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Plans (128)r MSTC - a)g-Lk--A- ,,, • l t.JL.1 �S SVS ) \,0a.•V'NU-� l `Ls1'-0" �'�11 .' .� "' ; )9 6'-0" 34'-6" 10'-6" 1- I A.[JG.130 20 D W00copc0coaococoW W00co0oco I. Cl) t� t_ t_ t_ r✓ ` � � � � � t. r✓ � c .#' i 0 a , x i 1 , ficii-ixiir'SC i'..Wkif.;,1/),41,1 o AJ 1110;j' J- - -.J2 : 1 .K2 II 1 ;i• a; jrr 1 I /� _.:iAJ _ "' _-DB2 "Nip- / I■I� _ 1 4 c..., , AJ /� 1B3 0 / r •J2 2Nr-i �I� jl�tel .1.,,,,„, ,,_ , W V - �' ,�_r -01. - .J5 c LJ ,■I Zi ^� .� -rli c II''II co CJ ,I,� N o M1 .J3 LJ Al r �" C3 16'-0" .J2 �. Cl)1 I IP I fl n N / ` , I ..p3 • N rn a ti, � 1 1 0 cc 2 co 6,41'1"2).n . . .. = = 61 DS 1 w w____d , , a / 1 ili1�� F3 •IV_ J1 to C , gm Mr l y. CO `@ N :'• " �r J2 � - ,\ J3 p G III!; NF® -1 .1 _J4 6 Mc I GJ IU'__ V - -- -J5 CO t7 1 —1.—u - R a. HJ6 00 GJ3 ;i Lam. Cwt o v z b GJ9 � '• �,� _ N J5 0 c 0 V G. I , J4 yN _L-r. any, ._ kiJ3 iN I' u n m� IJ2 rs xirn t) ..f o a• -mmr _ \II- J1 ,. 1" � L LL .'Q a . ` N3C_ 01t:_ C_ N Co) ?� C71 Cr� O) -I CO CD L41-6" I 3'-0''-q" 8'-10" 12'-q" 26'-0 1•' 1 5'-8" 51'-0" 4'-10" ©Copyright CompuTrus Inc.2006 _DER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS uLOBAL HOUSING 04/22/18 PLACEMER TO TRUSS CALCULATIONS ONLY.REFEAND ¢, ENGINEERED STRUCTURAL M VECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER Paoli!' :0830 GLOBAL LOT 3 WALNUT INFORMATION BUILDING DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS N: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING .OT 3 WALNUT / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO TRUSS REVIEW AND APPROVE OF ALL COMPANY IVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. LOT 3 WALNUT 0.105" - 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. II=ME i' MI MiTeks'' MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 20830 GLOBAL LOT 3 WALNUT 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: K4519806 thru K4519911 My license renewal date for the state of Oregon is December 31,2019. �c..c, oGtNE /7, /0 <tr 89200PE -$7r rt- 7 4,OREGON �tV /O 9r 14, 2-C/ 4 `6RRILA- v aff. ir.t _ April 20,2018 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. ( This design prepared from compLter input by • Pacific Lumber and Truss-BC LOMB R SPECIFICATIONS 11-06-ID HIP SETBACK 4-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF til&BTR 11-06-00 GIRDER SUPPORTING 30-03-00 FROM 7-00-00 TO 11-06-00 1- 2=( 0) 100 2- n=( -570) 2542 9- '+_( -136) 66 7-13=(-116) 690 BC: 2x6 DF 55 LOAD DURATIONINCREASE = 1.15 (Non-Rep) 2- 3=(-3378) 776 9-10=( -574) 2550 3-10=( -388) 1446 WEBS 2x4 DF STAND 3- 4=(-3884) 954 10-11=(-1340) 5428 10- 4=( -240) 1182 LOADING 4- 5=(-3490) 878 11-12=(-1340) 5428 10- 5=(-2690) 702 TC L TFRAL SUPPORT <- 12"01. UO5. LL - 25 PSF Ground Snow (Pg) 5- 6-3-46662) 1178 12-13-) -922) 3666 11- 5-( -974) 2260 BC L TERAL SUPPORT <- 12"OC. [JON. SC UNTO LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7-3-5180) 1290 13- 6-) -928) 3908 5-12-(-1232) 292 SC UNTO LL( 75.0)+IL( 21.0)- 96.0 PLF 4'- 0.0" TO 7'- 6.0" V 6-(-5176) 1240 6-12-( -359) 1656 SC UNIF LL( 50.0)+IL( 14.01- 64.0 PLF 7'- 6.0" TO 11'- 6.0" V 12- 7-( -298) 1142 NOTE 2x4 BRACING .AT 24"0C VON. FOR BC UNIF LL( 0,01+DL( 30.01= 30.0 PLF 0'- 0.5" TO 11'- 6,0" V ALL LAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 353.1)+DL( 240.11= 533.2 PLF 7'- 0.0" TO 11'- 6.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 100,0)+DL( 28,0)- 128.0 LBS @ 9'- 0,0" 0'- 0.0" -666/ 2654V -33/ 47H 5.50" 9.25 DF ( 625) OVER AIMS, 24,0" 0.0" TC CONC LL( 100.0)+DL( 28.0)= 128,0 LBS 8 7'- 6,4" 11'- 6,0" -1004/ 4266V 0/ OH 5.50" 4.32 DF ( 625) ADDL: BC CONC LL+DL= 2541.0 LBS @ 6'- 0,0" ( 2 ) complete trtases required.r)) LIMITED STORAGE DOES NOT APPLY DUE TO Till SPATIAL GOND. 2, Design checked for net(-5 .00) n.l1=t at 24 "cc 0•acin . Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 ABS .RC 2015 NOT BEING MET. nails staggered: VERTICAL DECLT:,'TION LIMITS: LL-L/240, TL=L/180 9" oc in 1 row(s) _hroughouL 2x4 Lop chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0,010" @ -2'- i,n" Allowed = 0,260" 8" oc in 2 row(s) _hcoughoul 2x6 hoLLom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,011" @ -2'- 3.n" Allowed = 7.267" �" or- in 1 row(s) _h rouyhoCL 2x4 webs. MAX LL DEFL = 0.027" @ - 5.n" Allowed = 0.529" MAX TL CREEP DEFL = -0.096" @ 5'- P.n. Allowed = 0.706" MAX HORIZ. LL DEFL = -0.009" @ 11'- 0.5" MAX HORIZ. TL DEFL = 0.017" @ 11'- 0.5" 3-11-11 3-06-10 3-11-11 T f T T Design conforms to main windforce-resisting 1-11-11 2-00 1-08-05 1-10-05 2-00 1-11-11 system and components and cladding criteria. 