249 F#1&BTR TR LOAD DURATION I24R0ASE C 1.15 2-3=(-436) 98 6-4=(-12) 253 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 3-4=(-436) 98 WEBS: 2x4 DF STAND LOADING 4-5=( 0) 72 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 PST TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HOAZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -102/ 576V -123/ 1239 5.50" 0.92 DF ( 625) LL = 25 PSF Ground Snow (Pg) 11'- 0.0" -102/ 576V 0/ OH 5.50" 0.92 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 12'- 0.0" Allowed = 0.100" 5-06 5-06 MAX TL CREEP DEFL = -0.003" @ 12'- 0.0" Allowed = 0.133" 12 MAX TC PANEL TL DEFL = 0.264" @ 7'- 10.0" Allowed = 0.654" 12 IIM-4x4 10.00 7 N 10.00 MAX HORIZ. LL DEFL = 0.002" @ 10'- 6.5" 34.0. MAX HORIZ. TL DEFL = 0.003" @ 10'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M (h IIIIIIIIIIh fi♦ i f Z 4 1 ISI �O o M-1.5x3 M-3x4 M-3x4 1 )' J' 5-06 5-06 PR y 1-00 11-00 Opt y 1-00 y �\c;\<<"\AG Il s/ 444 89782PE r" JOB NAME : 18021 SAGE BUILT -WILLOW-MR - B2 • Sale: 0.4222 ', . WARNINGS: GENERAL NOTES, unless M noted' "79'' � � � 1.Builder and erection contractor should be advised of all General Notes 1.This despn is based only upontheparameters shown and forindividual 7 1+ .. s. Truss• B2 and Warnings before construction commences building p nt.Applicability ftl sign parameters and proper 2.214 compressor web bracing must be installed where shown+. Incorporation (component is the responsibility of the building designer. �Fre A3 Additional temporary breang to insure stability during construction Z'Deslg the top and bottom chords to be laterally braced at `s I is the res bili f the erector.Addfllorel t bracing t 7 o.c.end at 10'o.c.respectively unless braced throughout their length by "/� pons tyo parmanen go continuo.sheathrg such as plywood sheathing(TC)andlor drywall(BC) PAUL DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2s Imped braging or lateral braang required where shown•a SEK 15 8 0 8 4 8 4 No load should be applied to any component until fl all bracing and 4.Installation of truss is the responsibloy of the respect vie contractor. 4•• fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used iin a noncorrosive environment design loadsbeappliedto y component and are for dry condition"of use. TRANS ID LINKsno6.Design assumes NB bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 S Gorman.hascontroland respons bility for the em-q fabicet'n handling,shipment andinstallation ofcocomponents 7.Design assumes adequate drinageisprovitled. December 8,2015 8.Thw design is furnished subject to the limitations set forthrthbyby 8.Plates shall be located on both faces of truss and placed so their center TPINJTCA in 6001.copies of which will be furnished upon requestlines coincide with joint center lines. 9.Oigtts indicate size of plate in inches. MiTek USA,Inc./CompuTNs Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 11-00-00 GIRDER SUPPORTING 40-06-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4088) 896 1-4=(-614) 2974 4-2=(-1062) 4968 BC: 2x8 DF SS 2-3=(-9086) 896 4-3=(-619) 2974 WEBS: 2x6 DF SS; LOADING 2x6 DF #2 A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 481.2)+DL( 347.2)- 828.5 PLF 0'- 0.0" TO 11'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C. UON. V 0'- 0.0" -1100/ 4909V -101/ 101H 5.50" 7.85 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 0.0" -1100/ 4909V 0/ OH 5.50" 7.85 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �' ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. �"' 9. oc int row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x8 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 9" oc in 2 row(s) throughout 2x6 webs, MAX TL CREEP DEFL = -0.057" @ 5'- 6.0" Allowed = 0.672" MAX TC PANEL LL DEFL = -0.066" @ 2'- 11.8" Allowed= 0.347" MAX HORIZ. LL DEFL = 0.005" @ 10'- 6.5" 5-06 5-06 '1 fMAX HORIZ. TL DEFL = 0.009" @ 10'- 6.5" 12 12 10.00 V M-4x6 '''c 10.00 Design conforms to main windforce-resisting 29.0" system and components and cladding criteria. 4� M-5x16 Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), INkt\a‘, load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. AM-5x 16m m ti oa 1 0 9 ► o M-9x12 0 b 1' l 5-06 5-06 I 11-00 y PROP-461- Ed T �j ggaryy 89782 '�. PE r- JOB NAME : 18021 SAGE BUILT -WILLOW-MR - B3 / '"). \"75::". . Scale: 0.9360 �1/ j/ r. . 81111 WARNINGS: GENERAL NOTES, unless otherwise noted: tel B3 1.Builder and erection contractor should be advised of all General Notes This designs based only upon the parameters shown and s for an indvidual 1p wA OREGON • and Warnings beforenst cooncommences. building component.Applicability of design parameters and proper 7 OREGON 2.204 compressors web brag must be installed he hon+, Incorporation of components the responsibility of the balding designer. ,yam 3.Atltlrt onailempo rybracing t su s40ilityd ring construction 2.Deg assumes the lop and bottom chords to be laterally braced at "'/" .„•: ,I1.E]10.;.y .,- v. . ie the responsibility of the erectorAtltla Ip n Ib ng of 2 .. dat10'oc respectively braced throughout theirkngm by /kf,.,. *'I l 1[�A_.{V' DATE: 12/8/2015 the overall structure s the respormbllM of the building dgnet continuous sheathing such as plywood h athing(Tc)andlor drywall(BC). `+'� T• 4.Nobatlshoultlbaa applied 3.2rlmpactbrdgngorlateralbra grequiredwhereshown.. AA.UL SEQ.: K158 0 8 4 9 pplie try component ural after all bracing and 4 Installation of trusss the responsib lay of the respedve contractor. fasteners are complete and at no time should any bads greater Man 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are for"dry condition"of use. 5.C p T has no control over and responsibility/or the B.Design assumes NII baa dng at all supports Mown.Shim or wedge if s� fabrication.handling,shipment and Inat II 1 f components. necessary EXPIRES: 12/31t2016 1✓49/41 d 8.This design is furnished subject to thelimitations set forth by 7.Design melded on drainage co truss,an December 8,2015 T6.i'l.IQ TPI/W1-CA in SCSI,copiesf which will be furnished uponB.Plates i ci be located center terlth faces of truss and placed so their center o request. lines coincide with Joint ceraer lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 9.Diggs indicate size or plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MOWS This design prepared from computer input by Pacific Lumber and Truss—BC TRUSS SPAN 25'— 11.0:=1. " COND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing. COMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting TC: 2x9 DF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. BC: 2x4 DF #1fiBTR TC LATERAL SUPPORT <= 12"OC. U. LOADING Wind: 190 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 314202g...000 PSF (pll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = PSF load duration factor=l"6, TOTAL LOAD= Pp::FE; End vertical(s) are exposed to wind, Truss designed for wind loads LL= 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO SPATIAL REQu:1250. IREMENTS OF IBC 2012 AND IRC 2012 BEING MET. Gable end truss on continuous bearing wall UON. TCHORD CHECKED FOA lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12-11-08 12-11-08 'f 12 12 M-9x9 Q 6.00 6.00 � 3 NN 1M-3x5(S) := =M-9x4 -M-9x9 1 10-00 y 15-a <c V % J, 1-08 l 25-11 tL,G� .. 8 782PE c' • JOB NAME : 18 021 SAGE BUILT -WILLOW-MR - D1 scale, D.3D41 e • �� '; WARNINGS: GENERAL NOTES, unless otherwise noted: '•'•'y OREGON t.B ltl r and erection contractor should be adv sed of all General Notes 7 This tl 9 b sed only upon the para 1 shw nd b itl idual f�j,fI•M„r #" Truss Dl Warningstlbefore construction commences incorporation ildng po nt Anentisilih of dean p ntlpr pe �j _` esef component ntsthe nr o atry of the al buildingd 9 '"'1 Y 2.2x4 compressionb bracing must be nstallatl where shown+. 2 Desig the lop and bottom chordst b I t rally braced tIr 3.Additional temporary b g to meure stability during construction 2'o.c and ailO o c.respectively unless braced throughout their gth byt is the respons sibof the erector.Adtlaonal permanent bracing of continuous sheath ng such as plywood she Ihng(TC)and/or drywall(BC). Aq.U L the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SATE: K 12/8/2015 4.Installation of truss is the responsibility of the respective contractor. SE K1580850 4 Ncendseltl be mleeanmnocomponentnn after gll reater than s.Design assumes trusses are to be used in a non-corrosive en ronmen Q. fasteners are complete and at no time should any mads greater and are for dry coMNon"of use TRANS I D• LINK design loads be applied to any component. 6.and assumes bearing ut all supports shown.Shim or wedge f �3 � `• °�3 jf 2018 S CompuTrus has no control over and assumes no responsibility for the necessary s fabrication,handling shipment and installation of components 7.Design assumes adequate drainage N provided December 8,2015 8.Ths design is furnished subject to the limitation set forth by 8.Plates shall be located an both faces of(ruse,and placed so their center TPIM/TCA in SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate six of plate in inches. MiTek USA,Inc.ICornpuTrus Software 7.6.7(1L)-E 15.For basic connector plate design values see ESR-1311,ES12-1988(MiTek) This design prepared from computer input P P by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 8=(-239) 1502 3- 8=(-370) 258 BC: 2x4 DF #168TR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2- 3=(-1790) 389 8- 9=(-123) 989 6- 4=(-128) 623 3- 9=(-1569) 3B7 9- 6=(-289) 1502 4- 9=(-128) 623 LOADING 4- 5=(-1569) 387 9- 5=(-370) 258 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1790) 384 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 84 TOTAL LOAD= 42.0 PSF OVERHANGS: 20.0" 20.0" 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" -206/ 1278V -140/ 140H 5.50" 2.05 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 25'- 11.0" -206/ 1279V 0/ OH 5.50" 2.05 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICONS. 2: Design checkedfor net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0. Allowed = 0.167" MAX TL CREEP DEFL = -0.022" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.061" @ 17'- 1.6" Allowed = 1.250" MAX TL CREEP DEFL = -0.144" @ 17'- 1.6" Allowed = 1.667" MAX LL DEFL = 0.019" @ 27'- 7.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.022" @ 27'- 7.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.026" @ 25'- 5.5" MAX HORIZ. TL DEFL = 0.042" @. 25'- 5.5" 12-11-08 12-11-08 6-08-06 6-03-02 6-03-02 6-08-06 Design conforms to main windforce-resisting T T T T T system and components and cladding criteria. 12 6.00 M-9x6 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '' 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 1--XEndvertical(s) are exposed to wind, �L Truss designed for wind loads ~ in the plane of the truss only. M-1.5x3 M-1.5x3 3 M v o 8 AllillI1111111111111111 o M-3x5 M-3x4 M-3x9 M-3x5 0 M-3x5(0) y ), y y 8-09-06 8-04-03 8-09-06 y to 0o y ), �tEDPRQ � 15-11 y y y y . 14GINE$. 4, 1-08 25-11 1-08 ��� 89782PE 1-* JOB NAME : 18021 SAGE BUILT -WILLOW-MR - D2 Scale: 0.2041 Ir ' WARNINGS: GENERAL NOTES, unless otherwise noted �/ �` Truss: D2 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upontheparameters shown end is for an individual "i' OREGON jh and Warnings before constructor budding component Applicability fdesignparameters and proper OREGON {s 2.2a4 compression web bracing moat heinstalled where shown• incorporation of component theresponsibilityiof the building designer. y�. 3.Additional temporary bracing H'nsu tablitytl g construction 2.Design assumes the top and boltchordsb be laterally braced at '14'� ` ( i+i y/,' s the respone MAiry of the erector.Additional permanent bracing of 2'o e and 170' .. spectre ly I braced throughout their length by ,. ■ 1 .�1 jM- DATE: 12/8/2015 the overall structure erne responsibility of the building designer. continuous sheathing he plywood heattrng(TC)anon drywall(BC). A.UL .4 3 2a Impact bnidg g feral tin g required where shown+• SEQ.: K1580851 4.No Mad should be applied to any component until after all bracing and 4.Inaallationoftruss isthe reaponmbllilyofthe 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 loads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and no respons bllay forme 8 Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: . fabrication,handling shipment andinstallation0 components ecesna ry )201 6 8.Tim design Isfurnshed subject to the limitations set forth by 7 Design sa"'meaa'ed°oneoth fee opmsse and tier 8,2015 B.Plates shall be located on both faces o/truss, pWcetl so their center TPIIWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9Digits indicate awe of plate in inches. MiTek USA,Inc./CompuTrus Software 7 6.7(1L)-E . 10.For basic connector plate design values see ESR-1311,EBR-1988(MiTek) L This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 25-11-00 GIRDER SUPPORTING 90-06-00 IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 OF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-19397) 9323 1- 8=(-3774) 17007 8- 2=( -708) 3306 11- 6=(-3009) 719 BC: 2x8 DF #158TR 2- 3=(-16143) 3651 8- 9=(-3750) 16899 2- 9=(-3009) 714 6-12=( -705) 3306 LOADING 3- 4=(-12483) 2862 9-10=(-3099) 19151 9- 3=(-1080) 9869 WEBS: 2x6 CF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-12983) 2862 10-11=(-3099) 14151 3-10=(-4638) 1089 2x6 DF #2 A TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 25'- 11.0" B- 6=(-16193) 3651 11-12=(-3750) 16899 10- 4=(-2478) 10 884 TC LATERAL SUPPORT <= 12"0C UON. BC UNIF LL( 981.2)+DL( 397.2)= 828.5 PLF 0'- 0.0" TO 25'- 11.0" '8- 7=(-19347) 9323 12- 7=(-3779) 17007 10-15=(-1638) 4869 BC LATERAL SUPPORT <= 12"0C. UON. RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEINIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZBIG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -1'--- ( 3 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -2588/ 11565V -123/ 123H 5.50" 18.50 DF ( 625) Attach 3 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 25'- 11.0" -2588/ 11565V 0/ OH 5.50" 18.50 OF ( 625) nails staggered: \ i\) 9" oc in 1 row(s) throughout 2x4 top chords, / A/\ 9" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS:.LL=L/240, TL=L/180 MAX LL DEFL = -0.185" @ 8'- 10.3" Allowed = 1.250" • MAX TL CREEP DEFL 0.937" @ 8'- 10.3" Allowed = 1.667" MAX HORIZ. LL DEFL = 0.052" @ 25'- 5.5" MAX HORIZ. TL DEFL = 0.088" @ 25'- 5.5" 12-11-08 12-11-08 f Design conforms to main windforce-resisting f fsystem and components and cladding criteria. 5-02-06 3-11-07 3-09-11 3-09-11 3-11-07 1' 5-02-06 T Wind: 140 mph, h=22.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 12 load duration factor=l.6, 6.00 M-5x8 Q 6.00 End vertical(s) are exposed to wind, 8.0" Truss designed for wind loads • 9 in the plane of the truss only. P9 M-4x6 M-4x6 3 1 M-3x6 M-3x6 4 M-5x16 M-5x16 rnM 1.- 5 9 10 11 12 7 to I o M-3x8 M-6x8 M-8x10 M-6x8 M-3x8 M-7x8(5) 5-00-10 3-09-11 4-01-03 4-01-03 3-09-11 5-00-10n �y R O y 14-00 y 11-11 b CO'<< k4., �Vil1V6 /� - y __ 25-11 'C 8•7B2.PE C,+.... JOB NAME : 18 021 SAGE BUILT -WILLOW-MR - D3scale: 0.2387 WARNINGS: GENERAL NOTES, unless the oted: • {?� r'a 1.Builder and erection osntrado should be advised of all General Notes I.This tl g based only p theparameters shown ands for an individual .a7^ OREGON 1,Fy • Ypyr.. Truss' D3 and Wa Ings before construction s. building component.Applicability ofdesign parameters and proper 2.2s4 pression web bracing must be installed where shown+ restp t' fcomponent' the ponsibility of the bu lding designer •' A. F 3 Additional temporary bracing to insure stability during construction 2Oe&g the top dboft namato be laterally braced at is the res bili f the erector.Atltld'onal 1 bracingf 2'o c.end at 10 0..respectively unless braced throughout Meir length by PAUL pons ty o permanen o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAU DATE.: 12/8/2015 the overall structure is the responsbillty ofthe building designer. 3.2:Impact bridging or lateral bracing required where shown++ SEK 15 8 0 8 5 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss a the responsibility of the respective contractor. Q• fasteners are complete and at no time should any Toads greater than 5.Design assumes busses are to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry contldion of use. TRANS ID: LINK6.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES:'t2/31/2016 S.eomvuTroa has no oorwol over and assumes no responsibility for thenecessary. fabrication,handling,shipment and installation ofmmpanents. 7.Debgn assumes adequate drainage is provided. December 8,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on bath faces of truss,and placed so their center TPVWrIA in SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. r g.Digits indicate size of plate in inches. MiTek USA,lnc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 40-06-00 HIP-D SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 D£ #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-11=(-1714) 6670 11- 3=( 0) 418 2x6 DF SS T2 2- 3=(-7652) 2012 11-12=(-1720) 6669 3-12=( -556) 284 BC: 2x6 DF SS LOADING 3- 4=(-7172) 2220 12-13=(-2356) 7566 12- 9=( -166) 1538 WEBS: 2x9 DF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 13-19=(-2356) 7566 12- 6=(-1572) 696 TC UNIF LL( 50.0)+01,( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 4.0" V 4- 6=(-6356) 2030 19-15=(-1798) 6668 13- 6=( 0) 572 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 13'- 4.0" TO 27'- 2.0" V 6- B=(-6356) 2038 15-10=(-1744) 6679 6-19=(-1560) 692 BC LATERAL SUPPORT <= 12"CC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 27'- 2.0" TO 40'- 6.0" V 7- 8=( 0) 0 8-19=( -174) 1590 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF CO- 0.0" TO 40'- 6.0" V B- 9=(-7172) 2230 14- 9=( -568) 290 9-10=(-7654) 2034 9-15=( 0) 418 NOTE: 2x9 BRACING AT 29"OC UON. FOR TC CONC LL( 777.8)+01( 217.8)= 995.6 LBS @ 13'- 9.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 777.8)+DL( 217.0)= 995.6 LBS @ 27'- 2.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS: SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -1018/ 9165V -140/ 150H 5.50" 6.66 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 6.0" -947/ 3968V 0/ OH 5.50" 6.35 DF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, r/i 9" oc in 2 row(s) throughout 2x6 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 MAX LL DEFL = 0.005'• @ -1'- 8.0" Allowed = 0.167" 9" oc in 1 row(s) throughout 2x9 webs. MAX TL CREEP DEFL = -0.006" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFT. = -0.199" @ 20'- 3.0" Allowed = 1.979" MAX TL CREEP DEFL = -0.463" @ 20'- 3.0" Allowed = 2.639" "'* For hanger specs. - See approved plans MAX HORIZ. LL DEFL = 0.069" @ 90'- 0.5" MAX HORIZ. TL DEFL = 0.106" @ 90'- 0.5" 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, (All Heights), Enclosed, Cat.2, Exp.H, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads 13-03-11 13-10-10 13-03-11 in the plane of the truss only. T Q T 1' 6-09-03 6-00 0-06-08 6-11-05 6-11-05 0-06-08 6-00 6-09-03 4 ' '+995.60# T 495.60# f T 12 12 6.00 I '. M-4x104 5 M-3x8 7 M-4x10 '':Z1 6.00 .00' 6 l2 hew �. M-3x9 ,M-3x4 3 + + m c B ti 11 12 of 1 M-3x10 M-1.5x3 M-7x8 0.25" M-113 5x3 0.25"4 M-11 5x3 M-3x10 I .a0o PR ( ) M-7x8(S) �(`�� Q 6i, l y y y .1" 1 63 y 6-07-07 6-00 7-07-09 7-07-09 6-00 6-07-07 y -cy7�pYyp+' 1-08 40-06 y :9L S. G..r E t--. JOB NAME : 18021 SAGE BUILT -WILLOW-MR - El e Scale: 0..1987/ WARNINGS: GENERAL NOTES, unless otherwise noted: 4) Truss' D1 1.Builder and erection nbador should be advised of all General Noted 1 This design's based only upontheparameters shown ands for an individual 7.' OREGON *V and WWarningsb b lust building component Appllcablty fd g parameters and proper Y '+ 1ta 2.2a4 pre n b bracing must be installed where shown.. incorporation of component theresponsibility of the building designer. 