12 1286 1288 Wind: 140 mph, h=20,3ft, TCDL=4.2,BCDL=6.0, A;CE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), 6.00 Q 6.00 load duraLion factor-1.6, Truss designed 06 ,1,6,)d loads in Lhe plane of Lhe. Lruss only. M-4x6 M-5x6 9 M-4x8 M-3x4 M-3x4 3 , M-5x12 410, 2 13 f8 v 10 11 12 --lam M-1.5x3 M-4x8 M-3x8 M-3x8 M-7x10 M-3x6 J, y i, +2541# y y y 1-09-15 1-08-13 2-01-04 2-03-04 1-08-13 1-09-15 y y ���EO p OpFSS 2-00 11-06 • � , GINFFR /O • 2 `r 89200PE vv JOBB NAME : 20830 GLOBAL LOT 3 WALNUT - Al • { Scale: 0.4132 WARNINGS: GENERAL NOTES, unless otherwise noted: 0M 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 "f7G OREGON 4/ T r s s: Al and Warnings before construction commences. building component Applicability of design parameters and proper A_ t 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. / �J �O7`N��, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at I "7�' 1 A z o.c.and at to'no_respectively braced throughout their length O 1 Y's is the responsibility of the erector.Additional permanent bracing of Sp y un ass g g y DAT 4/19/2018 the overall sired re is the responsibility of the building designer. continuous sheathing such es plywood sheathing(TC)and/or drywell(HO). '''... 3.In Impact bridging or lateral bracing required when shown.. a 1�� SE K 4 519 8 0 6 4.No loatl shouts be applied to any component until akar all bracing and 4.Design Installation of truss s the responsibility of he respective contractor. /1 . fasteners are complete and at no time should any loads greater than 5.Desiassumes trusses are to be used In a non-corrosive environment, TR NS ID: LINK design loads be applied to any component. and are for"dry wntlition"p(use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fullbearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, hlcomponents. necessary. ��77 q p shipment and installation of 7.Design assumes adequate drainage is provided. April 20,L0 I O 6.This design is furnished subject to the limitations set forth by 8.plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sac of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR.1311,ESR-1988(MITeh) 1 This design -prepared from computer input by Pacific Lumber and Truss-BC LUMBEt SPECIFICATIONS TRUSS SPAN 4'- 0,0" DEC 2315 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 284 DF 41&BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 101 2-5=(0) 0 2-3=0627) 338 to BC: 2x4 DF 41618TR SPACED 24.0" O.C. 3=(-2£1) 50e WEBS: 2x4 DF STAND 3-9=( -84) SE LOADING TC LA^FRAL SUPPORT <- 12"0C. UOE. LL( 2.5.0)+DL( 7.0) ON TOP CFORD - 32.0 PS= BC LA^FRAL SUPPORT <- 12"OC. UOE. DL ON BOTTOM CFORD - 10.0 PS, BEARING MAX VFPT MAX FIORE BRC: REQUIRED BRG AREA TOTAL LOAD - 42.0 PS, LOCATIONS REACTIONS 7:FACTIONS SIZE .SQ.IE. (SPECIES) LFTIN.;: 2-00-00 2-00-00 0'- 3.0" -141/ 580V -_ 75H 5.5:3" 0.33 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -193/ 46V 0/ OH 1.50" 0.07 DE ( 625) OVERHANGS: 24.0" 0.0" 4'- 0.0" 0/ 38V 0/ OH 5.50" 0,068 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT-AL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,3,5 1 BOTTOM CHOUD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICONS. 2: Design checled for net.(-5 psf) u lift at 24 "on s.acin . J VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" 5 -2'- 0.3" Allowed = 0.200" A 1-11-11 MAX TL CREEP DEFL - -0.046" g -2'- Allowed - 0.267" MAX LL DEFL - 0.000" 9 0'- 0.0. Allowed - 0.078" MAX TC PANEL LL DEFL - 0.002" 9 1'- 0.8" Allowed - 0.127" 12 MAX TC PANEL TL DEFL - -0.002" 9 0'- 11.9" Allowed - 0.191" 6.00 [/ MAX BC PANEL TL DEFL = -0.007" 9 2'- 1.4" Allowed = 0,199" li MAX HORIZ. LL DETL = -0.003" 9 1'- 10,9" MAX HORIZ. TL DEFL = -0.003" 9 1'- 10,9" Design conforms to main windforce-resisting M-3x4 system and components and cladding criteria. Wind: 140 mph, 0=10.2ft, TCDL=4.2,BCDL=6.0, ASCO 7-10, (511 heights), Enclosed, Cat,2, Exp,B, MWGRS(Dir), load duration factor=1,6, Truss designed for wind loads Al in the plane of the truss only. 0 0 smill011.i' ,-4 0 di I 0III -A 21102. .. �J M-3x6 L I y 2-00 4-00 � PR pFF�c°pNss �� NG4'� �,� �� � a9 GO' . % JO0 NAME : 20830 GLOBAL LOT 3 WALNUT - AJ1taalP Scale: 1.0925 WARNINGS: GENERAL NOTES, unless otherwise noted: lc 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 "vim ,,OREGON � �� Truss: AJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. / 2P\ .0 �� 3.Add bonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at IO 4 fr 1 is the responsWiety o(the erector.Adtlilianal permanent bracing of 2'O.t.and at 10'oc.respectively unless braced throughout their length by 1 w DATE: 4/19/2018 the overall sbuclureis the res biles f the huildin deli continuous sheathing such as plywood sheathing(TG)and/or drywell(BCJ. VV1 ponc y o g goer. 3.2z Impact bodging orleleral bracing requirhe where shown++ /71 . EXPIR �� SEQ K4 519 8 0 7 4.No load should be applied to any component until agar all bracing end 4.Installat on of buss s he responsibility o/the respective conhaclor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In anon-corrosive environment, deli tls be d to en 1 and are for"dry condition"of use, TRA S I D: LINK gn pa app ie y ppmp:O' 5.CompuTrus has no cronlrol over end assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if RES: 12-31-2019 fabrication,ha.r rg,shipment and Installation of components. neceas pry. q p� 7.Design assumes adequate drainage Is provided. F. 20,2 I O 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of Wass,and placed either center TPIM?CA in SCSI,copies of which will be furnished upon request Imes coincide with joint center lines. 