3.Additional temporary bracing to stability during- construction 2.Design assumes the lop and batt chords to be laterally braced at _. �'y}\JM .i is the f the erector.Additional p ant bracing of 2 o c and t 10 respectively I braced throughout their length 61' ;e T { DATE: 12/8/2015 the overall structure-s the reymn9rbildy f 1h building deagner continuous ah thing h as plywood sheath ng(TC)and/or dIps II(BC). Q /� 4.No load shout be applied to a 3.2a Impact b tlp g to Pacing required where dawn.. PAUL %` SEQ.: K1580853 Pplia any component until after all bracing and 4.Installaton oftruss is the responsibility of the respective contractor. fasteners are compete 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 componentand are for•dry condition"of use. 5.r epuIra has no M 1 over and assumes no responsibility for the 13 0eagn ssary. as full bearing at all supports shown.Shim or wedged IRE1�11 fabricator handling, M installation shipment and of components. necessary p II This des5nsfurnished subject tothe limitations set forth by 7.Peashallgn bees on is tprussetl. December 8,2015 8.Platess ncileeath Join center lines of truss,and placed so their center 7PIN✓TCA in SCSI,copies of which will be furnished upon request. lines coincide oath join)center lines. MiTek USA,Inc ICnrnpuTrus Software 7.6.7(1L)-E 9.Digits indicate size of plata in inches. 10.For basic connector plate design values see ESR-1311,ESR-19813(MiTek) 6. This design prepared from computer input.by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Ct9=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-985) 2619 3-13=(-167) 204 SPACED 24.0" O.C. 2- 3=(-3039) 1197 13-14=(-826) 2376 13- 4=( -41) 356 BC: 2x4 DF #168TR 3- 4=(-2832) 1160 14-15=(-591) 2044 4-14=(-529) 365 WEBS: 2x4 DF STAND LOADING 4- 5=(-2275) 1040 15-16=(-807) 2345 14- 5=(-267) 707 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( 0) 0 16-12=(-997) 2593 14- 7=(-216) 166 DL ON BOTTOM CHORD= 10.0 PSF 5- 7=(-1965) 1010 7-15=(-214) 155 BC LATERALSOPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-1965) 990 9-15=(-277) 706 8- 9=( 0) 0 15-10=(-533) 366 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL= 25 PSF Ground Snow (Pg) 9-10=(-2275) 1021 10-16=(-106) 357 10-11=(-2835) 1180 16-11=(-171) 286 ALL FLAT TOP CHORD AREAS NOT SHEATHED 11-12=(-3042) 1240 ____ BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 20.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1898V -180/ 190H 5.50" 3.04 DF ( 625) 40'- 6.0" -230/ 1701V 0/ OH 5.50" 2.72 DF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.022" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL= 0.172" @ 20'- 3.0 Allowed = 1.979" MAX TL CREEP DEFL = -0.378" @ 20'- 3.0" Allowed = 2.639" MAX HORIZ. LL SEEL = 0.072" @ 40'- 0.5" MAX HORIZ. TL DEFL = 0.120" @ 40'- 0.5" Design conforms to main windforce-resisting 0-04-08 0-04-08 system and components and cladding criteria. pr 7-02-10ff 16-07-11 Wind: 140 mph, h=23.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 16-07-11 Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,� (All Heights), load duration factor=l.6, 5-07-06 5-02-03 5-05-11 3-07-05 3-07-05 5-05-11 T 5-02-03 T 5-07-06 T End verticals) are exposed to wind, ,r ,f 'IITT Truss designed for wind loads 1212 in the plane of the truss only. 6.00 i . M-9x6 6 M-3x4 8 M-4x6 Q 6.00 6 _ M-5x6(S) M-5x6(5) 7 0.25" 0.25" !! o M-1.5x3 Assii6)\ A ilii*114-1.5x3 3 da ril 1 .'--- 3 / 3 '. '1,7' 19 15 16 s+12 p PR to M-3x8 M-3x4 0.25" 0.25" M-3x4 M-3x6 to fl�� y y M-sx8(S) M-sx8(S) y txe EE7 X142 8-04-03 7-09-04 8-03-01 y 7-09-04 y 8-04-03 y -441' ` 7 -$1,.y y 't :97$2P E c' 1-08 40-06 / JOB NAME : 18021 SAGE BUILT -WILLOW-MR - E2 Sale: 0.1487 �� . WARNINGS: GENERAL NOTES, unless the t d "f'� a ' t.Blit and erection contractorshould be advised of all General Notes 1.Thbd 9 based only upontheparameters h and for individual • 7 *- Truss: E2 and Warnings before construction a building component Applicability fit 9 P and P pe ,(}',4 • 2.204 pression web bracing must be installed where shown.. ncorpo t of component theresponsibility of the building dsig er. "' u4n -� V , 3 Additional temporary bradrg to Insure statility during construction 2.Design the top and bottom fo be laterally braced at s the respons bilily of the erector Additional t bracing t 2 o.c.and at 10 o.c.respectively unless braced throughout the r length by ry�I6 'CZ.. permanen g o continuous sheathing such as pywood sheathing(TG)and/or drywall(BC). r T T` DATE: 12/8/2015 the overall structure is the responabiley of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K l 5 8 0 8 S 4 fasteners are complete and at no time should any loads greater than 5 Design assumes trusses to be used in a non-corrosive en ronment design loads be applied to any component. and are for"dry condition f use. EXPIRES: �'!�/y�y f''y TRANS I D• LINKpuresponsibility 6.Design ry mes lull bearing at all supports shown.Shim or wedge if E X P�R�� "' � S.Com True has no control over and assumes no for the necessa fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. December 8,2015 6.This design is/umished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and pieced so their center TPIIWTCA in BCSI,copes of which will be furnished upon request. lines coincide with pint center lines. y 9.Digits indicate size of plate in inches. Mi rek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR.1311,ESR-1988(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 OF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=(-3042) 1577 1-13=(-1339) 2653 2-13=(-171) 268 BC; 2x9 OF #1&BTR SPACED 24.0" O.C. 2- 3=(-2835) 1522 13-14=(-1114) 2397 13- 3=( -91) 357 WEBS: 2x9 DF STAND 3- 9=(-2275) 1383 14-15=(-1024) 2044 3-14=(-532) 306 LOADING 4- 5=1 0) 0 15-16=(-1133) 2349 14- 9=(-384) 716 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1965) 1291 16-11=(-1277) 2588 19- 6=(-227) 290 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1965) 1310 6-15=(-228) 301 TOTAL LOAD = 92.0 PSF 7- 6=( 0) 0 8-15=(-374) 717 8- 9=(-2275) 1405 15- 9=(-529) 309 NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2832) 1499 9-16=( -29) 356 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3039) 1531 16-10=(-167) 189 BOTTOM CHORD CHECKED FOR A 20 PSE LIMITED STORAGE 11-12=1 0) 89 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 0.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX BORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -351/ 1701V -190/ 180H 5.50" 2.72 OF ( 625) M-1.5x9 or equal at non-structural 40'- 6.0" -926/ 1898V 0/ OH 5.50" 3.09 DF ( 625) vertical members (uon). ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.214" @ 23'- 11.3" Allowed = 1.979" MAX TL CREEP DEFL = -0.378" @ 20'- 3.0" Allowed = 2.639" MAX LL DEFL = 0.022" @ 42'- 2.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.022" @ 42'- 2.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.088" @ 40'- 0.5" 0-0808404 MAX HORIZ. TL DEFL = 0.120" @ 40'- 0.5" T T T 19-11-11 0-06-10 19-11-11 '1 1 1' 1' Design conforms to main windforce-resisting 5-07-06 5-02-03 5-05-11 3-03-09 3-03-09 5-05-11 5-02-03 5-07-06 system and components and cladding criteria. T T 1 T ' T T T T T 12 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M 534 Q 6,00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-4x6 14-4x6 Truss designed for wind loads M-5x6(S) 4 6 :�. M-5x6(5) in the plane of the truss only. 0.25" 0.25" 3 41. /11* M-1.5x3 + + M-1.5x3 2 ti \ M 0 1** 13 14 15 16 2 ,, M-3x8 M-3x4 0.25" 0.25" M-3x4 M-3x8'~\ 01PaO+ M-5x8(S) M-5x8(S) ,c< %Si. 8-09-03 7-09-04 8-03-01 7-09-04 8-04-03 y y c.:;•. 0, . y p p 40-06 1-08 897 f E t.. JOB NAME: 18021 SAGE BUILT -WILLOW-MR E3 • Scale: 0.1612 \ WARNINGS: GENERAL NOTES, unlessomemise noted. �/ ` T I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and i for an iindividual 7 OREGON ON )k.Truss: E3 and warnings before construction commences building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed heshown, incorporation fcomponents the responsibility of the building designer. A 3.Additional temporary brawls to insure t b lily d nng construction 2.D 9 the top and bosom chords to be laterally braced at �Si' w " is me responsibility of the erector Additional pe n t bracing of 2 and I iO respectively unless braced throughout their leigih by DATE: 12/8/2015 the overall structure is the responerbdsy f thbuilding designee continuous sheathing hesacwmtl required henshown0 tlrywall(BC). 'Nth- 3.2e Impact bridging lateral breung where .. SEQ.: Ki5 8 0 8 5 5 4 No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end are for dry conditionof use. 5.Com Trus has no control over and assumes no res 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 1�i/2016 pu pons b�lity for nece.coq rP]' fabrication,handing shipment and Installation of components 7 Design assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed Se their center TPIAWTCA in 8151,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate eze o/plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see E58-1311,ESR-1908(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-3041) 1258 1- 9=(-992) 2763 2- 9=(-292) 353 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2-3=(-2899) 1324 9-10=(-696) 2321 9- 3=(-279) 564 WEBS: 2x4 OF STAND 3- 4=(-2331) 1161 10-11=.(-401) 1707 3-10=(-671) 507 LOADING 4- 5=(-2327) 1143 11-12=(-728) 2173 10- 4=(-419) 1026 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2886) 1231 12- 7=(-954) 2590 4-11=(-419) 1024 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3038) 1173 11- 5=(-670) 507 TOTAL LOAD= 42.0 PSF 7- 8=( 0) 84 5-12=(-202) 552 OVERHANGS: 0.0" 20.0" 12- 6=(-289) 286 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -245/ 1701V -235/ 225H 5.50" 2.72 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 6.0" -319/ 1898V 0/ OH 5.50" 3.04 DF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.178" @ 15'- 11.0" Allowed = 1.979" MAX TL CREEP DEFL = -0.388" @ 15'- 11.0" Allowed = 2.639" MAX LL DEFL = 0.022" @ 42'- 2.0" Allowed= 0.167" MAX TL CREEP DEFL = -0.022" @ 42'- 2.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.070" @ 40'- 0.5" MAX HORIZ. TL DEFL = 0.114" @ 40'- 0.5" Design conforms to main windforce-resisting 20-03 20-03 system and components and cladding criteria. 7-00-08 6-07-04 6-07-04 6-07-04 6-07-04 7-00-08 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T 1' ,1 1 1 1' '( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 M-4x6 12 End vertical(s) are exposed to wind, 6.00 Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 .fT M-5x8(5) '�iii.w M-5x8 . 5" 0.25" ry V� M-1.5x3Alli M-1.5x3 z m m M . wiseiiiiiih � o 9 10 :7 o 1 ** 9 10 "1 1 M-3x8 M-3x4 0.25" 0.25" M-3x4 M-4x6 o ffii f3 M-5x8(S) M-5x8(S) ,�c -0 N ,PROP' J, J' J' J' J' J' \� !V� INE'yam�' )' 8-04-05 7-06-11 8-08 7-06-11 8-04-05 y y `T ,,r 40-06 1-08 ;9782p JOB NAME : 18021 SAGE BUILT -WILLOW-MR - E4 • ..,,�/ • Scale: 0.1612 WARNINGS: GENERAL NOTES, unless th noted. OREGON 1.Bu v s Builder and erection contractor should be advised of all General Notes 1.This designs based only upontheparameters shown - and is bran Individual 7 - Truss E4 and Warn ngs before oonstruction commences. budding component.Applicability ofd ign pand pDeer jay 2 204 compressionweb baling must be'stalled where shown+ corporetan of component isthe of the building designer �.i, ; 2.Design assumes the top d bog chords to be laterally braced at .ar" ��F7 y 7- 1 .�\ j' 3 Additional temporarybreung to stability dunngconstruction lac.and atf0o.c.respectively unless braced throughout their length by .J`'T' s the responsibility of the erector.Addftional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL DATE: 12/8/2015 the overall structure is the responsib lily of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ v 4.No load should ha applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 1 S 8 0 8 5 6 fasteners are complete and at no time should any loads greater than s.Design assumes trusses are to be used in a non-cormsive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6 Des gn assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/3182016 necessary EXPIRES': Y3,t{6'1A,i[d fabrication.handling,shipment and inelimitafonof ssetfscomponents 7 sshellmesadedatedrainaceisprovided December 8,2015 B.This design Is furnished subject to the limitations set forth by 8.Plates shall be Waled on both faces of truss,and placed so their center TPIIWTCA in BC51,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10 For bask connector plate deign values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-10=(-1947) 4904 10- 3=( -559) 1586 14- 7=(-830) 471 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-5609) 2219 10-11=(-1705) 4248 3-11=1-1352)- 694 7-15=( -89) 450 WEBS: 2x4 DF STAND 3- 4=(-3317) 1284 11-12=(-1017) 2900 11- 4=( 0) 417 15- 8=(-509) 335 LOADING 4-5=(-2539) 1119 13-14=) -23) 67 4-12=( -839) 363 8-16=( 0) 288 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)001( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2516) 1315 14-15=( -696) 2153 5-12=( -376) 409 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1919) 990 15-16=( -982) 2606 13-12=( 0) 67 TOTAL LOAD= 42.0 PSF 7- 8=(-2515) 1129 16- 9=( -980) 2611 12-14=( -378) 1562 OVERHANGS: 20.0" 0.0" 8- 9=(-3061) 1240 12- 6=( -668) 1233 LL = 25 PSF Ground Snow (Pg) 14- 6=( -221) 594 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -319/ 1898V -225/ 235H 5.50" 3.04 DF ( 625) 40'- 6.0" -245/ 1701V 0/ OH 5.50" 2.72 DF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS:LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.022" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.268" @ 15'- 4.0" Allowed = 1.979" MAX TL CREEP DEFL = -0.564" @ 15'- 4.0" Allowed = 2.639" MAX HORIZ. LL DEFL = -0.145" @ 40'- 0.5" MAX HORIZ. TL DEFL = 0.234" @ 40'- 0.5" 20-03 20-03 2-09 6-03 6-04-12 4-08-08 6-07-04 6-07-04 7-02-04 Design conforms to main windforce-resisting 1' T 1' T T T ,' ,' system and components and cladding criteria. 12 12 M-6x8 6.00 Q 6.00 Wind: 140 mph, h=24.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.0" load duration factor-1.6, 6 9'79:( End vertical(s) are exposed to wind, O Truss designed for wind loads in the plane of the truss only. M-1.5x3 s M-5x8(5) M-3x9 7 0.25" ::::8(s) 4 .JAI. / .; M-3x8 Allam ddlillillillith3 n �,/10 r .'�10 11 12: ��� C f 7' o 1 M-3x4 0 13 14 15 /,e a to M-4x10 o M-7x8 MSHS-5x18 0.25" M-115x3 M-4x6 �i dM3S4T-5x12 M-1.5x3 M-5x6(S) o 12 y 2-05-0y 6-03 y 6-08-04 y 4-10-04 y 6-09 l 6-05-08 y 7-00-08 y �� i`(1© 64- 1-082-05-08 12-09-08 25-03 y t VIi'iE 'T 4 40-06 rye# p . :S9 82r E 1-- JOB NAME : 18021 SAGE BUILT -WILLOW-MR - E4C Scale: 0.1487 �� / .. WARNINGS: GENERAL NOTES, unless othenvise noted: Truss: E4C 1.Sumer and erection sontrador should be advised of all General Notes 7.This design s based only up theparameters shown and A for an individual 1' OREf3ON1! s d Wa g beforeconstructionb Id g component APP icab I ly rtl g parameters and proper 7 OREGON 2.2x4 p b bracing must be intend here shown t p do f component thepo b ly of the building designer. �rL p,_ 3.Additionaltemporary Sang 1 sbbIdy during construction 2.Design assumes the top and bon chords to be laterally braced at ,4n(,.y�Y(`. .:R. DATE: 12/8/2015 theresponsibility of the erector.Additional permanent bracing of conhnuous and sht eathingucha ply unless sheathing(TC)and/or drywanllg(SC)th Y ! lid], the overall structures the responsibthly f thebuilding designer. 3.2x Impact bridging or lateral bracing required where shown.• >��.�.{ i"1 SEQ.: 8(1580857 4.No mad should be applied to any component until alter all bracing and 4.Installation of truss s the responsibility of the respective contractor r fasteners are complete and at no time should any loads greater than 5.DeNgn assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design Inds be applied toany component and are for dry rondyan,ruse for the 8.Deagn assumes full bee ring at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility v('yF fabrcatbn handling shipment antl st l t'not components. mcessary Rrl�� '��'� ' 6.This design isfurnished subject toth I a bons set forth by 7.Devon adedon drainagefepmsse°. December 8,2015 S.ImPlaes inilbekceoed center terIfaces of truss,and placed so their center TPIMr�CA in SCSI copes of which will be Nmishetl upon request. lines concitle with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 9.Digits indicate sae of pate in inches. 70.For bask connector pate design values see ESR-1311,ESR-7988(MiTek) I. This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 90'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR LOAD DUSPAIED I2CR0ASE = 1.15 1- 2=(-3092) 1257 1- 8=(-992) 2752 2- 8=(-292) 353 11- 6=(-292) 353 BC: 2x9 DF #1&BTR SPACED 29.0" 0.C. 2- 3=(-2900) 1323 8- 9=(-733) 2310 8- 3=(-279) 564 3- 4=(-2331) 1160 9-10=(-406) 1696 3- 9=(-670) 507 WEBS: 2x4 DF STAND LOADING 4- 5=(-2331) 1160 10-11=(-727) 2170 9- 4=(-918) 1026 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2900) 1323 11- 7=(-997) 2594 4-10=(-418) 1026 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3042) 1257 10- 5=(-670) 507 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 5-11=(-279) 565 ** For hanger specs. - See approved plans 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" -298/ 1701V -221/ 221H 5.50" 2.72 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 40'- 6.0" -298/ 1701V 0/ OH 5.50" 2.72 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.179" @ 15'- 11.0" Allowed = 1.979" MAX TL CREEP DEFL = -0.388" @ 15'- 11.0" Allowed = 2.639" MAX HORIZ. LL DEFL = 0.069" @ 40'- 0.5" MAX HORIZ. TL DEFL = 0.114" @ 90'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 20-03 load duration factor=l.6, 20-03 1 End vertical(s) are exposed to wind, '( 7-00-08 Truss designed for wind loads 7-00-08 6-07-04 6-07-04 6-07-09 ,f 6-07-04 T ,r in the plane of the truss only. 12 12 M-4x6 Q 6.00 6.00 9.0" 9 .hf M-5x8(5) "+� � M-Sx8(S) 0.25" E ` 0.25" t.,.v M-1.5x3 6 M-1.5x3 ..1K z M -1 \ i :11 0 pAO 1 'i 1*M-3x8 M-3x9 b.25" 0.254° M-3x4 M-3x8 O C. M-5x8(S) M-5x8(S) C• ,,Si.., 8-04-05 7-06-11 8-08 7-06-11 8-04-05 c7!' 40-06 b B'782P �"` JOB NAME : 18 021 SAGE BUILT -WILLOW-MR - E5Scale: 0.1575 1,. ./7 WARNINGS: GENERAL NOTES, unless otherwise noted. - ON _et=f I.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shownand iis for an Individual 1"' OREG y yam'" Truss: E5 and Warnings before constructioncommences building component Applicability of designparameters and proper j It pression webbracingincorporation of components the responsibility of the building designer. • "' 'a�Ry A•� `�' 2 2x4 9 be-instated where shown�. 2 Design assumes the top and bottom chords to be lateralhy braced at T*_ /` 3 Additional temporary bracing toinsure stability dung construction 2o.c.and at 10.o .respectively unless braced throughout their length by is the responsibility of me erector.Additional permanent bracing of continuous sheathing such as pNwood sheathing(TC)and/or drywall/BC) ' " PAUL DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. , • SEK1580858 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of thepechvemMractor 4•• fasteners are complete and at no lime should any bads greater than 5 Design assumes trusses are to be used i sive environment design loads be applied to an t and are for dry condition'of use. EXPIRES. i //�� TRANS ID: LINK enY P s 6.Design assumes full bearing at all supports shown.Slim or wedge if 12/31 t1 5.C puTrus h M I o d no responsibility for Me neceassry. 8 fabrication,h dl g sh Pme t and'installation of components 7.Design assumes adequate drainage is prodded. December 8,2015 6 This designisfurnished subject to the limitations set forth by 8 Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon requestlines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR•1988(Mack) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR GDF/C5=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-2161) 4899 14- 3=( -623) 1586 21-11=(-167) 190 BC: 2x9 DF#1&BTR SPACED 24.0" O.C. 2- 3=(-5604) 2597 14-15=(-1892) 4243 3-15-(-1367) 641 WEBS: 2x9 DF STAND 3- 9=(-3293) 1656 15-18=(-1296) 2879 15- 9=( 0) 433 LOADING 9- 5=(-2478) 1462 16-17=( 0) 0 9-18=( -875) 439 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( 0) 0 17-19=( -32) 66 17-18=( 0) 85 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 8=(-2110) 1365 19-20=( -996) 2052 18- 5=( -348) 710 TOTAL LOAD = 42.0 PSF 7- 9=( 0) 0 20-21=(-1116) 2343 18-19=( -968) 1997 8- 9=(-1958) 1293 21-12=(-1259) 2589 18- 8=( -96) 189 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2269) 1388 19- 8=( -172) 172 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2834) 1977 8-20=( -264) 333 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3090) 1510 9-20=( -445) 729 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( O) 84 20-10=( -551) 301 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 10-21=( -24) 373 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at non-structural 0'- 0.0" -423/ 1891V -194/ 194H 5.50" 3.03 IF ( 625) vertical members (uon). 