9.Digits indicate size of plate in inches. M:Tek USA,It1G/CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) I This design -prepared from compoter input by Pacific Lumber and Tress-BC i LUMBE SPECIFICATIONS TRUSS SPAN 4'- 0,0" • INC 2015 MAX MEMBER FORCES 4WR/GDE/Cg=1.00 w TC: 2x4 DF k1&ETR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3=(-605) 282 : '2DF k1&BTR SPACED 24.0" 0.C. 2-3=(-288) 519 - BSNx4 : 204 DF STAND 3-4=( -58) 40 LOADING TC LA FRAL SUPPORT <- 12"OC. UON. LL( 25.0+DL( 7,0) ON TOP CHORD - 32.0 PIF BC LA FRAL SUPPORT <- 12"OC. UON. CL ON BOTTOM CHORD - 10.1 PSF BEARING MAX VERT MAX HORD BRG REQUIRED BEG AREA TOTAL LOAD - 42.0 PIE LOCATIONS REACTIONS ZEACPIONS SIZE SQ.IN. (SPECIES) LETIN 2-00-00 2-00-00 0'- 3.0" -110/ 5038 -16/ 10.51 5.52" 0.81 DF ( 625) LL = 25 PIF Grouna Snoo (Pg) 3'- 9.2" 0/ 38V 0/ OH 5.5C" 0.06 DF ( 625) OVERH NGS: 29.0" 0.0" 3'- 11.7" -53/ 113V 0/ OH 1.51" 0,18 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,5,4 1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD L:VE LOADS ACT NON-CONCURRENTLY, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.C" Allowed = 0.200" 3-11-11 MAX TL CREEP DEFT, - -0.046" Co -2'- Allowed - 0.267" / 0.0" I MAX LL DEFT, - 0.031" 0 1'- 8,4" Allowed - 0.154" MAX TL DEFL, - 0.031" Re 1'- 8.4" Allowed - 0.206" 12 6.00 MAX HORIZ. LL DEFL = -0,015" @ 3'- 10.9" MAX HORIZ. TL DE'L = -0,015" 0 3'- 10.9" 4 y Design conforms to main windtoree-resisting system and components and cladding eciLeria. Wind: 140 mph, h=20.3ft, TODL=4.2,BCDL=6.0, ASCE 7-10, (ASS Heights), Enclosed, Cat,2, Exp.B, MWFRS(Don), 1,00 riooro00000011111111 load duration factor-1.6, Truss designed for wind loads M-3x4 in the plane of the truss only. } r 000. 0 N co Oil ,,-o ,w ill O 2 -, 1 M-3x6 y J, y 2-00 4-00 ��, EO PR Ores \C? OGINEF9 /© 89200PE p JO NAME : 20830 GLOBAL LOT 3 WALNUT - AJ2 ,1 ,,,•„ %' Scale: 0.6278 ��UU - WARNINGS: GENERALNOTES, unlessotherwtsenoted: 1,) h'. Truss: AJ2 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 7t. "I"OREGON 1(/ and Warnings before construction commences. building component.Applicability of design parameters and proper A. 2.2z4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /6 xik 14 2a� `,-�� 3.Adtlilional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al is the res d6 f the erector,Additional 7 o.c.and at 10'o.c.respectively unless braced throughout their length by ponsi h'o permanent bracing or continuous sheathing h as pod sheethin TC a DATE 4/19/2018 me overall structure is the responsibility of me building eeaignar, g sup plywood g( )andror drywall(BC). //��..,,,, 3.In Impact bridging or lateral bracing required of the where shown /�.a t�� S E Q. : K4 519 8 0 8 4.No load should he applied to any component until after all bracing and a.Design assumes o r truss is es responsibilityused pr me reaps five s erro or. fasteners are complete and at no time should any loads greeter than 5.Design assumes Susses 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 6.Design assumes tun bearing er all supports shown.shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, necessary. assumes 11 dshed shipment and installation of components. 7.Design aumesadeguale drainage's provided. April 20,2018 0.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center • TPI/WTCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. Mi Tek USA,Inc./CompuTrus Software 7.6.8(1 L)-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 LUMB'B SPECIFICATIONS TRUSS SPAN 5'- 7,9" IBC 2015 MAX MEMBER FORCES 40R GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=1D) 0 2-3=(-607) 246 BC: 2x4 DF 416BTR SPACED 29,0" O.C. WEBS: 2x4 DF .STAND 2-3=(-1I1) 517 3-4=(-111) 57 LOADING 4-5=( -42) 31 TC LERAL SUPPORT <- 12"OC. UON. LL( 25.0)-DL( 7.0) ON TOP CHORD - 32.0 PSF BC L' ERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 POE TOTAL LOAD - 42.0 PSF &FARING MAX VERT MAX HORZ BIG REQUIRED BOG AREA LFTI I: 2-f,0-00 2-00-00 LOCATIONS REACTIONS ZEACTIONS SIZE. SQ,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- C.O. -91/ 517V -23/ 102H 5.54" 0,63 DF ( 625) OVER('NGS: 24.0" 0,0" 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.05 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 11.2" -105/ 224V 0/ OH 1.50" 0.29 DF ( 625) REQUISEMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 5'- 7.9" -19/ 75V 0/ OH 1.5C" 0.12 DF ( 6251 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM COORS LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jtu:2,5,4,5 j [COND. 2: Design checked for net(-5 off) uc11`t at 24 'oc spacing, 5-07-15 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T MAX LL DEE, = 0.040" 9 -2'- 0,C" Allowed = 0.200" MAX TL CREEP DEFL = -0.045" @ -2'- 0.C" Allowed = 0.267" 12 MAX LL DEFL = 0.020" 9 1'- 8.9" Allowed = 0,154" 6.00 a' MAX TL CREEP PEEL - 0.022" @ 1'- 6.4" Allowed = 0,206" MAX IIORIZ. LL DCI = -0,011" 8 - 11.2" 0 MAX IIORIZ, TL DC=L = -0.012" 9 - 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20,7ft, TODL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Cxp,B, MWPRS(Dir), load duration factor=l.6, M-5x6 o Truss designed for wind loads I in the plane of the truss only, lin 111111011. o � IIo Aim 6�. M-3x6 I I' b I l 2-00 4-00 1-07-15 kckEp PRO - 4 1 , 2 44 •9200PE vv JOI NAME : 20830 GLOBAL LOT 3 WALNUT - AJ3 Scale: 0.5902 tl ......./ si •• r WARNINGS: GENERAL NOTES, unless otherwise note& O j'}.. Truss: AJ31Builder 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� OREGON w4,// and Warnings before construction commences. building component.Applicability of design parameters and proper - 2.2x4 compression web bracing must be Installed where shown td incorporation of component is tl1e responsibility of the building designer. LA N 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom Chords to be laterally braced al <0 q/ 14 no is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o c.respectively unless braced throughout their Ie ng(M1 by 4 DATE 4/19/2018 Ina overall slruclure is the res continuous sheelning such as plywood sheathing(TC)and/or drywall(65). responsibility of the building designer. 