90'- 6.0" -423/ 1891V 0/ OH 5.50" 3.03 DF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 0-03-08 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.022" @ -1'- 8.0" Allowed = 0.222" 19-11-11 0-06-10 19-11-11 MAX LL DEFL = 0.301" @ 16'- 6.7" Allowed = 1.979" II MAX TL CREEP DEFL = -0.540" @ 16'- 6.7" Allowed = 2.639" 2-09 6-07-06 6-10-14 3-03-Q8-04-083-00 5-05-11 5-02-03 5-07-06 Max LL DEFL = 0.022" @ 92'- 2.0" Allowed = 0.167" f f ff �� f f f fMAX TL CREEP DEFL = -0.022" @ 42'- 2.0" Allowed = 0.222" 16-06-12 16-06-12 MAX HORIZ. LL DEFL = -0.164" @ 40'- 0.5" 1 .' a 'r MAX HORIZ. TL DEFL = 0.236" @ 90'- 0.5" 6'4 12 i-3x8 12 6.00 Q 6.00 M-4x65 M-4x6 Design conforms to main windforce-resisting M-5x10 S 3 M-5x6(S) system and components and cladding criteria. ( ) 0.25" Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2,.Exp.B, MWFRS(Dir), 0.25" O 4 load duration factor=l.6, rt'- +. End vertical(s) are exposed to wind, ++I Truss designed for wind loads M-1.5x3 in the plane of the truss only. M-3x8 3 t"1 m ��19• 15 roe ��� r1 o 2 M-3x4 .. ."tea' - \ c 0 16 17 9 of M-9x10 0l M-1.5x3 0.25 M-3x4 M-3x8 1 s �1 MSHS-5x12 o M-5x10 MSHS-5x18 d 3.75 M-5x8(5) 12 1 J• 1 J' J' l J' , J' y 2-05-08 6-07-06 6-02-02 0-10-084-11-08 3-03-08 7-09-04 8-04-04 y y 5' PF t? ' �OS-08 12-09-08 25-03 1-08 y 15-11-12 0-08-12 24-06-09 y �py 7'i{}" pC 40-06 y ` :fitA /S .t-G -..- JOB NAME : 18021 SAGE BUILT -WILLOW-MR - E6C / ? Scale: 0.1281 rj WARNINGS: GENERAL NOTES, unkss otherwise noted OR t��t Truss: E 6C 1 Builder and erection contractor should be advised of all General Notes t This design is based only upon the parameters shown ands forindividual -�, OREG- ON tlWarningsb ore construction co builldngcomponent.Applicability ofdesign parameters and propervents i1.y ry, 2.2x4 compression Web bracing must beinstalled where shown+ p reto fcomponents the responsibility of the building tleagrer *si 3.Addt 1 temporary bracing to insure during construction 2 Design a55 the top and bottom chords to be laterally braced at - f .�} ,,i . is the responsibility of the erector.Additional permanent bracing of 2 ..antl at 13 .c.respectively braced throughout their length by ' A'} I DATE: 12/8/2015 the overall structure is thereresponsibility continuous nd mg hl pyw asheathing(TC)rwhere shown rarywan(BI). ,f AU spone M of nt build ng tlesgner. 3 In Impact b Egg lateral rel b n9 required where bus ++ P 4 SEQ.: K 15 8 0 8 5 9 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 al no time should any loads 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 arefor'digconddion"ofuse. 5.I mpuTrus hes no control over and assumes no respons billy for the 8.Design assumes full bearing at WI supports shown.Shim or wedge if y fabrication,handling shipment and installation of components. 6 necessary -EXPIRES: C f r'L"irp y�}} '� 8.This design sfurnished sublecttothe limitations set forth by 7 PlatesDesign alll'becedneothfageio trusded. December 8,2GG0/1Q75� 6,tL-�� 7.57 8. coincide shall be located on both faces of truss and placed so their center TPIANfCAn SCSI copies of which will be furnished upon request. lines co nc tle v41h Joint center Ines. MiTek USA,Inc./CoenpuTrus Software 7.6.7(1 L)-E 9.Digits indicate sue of elate in inches. 7g.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 40'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR LOAD DUSAAIEN INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1764) 4899 14- 3=( -500) 1586 21-11=(-167) 205 SPACED 24.0" O.C. 2- 3=(-5604) 2065 19-15=(-1545) 9293 3-15=(-1367) 596 BC: 2x4 DF ST&NDR 3- 9=(-3293) 1268 15-18=) -954) 2879 15- 9=( 0) 433 WEBS: 2x4 DF STAND LOADING 4- 5=(-2978) 1061 16-17=( 0) 0 4-18=) -875) 971 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( 0) 0 17-19=) -19) 66 17-1B=( 0) 85 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSE 5- 7=(-2110) 1040 19-20=( -567) 2052 18- 5=( -253) 710 TOTAL LOAD = 42.0 PSF 7- 9=(-1958) 994 20-21=) -809) 2393 18-19=( -550) 1997 8- 9=( 0) 0 21-12=( -967) 2589 18- 7=) -78) 170 NOTE: 2x4 BRACING AT EASOC TOS. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2269) 1022 19- 7=) -172) 118 10-11=(-2834) 1138 7-20=( -256) 161 ALL FLAT TOP CHORD AREAS NOT SHEATHED9-20=( -297) 729 BOTTOM CHORD CHECKED FOR A 20 PSF LIYIIBC STORAGE 12-13=(-3090) 1176 20-10=( -551) 363 LIVE LOAD AT LOCATION(S) SPECIFIED BY IHC 2012. 12-13=( 0) 84 10-21=( -37) 373 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -300/ 1891V -199/ 194H 5.50" 3.03 DF ( 625) 40'- 6.0" -300/ 1891V 0/ OH 5.50" 3.03 DF ( 625) {COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.022" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL= 0.240" @ 16'- 6.7" Allowed = 1.979" 14( �' 0-04-07 0-04-07 MAX TL CREEP DEFL = -0.540" @ 16'- 6.7" Allowed = 2.639" MAX LL DEFL = 0.022" @ 42'- 2.0" Allowed = 0.167" 16-07-11 7-02-10 16-07-11 MAX TL CREEP DEFL= -0.022" @ 42'- 2.0" Allowed = 0.222" f2-09 6-07-06 6-10-14 4-07-01 2-07-09 5-05-11 5-02-03 5-07-06 MAX HORIZ. LL DEFL = 0.142" @ 40'- 0.5" T f f 11 1 11 1' 1 1 MAX HORIZ. TL DEFL = 0.236" @ 90' 0.5" 16-06-12 16-06-12 M-4x6 M-4x6 12 Design conforms to main windforce-resisting 12 66 6.00 7''' M M-3x8 e. Q 6.00 system and components and cladding criteria. Sx6(S) M-5x10(5) Wind: 190 mph, h=23.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 0.2 5" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" 0 load duration factor=1.6, End vertical(s) are exposed to wind, 9 JJ, + Truss designed for wind loads ++ in the plane of the truss only. M-3x83 Mel .moi ,� ,-I '��c,19 15 nCe _ /*/#0:14-1.5X3 _ 3 4m o 'x1 M-3x4 0 1617 19 21 v 4r if' 2 M-4x10 I M-1.5x3 0.25" M-3x4 M-3x8 0l o MSHS-5x12 o M-5x10 MSHS-5x18 M-5x8(S) d 3.75 12 y PROP- ), 2y 05-08 6-07-06 6-02-02 0-10-084-11-08 3-03-08 7-09-04 8-04-04 1-OB Cj.��N cr.Q'�YE,�."!- 1-02-05-08 12 09-08 25-03 i( ri yy 7 15-11-12 0-08-12 24-06-04 y py�pc y 40-06 :9782 E Cr JOB NAME : 18021 SAGE BUILT -WILLOW-MR - E7C ./ Scale: 0.1281 WARNINGS: GENERAL NOTES, unless thse noted. �p OREGON �y 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upontheparameters shown and s for an individual T J (3* Truss: E7C and Warnings beforeconelrucgon awned.. building component.Applicability f design paremeters and proper �p( y • 2.2x4 compression web bracing must be installed where shown 4. incorporation of compo M theresponsibility of the building des goer ' a + 4 r r' A V 3.Additional temporarybraang to a stabliy during constructor 2.Design assumes the top and bottom chords to be laterally braced al ,�,y( 2'o.c.and at 117 o.c.respectively unless braced throughout Mer length by A y yrs 1�_ is the respons 011'ty of the erector.N19fal permanent bracing of mnhnuous sheathing such as ptywood sheath'ng(TC)a dior drywall(81). /'sA L UL DATE: 12/8/2015 the overall structure s the responsibility of the building designer 3 2x Impact bridging lateral bracing required where shown 4 4 4 No load should be applied to any component until afterall bracing end 4.Installation f t thespo fifty of the respective contractor. REQ. KI580860 fasteners are complete and at no time should ay lotl greater than 5 Design be used in a noncorrosive environment designloads be applied to any1 and a fordry nddo f TRANS ID: LINK pp P mss no 6 Design assumes full bearing at all supports shown.Shim or wedge if ORES � � j 5.CompuTrus h controland responsibility for the /2016 necessa,. fabrication,handling,shipment andinstallationofcomponents. ,.Design assumes adequate drainage isprovided. December 8,2015 S.This design is furnished subject to the Imitators set forth by 8.Plates shall be located on both faces of truss and placed so their center TPIAVTCA in SCSI,copies of which will be furnished upon request. tines coincide with Joint center lines ' 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311,ESR,1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 40-06-00 HIP-D SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #18515; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-14=(-2674) 11512 14- 3=( -732) 3720 20-11=(-544) 286 2x6 DF SS T2 2- 3=(-13170) 3134 14-15=(-2346) 9972 3-15=(-2252) 362 11-21=) 0) 448 BC: 2x4 DF #1&BTR LOADING 3- 4=( -8682) 2346 15-16=(-1990) 7734 15- 4=( 0) 626 WEBS: 2x4 DF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -7796) 2422 16-18=(-2258) 7600 4-16=( -906) 238 2x4 DF #1&BTR A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 4.0" V 5- 6=( 0) 0 17-19=( -72) 232 16- 5=( -510) 2192 TC UNIF LL( 125.0)+DL( 35.0)- 160.0 PLF 13'- 4.0" TO 27'- 2.0" V 5- 7=( -6926) 2200 19-20=(-2250) 7406 16- 7=(-1608) 712 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 27'- 2.0" TO 40'- 6.0" V 7- 8=( -7594) 2486 20-21=(-1646) 6548 7-18=( -200) 804 BC LATERAL SUPPORT <= 12"OC. UON. BC.UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 40'- 6.0" V 8-10=( -6272) 2002 21-12=(-1640) 6556 17-18=( 0) 116 9-10=( 0) 0 18-19=(-2184) 7216 TC CONC LL( 777.8)+DL( 217.8)= 995.6 LBS @ 13'- 4.0" 10-11=( -7076) 2188 18- 8=( -66) 300 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 777.8)+DL( 217.8)= 995.6 LBS @ 27'- 2.0" 11-12=( -7566) 1982 19- 8=( -556) 490 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12-13=( 0) 84 8-20=(-1492) 662 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-20=( -136) 1470 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1016/ 4157V -155/ 155H 5.50" 6.65 DF ( 625) 40'- 6.0" -1017/ 4159V 0/ OH 5.50" 6.65 DF ( 625) JT 12: Heel to plate corner = 0.75" ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords,r'( 9" oc in 2 row(s) throughout 2x6 top chords, COND. 2: Design checked for net(-5 9" oc in 1 row(s) throughout 2x4 bottom chords, 9 (- psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.006" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.307" @ 15'- 4.7" Allowed = 1.979" MAX TL CREEP DEFL = -0.713" @ 15'- 4.7" Allowed = 2.639" MAX LL DEFL = 0.005" @ 42'- 2.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.006" @ 42'- 2.0" Allowed= 0.222 0-06-07 MAX HORIZ. LL DEFL = 0.172" @ 40'- 0.5" 6- MAX HORIZ. TL DEFL - 0.288" @ 40'- 0.5" 13-03-11 13-10-10 13-03-11 2-09 5-00-02 5-00-02 1-11-05 5-03 6-08-05 0-06-07 6-00-09 6-09 Design conforms to main windforce-resisting T T T T T T T T T ' T system and components and cladding criteria. 13-02-12 13-02-12 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 995.606 9 _5 6 # i' (All Heights), Enclosed, Cat.2, ExP•B, MWFRS Dir 12 M-5x86xg ( ), 6.00 5 6 M-3x4 M-3x8 g 12 load duration factor-1.6, 78 '1'G �. N0 ' 6.00 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 7/ 4 Nis\ M-3x4 M-4x8 3 M-9x12 y ,a ��14 15 -1 z\ ti 1 SH0-5x14 M-3x9 M-3x8 0 1817 19 20 21 3 o o M-1.5x3 M-4x10 0.25" M-1.5x3 M-5x6 1 I cd • .a 3.75 M-5x12 M-5x8(S) 12 y ), ). y ), y ). ), ), akto PRQx� 2-05-08 5-00-02 5-01-19 2-09-04 9-11-08 7-06-09 6-00-04 6-07-04 1-082-05-08 12-09-08 25-03 y-08 ,4;\ tC.�0lN 45›. 4o 06 8"�782:PE e` JOB NAME : 18021 SAGE BUILT -WILLOW-MR - E8C Scale: 0.1408 r/ ••In. WARNINGS: GENERAL NOTES, unless otherwise noted -"'w Truss E8C 1.Balder and erection contactor should be advised of all General Notes 1.This des gn rc based only upon the promoters shown and k for an individual ' OREGON , d Wa i g before construction building componenI Applwbldy Id re parameters and proper 2.2x4 compression web bracing mud beinstalled here shown+. Incorporation of component theresponsibility of the building designer. 'e 3.Additional temporary bracing to insurestability during construction 2 Design assumes the top and bottom chords to be laterally braced al ,_ is the po b lty of the erector.Additional permanent bracing f 2'o.c.and at 10 o c respectively amass braced throughout their length by DATE: 12/8/2015 the overall structure re the responsibility f thebuilding tleagner.o continuous sheathing such as plywood aheath'ng(TC)and/or drywall(90). 3 2x Impact bridging or lateral bracing required where shown+a SE K 1 rJ 8 0 8 61 4.Na bad should be applied to any component until after all bracing andresponsibility of Me respective contactor. 4• 4.Installation of truss's the re fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are b be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry Condition"ofuse. 5.CompuTms has no control over and assumes no responsibility for Me 8 necessary.mss full bearing at all suppona shown.Shim or wedge if 1:1� . � � fabrication,handling shipment and installation of components. 7. ry. 8.This desgnlsfurnished subject tothelimiatonsset forth by 8,Plates aasumeeadedonbotquate hfage'eyruvded. December 8,2015 8.Plesc shail ee locelen oe beth feces of truss,antl pfaced co iMir center TPIMRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Muds USA,Inc./CompuTrus Software 7.6.7(1L}E B.Digits indicate size or pate in inches. 10.For basic connector plate deagn values sea ESR-1311,ESR-1(988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPDFIFICATIONS TRUSS SPAN 9'— 10.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting Nl BC: 2x4 DF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. WEBS: 2x4 DF STAND LOADING Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE7-10, — TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, Mir), BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD= 42.0 PSF End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. M-1.5x9 or equal at non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (tion). REQUIREMENTS.OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 4-11 4-11 f I' T 12 12 IIM-4x4 10.00 10.00 3 4.0" .r► ILI m AIIIIIIII m C�Od 1, f ,I60 1 .5x3 M M-3x4 —3x4 l y b 4-11 4-11 y i y y c` F O PR 1-00 9-10 1-00 , ', IIEF / c�� e7 Oy :9782.PE r*' JOB NAME : 18021 SAGE BUILT —WILLOW—MR — F1J Scale: 0.4263 -y - Mil, WARNINGS: GENERAL NOTES, unless atherwsenoted: .,a� ®/E �N 1.Builder and erection mntradar should be advised of all General Notes 1.This design is based only p theparameters shown ands for an iindividual �✓}_ 7' �". Truss•• Fl andwammconstruction gs before constionoommenoea building component Applicability fdesign parameters and proper r , 2 2x4 compressbn web bracing must be installed where shown+. Incorporation fcomponent theresponsibility of the building designer. '' ` 41;4Y 'A , 3 Additional temporary bracing to statildy during construction 2.Deeg the tap and bottom chords to be laterally laced at tom,'\} is ice responsibility f the erector.Additional t bracing f 2 o.c.and at 10 c.respect vely unless braced throughout the r length by "{ 1TY�-F-� cot, ..4 ry o permanen g o continuous sheathing such as plywood sheathng(TC)andfor drywall(131) /r U DATE• 12/8/2015 the overall structure is the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown++ SEK1580863 4 No load should be applied to any component until after all bracing and 4 Installation of truss is the responsabldy of the respective contractor. Q• fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used n anon-cortowve environment, designloads hes applied to any1 and are for dry condition"of use. HES: TRANS ID: LINK 5 Cbush ppdcontrol and mea no responsibility or the 6 Design assumes full bearing at all supports shown.Shim or wedge if EXPI ES: 12 1 16 fabricator handling,shipment dinstallation of components 7.peygn assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss and placed so their center TPIANYCA in SCSI,copies of which will be furnished upon requestlines coincide wits Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 76.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) , This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-6=(-10) 217 6-3=(0) 220 BC: 2x4 DF #19BTR SPACED 24.0" O.C. 2-3=(-383) 89 6-4=(-10) 217 WEBS: 2x4 DF STAND 3-4=(-383) 90 LOADING 4-5=( 0) 72 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 TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -77/ 527V -100/ 100H 5.50" 0.84 DF ( 625) 9'- 10.0" -77/ 527V 0/ OH 5.50" 0.84 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I checked for net(-5 psf) uplift at 24 "oc spacing. (- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" 4-11 4-11 MAX LL DEFL = -0.002" @ 10'- 10.0" Allowed = 0.100" ,� ,� ,r MAX TL CREEP DEFL = -0.003" @ 10'- 10.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.046" @ 6'- 11.7" Allowed = 0.385" 12 IM-4x9 12 MAX IC PANEL TL DEFL = 0.177" @ 6'- 11.8" Allowed = 0.578" 10.00 10.00 MAX HORIZ. LL DEFL = 0.001" @ 9'- 4.5" 34.0" MAX HORIZ. TL DEFL = 0.002" @ 9'- 4.5" Design conforms to main windforce-resisting system and components and cladding ;SDl d: 190 mph, h=15ftTCDL=4.2BCDL=6.0r)r load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. r O O 1Aii/dillihsh\ .5x3 l y 4-11 4-11 y 1-00 1 9-10 y 1-00 b vitQ PROpF 89782.PE r" JOB NAME : 18021 SAGE BUILT -WILLOW-MR - F2 '.. .-_,.g!'.. ..►' • Scale: 0.4533 WARNINGS: GENERAL NOTES, unless otherwise noted. .,s� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual !' OREGON 6S,i*,,, Truss: F2 and Warnings before building p t.Applicability of design parameters and proper 4. 2.2 4compression b bracing must he installed here shown a P t I component a thebottom responds t be me ally rg designer ,.� �4 3.Additional temporary b ng t insure during mrretruchon 2.Design esu the top d bodom choNato be laterally braced at '7 is the responsibility f theerector.Additional permanent bracing o/ 2 ..and t 10 ..respectively unless braced throughout their length by }) ...���yyy... DATE: 12/8/2015 the overall structuretheresponsibility f thebuilding designer. continuoussheathing rel bradnmtl required where shown•tlrywall(BC). s PAUL �� y� 3 2 1 p C bridging 1 t Weurg requ retl where shown++ 1_ SEQ.: K1580864 4 No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectveenviror. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non<orrovaeenvironment, TRANS ID: LINK design loads be applied toany component and are for dry conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the S Design assumes full bearing at all supporta shown.Shim or wedge if /ryyy �f fabrication.handling,shipment andinstallation of components. ecessery EXPIRES: ���R'k�"1J. F2 7 Pllr s shall assumes adequate o oth f cit is trussetl. December 8,2015 8.Thedesign is furnished subject to thelimitations set forth by S Plates shall be s boated both faces of trove and placed so(heir center TPI1WTCA in BCSI,copes of whkh will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-f988(MITek) Mk This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=(-213) 86 4-5=(-96) 98 4-1=(-258) 129 5-3=( -11) 128 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-213) 86 5-6=(-25) 37 1-5=( -16) 12288 3-6=(-258) 129 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -34/ 2B7V -105/ 105H 5.50" 0.46 DF ) 625) 6'- 10.0" -34/ 287V 0/ OH 5.50" 0.46 DF ( 625) cc For hanger specs. - See approved plans LL= 25 PSF Ground Snow (Pg) 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 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 TC PANEL LL DEFL = -0.016" @ 1'- 9.7" Allowed = 0.248" MAX TC PANEL TL DEFL = 0.058" @ 4'- 10.9" Allowed = 0.371" MAX HORIZ. LL DEFL = 0.001" @ 6'- 8.2" MAX HORIZ. TL DEFL = 0.001" @ 6'- 8.2" 3-05 3-05 12 12 Design conforms to main windforce-resisting system and components and cladding criteria. 10.00 7 IIM-4x4 Q 10.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 4.0" (All Heights),Enclosed, Cat.2, Exp.B, MWFRS.(Dir), load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 440111111111111000.. M-3x4 1 t 411 1 r r 00 1ti 1 miliiiiiitg.... ,Adigilliiii ,_,, .,,,,.. ... . ,, .....1 4 • 6 6 _, M-1.5x3 M-3x8 M-1.5x3 Jr Jr Jr 3-05 3-05 ), y OPROF 6-10 �( S� C�IN� � S/Np er 'taw` 89782PE fit"°'` JOB NAME : 18021 SAGE BUILT -WILLOW-MR - F3 ' Scale: 0.9449 ®. WARNINGS: GENERAL NOTES, unless otherwse noted. I.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an individual . '7 OREG()N , �. Truss: F3 and Warnings before construe( commences. building component Applicability f dparameters and proper 2 254 compressionbb bracing must beinstalled where shown+. incorporation of component theresponsibility of the building designer y„+ y 3.Additional temporary bracing to stability dunngconstruction 2.Design assumes the top and bottomchords to be laterally braced at ,-/aCr3 f is the responsibility of the erector Atltlft 1 bracingof 2 c and at 1 e'o.c.respectively unless braced throughout their length by j�qy pons ty permanent continuous sheathing such as ptywood sheathing(TC)and/or drywall(BC). NUL L DATE: 12/8/2015 the overall structures the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown++ Y 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 15 8 0 8 6 5fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used ina non-corrosive environment, TRANS ID: LINK design loads beapplied toany component and gnassumescendber gaof ce supports Bei 5.CompuTrus has no control over and assumes no responsibility for the 6 nDecefull beam t all su Ra shown.Shim or wedge f EXPIRES:.I 2,1I2O16 sWIT R'os."e�1 Ed fabrication,handling,shipment and installation of mmponents. 7 Design assumes adequate drainage is provided December 8,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of whbh will be furnished upon requeslines coincide with pint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E /o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 11-09-00 TERMINAL HIP SETBACK 5-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 50 2-6=(-156) 1116 6-3=(0) 386 BC: 2x6 DF SS 2-3=(-1348) 256 6-4=(-156) 1116 WEBS: 2x6 DF #2 LOADING 3-4=(-1348) 256 LL = 25 PSF Ground Snow (Pg) 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 9.0" V BC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LL( 0.0)+DL( 39.4)= 39.4 PLF 0'- 0.0" TO 11'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" TC CONC LL( 477.3)+DL( 133.7)= 611.0 LBS @ 5'- 10.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -162/ 1027V -54/ 54H 5.50" 1.64 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 9.0" -162/ 1027V 0/ OH 5.50" 1.64 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICON)). 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.018" @ 5'- 10.5" Allowed = 0.542" MAX LL DEFL = 0.002" @ 12'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 12'- 9.0" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.092" @ 3'- 2.0" Allowed = 0.533" MAX HORIZ. LL DEFL = 0.006" @ 11'- 3.5" MAX HORIZ. TL DEFL = 0.009" @ 11'- 3.5" 5-10-08 5-10-08 611# T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 p M-4x6 Q 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 340" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, v End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. mo = r 1 flytill 1 6 -' 1, O M-3x4 M-1.5x3 M-3x4o l y b 5-10-08 5-10-08 b J' sinn 1-00 11-09 1-00 y s-,),,0PRO `O NGI15 E `.. 89782PE e. B NAME : 18021 SAGE BUILT -WILLOW-MR - G1 Scale: 0.9260 .,;‘.,// J��� .. WARNINGS: GENERAL NOTES, unless otherwise noted.. Truss: Gl I.Builder and erection contraaor should be advised of all General Notes 1.This design s based only upontheparameters shown ands for an individual 9 ORE-00N �'t dWarnings before buildingcomponent Applicability (tl g parameters and proper Y"'+" 2.2x4 compression web bracing st be-installed here shown+. incorporation of component l the po bilily of the building tlesigner. y ,,a 3.Additional temporary bra ng b w stability d ngconstruction 2'Dear esu the top and bottom chords to be laterally braced al 41 • 4 thresponsibility f the ct Addrh l pe e t b -g of oonand 110 ..respectively braced throughout their length by .�.e DATE: 12/8/2015 theoverall End -theresponsibrtty of thebuilding designer 3 2x Ib idg p ct brnuousIg hioror lateral bracing such as plyeq he dhwhere shoand wn tlrywll(BC)• . F{ �"j._ SEQ.: K1580866 4.No bad should be applied to any component until after all bra ng and 4 Insallatonoftruss isthe responsibility ofterespeclvemroractor. �1 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus hes no control over and no respona bIRy for Me 13 Design assumes full bearing al all supports shown.Shim or wedge a EXPIRES: 124112018 fabrication handing shipment antlinstallation ot components. necessary. wded 6.Thudesgnlacornshedsubject tomermdahonsset forth by 8.Design h uuseeaadequate othdrafage'o truss, December 8,2015 e.Plates shall a hatont on beth faces of truss,and placed so their center TPIAMCA in SCSI,copies of which will be furnished upon request. lines ceilokle with joint center lines. MiTek USA,Inc./Campulnus Software 7.6.7(iL}E 9.Diggs indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-19613(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 11-03-00 TERMINAL HIP SETBACK 5-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 50 2-5=(-166) 1002 5-3=(0) 379 2-3=(-1242) 230 5-4=(-166) 1002 BC: 2x4 DF ST LOADING 3-4=(-1253) 240 WEBS: 2x4 DF STANNDD LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 3.0" VBEARING VERT MAXBC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 39.4)= 39.4 PLF 0'- 0.0" TO 11'- 3.0" V BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)) OVERHANGS: 12.0" 0.0" TC CONC LL( 977.3)+DL( 133.7)= 611.0 LBS @ 5'- 7.5" 0'- 0.0" -168/ 1013V -45/ 52H 5.50" 1.62 DF ( 625) 11'- 3.0" -130/ 886V 0/ OH 5.50" 1.42 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. a* For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.018" @ 5'- 10.5" Allowed = 0.517" MAX TC PANEL TL DEFL = 0.093" @ 3'- 2.0" Allowed = 0.580" MAX HORIZ. LL DEFL = 0.008" @ 10'- 9.5" MAX HORIZ. TL DEFL = 0.013" @ 10'- 9.5" 5-10-08 5-04-08 +611# Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00Q 6.00 M-4X6 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),3 �� load duration factor=l.6, End vertical(s) are exposed to wind, II� Truss vi for wtloons in the plane of the truss ss only. do 0000000000000000 3x5 0 c 1 2 6 4 �o o M-3x4 M-1.5x3 ), )' k 5-10-08 5-04-08 b b 1-00 l 11-03 'EO PROt s 1:1 4* 8*782.PE vl✓ JOB NAME : 18021 SAGE BUILT -WILLOW-MR - G2 �/ • Scale: 0.4696 • �/ WARNINGS: GENERAL NOTES, unless tM ted. t,4 1.Builder and erection contractor contrador should be advised of all General Notes I.This dB based only upon the parameters h andis for an individual 7 OREGON Gwr.��IV 11y y9s5 Truss: Got andwambgs before construction commences building component Applicability oftlsg parameters arid proper �/F ; 2.2s4 compression web bracing must be installed wham shown+. Incory t of component theresponsibility of the buildingd igner. 1 +.4 ! A �yj 3.Additional temporary bracing toinsure stability during constructor 2.Design the top db ss chords to be atera15b braced t r '✓ is me res bili f the erector.Additional t bracingt 2 o.c and at 10 o c.respectively unless braced throughout their length by 0. pons hyo permaneno continuous sheathing such as plywood shealhing(TC)and/ordrywall(BC). .AUL DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2s sped bndging or lateral baang required where shown++ 4.No bad should be appled to any component until after all bracing and 4.Installation of truss is the responsbility of the respective contractor. SEQ.: K15 8 0 8 67 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorroave environment design loads be applied to any component. and are for dry oondRan of use. TRANS ID: LINK 6 Design assumes full beedngatall supports shown Shim orwedge if EXPIRES: 12/3112018 s.compurmcontrol � roloverandaaaumesreepons responsibility for M.eaaary fabrication,handling,shipment and installation of components 7 Design assumes adequate drainage ispmvbed. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10 For bask connector plate design values see EBR-1311,658-1988(Mack) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-43) 39 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -53/ 297V -6/ 43H 5.50" 0.47 DF ( 625) 1'- 10.9" -91/ 84V 0/ OH 1.50" 0.13 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.5" 0/ 47V 0/ OH 5.50" 0.08 DF ( 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 = 0.002" @ 1'- 0.0" Allowed - 0.097" 1-11-11 MAX TC PANEL TL DEFL = -0.004" @ 1'- 1.5" Allowed = 0.145" T T MAX BC PANEL LL DEFL= 0.007".@ 2'- 7.9" Allowed = 0.244" MAX BC PANEL TL DEFL = -0.025" @ 3'- 3.0" Allowed= 0.325" 12 6.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 ', load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 11 0 m o of l 4 , M-3x4 y 1-00 y (PROVIDE FULL BEARING;Jts:2,3,4 I5-10-08 y ( OP6bFos 1. 4 o9782PE fir" JOB NAME : 18021 SAGE BUILT -WILLOW-MR - GJ1 �/ Scale: 0.6803 WARNINGS: GENERAL NOTES, unless otherwise noted.. tom, Truss• GJ1 I.Bustler and erection contractor should be advised of all General Notes I This design is based only upon the parameters shown and isfor nindividual .p' OREGON "L d Warnings baro st Ira budding component Appl cab'liry rd g parameters d proper7 R9a 2.2x4 p n bbracing must beinstalled where shown+ incorporation of comporront thepo b Iry of the buildingtl saner 3.Add l I temporary bracing to stability during construction 2.Design assumes the[op and bob chords t b laterally braced at + ..11 the spa bitty f the a .Additionalp permanent bracing o/ T .c.and x110 o.c.respect ly unlessbraced throughouttheir length by [ • DATE: 12/8/2015 the overall atuaure is the reaponalbIBy of the biking designer k us sheathng such ply tl heatling(TC)and/or drywa ll(BC). 048 O G 4 3.2x pact Drttlging or lateral bracing required where shown++ A UL SEQ.: K1580868 .No load should be applied to any component until after all bracing and 4.InMallatonabuse sthe 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 desgn loads be applied to any componentand are for"dry conditon"of use. 5.CompuTrus has no control over and assumes no respons bilily for the 8.Dees g assumes full bearing at all supports shown.Shim or wedge if EXP}/��'. '[ ssary febr cetton handling M ah pmeand installation of components 7.De'g assumes drainage is provided. '" (RES` 1�1 •03 8.This design iis furnished subject to the l meatens set forth by 8 Plates shall be located both faces of truss and placed so their center December 8,2015 TPIANICA In BCS(copies of which will be furnished upon request. Tines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits indicate size of plate in inches. 70.For bask connector plate design values see ESR-7311,ESR-1988(MiTek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 5'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER 4PEFIFICATIONS 1-2=( 0) 50 2-4=(0) 0 TC: 2x4 DF #1BTR LOAD DUSPAIED INCREASE. O.C.C 1.15 2-3=(-65) 48 BC: 2x4 DF #1&HTR SPACED 29..0" O TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -41/ 346V -13/ 71H 5.50" 0.55 DF ( 625) 3'- 10.9" -85/ 111V 0/ OH 1.50" 0.18 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.5" 0/ 56V 0/ OH 5.50" 0.09 OF ( 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.072" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.096" 3-11-11 MAX TC PANEL LL DEFL = 0.011" @ 2'- 2.2" Allowed = 0.246" T 1 MAX BC PANEL TL DEFL= -0.038" @ 3'- 0.6" Allowed = 0.325" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, :;:rw:;B. MWFRS(Dir), in the plane of the truss only. 0 N m o rn T /- l �� Nim.-. 11, 0 M-3x9 l l 1 1-00 5-10-08 !PROVIDE FULL BEARING:Jts:2,3,4 �0'`�0401NE .o, 't' 8978 2 PE r. JOB NAME: 18021 SAGE BUILT -WILLOW-MR - GJ2 Scale: 0.6175 F. WARNINGS: GENERAL NOTES, unless Otherwise noted- ` }{.' #1s� I.Builder and erection contractorWould be advised of all General Notes I Th a d 9 based my uponthepare t h and for div dual 7 O ♦ ,y Truss: GJ2 MWamings beforeconstrucbo building component APW blty of design parameters and proper �yt�r 2.2x4 pression web bracing must be installed where shown+. Irlcoryc t f component the f M building designer . '•' '� �! %•� ' 3 Adtldonal temporary bracing t Bd este Flay during 2.Deag the tap tl bodo ho d t b ty bra tl 1 > r 2'o c.antl at 10 o.c.respectively unless braced throughout their length by * is the responsibility of the erector.Abibional permanent bracing of continuous sheathing such asp5wood sheathing(TC)endbr drywall(81). PAUft.•a 0 DATE: 12/8/2015 the overall structures the respansWIW of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• SEK 15 8 0 8 6 9 4.No load should be applied to any component until after all bracirg and 4 InstallationI truss is thespa daddy of the respective contractor. 4• fasteners are complete and at no time should any loads greater than 5 Desmn assumes trusses to be used n a noncorrowve environment n loadsbe appliedco to any mponent and are for dry condition"TRANS ID LINK design pans ity 8.DesignayseumesfullbeanngatellsuPWnsahown Shim or wedge f EXPIRES: 12m1/2016 5.com Trus h nU 1 over and assumes re. b I for the necessa fabrication,handling,shipment and installationof components 7.Design assumes adequate drainage is provided. December 8,2015 A This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss and placed so Mer center TPIANTCA in SCSI,copies of which will be furnished upon request lines coincde with joint center lines. 9.Diggs indicate tee of plate in inches. Mi rek USA,Inc./COmpuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(M M) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF #15BTR SPACED 24.0" O.C. 2-3=(-99) 46 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 BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -46/ 396V -19/ 96H 5.50" 0.63 DF ( 625) 5'- 7.7" 0/ 72V 0/ OH 5.50" 0.11 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.4" -64/ 155V 0/ OH 1.50" 0.25 DF ( 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 = 0.069" @ 3'- 5.9" Allowed = 0.381" MAX TC PANEL TL DEFL= -0.091" @ 3'- 3.5" Allowed = 0.572" 5-09-07 f f MAX HORIZ. LL DEFL = -0.001" @ 5'- 8.7" MAX HORIZ. TL DEFL = -0.001" @ 5'- 8.7" 12 6.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. I 0 Mfn O f C f O_ irili I 1 2 W (111.-- 1 M-3x4 l 1 , 1-00 5-10-08 (PROVIDE FULL BEARING:Jts:2,0,3 I 0 `t :9782P mss-" JOB NAME : 18021 SAGE BUILT -WILLOW-MR - GJ3 . -. Scale: 0.5733 r WARNINGS: GENERAL NOTES, unless the noted: Ali:.. Truss: GJ3 1.Budder and erection contractor should be advised of all General No lea 1.This design is based only up thep t rs shown and k for an individual 1, ®'o EtGON �y s1 and Warnings bele structs building component.Applicability f design parameters and proper f 2.2x4 compression b bracing must beinstalled here shown+. 1 eorp ration of component s the responsibility of the building designer. ` 3.Additional temporarybre gt au stability ngconstruction 2 Design assumes the top and bottom chunk to dt lalerely braced at ' Ir .A-4Y;4 ._4f7: lathe responsibility of theerector.Additional Ib Z _and at 10'oc respectively unless braced throughout their length by / 1 '�j DATE: 12/8/2015 the overall structure theresponsibility f the building d g g of continuous sheathing or su rel bra plywood required where hewnand/or tlrywall(SC) PAUL 4.No load should be applied any3 2 Impact ler bridging or lateral bracing requ red where shown++ -- SEQ.: K 15 8 0 8 7 0prole component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no yes should any loads greater than 5.Design assumes trusses are to be Used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any componentand are for dry Cerdtion of use. 5.CompuTms has no control over and assumes no responsibility rs the S sign assumes full bearing at all supports shown Shim or wedge if fabrication,handling,shpmeMand installation ofcomPonenk. "y EXPIRES: 12/31)2016 e.Thkdemo isfurnished subject tothe limitations set forth by T Pesigna5 0115 d5SuStdre9 pro dud December 07,2015 8.Platessnaileeasi on both(aces of truce,and placed so their center TPIMltiCA in SCSI,copies of when will be furnished rnishetl upon roque liness coincidecoincidewim i coincide joint center linea. MiTek USA,Inc/CompuTrus Software 7.6.7(1 L)-E 9.Digits indicate size of plate in inches. 10.For base connector plate design values see ESR-1311,ESR-19218(Wee) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 LUMBER 4PEFIFICATIONS 1-2=( 0) 84 2-4=(0) 0 TC: 2x4 DF #1&BTR LOAD DURATIONINCREASE = 1.15 2-3=(-70) 20 SPACED BC: 2x4 DF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -108/ 447V -9/ 65H 5.50" 0.71 DF ( 625) 2'- 3.2" -50/ 35V 0/ OH 5.50" 0.06 OF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 6.0" -25/ 58V 0/ OH 1.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed= 0.167" MAX TL CREEP DEFL= -0.022" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL= 0.004" @ 1'- 2.6" Allowed = 0.079" MAX BC PANEL TL DEFL = 0.004" @ 1'- 2.6" Allowed = 0.106" MAX HORIZ. LL DEFL = -0.000" @ 2'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 5.2" 3 Design conforms to main windforce-resisting system and components and cladding criteria. IWind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1.6, `ti End vertical(s) are exposed to wind, r Truss designed for wind loads , in the plane of the truss only. 1M O `- -/ ‘4' 2 ^ 4 M-3x4 1 y y b 1-08 2-06 (PROVIDE FULL BEARING;Jts:2,4,3 c o9782PE r JOB NAME : 18021 SAGE BUILT -WILLOW-MR - H1 Scale: 0.8757 �� WARNINGS: GENERAL NOTES, unless othenvsenoted .@ OREGON 114) 1 Builder and erection contractor should be advreed of all General Notes I.This design is based only upon the parametersh and re for an individual 4tlai y . Truss• H1 and Warnings before constructions building component Appl btty fd design parameters and proper a� • 2.2a4 compression web bracing A be instated where shown+. incorporation f component theresponsibility of the building designer. d�yx tae'A.,'''' �v, 3 Additional temporary bracing t insure statile/durng construction 2.DeaB the top tl boll hord Is be laterally braced al r!` ,s.,^;? 2 c.c.and at 10 .c.respectively unless braced throughout their length by Is the respons bilily of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathng(TC)and/or drywall(BC). PAUL IN DATE: 12/6/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is theresponsibility of the respective contractor. SEQ.: K1580872 fasteners are complete and at no time should any loads greater than 5 Design assumestrusse be dnanon.arrodveen ronment design loads be applied to any component and are for`dry condi f TRANS ID LINK 6 Deagnassumes follbeann9 tall supports Ammo Ohimarwedge if EXPIRES: 1231/ 18 5.C mpuTrus has no control over and assumes no reeponsblay for the necessa-,. f bration handling ahipmentand installation ofcomponents. 7 Design assumes adequate drainage d provided. December 8,2015 S.ThImitations design s fum shed subject to the m talons set forth by B.Plates shall be boated on both faces of truss and placed so their center TPIIWTCA in SCSI,codes of which w4 be furnished upon requestlines coincide oath pint center lines. 9.DVS Indicate azo of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see E59.1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 1.2" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 2-9=.(0) 0 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-103) 98 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -131/ 431V -13/ 55H 5.50" 0.69 DF ( 625) 0'- 10.9" -194/ 63V 0/ OH 5.50" 0.10 DF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 1.2" -81/ 18V 0/ OH 1.50" 0.03 DF ( 625) 10.00 7 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 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 7.6" Allowed = 0.013" MAX BC PANEL TL DEFL = -0.000" @ 0'- 7.6" Allowed = 0.018" MAX HORIZ. LL DEFL = 0.000" @ 1'- 0.4" MAX HORIZ. TL DEFL = 0.000" @ 1'- 0.9" 3 - Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' to load duration factor=l.6, rn End vertical(s) are exposed to wind, m Truss designed for wind loads in the plane of the truss only. f rh wrOMEI O 4 M 3x4 1-00 1-01-03 y .,V P'�!R©� '% 'PROVIDE FULL BEARING;Jts:2,4,3 ;r�S �yY�a.\GI .04 NE 1, 'Y. 89782PE r* JOB JOB NAME : 18021 SAGE BUILT -WILLOW-MR - HJ l -..�' . Scale: 1.0868 - WARNINGS: GENERAL NOTES, unless otharwoe noted- .'s� 4) �: TrussHJ I ace Builder aered'on=enactor should be advised of all General Notes t.Thls design is based only uponN parameters shown and s Wan individual OREGON !,. and Warnings before b Id'g component.Applicability Id g op parameters and prer 2.2a4 compression b bracing st be installed here shownincorporation of component m responsibility of the building tleagner. ` 3.AWIio I temporary a g to insure stability d nog construction 2.Deno assumes the top and bottomchords to be laterally braced at .