1 2x Impact bridging or lateral bracing required where shown.. `R R I1 - SEQ K 4 51 9 8 0 9 4.No road should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component and are for"dry condition"of use. 5.Comperes has no control over and assumes no responsibility for the 6.Deecsry e^assumes lull bearing at all supporta shown.Shim or wedge II EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7. n sahandling, 6.This design Is furnished subject to the limitations set forth b 8.Design assumes adequate drainage is provided. April ^O'201 8 y e.I netea shall be located on both faces of buss,and placed so(pair censer L -I TPINVTCA in BCS(,copies of which will be furnished upon request. Imes coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(114E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR.1311,510.1968(MI Tek) This design prepared from computer input by Pacific Lumber and. Truss—BC LUMBER SPECIFICATIONS HIP CORNER RAFTER LOAD DURATION INCRIASE = 1.15 CHORDS: LOADING TC 'X4 D[' 415BT3 TOP CHORD LL + DL = 32.1 PSF xi DG d1SBTd 12 4.24 • M-5x8 M-3x6 110-11-- M-3x6 M-3x6 M-3x6 2-04-15 M-3x8 co I � k 3-01-08 5-07-14 < O PROFFs • ,<(<,\. ENGINE" / 89200PE 9r J0113 NAME : 20830 GLOBAL LOT 3 WALNUT - AR Scale: C.8204 WARNINGS: GENERAL NOTES, unless otherwise noted: e/1 / Truss: AR 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �t OREGON 4/}, and Warnings before construction commences. building component.Applicability of design parameters and proper w 2.2x4 compression web bracing must be installed where shown+. incorporation of corn ponenl i51he respon5ibilily of the building designer. K 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /O Y 14 is the responsibirey of the erector.Additional permanent bracing of T o.o.and a1 10'o.c.respectively unless braced throughout their length by (� DATE: 4/20/2018 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). a the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bract d where shown SE 4.No load should be applied to anbracing and bracing requite �� I�� Q. . K 9 519 810 y component until after all 4.Installation of was is the re5ppn5milay of the respective contractor. fasteners are complete and al no time should any loads greater then 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"ofuu. 5.CompuTrus has no control over and assumes no responsibility for the 6 Designs somas hal bearing ata supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication.handling,shipment and installation of components. nec ry. 6.This design Isftndshedsubject tothe limitations set forth by 8.DPesign assumesadedoneothifageIopoins,d. April 2�r2� 8.lines u shall be located on both faces of truss,and placed so(heir center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,InC.ICOmpUTrUs Software 6.2.3(1 L)-Z 9.Digits indicate size of plate in inches. 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 I LUMBEtt SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 _ TC: 12x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3=(-6627) 338 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. WEBS: 2x4 DF STAND 2-3=(-281) 508 3-4=( -89) 40 LOADING TC LA FRAL SUPPORT <- 12"02. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PS7 BC LA FRAL SUPPORT 4- 12"OC. NON, DL ON BOTTOM CFORD - 10.0 PS7 BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA TOTAL LOAD - 42.0 PS7 LOCATION; REACTIONS 7F.ACTIONS SIZE. SQ.IN. (SPECIES) LETIN 2-00-00 2-00-00 0'- 0.0" -153/ 560V -9/ 758 5.50" 0.90 DO ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 OF ( 625) OVERH NGS: 29.0" 0.0" 1'- 11.7" -183/ 47V 0/ OH 1.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL BEARING;Jts:2,5,3 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURREKTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0,040" 3 -2'- 0.0" Allowed = 0.200" 1-11-11 MAX TL CREEP DEEL - -0.046" @ -2'- 0.0" Allowed - 0.267" T 'f MAX TC PANEL LL DFFL - 0.004" 5 1'- 0.8" Allowed - 0.127" MAW TC PANEL TL DEFL - 0.005" 9 1'- 1.6" Allowed - 0.191" 12 6.00 MAX HORIZ. LL SEUL = -0.003" 8 1'- 10.9" MAX HORIZ. TL SE-L = -0.003" @ 1'- 10.5" Design conforms to main rindforce-resiting system and components and cladding criteria. M-3X9 4 Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.6, MWFP,G(Dir), load duration factor=1.6, Truss designed for wind loads 11010 in the plane of the truss only. r 0 cu 1 Arg 0 1� 2 5 M-3x6 J- y y 2-00 2-00 �Ep PRO, f > cINFF `r/per 89200PE �<' JOB NAME : 20830 GLOBAL LOT 3 WALNUT - ASJ1 '- iee-"-. Scale: 0.6895 WARNINGS: GENERAL NOTES, unless otherwise noted: I1 /).. Truss: ASJ1 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 Vv-y� 4 OREGON 4 and Warnings before construction commences. building component.Applicability of design parameters and proper w, 2.2x4 compression web bracing must be installed where shown 4. incorporation of component is the responsibility of the building designer. N 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterauy braced at '^ 14 2 � �4 is the responstbilly of the erector.Additional permanent bracing of 2 o.c.and at 10'0 c.respectively unless braced throughout their length by v 7 RR f L DATE 4/19/2018 continuous sheathing such es plywood sheathing(TC)anmor drywanti3C) ,, the overall b re is the responsibility of lea building designer. 3.2x Impact bridging or lateral bracing required where shown t a 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the res respective contractor. {,r K 1 9 8 1 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to beusedin a anon-corrosive environment, TRAINS ID: LINK design loads be applied to any component. and are for"dryee s2l bearing use. [} 5.CompuTrus has no control near and assumes no responsibility for the 6.Design aasumes full bearing at all supports shown.Shim or wedge a EXPIRES:RES: 1 2-31-201 9 necessary. sign assumesr7 fabrication,handling,shipment and ie limitations pf components. 7.Design adequate drainage is provided. April 20,''018 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 TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L9E 10.For basic connector plate design ( ) values see ESR-7311,ESR-1988 MITek mmilmmmirl A This design prepared from computer input by Pacific Lumber and Truss-BC LOMB A SPECIFICATIONS 30-03-00 MONO HIP SETBACK 6-00-00 FROM END HALL IBC 201D MAX MEMBER FORCES 4W7/GDF/Cq=1.00 TC: 2x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 100 2-11=( -740) 2252 3-11=(-1742) .398 17-16=( 0) 122 BC: 7, 2x6 IF SC WEBS7 2x4 DF STAND; 2- 3=(-3248) 1014 11-12=( -74) 210 3-13=(-1118) 3294 16- 7=( -616) 458 - LOADING 3- 4=(-5714) 1342 13-14=(-1750) 5246 11-13=( -514) 2494 16-18=1-1006) 9728 2x4 DF HIuBTR A LL = 25 PSF Ground Snow (Pg) 4- 5=(-5368) 1924 14-15=(-2900) 7564 12-13=( -22) 122 16- 8=1-1190) 2986 TO UNIF LL( .50.0)+DLI 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6-(-4766) 1746 15-16-(-2900) 7564 13- 4-( -28) 310 18- 8-( -362) 392 TC L'TF.RAL SUPPORT <- 12"0C. UON. TO UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 6'- 0.0" TO 30'- 3.0" V 6 7-(-8062) 3275 17-18-( -198) 498 4-14-( -398) 208 8-19-(-3508) 1438 BC L'TF.RAL SUPPORT <- 12"0C. UON. BC UNIF LL( 0.0)+DL( 90.0)- 40.0 PLF 0'- 0.0" TO 30'- 3.0" V 7 8-(-7928) 3224 18-19-(-2062) 5210 14- a-) -428) 1518 9-19-( -44) 982 8- 9-(-2106) 874 19-20-) -58) 114 14- 6-(-.3.072) 1348 19-10-) -92E) 2940 TO CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ o - 0.0" 9-10=(-2398) 968 15- 6=( 0) 336 10-20=(-2518) 1049 NOTE 2x4 BRACING AT 24"OC CON. FOR ALL •LAT TOP CHORD AREAS NOT SHEATHED 6-16=( -024) 568 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX EORZ B01 REQUIRED BAG AREA LOCATIONS REACT-ONS REACTIONS SIZE SQ.-N. (SPECIES) OVER ANGS: 24.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -886/ 2716V -59/ 107H 5.50" 4.35 CF ( 623) AND BOTTOM CHORD LIVE LOADS ACP NON-CONCURRENTLY. 30'- 3.0" -1028/ 2541V 0/ OH 5.50" 4.07 CF ( 623) ( 2 ) complete trusses required. ill Attash 2 ply with 3"x.131 DIA GUN - nails staggered: !COND. 2, Design checked for net(-5 psf) upli-t at 24 "oc spacing 9" oc in 1 xow(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 fJ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL - 0.010" 8 -2'- 0.0" Allowed - 0.200" - 9" OC in 1 row(s) throughout 2x4 webs. MAX TL CR0, EP DEFL - -0.011" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL - 0.259" @ 16'- 5.8" Allowed - 1.967" .. Foo: hanger specs. - See approved plans MAX TL GRF�,P DEFL _ -0.570" @ 18'- 5.8" Allowed - 1.9.56" MAX HORIZ. LL DEFL = -0.071" @ 30'- 1.3" MAX HORIZ. TL DEFL = 0.117" 3 30'- 1.3" Design conforms to main ws ndforce-resisting system and components andcladding criteria. 0-10-12 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T '( (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dic), 5-11-11 21-00-10 3-02-11 load duration factor=1.6, T L T End vertical(s) are exposed to wind, Truss designed for wind loads 1-06-12 3-06-03 5-00-09 S OS OB 5-04 5-02-09 3-02-11 in the plane of the truss only. 320# 1 T T 1 1 12 12 6.00 6.00 M-5x6 M-5x6 (S) M-3x12 0.25" M-3x12 M-4x6 M-3:it, 11' - 0 M-4x4 M-3x8 + M 3x6 00 _ 'I1 I ' _, o 1� 1� I 16'0...411.111111 o ot � � I 2- o M-3x12 M-1.5x3 o ,� M-3X6 0 1_ 17 18 19 `*20 o-M-8x8 M-4x8 M-3x12 M-1.5x3 M-1.5x3 M-1.5x3 M-7x8 L > L L y k )' i b 1-06-12-09 3-03 5-05-08 5-05-08 5-02-09 5-09-04 2-09-12 cPR Opey L b 2-00 2-05-08 13-10-08 13-11 c�� NGIN � s/ C> F � AL � 230-03 i9200PE -Yr JO3 NAME : 20830 GLOBAL LOT 3 WALNUT - B1 Scale: 0.1959 w " WARNINGS: GENERAL NOTES, unless ome,wise noted, 0 Cr Truss: 131 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the paramelers shown and is for an individual "'9• OREGON trf and Warnings before construction commences. building component.Applicability of design parameters and proper 1.