+' \i:+Z �'.` .is . theresponsibility of theerector.Additional permanent bracing of rnfnuousa�le0athing such as plywood sheathing(TC)and/or drywell(BC)ectively unless braced throughout their length Y j� ( l DATE: 12/8/2015 the overall mru=ture is the responsbOty f thebuilding designer. 3 2s Impact bridging or lateral bracing required where shown.r +"� SEQ.: K1.5 8 0 8 7 3 4 No load should be applied to any component until after all bracing and 4 Installatsn of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be eppbed to any component and are Br dry condition ofuse 5.CempuTrus hes no control over and assumes no responsibility for the 6.Designassumesloll bearing at all supporta shown.Shim or wedge if � _ fabrication handling shipment and installation of components. "y 6.This design is furnished subject to the limitations set forth by 7.Design assumes be adequa'eera"age'o truss, December 8,2015 S.Plates ail ee thjoin e elo feces of buss,and placed m Meir center TPINJfCq in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Dots indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6 7(1 L)-E 10.For basic connector plate design values sae ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 4'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER 4PEFIFICATIONS 1-2=( 0) 84 2-5=(-44) 49 3-5=(-136) 145 BC: 2x4 DF #1&BTR LOAD DUSPAIED I24R0ASE C 1.15 2-3=(-99) 68 BC: 2x4 DF #1&BTA SPACED 29.0" O.C. 3-9=(-10) 5 WEBS: 2x4 DF STAND 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) 0'- 0.0" -109/ 454V -33/ 94H 5.50" 0.73 DF ( 625) OVERHANGS: 20.0" 0.0" LL= 25 PSF Ground Snow (Pg) 4'- 6.0" -23/ 180V 0/ OH 5.50" 0.29 DF ( 625) 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 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL= -0.022" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = 0.028" @ 2'- 5.1" Allowed= 0.26.8" 4-02-04 0-03-12 MAX TC PANEL TL DEFL = 0.028" @ 2'- 5.1" Allowed = 0.402" T i 'I MAX HORIZ. LL DEFL = 0.000" @ 4'- 2.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 2.2" 6.00 M-1.5x34 conforms to main windforce-resisting q -/ system and components and cladding criteria. 3 Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), li load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ro ti I r 0 N m I ,� li m 1 M-3x9 M-1.5x3 b )' 4-02-04 0-03-12 1-08 4-06 4. , O PR()F.4 47. B9782.PE JOB NAME : 18021 SAGE BUILT -WILLOW-MR - IJ == <. -ow" Scale: 0.5862 WARNINGS: GENERAL NOTES, unless the noted: CS� 1 1.Bulderand erection mntradorshould beadvised ofall General Notes I.This desgnisbased only upontheparameters shownand is for an individual =pn7 R „I, -ey... Truss• IJ and Warnings before construction commences building component Apptilty of design parameters and proper f�7F 2.2a4 compression web bracing must be installed where shown 0. incorporation 01 component theresponsibility to bef the building eesigner. '''.1r44- %'�' 4� a.' 3 Additional temporary bracing to re stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �Ry R the responsibility r the erector.Additional t bracing of 7 sc.and at 10'o.c.respectively unless braced throughout their length by AAU L'f/4 "74 pons iry o permanen g continuous sheathing such as plywood sheathing(TC)and/or (BC). /mo i DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsblldy of the respective contractor. SEQ.: K15 8 0 8 7 5 fasteners are complete and at no t me should any loads greater than 5.Design assumes trusses ar to be used a noncorrosive environment design mads be applied to any component. and are for dry mntlhon r use TRANS I D LINK6.Design assumes loll bearing at all supports shown.Shim or wedge d �R �� 5.CompuTrus has no control over and assumes no responsibility for the necessary. I,� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 6.This design is furnished subject to the Imitations set forth by 8 Plates shall be located an both faces of truss,and placed so their center TPI/TCA in SCSI,copies of which will be furnished upon request. lines,Dlgsscoin fidsize itho tJointplate center lines gss. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector platedesign values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-75) 29 TC LATERAL SUPPORT <= 12"CC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+0L(. 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -84/ 440V -12/ 78H 5.50" 0.70 DF ( 625) 3'- 4.3" -99/ 90V 0/ OH 1.50" 0.14 DF ( 625) LL = 25 PSF Ground Snow (Pg) 4'-. 6.0" 0/ 44V 0/ OH 5.50" 0.07 DF ( 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 IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.022" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.031" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.042" 3-05 MAX BC PANEL LL DEFL = 0.010" @ 2'- 1.1" Allowed = 0.179" ' T MAX BC PANEL TL DEFL = -0.012" @ 2'- 2.7" Allowed = 0.239" 12 MAX HORIZ. LL DEFL -0.000" @ 3'- 9.3^ 6.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. 3 - Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), ij load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 ti 0 CV C O /- O 2� 1111.- 1_1114 1 M-3x4 i' l y 1-08 4-06 (PROVIDE FULL BEARING;Jts:2,3,4 �G`N d -fes .... ' 8*'7 2PE JOB NAME : 18021 SAGE BUILT -WILLOW-MR - IJ1 Scale: 0.6397 Ir .-�/ -..„ WARNINGS: GENERAL NOTES, unless othenmse noted: 4) Truss IJ1 I.Builder and erection mntreeorshould beadvised ofall General Notes 1 This design isbasadonly up thep ten shown and lafor anindividual "V OREGON ti d Warnings before building' copo t Applicability of design re pameters and proper 2.204 p web bracing must be installed where shown+. I ry ib f component the of the building tlesigner a 4�..� temporary g w eY g construction 2 Design assumes thetop M bubo chords to h laterally braced et '7•.07 �jf 3.Additionalts ba t staMl dN fy Is CiS the responsibility ftherector.Additionalp permanent bracing of 2 .. d t10respectively braced throughout their length by DATE: 12/8/2015 the overall structure'B responsibility of the building designer. 3.2 Iconmpact bodging inuous gI t h l bracinas g orequired where shown•drywall(BC). � .� re SEQ.: K 15 8 0 8 7 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectve 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 desgn loads be applied to anymmponent. and are for dry mndnbnof use. y /�ry(g 5.C p T us has no control over and assumes no responsibility for theEXP8.necessary Design assumes NII ices dn9 at all supports shown.Shim or wedge if (RES I��F.Y.""�AJ-1 F7 f b' t n handing shipment and installation of components. sse ry ' Design ha"meaadedon drainage a"As December 8,2015 S.This design is furnished subject to the It be to ns set by S.Plates shall h is adequate se both rams of trues,and placed so their center TPIIWfCA in SCSI,copies of which will be furnished upon request. lines(*mode with joint center lines 9.Digits indicate size of plate ininchs. MITek USA.Inc/Csmpulrus Software 7.6.7(1L)-E 10.For basic connector plate design values see E55-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-33) 29 1-3=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" D.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -2/ 69V -8/ 19H 5.50" 0.11 DF ( 625) 1-01-03 TOTAL LOAD= 42.0 PSF 1'- 0.4" -47/ 36V 0/ OH 1.50" 0.06 DF ( 625) 2'- 0.0" 0/ 17V 0/ OH 5.50" 0.03 DF ( 625) LL = 25 PSF Ground Snow (Pg) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc.spacing. 10.00 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 = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TC PANEL LL DEFL = 0.000" @ 0'- 9.3" Allowed = 0.053" MAX TC PANEL TL DEFL = -0.000" @ 0'- 9.3" Allowed = 0.080" MAX BC PANEL TL DEFL= -0.000" @ 1'- 1.4" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 0.4" MAX HORIZ. TL DEFL = -0.000" @ 1'- 0.4" 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, 2End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ' tin -+ i m i FAIIMMIEMI C o f1► 11101.. .1, f M-3x4 y;EO PRQpF z-ooCI (PROVIDE FULL BEARING;Jts:1,2,3 �^ .4 ^r .�,rs'. JOB NAME : 18021 SAGE BUILT -WILLOW-MR - ISJ1r • J• ' Scale: 0.9730 WARNINGS: GENERAL NOTES, unless otherwise notetl'. .'a�} EG /'1R y)� 1 Builder and erection contractor should be advised of all General Notes 1.The design is based only upon the parameters shown ands m individual 7'' EG N Truss: ISJ1 and Warnings beforeconvtractr commences building component Appliwbltyofdesgnparameters and p pe 2 2s4 compression web bracing must be-installed where shown+. lr rporetwn of component is the responsibility of the building designer 44 I-•A 3 Addtt onal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be I terelly braced et 17 r 1 la the res bili f the erector.Additional permanent f 2'o.c end at 10o.c.respectively unless braced throughout their length by ,t" }y !'4"5� pans ryo Pennanen go Otinpoussheathing lateral as phrwood unless braced era 1(81). /R' BUL DATE: 12/8/2015 the overall structure is the responsibility of the budding designer. 3.2a Impact bridging or lateral bracing required where shown++ 4.No mad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor SEQ.: K15 8 0 8 7 8 fasteners are complete and at no time should any loads greater than s Design assumes trusses are to be used in a non-cermsve environment TRANS ID: LINK design loads be applied to any component and are for"thy condition or use. 5.CompuTrus has no control over and assumes no responsibility for the 8.necessary. NII bearing at all supports shown.Shim or wedge if EXPIRE&. 12/31=18 fabrication,handling,shipmentcomponents. ry YF f"i aotl ie hmtaons7.Designlsshallassumesed oneoth face io truss,a. December 8,2015 8.This design is furnished subject to the limftatblre set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIWrCA in SCSI,copies of which will be furnished upon requestlines coincide with pint center lines. g.Digits indicate size of plate in inches. , MITek USA,Inc/CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 3.6" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE= 1.15 1-2=(-54) 47 1-3=(0) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 12 DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -16/ 106V -19/ 47H 5.50" 0.17 DF ( 625) 10.0017 TOTAL LOAD= 42.0 PSF 1'- 9.2" 0/ 29V 0/ OH 5.50" 0.05 DF ( 625) 2'- 3.6" -40/ 57V 0/ OH 1.50" 0.09 DF ( 625) LL - 25 PSF Ground Snow (Pg) 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 10PSF LIVE.LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004" @. 1'- 5.0" Allowed = 0.159" MAX TC PANEL TL DEFL= -0.004" @ 1'- 5.0" Allowed = 0.239" MAX HORIZ. LL DEFL = -0.000" @ 2'- 2.8" MAX HORIZ. TL DEFL = -0.000" @ 2'- 2.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, 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 tin in the plane of the truss only. f MAMMA...1111.fI► 3► M-3x4 ��gE0 PROF, �'S y y y + 1AG,iNEF a 2-00 0-03-09 'PROVIDE FULL BEARING;Jts:1,3,2 I :97&2 E .lI JOB NAME : 18021 SAGE BUILT -WILLOW-MR - ISJ2 71G3 f� • Scale: 0.9920 WARNINGS: GENERAL NOTES, unless otherwise noted: .. 4) Truss: ISJ2 1.Builder and erection contractor should be advised of all General Notes 1.m demes based only upon theparameters shown and is for an individual �71.OREGONs and Warnings bbre construction commences. building component.Applicablty of design parameters and proper 2.244 p web bracing must be installed where shown�. incorporation 1componenti the responsibility of the building designer. temporary g M -during 2.Deg assumes!het p and bottom chords to be lateral braced ,f 3.Mahone!te bradn to stabil d s theis of the ereGor.Additional permanent bracing of 7 and t loos. sp chv Iy unless braced throughout their length by DATE: 12/8/2015 the Il structure is the responsibility of building designer. continuous sheathing rale plywood aired here shown anmor tlrywan(ec). 3 In Impact b tlg g t prating rev f the respe co•t SEQ.• Ki5 8 0 8 7 9 <.Na load should be applied to any component until after all baring and 4.Installation of trussis the responsibility of the respective contactor. fasteners are complete and at no time should any wads greaser than 5 Design assumes trusses are to be used in a non.corm:ive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition of use. y �qy#q{ 5.CompuTrus has no control over and assumes no responsibley for the 6.Design assumes toll bearing at all supports shown.shim or wedge If EXPIRES: 1.�V 1 L'f.,Ail.1 fabrication,handling shipment and installation of components. necessary. S.This design is furnished subject to the limitations vat forth by T.Design sshall assumes adequateonboth is pr°°is°'. December 8,2015 e.Plates shall be located on beth laces of truss,and placed w their center TPIIWfCA in BCSI,copies of which wNl be famished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7 6.7(1L)-E no.For basic connector plate design values see ESR-1311,ESP-1988 GATek) 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 72 2-4=(0) 0 BC: 2x4 OF#1&BTR SPACED 24.0" O.C. 2-3=(0) 156 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -156/ 252V -15/ 61H 5.50" 0.40 DF ( 625) 1'- 1.3" -63/ 238V 0/ OH 1.50" 0.38 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 63V 0/ OH 5.50" 0.10 DF ( 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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= 0.001" @ 0'- 9.1" Allowed = 0.059" MAX TC PANEL TL DEFL = -0.002" @ 0'- 9.1" Allowed = 0.089" MAX BC PANEL LL DEFL = 0.010" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.096" @ 4'- 8.2" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.3" MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.3" 1-02 Design conforms to main windforce-resisting '1. Design and components and cladding criteria. 12 Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10.00 7 (All All Heights),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), lEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 -0 co o ' o ti , I - 0 0 1 M-3x4 l y ; 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 i 8-00 C EO PROFFss ksxeiNE 4., 4t.. :9782PE r' JOB NAME : 18021 SAGE BUILT -WILLOW-MR - J1 J' Scale: 0.5751 -y WARNINGS: GENERAL NOTES, unlessotherwisenoted - .,"�}'///��� • A� 114 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upontheparameters shownand forIndividual ,/f_ 7.r 0 o EGON , sr Truss: JL and Waco n9s before construction commences building component.Appl bitty fd designparameters and proper 2 204 compression web bracing must be installed where shown+. corporation of components the responsibility of the building desgner. k 2.Design assumes Mbe e top and bottom chords to laterally braced at 4/4y. ' 3 Additional temporary bracing to insure stability during construction 2 o.c.and at t 0'oc.rasped vely unless braced throughout their length by ,ys�y, Is the respons b I ty of the erect .Adddional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA U.L i DATE: the overall structure is the resp 'allay of the binding designer. 3.2x Impact brdgng or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective mntrector. SEQ.: K 1 rJ 8 0 a 6 0 fasteners are complete and at no time should any Weds 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 e�mGBma tan gam ppo wedge 5.CompuTrus has no control over and assumed no respond b IM for the 6 Do full beadn t all su rtc shown.shim or f EX'PI RE ` 12P31/2018 fabrication,handling,shipment components sssry G.1RT.{�'4� smeect1015 Isfatabnof mm 7.P1 Is sirsumedaded onedrainagetcle truss, December 8,2015 S.This design is furnished subject 10 the limitat'lons set forth by 8.PIaMa shall be located on both feces of truss,and placed so Meir unlet TPI/WTCA in BCS',copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./COmpuTrus Software 7.6.7(1L)-E t a For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS.SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-9=(0) 0 BC: 2x9 DF #1SBTR SPACED 24.0" O.C. 2-3=(-93) 74 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -43/ 301V -27/ 91H 5.50" 0.46 DF ( 625) 2'- 3.6" -167/ 157V 0/ OH 1.50" 0.25 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE.LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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= -0.004" @ 1'- 5.5" Allowed = 0.165" MAX TC PANEL TL DEFL = -0.013" @ 1'- 3.6" Allowed = 0.247" MAX BC PANEL LL DEFL = 0.013" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.8" Allowed - 0.472" MAX HORIZ. LL DEFL = 0.000" @ 2'- 3.6" 2-04-06 MAX HORIZ. TL DEFL = 0.000" @ 2'- 3.6" 12 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), 3 -/ load duration factor-l.6 Exp.B, MWFRS(Di r), Cat.2,. End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Es- /- 1 /- O � X349 1 M-3x4 1-00 'PROVIDE FULL BEARING:Jts:2,3,4 I 8-00 QED PROpe 1- 4t- 89782.PE �` JOB NAME : 18021 SAGE BUILT -WILLOW-MR - J2 Scale: 0.5626 • WARNINGS: GENERAL NOTES, unless otherwise noted'. Builder and exloncortredor should be advised of all General Notes 1 This design is based only upon the parameters M and is bran individualTruss• J2 and Warnings before Incl n commences. building component Appl cablay&design parameters nd proper OREGON 4) 2.1x4 compression Web bracing &be installed where shown+. incorporation (component i theresponsibility of the building designer. 3.Additional temporary b g to stablity during construction2 o c Design assumes IM top and bottom chords b be laterally braced at � ;.,�' y ' is the responsibility f theerector.Additional p anent bracing of 7 and t 10' I braced throughout Mer length by r VY'. DATE: 12/8/2015 the overall strodare'a the responsibility of the budding designer. 2k Impact sheathinggor such plywood fired wereshwn•tlrywel1)50). �,- 4.No bad should be� d to4.In Imptio brftr g lateral pobracing required respe contractor fasteners {L. SEQ.: K I rJ 8 8 8 I applied any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are or"dry Condition"of use. 5.CompuTms has no control over and o responsibility for the 6.Design assumes full bearing at all supports shown.She or wedge if fabrication,handling,ship-nerdentl'installation' of ry' EXPIRES12'3-'1. 1 6 6. furnishedThis design isbject to th8 Platshall bele ted on batthhfafaces of provided truss,e limitations setbrthby 8 De 9 as °d oeio rusis°n December 8,2015 eU . anplacetl so their confer TPI/WTCA in SCSI copies of which will be furnished upon requestlines coincide with joint center lines. MiTek USA,Inc./CompuTms Software 7.6.7(1L)-E 9.Digits indicate size of plate in inches. 70.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 72 2-6=(-58) 38 3-5=(0) 97 TC: 2x4 DF p1ABTR LOAD DURATION INCREASE = 1.15 2-3=(-58) 70 6-7=( 0) 0 6-5=(0) 23 BC: 2x9 DF STAND LOADING TC LATERAL SUPPORT G= 12OC. OON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAXHORZ BOG REQUIRED BOG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -63/ 275V -39/ 75H 5.50" 0.99 DF ( 625) OVERHANGS: 12.0" 0.0" 2'- 3.6" -120/ 206V 0/ OH 1.50" 0.33 DF ( 625) LL= 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 53V 0/ OH 5.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL= -0.002" 6 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.003" 9 1'- 9.8" Allowed = 0.089" 2_04i0-63.43 -04-06 MAX TL CREEP DEFL= -0.009" 6 1'- 9.8" Allowed = 0.119" ,� .� MAX BC PANEL LL DEFL = -0.004" 9 3'- 7.9" Allowed = 0.279" MAX BC PANEL TL DEFL= -0.096" 9 5'- 0.2" Allowed = 0.372" 12 MAX HORIZ. LL DEFL = 0.003" 9 7'- 9.2" 10.00 MAX HORIZ. TL DEFL = 0.004" 6 7'- 9.2" 4:4 ic,,:M-3x43 '� ),End vertical(s) are exposed to wind, Truss designed for wind loads � in the plane of the truss only. I t gym' Mb3x4 7 0 0 M-3x4 M-3x5 1 l 1-09-12 6-02-04 1-00 1-11-08 6-00-08 2-05-08 0-06 5-06-08 l b (PROVIDE FULL BEARING;JtS:2,4,8 I 8-00 ti,�'".0 PROF' C~co �C1(aitVEE 'r� :97$2PE JOB NAME: 18021 SAGE BUILT -WILLOW-MR - J2C •/TAr• Scale: 0.5126 - �, WARNINGS GENERAL NOTES, unless otherwise noted: - '''6.- 1/'' 0 a F. oN �y,, 1.Builder and erect on contractor should be advised of all General Notes 1.Thk design s based only upon me parametersshownand b individual a� ry: N` Truss• J2C and Wamngs before construe s building component Applicability ofdesignp t and proper 2.2x4 compression web bracing sibssi(led where shown+. incorporation of component is the responsibility of the buildingtl designer iiir' °� 1y 2.Design assumes me top and bottom chords to belaterally braced at y{ , 3 Additional temporary bracing to re stability during construction 7 o.c.and e117 o.c.respectively unless braced throughout their length by A 4 �r ••.r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �"U L s" DATE: 12/8/2015 the overall WruSure is ins responsibility of the building designee 3.24 impact bndging or lateral bracing required where shown+♦ SE K1580882 4.No load should be appt ed to any component until after all bracing and 4.Installation of truss is theresponsibility f the contractor �ent 4•• fasteners are complete and at no time should any loads greater man 5 Design assumes trussesbe used environment, design loads bee ted to anyt and are for°dry condition" f use TRANS ID LINK " P° p es no 8 Design aswmesfull beann9 tallsuppodsshown.Shim orwedge I EXPIRES: 12 1/ i8 5.C mpuTros has no control o and responsibility kr the necessary. fabrication,handling shipment and st li tion of components. 7 Design assumes adequate drainage s provided December 8,2015 6.This designs furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss and placed so their center TPIANICA in BIN,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For beak connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 8-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 72 2-5=(-165) 490 5-3=( -97) 198 2x6 DF SS T2 2-3=(-732) 181 5-6=( -45) 69 5-9=(-150) 538 BC: 2x4 DF #1&BTR LOADING WEBS: 2x4. DF STAND 3-4=(-493) 160 4-6=(-592) 298 LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0' 0.0" TO 3'- 7.2" V TC LATERAL SUPPORT 24"00. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 3'- 7.2" TO 8'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -184/ 760V -58/ 114H 5.50" 1.22 DF ( 625) TC CONC LL( 150.0)+DL( 42.0)= 192.0 LBS @ 3'- 7.2" B'- 0.0" -249/ 674V 0/ OH 5.50" 1.08 DF ( 625) 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. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ** For hanger specs. - See approved plans MAX LL DEFL = 0.013" @ 3'- B.O. Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 3'- 8.0" Allowed = 0.472" 3-06-12 4-05-04 1928 f MAX HORIZ. LL DEFL = -0.001" @ 7'- 10,2" MAX HORIZ. TL DEFL = 0.002".@ 7'- 10.2" 12 M-4x6 10.00 V M-3x4 3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. j Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ee load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. o o rn f T - �I o M-1.5x3 ,0 y 3-03-14 4-08-02 y l l 1-00 8-00 Jr 4(;CE.D PROS k' z9782PE r" JOB NAME : 18021 SAGE BUILT -WILLOW-MR - J3 --.0, Scale: 0.5376 WARNINGS' GENERAL NOTES, unless other..noted'' I.Builder and erection contractor should be advised of all General Notes I.1n designAbased only R Truss: J3 upon the shown and is for an Individual OREGON and Warnings before construction commences building component.Applicability f dg parameters and proper '.✓1. "^ 0' 2.2x9 compression bb g must beinstalledwhere shown. incorporation of component es the responsibility of the building designer a P 3.Additional temporary b g to insurestability tl -g construction2.Design assumes the top and bottomchords to be laterally braced at yyq��'v,all yas vi theis responsibility of theerector.Additional permanent bracing of 2 .and al 1cr..c respectively 1 braced throughout mein length by 0.4 DATE: 12/8/2015 the overall strudu s the responsibility lith building tlesigner t uous sheathing such a ply d heath ng(TC)and/or drymll(BC). �y 4.No load should Be applied to any3.In2Impact bridging Iors steal pbracing required where shown Co /"f _V SEQ.: K1580883 capecomponentuntilafterellbraengand 4.Insiallatonoftru�lathe respansibilrtyofthe 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 loads be applied to any component and are for"dry condadmof use. 5.CompuTrus has no control over and assumes no responsibility for the 5.Design ne.-aseumas mil bearing at all supports shown.Shim or wedge it fabrication,...I shipment and installation of components ry' p IRE&. 12/31/2018'' 18 6.Thedesigni cal 6 is 7 P g ssumesadedonaoranageioe both(etas of truss,rustletl.and placed so their center December 8,2015 TPINJfCA in BCSI copies of which will be furnished upon request. linesateshall be located m ncitle with pint center lines. gDigits indicate eze of MiTek USA,Inc./CompuTms Software 7.6.7(1 L)-E . pin inches. 10.For basic connector plate design values see 6512-131 1,ESR-1958(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC T LUMBER SPLTECIFICATIONS 8-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL INC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 (Non-Rep) ril..02::::!: 0) 722- 7=(-152) 4257- 6=( 0) 375- 9=(-592) 301TC: 2x9DF #1SBTR; 689) 1746- 8=(-218) 6146- 3=( -37) -02x6DFSST2LOADING756) 2048- 9=( -37) 553- 8=( -52) 147BC: 2x4DFSTBTRLL = 25PSFGroundSnow (Pg) 659) 1998- 4=(-172) 199WEBS: 2x9DFSTD; 8- 5=(-193) 6722x4DF #15BTA ATCUNIFLL( 50.0)+DL( 14.0)= 69.0 PLF0'- 0.0" TO3'- 7.2" VTCUNIF LL( 100.0)+DL( 26.0)= 128.0 PLF3'- 7.2TO8'- 0.0" VTCTERSUPPORT <= 11.422:00:0:11.11BC UNIFLL( 0:0)+DL( 40.0)= 40.0 PLF0'- 0.0TO8'- 0.0" VIIONSR CTIONSAX HOIONSSIZEREQUIRED(SPECIEEBCTERSUPPORT <= 0.0" -183/ 759V -53/ 102H5.50" 1.21DF ( 625)TCCONC LL( 150.0)+DL( 42.0)= 192.0LBS@3'- 7.2" 0.0" -251/ 675V 0/ OH 5.50" 1.08 DF ( 625) NOTE: 2x4 BRACING AT 2R LIMITED STORAGE DOES NOT APPLY DUETO THE SPATIAL ALL FLAT OP CHORD AREAED REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACTNON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.023" @ 3'- 8.0" Allowed = 0.354" `* For hanger specs. - See approved pIns12 3-06-12 9-05-09 MAX TL CREEP DEFL = -0.048" 6 3'- 8.0" Allowed = 0.472" '� MAX HOAR. LL DEFL = 0.019" @ 7'- 10.3" 2-05-08 1-01-09 9-05-09 MAX HORIZ. TL DEFL = 0.031" @ 7'- 10.3" T T 4192# M-9x6 Design conforms to main windforce-resisting 9 5 � Wind: 190 mph, h=20.7ft, TC DL=9.2,BCDL=6.0, ASCE 7-10, �� (All Heights), Enclosed, Cat.2, Exp.s, MWFRS(Dir), load duration factor=l.6, M-9X6 se Endvertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. to o I 0 I N CEM 1I Al se 9 B `rt s- m', l M-1.5x3 .-+ rM-3x8 0 .� M13x4 c 0 1 M-3x4 M-3x5 in ) I' ) 2-03-12 0-10-11 4-09-09 in in Jr Jr R�d PR©r 1-00 2-05-08 8-00 5-06-08 04 . `4 cc 897&2PE t-- JOB NAME : 18 021 SAGE BUILT -WILLOW-MR - J3C -.-_-. .. -,40"" Scale: 0.5001 M_ WARNINGS: GENERAL NOTES, unless otherwise noted. a? {� � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an iindividual +Y OREGON 'rtitiw Truss: J3C and Warnings before construction commences building component Applicability of design parameters and proper „, 1 corporabon of component is the responsibility of the building designer. ',AY 2 2x4 comprebbr ting st be installed where shown 2,Design assumes the top and bottom chords to be laterally braced al 3 Additional temporary bra ng to insure stab'Irty during construction 2 o c.and al 10'o c respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(135). A UL DATE: 12/8/2015 the overall structure s the responsibility of the building designer. 3 24 Impact bridging or lateral braang required where shown++ SEQ.: K1580884 4 No load should be applied to any component untd after all bracing and 4 Installation of russ is the responaibiny of thpectiecontractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be usednon-corrosive environ design loads be applied to any component and are for"dry condRon of use �^��' FT'�y {�� 12/3112016{ TRANS ID: LINKono lel for 6.Design assumes full bearing at MI supports shown.Shim or wedge if 'EXPIRES: 1� .F� s Compurrus has no control overand respons dy nepessarv. fabrication handing srobe andinstallationofcoforthbyts ,.Design assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the hmaations set by 8.Plates shall be located on bath faces of truss and placed so their center TPNNTCA in SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Diggs indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E10.For basic connector plate design values see ESR-1311,ES12-1988(MiTek) This design prepared from computer input by. Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.151-2_ _ BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-102) 101 2-9-(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -16/ 384V -53/ 153H 5.50" 0.61 DF ( 625) 4'- 8.4" -175/ 179V 0/ OH 1.50" 0.29 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 75V 0/ OH 5.50" 0.12 DF ( 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.139" MAX TC PANEL LL DEFL = -0.049" @ 2'- 8.9" Allowed = 0.374" MAX BC PANEL TL DEFL = -0.164" @ 4'- 1.4" Allowed = 0.472" 4-09-03 MAX BC PANEL TL DEFL = -0.024" @ 5'- 3.0" Allowed = 0.472" T MAX HORIZ. LL DEFL = -0.001" @ 4'- 8.4" 3 -/ MAX HORIZ. TL DEFL - 0.001" @ 4'- 8.4" 12 10.00 7 (4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. 0 m ro of E� O E44 1 M-3x4 1-00 y 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 y ck.VDP ©p `r' :978 PE �� . JOB NAME : 18021 SAGE BUILT -WILLOW-MR - J4 Scale: 0.5126 WARNINGS: GENERAL NOTES, unless otherwise noted: V, Truss' J9 1.Builder and erection contractor should be advised of all General Notes This designs based only upon the parameters shown ands for an individual .e9 OREGON ter d Warnings before construction bolding copo t.Applicability f design parameters and proper '+ v y� 2.2a4 compression web bracing mus[be st II tl where shown+ Poral f component theresponsibility of the building designer 3.Additional temporary bracing W insure stability tl g construction 2.Design assumes the top and bottomchords to be laterally braced at .# R .1.-r.-.. i .« -. , theis responsibility of the credo,.Additional permanent bracing of 2 and t idrespectively 1 braced throughout their length by 1 DATE: 12/8/2015 the overall structures the responsibility of the building designer. continuousah sheathing suchasplywood heathnere own+tlrywall(BC). /'S� 3.2rr Impost bridging lateral bracing required where Mown++ 7"r' SEQ.• Ki5 8 0 8 8 5 4.No Mad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 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 8.Dec9 ssumes full bearing at all supports shown.Shim or wedge if 'RES �1 2016 fabrication,handling,shipment and installation of components. ry' ded 8.The des Is furnished sub 7 Design shall beesaded on edrainagethce otrusls,a December 8,2015 gnlett to the limilabona set forth by 8.Pletes shall be is adetl co both faces or trues,antl placetl so their center TPBWTCA in SCSI,copes of which will be furnished upon request. lines coincide with pint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 9.Digits indicate size of plate in inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN. 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2=( 0) 72 2-6=( -76) 144 6-5=( 0) 18 TC: 2x4 DF #15BTR LOAD DURATION INCREASE = 1.15 2-3=(-247) 22 5-7=(-111) 206 5-3=) 0) 69 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 3-4=( -48) 50 3-7=(-214) 116 WEBS: 2x9 DF STAND 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) 0'- 0.0" -29/ 397V -53/ 153H 5.50" 0.64 DF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 4'- 8.4" -147/ 114V 0/ OH 1.50" 0.18 DF ( 625) 8'- 0.0" 0/ 119V 0/ OH 5.50" 0.19 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed= 0.209" 4-09_03 MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.279" T 7 MAX LL DEFL = 0.000" @ 7'- 4.4" Allowed = 0.139" /12 -/ MAX BC PANEL TL DEFL = -0.046" @ 4'- 10.1" Allowed= 0.284" MAX HORIZ. LL DEFL = 0.011" @ 7'- 4.4" MAX HORIZ. TL DEFL = 0.014" @ 7'- 4.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, I End verticals) are exposed to wind, M Truss designed for wind loads in the plane of the truss only. INMMIMIMMMIMMMIIIIIIIIM _, tif-at M-1.5x3 of f y y ) 2-03-12 5-00-10 0-07-10OPtcv ,�n ry p y 1-00 y 2-05-08 y 8-00 5-06-08 l �+ 'CNV;I!`JN+'�,E,� 1 ',,,b (PROVIDE FULL HEARING;Sts:2,4,7 ' 89782PE v". LT -WILLOW-MR - J4C '/' JOB NAME: 18021 SAGE BUI Scale: 0.5001 _-- t,,,, -rOREGON WARNINGS: GENERAL NOTES, unless otherwise noted /a,� I.Binder and erection contractor should be advised o/all General Notes 1.This design is based only upontheparameters ha nd for o individual '• ''��/f R'r •"4- Truss: J4 C end Warnings before construction commences. building component.Apel Bl ty f design parameters and proper a r { 2.2x4 compression web bracing must be installed where shown+. incorporation of component theesponab ty f M building designer . 'n'R 3.Additional temporary bracing to insure smblily tludng construction 2.Design assumes the top and bottom chords to be laterally booed at 'A-UL ' 2 o.c.and al 10'o c respectively unless braced throughout their length by V Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andtor drywall(BC). DATE: 12/8/2015 the overall Yrudure is the responsibility of the budding desgner. 3 2x Impact bridging or lateral bracing required where shown+• SEK1580886 4.No load should be applied to any component until alter ll band 4 Installation of truss a the responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, NSI CJY�''L'4`.12/31/2016 AIQ I�S+I'4't 1 tlesi Ioade be applied to an t and are ss dry conde a g use. T 11.1 V'3' 2l as A2L7 iV TRANS ID LINK gn pP Yr component 8 DesgnessumeaNllbearingalall suppo sahown.Shimorwatlgeif December 8,2015 S.CompuTrus has no control over and assumes no responsibility for Me ssary fabricebon,handling,shipment and InMalletion of components. 7 Desgn assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIM7PCA in SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ino./CompuTrus Software 7 6.7(1L)-Z 10.For bask:connector plate design values see ESR-1311,ESR-1988(MiTek) N. I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( _ BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-1311) 121) 72 2-4-(0) 0 TC LATERAL SUPPORT <= 12"CC. UON. LOADING BC LATERAL SUPPORT <= 12"CC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -20/ 422V -66/ 184H 5.50" 0.68 DF ( 625) 5'- 10.8" -166/ 197V 0/ OH 1.50" 0.32 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 84V 0/ OH 5.50" 0.13 DF ( 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079" 5-11-09 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" ,f MAX TC PANEL LL DEFL = 0.172" @ 3'- 2.0" Allowed = 0.478" 3 MAX BC PANEL TL DEFL = -0.184" @ 4'- 1.4" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.8" �) 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.8" 1fr I 10.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, r Truss designed for wind loads o - in the plane of the truss only. 0 in M ti /- 1 c 0 y o �9 1 M-3x4 1 b y 1-00 'PROVIDE FULL BEARING:Jts:2,3,4 ' 8-00 89782.PEe JOB NAME : 18021 SAGE BUILT -WILLOW-MR - J5 Scale: 0.9732 mg WARNINGS: GENERAL NOTES, unless othenyise noted: Truss J5 1.Bulderend erecaoncontractor should beadvised ofall General Notes 1.Thar design isbased only up theparameters shownandreroranndvidual . OREGON err,,.- • and Warnings before nN an commences building component Applbabl ty of designparameters meters er d proper 2.24 compression webbracingstbe'stalltl here shown+ incorporation of component M responsibility of the building designer. ' 3.Additional temporary b Tg t m Nati lily tl 'ng construction 2.D 9 eco the top ntl bod hord to be laterally braced at + � `+{" is theresponsibility f Merector.Additional permanent bracing of 2 ..and t f 0respectively m braced throughout their length by DATE: 12/8/2015 the overall structure is the reity bl o(Ne buil ng desgner. ntinuom sheathing h as plywood shealhbg(TC)andlor drywall(BC) Nut .� 3.2x Impact bodging lateral breang required where shown... W i� Tt SEQ.• K1580887 4.No bad should be applied to any component until aftand atter all bracing 4 Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a noncorrosve environment, TRANS ID: LINK design loads be applied to any component, and are for conditionor use. 5.CompuTruc has no control over Arid assumes no reacons blay for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRE& 12/3112018 (aMicahon handling shipment and installation of components. Dace ry. 6.This design is furnished subject to the latbns set forth by 7Pesign assumes cdeduate oth fags is prusided. limibe December 8,2015 B.Plates coins el thenterl laces of truss,and placed so their center TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincide with pet center lines. gDigits indicate s m plate inches. MiTek USA,Inc llompulnus Software 7,6.7(1 L)-E . 10.For basic connector plate design.lues see 855-131 1,ESR-1088(MiTek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-127) 199 6-5=( 0) 18 SPACED 24.0" O.C. 2-3=(-301) 43 5-7=(-184) 286 5-3=( 0) 69 WE: 2x4 DF STANDR 3-4=( -79) 69 3-7=(-298) 192 WEBS: 2x4 DF STAND 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) 0'- 0.0" -26/ 428V -66/ 1848 5.50" 0.69 DF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 10.8" -132/ 131V 0/ OH 1.50" 0.21 DF ( 625) 8'- 0.0" 0/ 190V 0/ OH 5.50" 0.22 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-11-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.014" @ 2'- 3.8" Allowed = 0.269" MAX TL CREEP DEFL = -0.023" @ 2'- 3.8" Allowed= 0.359" MAX LL DEFL = 0.000" @ 7'- 4.4" Allowed = 0.079" MAX TL CREEP DEFL = 0.000" @ 7'- 4.4" Allowed = 0.105" (0MAXI HORIZ. LL DEFL = -0.017" @ 7'- 4.4" 12 MAX HORI2. TL DEFL = 0.020" @ 7'- 4.4" 10.007 Design conforms to main windforce-resisting system and components and cladding criteria. r0 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-4x6 ofEnd verticals) are exposed to wind, c Truss designed fox wind loads in the plane of the truss only. EMEMII A LL-MIIIMIMMINIIMIMIIM. I' I ,r f //I°°°°1111°111i M-1.5x3 0, x4 0 o5 y y ,1 ). 2-03-12 5-00-10 0-07-1* { �x��/ * 1-00 y 2-05-08 y 8-00 5-06-08 `--/ [PROVIDE FULL BEARING;Jts:2,4,7 ' :9782.PE re it JOB NAME : 18021 SAGE BUILT -WILLOW-MR - J5C rF./ i Scale: 0.4559 Yv'+` -EGON r WARNINGS: GENERAL NOTES, unessothonose not d l I.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters h and R for anIndividual '"! .r 11_(.•,i Truss: J5C ndwamngsbefore construction commences. buildingcomponent.Applicabiltyofdesig parameters and proper O f A. : " 2.204 pression web bracing must be instated where shown+. incorporation of component a the responsibility of the budding designer. '94 '!'1 3.Additional temporary brednBfonsure stability dunng construction 2.Designthe top and bottom chords to be laterally braced at 1°,4111. a4. 2'o.c.and t 10 o c.respectively unless braced throughout the r length by ��r'// is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pywood sheathing(TC)and/or drywall(BC). DATE: 12/8/2015 the overall structures the responsibility of the building d g r. 3.20 Impact bridging r lateral bracing required where shown++ SEQ.: K1580888 4 No load should be applied to any component until after allio ing and 4 Installation of truss:s the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than B.Dewg trusses are to be used'n a non-corrosive environment, -EXP I RES: 1 2 i:/i- {!+ design loads be applied to any component. and are for dry condition of use. L'i'7' I 7 a F� TRANS ID• LINKpanel M 6 Design assumes full bearing at all supports shown.Shim or wedge if December 8,2015 S.CompuTrus has no control over and assumes no res Dil for the ssary fabricatan,handling,shipment and installation of components, 7 Design assumes adequate drainage is provided. S.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 • TPIMTCA in SCSI,copies of which will be furnished upon requestlines coincide oath pint center lines. g.