•••••/ w- 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. N S.Additional temporary bracing to Insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced at �O 'q 14 a n0� �� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'oc.respectively unless braced throughout their length by (� DATE 4/19/2018 the overall structure is the responsibility f the building designer, 2x impact ua sheathing such as plywood aired In ere s end/or dry/v.1(13G) /�i S4ponc) y o 4.In tmpao bodging is thterel bracing ty ofIhe where shown l a /gyp y�� E K 4 519 812 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility o(Ihe respective contractor. l�7, t fasteners are complete and at no time should any loads greaser 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.CompuTrus hes no control over and assumes no responsibility for the 6.De i n assumes fall bearing at all supports shown Shim or wedge if EXPIRES'. 12-31-2019 fabrication.hendling,shipment and Installation of components. ssary. �] .I p 6.This design is furnished subject to the limitations set forth by 8.RDates hall b assumes on drainagehPis ptosis,a April 2O r 2O 1 O 8.Plates shall be located center born faces of buss,and placed so their cantor TPIrWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9.Digits indicate sae of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design pre.para_d from computer input by Pacific Lumber and Truss-6C LOMB R SPECIFICATIONS TRUSS SPAN 30'- 3.0" TC: 2x4 DF fll&BTR IBC 2015 MAX MEMBER FORGES 4WR/GDF/Cpl=1.00 ' LOAD DURATION INCREASE. " = 1.15 1- 2=( 0) 101 2-11=(-399) 1074 2- 3=(-1779) 460 17-16=( 0) 70 _ BC: 204 DF &1&BTR SPACED 2429.00" O.C. FEB; 2x4 DF 07601 2- 3=( -274) 957 11-12=( -32) 104 3-11=( -795) 264. 16- 7=( -261) 122 3- 9=(-2692) 765 13-14=(-815) 2531 3-13=( -539) 1664 10-18=( -456) 1894 LOADING 4- 5=(-2295) 565 14-15=(-629) 2600 11-13=( -386) 1201 16- 0=( -205) 863 TC L•TFRAL SUPPORT <- 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC L'TRRAL SUPPORT 9- 12"0C. DON. 5- 6-(-2009) 555 15-16-(-529) 2600 12-13-( -2) 35 18- 8-( -176) 129 DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-2697) 714 17-18-( -30) 122 13- 9-( -201) 210 8-19-(-1029) 259 TOTAL LOAD- 42.0 PSF 7- E-(32675) 708 18-19-(-982) 1997 4-14-( -535) 328 9-19-( -6) 317 s NOTE 2x4 BRACING AT 29"OC UON. FOR 8- 9-(-1222) 361 19-20-( -33) 54 19- .5-( -100) 6788 19-10-( -274) 1272 ALL LAT TOP CHORD AREAS NOT SHEATHED LL= 25 P5- Ground Snow (Pg) 9-10=(-1424) 350 14- 6=( -779) 220 10-20=(-1216) 399 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15- 6=( 0) 177 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 5-16=( -43) 140 OVER ANGS: 29,0" 0.0" BEARING MAX VERT MAX HORS BRG REQUIRED RPG AREA BOTTOM CHORD CEEC4ED FOR lOPSF LIVE LOAD. POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -233/ 15227 -80/ 131H 5.50" 2.94 DF ( 625) ** F.r hanger specs. - See approved plans 30'- 3,0" -150/ 125717 0/ 011 5.50" 2.01 OF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing- VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.2007" MAX LL DEFL = -0.195" @ 16'- 5.0" Allowed = 1.967" MAX TL CREEP DEFL = -0.390" @ 16'- 5.0" Allowed = 1.956" MAX HORIZ. LL DEFL = 0.069" @ 30'- 1.3" MAX H01950. TL DEFL = 0.114" @ 30'- 1.3" Design conforms to main •windforce-resisting 7-11-11 17-00-10 5-02-11 system and components and cladding criteria. 1 T 0 1 0 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1-Ob-00-08 5-06-03 4-00-09 4-05-08 4-04 4-02-09 5-02-11 (All Heights), Enclosed, Cat.2, Exp.s, MWFRH(Dir), 0 0 0' I. 0' '1 0 0 0 load duration factor-1.6, 12 6.00 12 Loads vertical(s) are exposed to wind, 6 00 Truss designed for wind M-9x6 M-4x6 in the plane of the truss only. e M-3x8 M-1.5x3 M-3x8 44.14 m M-3x4 M-4x4 M-5x8 Ire po 'i ---,"613 I 19 15 I 15 EI r o z" o M-3x8 M-1.5x3 0 11 12 m =' �1 M-3x6 o 7 18 19 *"20 I 1 o M-7x8 0'M-6x6 M-4x8 M-1.5x3 M-9x4 M-1.5x3 M-1.5x3 M-6x8 l- J ), J, b y 1, ) b 1-06-1M-09 5-03 4-05-08 4-05-08 y 4-02-04 4-09-04 4-09-12 c GD ❑Op J‘ 2-00 y2-OS-08 y 13-10-OB ), � A'(lr �...c. 13-11 :49G2 rV< V30-03y �S � QA9Q 00PE V JOB NAME : 20830 GLOBAL LOT 3 WALNUT - B2 ,,r' Scale: 0.1959 �� � i�+"^'� 1 WARNINGS: GENERAL NOTES, unless otherwise noted: © �y,,, Truss: $2 1,Builder and erection contractor should be advised dell General Notes 1.This design is based only upon the parameters shown and is for an individual y� 4i OREGON ,((- and Warnings before construction commences. building component Applicability of design parameters and proper OREGON Ix 2.2zd compression Web bracing must be installed where shown.. incorporation of component is Me responsibility of the building designer. 1� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords t0 be laterally braced at �O` �1� I is the responsibility of the erector.Additional permanent bracing of 7 0.o and at 10'oc.respectively unless braced throughout their length by O '4 r DATE t 4/19/2010 the overall structure is the res 2x Impact continuous regingsheathlor ater,as acing required uired in ere s own v tlrywall(SC). a responsibility of the building designer. 