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11_)-Z 1D For basic connector plata design values see ESR-1311,ESR-1988(MiTek) • • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-9=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-161) 190 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC 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 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 458V -79/ 216H 5.50" 0.73 DF ( 625) 7'- 1.3" -154/ 221V 0/ OH 1.50" 0.35 OF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 150V 0/ OH 5.50" 0.29 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf).uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/100 MAX LL DEFL = -0.002" @ -1'- 0.0 Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" 7-02 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.019" T f MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.025" 3 MAX TC PANEL LL DEFL = 0.336" @ 4'- 3.4" Allowed = 0.582" MAX TC PANEL TL DEFL = -0.354" @ 3'- 9.6" Allowed = 0.679" 0MAX HORIZ. TL DEFL = -0.002" @ 7'- 1.3" 12 10.007 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.2ft, TCOL=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, co Truss designed for wind loads o in the plane of the truss only. 0 m M 0 O 0 1 M-3x4 y 1-00 y 8-00 y SLED FROt� (PROVIDE FULL BEARING;Jts:2,3,4I 4. `4"0'` �w' 09 �( �s \R 4' 9782.PE r,... JOB NAME : 18021 SAGE BUILT -WILLOW-MR - J6 `-� / . Scale: 0.4350 r/ WARNINGS: GENERAL NOTES, unkmotherwise noted .a� 1.Builder and eredwn contractor should be advised of all General Notes 1.This design m based only upon theparameters shown and N for an individual 7 OIts- Truss: J6 dam . Warnings before constructionbuilding po t Applicability ftl g parameters and proper 2.W4 p n b bracing d be installed here shown+ N rP ti f component 1h eepo lty bof the building tlesgner. 3.AdditionalI tempory bra 9 t settee tl g construction 2 Deg assumesthetap and bottomchords to be laterally braced at �T,�( DATE: 12/8/2 015 tis he a resll structure store re ctAdchh I pe manent bracing of2. and t 70 epectly ss brecetl throughout(heir langur by vyyy nntp ct sh lb'g h a plyw d sheathing(TC)sho d drywell(BC). PAUL �,•.� f"� '"R sponwb lay of the bu sine designer 3.2x Impact b tlg g lateral bracing squired where shown,+ /`FA U TN SEQ.: K 15 8 0 8 8 9 4 No load should be applied to any component until after all bracing and 4 Installation of truss is the respontiblily 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 tany component and are for dry contlRicn'af use. 5.compuTms has control r and o responsibility for Me 8 De gn assumes NII bearing at all supports shown.Shim or wedge of ExptREs 1241/2a18 nece fabrication,handling,shipment andinstallationco of mponents ,m, 7 DanaawmesatedoneothNoeotrsse December 8,2015 B.This design SCSI. psubjectto theRat set forth upo by 8.Platesshall adetlate drainage faces of trove and placed so their center TPIM7cA in SCSI,copies of whkh will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,InclCosrpuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-188) 262 6-5=( 0) 18 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-357) 68 5-7=(-273) 376 '5-3=( 0) 69 3-4=(-112) 88 3-7=(-391) 284 WEBS: 2x4 DF STAND 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 BAG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -38/ 455V -80/ 216H 5.50" 0.73 DF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -116/ 164V 0/ OH 5.50" 0.26 DF ( 6 25) 8'- 0.0" -9/ 169V 0/ OH 5.50" 0.26 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-02 MAX LL DEFL = 0.020" @ 2'- 3.8" Allowed = 0.329" T '( MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.439" 4 -> MAX LL DEFL = 0.000" @ 7'- 4.4" Allowed = 0.019" MAX TL CREEP DEFL = 0.000" @ 7'- 4.4" Allowed = 0.025" j) MAX HORIZ. LL DEFL = -0.024" @ 7'- 4.4" MAX HORIZ. TL DEFL = 0.026" @ 7'- 4.4" 12 10.00 r Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn load duration factor=l.6, o End Vertical(s) are exposed to wind, 1 Truss designed for wind loads in the plane of the truss only. M-4x6 if 1 .. -m o M-1.5x3 7 0 ol f M63x4 0 0 M-3x4 M-3x5 y 2-03-12 5-00-10 0-07-10 :`:c#,V PRO - .- 1-00 2-05-08 8-00 5-06-08 -,* !PROVIDE FULL BEARING;Jts:2,4,7 I 8•7 LILP E r' JOB NAME : 18021 SAGE BUILT -WILLOW-MR - J6C r/' �7 Scale: 0.9094 , OREGON WARNINGS GENERAL NOTES, unless otherwise noted. � 1 Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown endis for individual .,� _�1��� y Truss• J6C and Wamngsbefore construct nces building mmponerdApplicability ofdesign parameters and prpe 1 A 6 .�{" • 2 2x4 compression web bracing ctbestalled where shown+. corporation ofcompone4 ache responsibility of the buddingd designer 3.Additional temporary bracing to insure stability during construction 2.Design assumes the by and bottom chords k be laterally braced at Aj is the responsibility f the erector.Additional t Gratin f 2 o.c.and al 1 a oc.respectively unless braced throughout heir length by Lit, ponsi ty o permanent g o continuous sheathing such as plywood sheathing(TC)andbr drywell(BC). DATE: 12/8/2015 the overall structure is the responsibility of the building d ig er. 3 2x Impact bridging or lateral bracing required where shown++ O 4.Ne load should be applied to any component untilfl all bracing and 4.Installation of truss is the responsibility of the respective contractor. �4�i .{ SEQ.: K I S H O 8 9 Ofasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, EXPIRES: I T� 1 TRANS ID' LINK design loads be applied to anymmponee. and are for condition"of use. 1 IQ 5.CompuTrus has no control over and assumes no responsibility for the B.Dei full beedng al all supports shown.Shim or wedge if December 8,2015 a.ary. fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by B.Plates shall be boated on both faces of truss.and placed so their center TPINVrCA in SCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digby indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 76 7(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1588(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-195) 156. TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -26) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 4.4" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -44/ 480V -91/ 254H 5.50" 0.77 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 184V 0/ OH 5.50" 0.29 DF ( 625) 8'- 0.0" -173/ 253V 0/ OH 1.50" 0.32 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-1,/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3 MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 8'- 4.4" Allowed = 0.036" MAX TL CREEP DEFL = -0.000" @ 8'- 4.4" Allowed = 0.049" MAX TC PANEL LL DEFL = 0.553" @ 4'- 9.1" Allowed = 0.655" MAX TC PANEL TL DEFL = -0.539" @ 4'- 6.3" Allowed = 0.962" MAX HORIZ. LL DEFL = -0.003" @ 7'- 11.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 7'- 11.2" 10.00 17. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, rnEnd vertical(s) are exposed to wind, o Truss designed for wind loads in the plane of the truss only. 0 ,- /- o o f -/ 0 5 M-3x9 y 1-00 8-00 0-04-06 P{l© 1` (PROVIDE FULL BEARING;Its:2,5,3 rA`? L :9782PE �,. JOB NAME : 18021 SAGE BUILT -WILLOW-MR - J7 • y�Scale: 0.4250 WARNINGS: GENERAL NOTES, unless otherwise noted1 : , p /'��L� Truss• J7 Budder and erec on contractor Should be advised of all General Notes This design based Doty upon the parameters shown and is or an individual 17. OR V[ll (S and Warnings beforenet ctb uldngm p t.Applicability of design parameters and proper EGON 2.2a4compression bore g must beinstalled here showne incorporationf component s the responsibility of the bolding designer. 3.Additional temporary bracing t stability during constructtln 2.Design assumes m top and bosom chortle to be laterally braced at is theresponsibility f the erector Addrt I permanent bracing of 2 o c.and t 70 ..respectively unless braced throughout their length by r l DATE: 12/8/2015 the call structure is me responsibility f M budding designer continuo.rsheathing h as plywood sheathing(TC)and/or drywall(BC) 4.No load should be applied to an3 In2Impact b Eg g teres bracing ey of the where shown•a F,� 1 SEQ.: K 15 8 0 8 91 pp a y component until after all bracing and 4.Installation of truss s the responsibility of the respective contractor AUL i`_ 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 loads be applied to any component. and are for"dry condtlion"of use. 5.0 pT has no control over and assumes no responsibility for the 6 Design assumes HI bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components necessary EXPIRES� 1 1/2016 6.This design'sfurnshedsubject tothelimitations set forth by T Patessgn allbeeatdonbotuate hfagekpro°dad December 8,2015 S.Pies c cileeeth Join ce terl laces of trues,antl placedm Meir center TPIMTCA in BCSI,copies of whkh will be furnished upon request, lines coincide with joint center lines. 9Digits indicate size of plate in inches MiTek USA,Inc./CompuTrus Software 7.6.7(7 L)-E . 10.For basic connector plate design values see ESR-1311,ESR-19613(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 LUMBER SPEFIFICATIONS 1-2=( 0) 72 2-7=(-236) 312 7-6=( 0) 18 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE D.C.C 1.15 2-3=(-399) 87 6-8=(-342) 449 6-3=( 0) 70 WE: 2x4 DF #1&BTR SPACED 299..0" O 3-4=(-154) 104 3-8=(-967) 356 WEBS: 2x4 DF STANDR; 4-5=( -26) 0 2x9 DF STAND A LONDIOG LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF .BEARING MAX VERT MAX MORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 4.9" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -95/ 970V -92/ 2551i 5.50" 0.75 OF ( 625) 7'- 9.4" -23/ 184V 0/ OH 5.50" 0.29 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" -132/ 199V 0/ OH 1.50" 0.26 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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/290, TL=L/180 MAX LL DELL = -0.002" @ -1'- 0.0" Allowed = 0.100" 8-04-06 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ,� MAX LL DEFL = 0.021" @ 2'- 4.4" Allowed= 0.354" 6 -, MAX LL DEFL = -0.000" @ 8'- 9.4" Allowed = 0.036" 4 MAX TL CREEP DEFL = -0.000" @ 8'- 9.4" Allowed = 0.049" MAX BC PANEL TL DEFL = -0.030" @ 4'- 10.1" Allowed= 0.284" j MAX HORIZ. LL DEFL = -0.029" @ 7'- 9.9" MAX HORIZ. TL DEFL = 0.026" @ 7'- 4.4" 12 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ,`Oy (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, o End vertical(s) are exposed to wind, kb Truss designed.for wind loads in the plane of the truss only. M-4x6 3 Al A 'i' _-m M-1.5x3 '- o � M-13x9 0 0 1 M-3x4 M-3x5 l l 1 ). 2-03-12 5-00-10 0-07-10y c�EOPRO ,t, - 1-00 y 2-05-08 5-10-14 0• y ��5 i ,6', �' r 8-00 0-09-06 IP - �'t.., (PROVIDE FULL BEARING;Jts:2,8,4 I "'+,. _M 97&2PE r" JOB NAME : 18021 SAGE BUILT -WILLOW-MR - J7CScale: 0.3509 tom. AWN "s O E ON er WARNINGS: GENERAL NO3ES, unless othenvsenoted: I Sunder and erecbon contractor should be advised of all General Notes 1.Thu design is based only upon the parameters shown and is for an individual +,� V{ a1` y/�'Ry.- Truss• J7C and Wammgsbefore conslrucboncommences building componentApplicabltyofdesig p t and proper I / 2.204 compression web bracing must be installed where shown+. nworporet on of component albs responsibility of thebuilding designer. {�,, 3 Additional temporary bracing to insure stability during constructor 2.Design assumes the tap and bottom chorda to be laterally braced at PAUL AU '�."i 2'o.c and at 10 o.c respectively unless braced throughout their length by �n�1.., is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown++ SE K 15 8 0 8 92 4 No load should be applied to any component until after all bracing and 4.Installation oen truss is the e beblsyyd tthein a o respective •ntroa rotor m y� 4• fasteners are complete and at no time should any loads greater than and are for"dry ceusses are use � ` TRANS I D• LINK design loads be applied to any cemponeH fi.Design assumes Ml beann f at 0use.supports shown.Shim or wedge if 12/31/2016 December 8,2015 5.CompuTress s has no control over and assumes no respolnibis for ins ssary. fabrication,hand0g,shipment and installation of cemponenta. 7.Design assumes adequate drainage is provided 6.This design isfumdhed subject to the limitations set forth by 8 Plates shall be located on both faces of truss.and placed so their center TPIM?CA in BCSI,copes of which will be furnished upon request. lines coincide Nth pint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompcTrus Software 7.6.7(1L)-Z 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.8" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 DF #1SETR SPACED 29.0" O.C. 2-3=(-278) 256 TC LATERAL SUPPORT <= 12"CC. UON. LOADING 3-9=(-163) 101 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 441V -106/ 284H 5.50" 0.71 DF ( 625) LL = 25 PIP Ground Snow (Pg) 7'- 9.2" 0/ 178V 0/ OH 5.50" 0.28 DF ( 625) 7'- 11.2" -344/ 572V 0/ OH 1.50" 0.73 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 6.8" -170/ 90V 0/ OH 1.50" 0.14. DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 4 -f VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.322" @ 3'- 10.6" Allowed = 0.655" MAX TC PANEL TL DEFL = -0.286" @ 3'- 11.0" Allowed = 0.982" 3 MAX HORIZ. LL DEFL = -0.005" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 7'- 11.2" h( I 12 7 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, o Truss designed for wind loads a, in the plane of the truss only. 0 PO r1 a o f 1 6►� o M-3x4 y y y y Ed PRp,- 1-00 8-00 1-06-12 "C CS CC PROM DE FULL BEARING;Jts:2,5,3,4 pt;� X4O'NE, /0 8E7&2PE fir'"' JOB NAME : 18021 SAGE BUILT -WILLOW-MR - J8 • Scale: 0.3848 re • A -„„., WARNINGS: GENERAL NOTES, unless otherwise noted1 ' . ` f Truss: J8 Builder and eab on contractor should be advised of all General Notes 1.Ths design is based onlyupon the parameter's shown and Is kr an'ndlvitlual T h RE$O and Warnings beforest ct' building cop t.Applicability of design parameters and proper Y �y 2.2s4 compression web bracing must beinstalled where shownIncorporation f component is the responsibility of the ally braced designer. , f 3.Additional temporary bra g t stability duringconstruction2 Design sm thelop and bottom chords to be laterally breced et L'YiVf.rA, • ,, cs the responsibility of the C Additional Ib f 2 ..and t 10 respectively unless braced throughout their lengthb -IRV. l DATE: 12/8/2015 the overall structure is the responsibility of the buildingdesigner g continuous sheathingsuch as plywood sheathing(TC)and/or drywall(BC) j�wy� 3 l et I bct bridging or lateral bracing required where shown00 15 -A.U;L. SEQ.: K15808 9 3 4.Na load should be applied to any component until after all bracing and 4 Installation of truss's the responsibility of the respective conlredor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component end re lot dry OsIdihon"of use. 5.C p T has no pinto]over and assumes no responsibility kr the 6 De aceg assumes full bearing at all supports shown.Shim or wedge if ryXP'IRE fabrication,handling,shipment and installation of componenla -12/31/2016 8.This desgn'sfurnished subject to the limitations set forth by T Peegnaall be adequate onboth faces 's dad. December 8,2015 8 Plates Nall be locetetl on both faces o Irouss and placed co their center TPWWTCA in SCSI,copies of which will be furnished upon requestlines coincide with Joint center lines MiTek USA,Inc./CompuTrus Software 7.6.7)1L}E 9.Digits indicate size of plate in inches. 10.For basic connector plate deMgn values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and T:0757. uss-BC TRUSS SPAN 10'iii1IPLN5:Ii31:2021:00::2':::" IHC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( 072 2-5=(0) 0 TC: 2x4 DF #1&BTR LOAD DURATION INCREA2-3=(-327300B : 2x4DF #1&HTRSPACED24.0" 3-4=(-125) 51TTERSUPPORT <= 12"OC. DON. LOADINGBTERLSUPPORT <= 12"OC. UON. LL25.0)+DL( 7.0) ON TOP 32.0 PSFDLONBOTTOM 10.0 PSFBEARINGVERTHORZBRGREQUIREDBRG AREAOVEGS: 12.0" 0.0" TOTAL92.0 PSFLOCATIONSREACTIONSREACTIONSSIZE SQ.IN. (SPECIES)0'- 0.0 -30/ 444V -120/ 319H5.50" 0.71DF ( 625)LL = 25PSF Ground7'- 9.20/ 176V0/ SM5.50" 0.29DF ( 625)7'- 11.2" -316/ 502V0/ OH1.50" 0.64DF ( 625)BOTOM CHORD CHECKED FOR A MITED STORAGE10'- 9.2 -21/ 3V0/ OH1.50" 0.00DF ( 625)LIELOAD AT LOCATION(S) SPYIBC 2012.THBOTTOM CHORDDD LOAD MUM OF 10 PSF. ICOND. 2: Design.checked for net(-5 psf) uplift at 24 "00 spacing. 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" y MAX T,We-v. CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" TC PANEL LL DEFL= 0.459" @ 4'- 2.1" Allowed = 0.655" MAX TC PANEL TL DEFL = -0.305" @ 3'- 11.0" Allowed = 0.982" MAX HOAR. LL DEFL = -0.005" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.005" @ 7'- 11.2" Design conforms to main windforce-resisting 12 f( system and components and cladding criteria. 10.00 Wi140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B,. MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads ro in the plane of the truss only. M ,4-. PLEIIMIIIMIMIMIIIMIEMIMIIMI=111..11. --/ o .5'.-='o 1 M-3x4 � �0 PRO :5` y 1-00 1 8-00 y 2-09-03 y ��„5..<<_ . N�'atl"lE49 ' ,/dam '. 'PROVIDE FULL BEARING;Jts:2,5,3,9 CC. :9782PE JOB NAME : 18021 SAGE BUILT -WILLOW-MR - J9 • Scale: 0.3594 '--� WARNINGS: GENERAL NOTES, unlessotherwise noted: 6'° - i 1.Builder and erection contractor should be advised of all Genesi Notes 7 This design based only upontheparameters shown and forindividual 4 *` "' Truss: J9 and Wsmngs before construction commences. building p I Applicability of design parameters and pipe . 2 254 compression web bracing must be Installed where shown+. Incorporation f component theresponsibility of the building designer '". '• u414y"� 3 Additional temporary bracing toinsure stability during construction 2 2Dsig the lop andbottomssbrcs to d rourally braced 1 `x g cans 2 o.c.and at/0 a c.respectively unless braced throughout their length by is the responsibility of the erector.AdtlMonal permanent bracing of continuous sheathing such as plywood sheetli ng(TC)andbr drywaNBC). PAUL DATE: 12/8/2015 theovemllsorudures the responsibility of the building designer. 3.2a Impact britlging or lateral bracing required where shown++ SEK1580894 4 Nc10 dshouldbeapplledtoanycomponentuntl afterallbratngand 4Installation oftrusssthe reaponsiblityofth pectve cenlretoor..nl Q• fasteners are complete and ai no fine mould eny loads greater ihnn s.Oedgn assumes trusses era tc be urea sive environ design loads be applied to any component and are for dry condition"of urs. TRANS ID: LINK p pons 6.Design assumes full 6 ng at all supports shown.Shim or wedged EXPIRE-� 1241/2018 s.Compass control and assumes no responsibility tor the necesa p fab' tbn handling,shipment and nstallatonofcomponents. 7,Design assumes adequate dranagesprovided . December 8,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPNMfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate six o/plate in inches. MiTek USA,Inc/COInpuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2X4 DF #1&BTR SPACED 29.0" O.C. 2-3=(-374) 397 TC LATERAL SUPPORT <= 12"0C. UON. 3-9=(-128) 55 LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 999V -134/ 356H 5.50" 0.71 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 178V 0/ OH 5.50" 0.29 DF ( 625) 7'- 11.2" -331/ 507V 0/ OH 1.50" 0.65 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.6" -45/ 60V 0/ OH 1.50" 0.10 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 4 ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 0 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 = 0.305" @ 4'- 5.7" Allowed = 0.655" MAX TC PANEL TL DEFL = -0.308" @ 3'- 11.0" Allowed = 0.982" MAX BORIZ. LL DEFL = -0.007" @ 11'- 10.8" MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.8" Design conforms to main windforce-resisting 12 3 system and components and cladding criteria. 10.00 7 141Wind: 140 mph, h=24.2ft, 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, ro Truss designed for wind loads 1 in the plane of the truss only. 0 0 m IKAIIMIMMIIIMMIMIIMIlmmim O • ar- 0 1 - 6�_� --f M-3x4 ll oo l l l le.5 -0 PF�`p�c80.. 8-00 3-11-09 �CO� NGINE f (PROVIDE FULL BEARING;Jts:2,5,3,4 �yy' :9782.PE r''` JOB NAME : 18021 SAGE BUILT -WILLOW-MR - J10 i Scale: 0.3333 AIM WARNINGS: GENERAL NOTES, unless otherwisenoted: tate / 4) Truss: J10 Builder and erection contractor shoultl be advised or all General Nobe this design s based any ups to parameters shownand is or an Individual E►. OREGON nd We gs beta nstconstruction building component.Applicab I ty f design p t and proper 77 2.2 4 compression b braung must beinstalled here shown. poral f component thepo bitty of me building designer. �" 3.Atltla' i temporary b g t Nabilily d ng aanctn,ction 2 Design assn thetop and bottomchords to be laterally braced at -7 *..d�FiVF.;.l ' is theresponsibility f the erector Malone!permanent bracing of 4 o c.and t 10 ..respectively braced throughout(heir length by ! l DATE: 12/8/2015 the overall structure is the responsibility Int building designer. continuousrltd M r such plywoodsheathing(TC)e own...