4.2z Imploe it or lateral bracing required where shown a M�• 1 r.,,,10, 0'0, SEQ. : K 4 5 1 9 8 1 3 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. ,L11 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Deissa ssumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12-31-2019 fabrication,handing,shipment and installation of components. n ry rn 6.This designfurnished subject to the limitations set forth by I.Design assumescaed on drayage ieprovided. April 2�r2� is e.Plates shall be located joint both races or Imss,and placed so their center TPIN✓ICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,loc./Compares Software 7.6.8(1 L)-E 9.Digits indicate sae 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 Tress-BC LUMB:R SPECIFICATIONS TRUSS SPAN 2'- 0.0" _ TC, 2x4 DF #1&BTR IBC 2015 MAX MEMBER FORCES 40R/GDF/Cq=1.00 LOAD DURATION INCREASE24.0" = 1.15 1-2=(-95) 42 1-9=(0) 0 1-2=(-47) 25 BC, 2x4 DF BTR SPACED 24.0" O.C. WEBS 2x4 DF STAND 2-3=(-26) 17 LOADING TC L TFRAL SUPPORT G- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX 0000 BOG REQUIRED BRG AREA BC L TF,RAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SI1E TOTAL LOAD - 42.0 PSF SQ.IN. (SPECIES) LETT IS: 1-05-04 1-0.5-04 0'- 0.0" -15/ 101V -7/ 28H 5.50" 0.16 DF ( 625) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 DF ( 625) LL = 25 PDX Ground Snow (Pg) 1'- 11.1" -39/ 99V 0/ OH 1.50" 0.07 DF ( 625) 1-11-01 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL T ,'REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:1,4,3 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. POP 01010, 2: Design checked for net(-5 ps EJ uplift at 24 "or. spacing, 6.00 D AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1'de MAX LL DEFL = 0.002" @ 1'- 2.4" Allowed = 0.054" MAX TL DEFL = 0.002" @ 1'- 2.4" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.002" 0 1'- 10.3" MAX RORIZ. TL DE'L - -0.001" @ 1'- 10.3" Design conforms to main windforce-resisting system and components and cladding criteria. died, 140 mph, h=14.8ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MHFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-3x4 in the plane of the truss only. G rn CO 11 A01. 0 I o I ll 0 t0 1111111111111111111211 4' M-3x6 b y 2-00 •<0°I) PR04. NGIN�F ioc? R '�y� 40 9200PE r JOB NAME : 20830 GLOBAL LOT 3 WALNUT - ASJ1X r' ,6 Scale: 0.7426 � rY"'°""��"'-"`•..• WARNINGS: GENERAL NOTES, unless otherwise noted. © Tru$s: ASJ1X ,.Builder and erection contractor should be advised Mall General Notes ,.This design is basad only upon the parameters shown and is for an individual - OREGON SC and Warnings before construction commences. building component.Applicability of design parameters and proper w 2.2x4 compression web bracing must be installed where shown�. incorporation of component is the responsibility of the building designer. A V4 I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at �/ 2.0 N. �� is the responsibility of the erector.Additional permanent bracing f z o c and at 10'o.c.respectively unless brayed throughout their length by I1 4 DATE( 4/19/2018 the overall Moisture is the responsibility of the building designer.o continuous sheathing such as plywood aired In ere s andlor drywall(BE). O s (� ].In2Impact bridging lateral bracing required he where shown t s � 'R RIO, `J SEQ. : K 4 519 814 4.No load should be applied to any component until after all bracing and 4.Installation of less is the are tonaibi a of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for''dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary fabrication,handling,shipment and Installation of components. ],Design ssu rues adequate drainage is provided. 6.This design is funushed subject to the limitations set forth by 8.plates shall he located on both faces of truss,and placed so their center April 20,201 8 TPIrWTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E S.Digits indicate sae of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from compcter input by Pacific Lumber and Truss-BC LUMB:R SPECIFICATION; TRUSS SPAN 30'- 3.0" IBC 2015 MAX MEMBEC FORCES 433R/GDF/Cq=1.00 - TC: 2x4 IF 111,BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2-13=(-387) 1074 2 3=(-1779) 544 18- 8=( -261) 122 BC: 2x4 IF d1ABTR SPACED 24,0" O.C. 2- 3=( -271) 457 13-14=( -36) 104 3-13=1 -795) 301 18-20=( -578) 1834 ~ WEB; 2x4 DF STAND - 4=1-2692) 897 15-16=(-923) 2.531 3-1.5=1 -608) 1664 18- _( -232) 863 LOADING 4- 5=(-2295) 728 16-17=(-B00) 2400 13-15=1 -43.3) 1201 20- 9=( -176) 141 TC L•TFRAL SUPPORT 0- 12"0C. 1100. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-1 0) 0 17-18-(-800) 2600 14-1.5-( -4) 35 9-21-1-1029) 307 BC L•TFRAL SUPPORT k- 12"0C. NON. DL ON BOTTOM CHORD - 10.0 PSF 5- 7-(-2004) 691 19-20-) -37) 122 15- 4-( -201) 206 11-21-1 -2) 317 TOTAL LOAD - 42.0 PSF 7- 8-(-2697) 863 20-21-(-609) 1997 4-16-1 -535) 301 21-12-1 -368) 1272 8- 9-(-2675) 856 21-22-( -36) 54 16- 5-1 -123) 678 12-22-(-1216) 422 NOTE 2x4 BRACING AT 24"OC SON. FOR LL = 25 PST Ground Snow (Pg) 9-11=(-1222) 450 16- 7=( -779) 253 ALL 'LAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 0 17- 7=( 0) 177 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-1424) 457 7-18=( -35) 144 REQUIREMENTS OF IBC 2013 AND IRC 2015 NOT BEING MET. 19-18=( 0) 70 OVER ANGS: 24.0" 0.0" BOTTOM CHORD CEEC0ED FOR lOPSF L=VE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) '" For hanger specs. - lee approved plans 0'- 0.0" -293/ 1323V -80/ 13111 5.50" 2.44 DO 1 525) 30'- 3.0" -214/ 1257V 0/ Si! 5.50" 2.01 DF ( 625) !COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing. 1 VE7TICAL DEFLECTION LIMITS LL=L/240, PL=L/130 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL COEEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.145" @ 16'- 5.8" Allowed = 1.467" MAX TL CREEP DEFL = -0.340" @ 16'- 5.8" Allowed = 1.956" MAX IIORIZ. LL DCFL - 0.063" @ 30'- 1.3" MAX IIORIZ. TL DCFL = 0.114" @ 30'- 1.3" Design conforms to main windforce-resisting 9-11-11 13-00-10 7-02-11 system and components and cladding criteria. 