•drywall(13C) PAUL � 4.Na load should De applied to an 3.2s Impact b Cg g t rel bracing qu res where shown,t SEQ.: K1580895 pplie any 4.installation oftruss sthe responsibility of the respectivecontractor . fasteners are compete and at no lime should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be tippled to any component. assts or"dry a use 5.CompuTrus hes no control over and assumes no responsibility for the e.Dew assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication handling,shipmentandinstallationof components. necessary E€PIRES: S.Thee deegnisfurnishedsubjecttoth Imitations set forth by 7.PlatesPlssign shall on opms December 8,2015 8. s c shall be located center both faces of truss,and placed so their center TPIIWfCA in SC81,copies of whkh will be furnished upon requeffi. lines ceincitle with pint center I nes. MiTek USA,Inc./Compulnus Software 7.6.7(1L)-E 9.Digits indicate size of plate in inches. 70.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11. This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 LUMBER 4PDFIFICATIONS 1-2=( 0) 72 2-5=(-122) 163 3-5=( -88) 184 TC: 2x4 DF #16BTR LOAD DUSPAIED I24R0ASE = 1.15 2-3=(-262) 76 5-6=( -58) 80 5-4=(-135) 200 BC: 2x4 DF STANTR SPACED 24.0" O.C. 3-4=(-205) 114 4-6=(-324) 228 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"0C. 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) 0'- 0.0" -92/ 480V -106/ 171H 5.50" 0.77 DF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -38/ 321V 0/ OH 5.50" 0.51 DF ( 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. i 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= 0.114" @ 3'- 1.2" Allowed = 0.458" MAX TC PANEL TL DEFL = 0.221" @ 3'- 3.6" Allowed = 0.686" 5-09 2-03 MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.2" f f fMAX HORIZ. TL DEFL = 0.001" @ 7'- 10.2" 12 12 10.00 10.00Design conforms to main windforce-resisting IIM-4x4 system and components and cladding criteria. 3 4 Om Wind: 140 mph, Heights),6Enclosed,ft, 4Cat.2,, Exp.B, CE 7-10, (AllMWFRS(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-3x9 4� m 0 1 mM 'i d7G KlIrd o = 6 6 I M-3x4 M-3x4 M-1.5x3 5-10-12 2-01-04 ct�E© PROpSS y 1-00 J. 8-00 y 'RCO- �NGI tE ' `',/ 4 49 0 t 897B2PE JOB NAME: 18021 SAGE BUILT -WILLOW-MR - J11J Scale: 0.3824 ir M, WARNINGS: GENERAL NOTES, unless thnoted'. % . � I.Builder and erection contractor should be advised of all General Notes 1.This design only based o p theparameters 1 M and for ndivitlual 7 "; Truss: J11 and Warnings before construction commences building oamponent.Applicability ofa design parameters and proper z z 4 webmust be crag led where shown• incorporation f mpo nt-theof the buildinga finer. " 'IRV {/"�. compression wa bracing 2.Designthe top and sod chortle 10 be laterally braced at w 3 Additional temporary bradn9l odors stability dunng construction 2 o.c.and at t aecrespectively unless braced throughout their length by y�{ is the responsibility of the erecta AtIdilional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL i DATE: 12/8/2015 me overall structure re the responsibility of the budding designer. 3 2k Impact bridging or lateral bracing required where shown•+ S E K 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is thesp slay f therespective censestsr. Q• 15 8 0 8 9 fasteners are complete and at no time should any loads greater than 5 Design assumes trusses to be used in a nonmorrostve environment, designloads be applied to anycomponent and are for dry Banda f use TRANS ID LINKPP ed no 6 Design assumes full bearing at MI supports shown.Shim or wedge if IBES 12/31/2018 5.C puTrus has no centrolo and responsibility for necessary fabrication,handling shipment andnineteencomponents 7.Design assumes adequate drainage sprovided. December 8,2015 6.This design is furnished subject to the limitations set set forth by 8 Plates shall be Ncated on both faces of truss and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon requestlines coincide ehlh loin)center lines. 9.Diggs indicate sine of plate in inches. , Wel,USA,Inc.ICompuTrus Software 7.6.7)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.8" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&HTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-9=(0) 0 BC: 2x9 DF #16BTR SPACED 24.0" O.C. 2-3=(-69) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -132/ 979V -12/ 83H 5.50" 0.77 OF ( 625) 1'- 9.2" -86/ 95V 0/ OH 5.50" 0.07 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.8" -36/ 78V 0/ OH 1.50" 0.12 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/1B0 MAX LL DEFL= 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.022" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = 0.009" @ 1'- 5.5" Allowed = 0.205" MAX TC PANEL TL DEFL= 0.004" @ 1'- 9.4" Allowed = 0.307" 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 3.1" MAX HORIZ. TL DEFL = -0.000" @ 3'- 3.1" Design conforms to main windforce-resisting ' system and components and cladding criteria. Wind: 190 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r l load duration factor=1.6, o. End vertical(s) are exposed to wind, o Truss designed for wind loads iin the plane of the truss only. ti 00 f 0 2 4 010- 1 M-3x4 1 l l y y 1-08 2-00 1-03-13 'PROVIDE FULL BEARING;Jts:2,4,3 Q�V P R©�„`(�� ist ` 897a2PE -src-< JOB NAME : 18021 SAGE BUILT -WILLOW-MR - SJ1 • {41r • Scale: 0.7868 ,`.5. WARNINGS' GENERAL NOTES, unless otherwise noted: / 7 •, Truss: SJ1 1 Builder and erection contractor should be advised of all General Notes i.This design is based only upon the parameters shown and Is for an individual 'A,OREGON eR and We ng beforestrud b Id gcomponent.Applicability fd g parameters and proper -A�r 2.2x4 compression web bracing el to installed here shown incorporation f component thepo b I ly of the bu'ding designer. 3.Additional temporary bracing l insure stability during construction 2.Deg assumes the top and bog chords to be laterally braced al 94 ARV ;.i", is the responsibility (theerector.Additionalps permanent bracing or c and t1a respectively unless braced throughout their length by mss. / l DATE: 12/8/2015 the overall structure a the responsibility f thebuilding' tlesigner. nt nuoua sheathingor such as plywood sheathing(TC)and/or tlrywall(BC). 'r'E 6}•� 3 2x Impact bridging lateral bracing required where shown++ r lJs�u SEQ.: 0<1580897 4.No bad should be applied to any component until alter all bracirg and 4.Installation of truss's the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ld to any component. and are far"dry condition"of use. TRANS ID: LINK design loads be applied 5.C p T hes no d t over and responsibility for the 8 Design assumes full bearing at ell supporta shown.Shim or wedge if EXPIRES ' 1 _ necessary fabrication,handling,sh p t and tnstallation of components ] Design assutl q ate drainage is providetl. 6.This design is fumished subject to the fmttations set forth by B.Plates shall be located on both faces of truss and placed so their center December 8,2015 TPIIWrCA in SCSI copes of which will be famished upon request lines coincide with pint center lines. MiTek USA,Inc./CompuTrus Software 7.6.](1 L)-E 9.Digits indicate size of plate In inches. 10.For bask:connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 6'- 7.8" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 LUMBER SPEFIFICATIONS 1-2=( 0) 89 2-9=(0) 0 TC: 2x9 DF #1&BTR LOAD DUSPAIED INCREASE = 1.15 2-3=(-117) 53 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD= 10.0 PSFLOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -97/ 961V -25/ 139H 5.50" 0.79 DF ( 625) 1'- 9.2" -65/ 199V 0/ OH 5.50" 0.31 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 7.8" -75/ 160V 0/ OH 1.50" 0.26 DF ( 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 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL= 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.022" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.006" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 6'- 7.1" MAX HORIZ. TL DEFL = -0.001" @ 6'- 7.1" 12 3 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. '' Wind: 140 mph, h=20.9ft, 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. ti I o 0 M f o /- 2110"---=41 ► 4 0 1 M-3x4 y 1-08 l 2-00 l 4-07-13 1 6 t0 PROF40- 'PROVIDE FULL BEARING;Jts:2,4,3 897&2PE r. JOB NAME : 18021 SAGE BUILT -WILLOW-MR - SJ2 Sale: D.5475 ,,;� -. WARNINGS. GENERAL NOTES unless olherxsenoted . �. � �•.� tly 1 Budder and erection contractor should be advised of all General Notes 1.This d ig based only p thep 1 h and re bran individual �" Truss: SJ2 ndWammgabefore construction commencea bidingcomponent.Amicability of design n l and proper carpo rl r po t m responsibility of the laterally budding atner. "" -1" 2.2a4 preb bracing must be installed where shown•. 2 Design thelop and Cott hob I b I 1 ally bracee at 3 Additional temporary b ng to nacre stab lily tlurtng construction 2 o.cand at 10'o .respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of congnuous sheathing such as plywood sheath ng(TC)and/or drywall(BC). A tit,DATE: 12/8/2015 the overall structure is the responsibility of the budding designer. 3.W Impact bridging or lateral bracing required where shown•• SEK1580898 a.No load should be applied to any component until after all bracing and a.Installation of Coss is me responsibility of therespective mntractor�ent 4•• are complete and a[ t should any loads greater than 5 Design assumes trusses are to be used sive environment, design loads be applied to any component dare for dry condition'.of use. EXPIRES. � TRANS ID: LINK 5.C p T us has no control o and EX s no responsibility for the 6.Design mea full beefing at all supports shown.Shim or wedge f f RES.12/31/2016 Nb tion handling shipment and installationofmmponenfs 7 Design assumes adequate drainage is provided. December 8,2015 6.This design is furnished subject to the hmilatioss set forth by B.Plates shall be boated on both faces of truss and placed so the r center TPIANTCA in SCSI.copes of which will be furnished upon requestlines coincide with joint canter lines. 9.Digits Indicate std.of plate in inches M,Tek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ES17-1311,ESR-1988(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 2400F LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-174) 81 ( ) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -37/ 316V -38/ 187H 5.50" 0.51 DF ( 625) 1'- 9.2" -197/ 474V 0/ OH 5.50" 0.76 DF ( 625) LL= 25 PSF Ground Snow (Pg) 9'- 11.8" -115/ 242V 0/ OH 1.50" 0.36 DF ( 670) 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 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.022" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.011" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.015" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 9'- 11.1" MAX HORIZ. TL DEFL = -0.001" @ 9'- 11.1" - Design conforms to main windforce-resisting systemand components and cladding criteria. I 12 t' Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ti c oaD M co o I 2► 4 1 M-3x4 y b y 1-08 2-00 7-11-13 y �[ ,DEQ PR 0,P., ' (PROVIDE FULL BEARING;Jts:2,9,3 I "\ _1 „IN - ct &'''.782.PE if fie, JOB NAME : 18021 SAGE BUILT -WILLOW-MR - SJ3 Scale: 0.4379 ' 'i.. WARNINGS: GENERAL NOTES, unless otherwise noted1 : �. �� TrussSJ3 Builder and erection conhador should be advised of all General Notes This design is laced ony upontheparameters shown and is for en individual ' -qy OREGON r s and Warnings before construction commences building component Appiceblty of design parameters and proper aJI�,' /�)c N6 2.2s4 compression web bracing must toinstalled where shown+ ncorporelon ofcomponenl the pct b lty of the bu ltling designer V 3.Additional temporary braong to insure stability d ring construction 2 Design assumes the top and bon chords to be laterally braced at alf rt'1 \A'• r'� 'T.' • s the responsibility of the erector.Addle I permanent bracing of 2'o.c and at 10 o.c.respect ly braced throughout their length by i DATE: 12/8/2015 the overall structure is the responsibility f thbuilding designer. continuous or suchasplywood ui atbherea swn+tlrywell(BC). PA � 3 2e Impact bridging or lateral bracing required where shown++ P SEQ.: K1580899 4 No load should be applied to any component until after all bracing and A Installation oftruss sthe responsibility ofthe respective contractor. fasteners are compete 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 or use 5.CompuTrus has no control over and assumes no responsibility far theEXP8.Design sesames full bearing at all supports shown.Shim or wedge if rra�yy �1 q ran�4 fabrication handling,shipment and installation of components7.Design assumes. cessary. {l 7�'Q. I.� J'S3:7.FQ e drainage m rovid 6.This design isfum hes bjecttothe limilalonsset forth by 8.Plates shall be located on both faces oftrusssand placed sotheir center December 8,2015 TPIAwrCA In SCSI copies of which will be furnished upon requestlines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Diggs indicate size of plate in inches. 70.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2-3=(-50) 15 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC 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 DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -68/ 301V -6/ 43H 5.50" 0.48 OF ( 625) 1'- 9.2" -29/ 24V 0/ OH 5.50" 0.04 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 DF ( 625) 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 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL= 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" T f MAX TC PANEL TL DEFL= -0.001" @ 1'- 2.9" Allowed = 0.145" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, 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, 9 -1 Truss designed for wind loads in the plane of the truss only. 0 o M f O C o M-3x4 1 1 b 1-00 2-00 (PROVIDE FULL BEARING:Jts:2,4,3 ryry 14GINE 4 . . 89782PE "' • JOB NAME : 18021 SAGE BUILT -WILLOW-MR - SJ4 Scale: 0.6957 WARNINGS: GENERAL NOTES, unless otherwise noted .e'1', T.JRGV/"flLt 1!le I Budder and erection contractor should be dvieed of all General Notes I.This design is based only upontheparameters shown ands for an individual i' Tv.+F (3O!f V Truss SJ4 and Warnings before construction commences braiding component Applicability of design parameters and properincorporatio _ 2.204compression web bracing stbe installed whore.Frown+. Design assumes componentistheresponsibility of the building designer. I 2.Oesign assumes the lop and bottom chords to be laterally braced at *'-Y '`" , 3.Additional temporary bracing to insure stebil ty during construction 7 c.c.and at I S o.c.respectively unless braced throughout their length by ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). PAUL DATE: 12/8/2015 the overall structure nano responsibllly of the b Icing designer. 3.24 Impact bndging or lateral bracing required where shown++ 4.No bad should be applied to any component unt'I a all bracing and 4.Instadatbn of trusss thesponabildy of the respective contractor. SEQ.: K 15 8 0 9 0 0 fasteners are complete and at no time should any loads greater than s Design assumes trusses are to be used m a noncorrosive environment TRANS ID• LINK design loads be applied to any component and arefor drycantlrtan of use. 5.CompuTrus has no control over and assumes no responsibility for Me 6.Devon�eswmea full bearing at all supports shown.Stem or wedge if EXPIRES': 1,1. 18 fabrication,handling,shipment and installation of components necessary Cly(- RGi'�. 1 p poh b B.Designassumeson both io trusts,d. December 8,2015 6.This design is furnished subject to the Ilmaatlorls set forth by S.Plates shall be located on both hces of truss,and placed so their center TPVWfCA in SCSI,copies of which will be furnished upon requestlines coincide with pint center lines. 9.Oigits indicate sire of plate in inches ,,MiTek USA,Inc.ICompuTrus Software 7.6.7(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) A This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4= BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 30 (0) 0 TC LATERAL SUPPORT<= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 DF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 DF ( 625) LL= 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed.= 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL= -0.002" @ 1'- 0.1" Allowed = 0.067" 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" '' 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, o End vertical(s) are exposed to wind, CV ITruss designed for wind loads in the plane of the truss only. M /- o o11o1 o 2► 4► M-3x9 l l l l 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 I > O PRO,co tvoiNe6.-F k" 89782PE fir..• JOB NAME : 18021 SAGE BUILT -WILLOW-MR - SJ5 Scale: 0.7890 -'7 ,/ WARNINGS: GENERAL NOTES, unless othe - ted' f � Truss: S JS I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upontheparameters shown and s hr anindividual a '' OREGON 9 to F M Warnings beforeconstruction Wilding' cop t Applicability f design parameters and proper +'s sy, 2.2s4 compression b bracing et be stalled where shown+. rpo f f component the responsibility of the building designer '' ' . 3.Additionaltemporary bracingt stabilitytl gconstructwn 2.Deg assumes thetop and bottomchords to be laterally braced at .-7.tiiuF;A - i,,. .= is theresponsibility f the erector Additional p permanent bracing or 2 ..and t 1 drespectively braced throughout their length by ,7 r 1 DATE: 12/8/2015 the overall structure is the respons f the building designer. 2xcontinuousmps sheathing such as plywood hr ethmg(rc)andl drywall(BC) PAUL Q. 3 In Impact bridging lateral bracing qu the where shown•t+ ('F' [i SEQ.: K 15 8 0 901 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respec ive 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 loads be applied to anypomponenc and are or condno or use. 5.CompuTnre has no control over and assumes no responsibility for the 6.n Design mums full bearing at all supports shown.Shim or wedge if EXPIRES ' fabrcetlon handling shipment end installation of components, necessary_ 12/3112016 6.The design is furnished subjed to the limpetions set forth by 6 7.Dew PPlatesh u beassumes c locatedequsle drainage s provided. December 8,2015 . n on beth faces of truss,and placed so their center TPIMICA in SCSI,copies of which will be furnished upon requestlines coincide with pint center lines. 9Dlgds indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E . to.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) I Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION1 /q Failure to Follow Could Cause Property 3 " Center plate on joint unless x,y 6 4-8 dimensions shown in ft-in-sixteenths I (Drawings not to scale) Damage or Personal Injury offsets are indicated. I'E Dimensions are in ft-in-sixteenths. 1114614„ Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. OP CHORDS diagonal or X-bracing,is always required. See BCSI. TC1.2 C2-3 2. Truss bracing must be designed by an engineer.For O 1/f d 4 wide truss spacing,individual lateral braces themselves bracing shouuireld be considltern five Tor I MENIIII MIA"' F 3. Neverexceedthe designloadingshown andnever 1_� � stackmaterialsoninadequatelybracedtrusses.4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c_a c C5-6 designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0-'Ad'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and loemcations a mbed fully. ul.Knots d by ANSand wale at joint IIMIIMI required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZEuse with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. / Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *11=0 reaction section indicates joint 17.Install and load vertically unless indicated otherwise. III aNI IIII II number where bearings occur. Min size shown is for crushing only. MINIMA 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Mil..---.7-.1project engineer before use. Industry Standards: 19. ew pnesign(front, wd ANSI/TPI i: National Design Specification for Metal andRevipictures)beforesof use.this dReviewing p Plate Connected Wood Truss Construction. icturesback,aloneors is not sufficient.allortio DSB-89: Design Standard for Bracing. e BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with MiTek Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013