1-(15-00-08 5-03 2-03-032-00-09 4-05-08 4-04 2-02-092-03-03 4-11-08 wind: 140 mph, h=21.8ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, f f f f f f f f f f f (Ali Heights), Enclosed, Cat.2, Gxp.0, MWFRS(Di r), 8-00 5-03 load duration factor-1.6, 12 Truss ) are exposed to ssdesignedfor wind loadswind, li 12 in the plane of the truss only. 6.00 M-9x6 M-4x6 6.00 M-3x8 M-1.5x3 M-3x8 0 8 9 DIm M-3x4 1,1-4x4 M-5x8 ' 4 y coO'�! .m ;15 1 16, 17 l 18: -- o of 2 13 14 o M-3x8 M-1.5x3 o 19 20 21 22 >1N M-3x6 o a M-7x8 1-1m-6x6 M-4x8 M-1.5x3 -M-4x4 M-1.5x3 M-1.5x3 M-6x8 - 1 i y i i y �p`EO P R OFFS 1-06-Y72-09 5-03 9-05-08 4-05-08 9-02-04 9-09-09 9-09-12 )' i ,L y 2-00 y2-05-08 13-10-08 13-11 y �s NG�NEF9 `�/0�. 30-03 <(/ :9200 P E 9C` JOB NAME : 20830 GLOBAL LOT 3 WALNUT - B3 glOPIP Scale: 0.1834 -it ' xC..+=_de' \ L, WARNINGS: GENERAL NOTES, unless otherwise noted: {'^� Trus: B 3 1. uilder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'SL 4,OREGON 4/ and Warnings before construction commences. building component Applicability of design parameters and proper 1-7 y� 2.2x4 compression web bracing musl be installed where shown.. incorporation of component Is the responsibility of the building designer. �r In 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'a }/ ,a 4y no` 4 is the responskiity of the erector.Additional permanent bracing of 2'O.c.and at 10'o.c.respectively unless braced throughout Meir length by + L� the overall structure Is the responsibility of the building designe c%prep is sheelhln such as t»d sheethin TC andbr a ell BC DAT 9/19/2018 9 pyw g( ) ryw ( ) /►,,, ,����� 3.2 Impact britlging or lateral bracing required where shown+. ���// SEQ. : K4 S 19 8 1 S 4.No load should be applied 10 any component until ager all bracing and 4.Installation of truss is the responsibility or me respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRA S I D: LINK design loads be applied to any component. and are fo"dry condition'of use. 5.CampuTrus has no control near and assumes no responsibility far the 8.Designaeasumes lull bearing at all supporta shown.Shim or wedge it EXPIRES: 1 2=31-201 9 fabrication,handing,shipment and Installation of components. n s ry. 7.Design assumes adequate drainage is provided. April 20,201 8 6.This design is Nmtshed subject to the limitations set forth by 8.Plates shall be located on both(aces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc.ICom 1LE uTrus Software 7.6.8 - 9.Digits indicate side of plate in inches. D ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MI Tek) This design , g prepared from computer input by Pacific Lumber and Truss-BC LUMBsR SPECIFICATIONS TRUSS SPAN 3.3'- 0.3" IBC 2015 MAX MEMBER FORCES 4WR/GD£/Cq=1.00 TC: 204 DF ft1&BTR LOAD D'JRATTON INCREASE = 1,15 1- 2=( 0) 101 2-12- BC: 2x4 DF BOSBTR SPACED 24,0" O,C. =(-198) 1166 2- 3=(-1895) 476 7-18=6 -196) 135 _ WEBS. 2x4 DF STAND 2- 3=( -274) 453 12-13=( -20) 111 3-12=( -668) 157 17-18=4 0) 80 3- 4=(-2963) 506 14-15=(-961) 2644 3-14=( -321) 1693 18- 4=6 -192) 550 LOADING 4- 5=(-2526) 550 15-16=1-341) 2205 12-14=6 -209) 1306 18-19=( -245) 1578 TC L TF.RAL SUPPORT 6- 12"OC. COP, LL( 25.0)-FDL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-2093) 515 16-18- BC L TFRAL SUPPORT <- 12"00. UOR. (-331) 2020 13-19-( -3) 39 8-19-( 0) 8 400 DL ON BOTTOM CHORD- 10.0 PSF 6- 7-(-1813) 4'.08 17-19-( -12) 75 19- 4-( -198) 172 19- 9-4 -310) 14 TOTAL LOAD- 42.0 PSF 7- 8-(-2007) 550 19-20-(-382) 1906 9-1.5-( -442) 123 "-20-( 0) 237 8- 9-(-1913) 483 20-10-1-382) 1909 15- 5-( 0) 243 9-10- - NOTE: 2x4 BRACING AT 24"OC ION. FOR (-2369) 573 LL 25 PSF Ground Snow (Pg) 9-10=( -348) 317 5-16=( -959) 163 ALL LAT TOP CHORD AREAS NOT SHEP.THED 10-11=( o) 101 16- 6=6 -98) 624 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16- 7=( -317) 125 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVER .NGS: 24,0" 24,0" BEARING MAX VERT MAX HORS BRG REQUIRED BAG AREA BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 0'- 0,0" -248/ 1814V -199/ 149H 5.50" 2.58 DF ( 625) 33t- 0,0" -246/ 1619V 0/ 0(1 5,50" 2.58 DC ( 625) 1COND, 2: Design checked for net(-5 psi) uplift at 29 "oc spacing. 1 VF7TICAL DEFLECTION LIMITS: LL-L/240, PL-L/180 MAX LL DFFL - 0.890" @ -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL = -0.096" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL - -0.121" 6 16'- 4.0" Allowed = 1.604" MAX TL CREEP DEFL = -0.204" 6 16'- 4.0" Allowed - 2.135" MAX LL DEFL = 7,090" 0 35,- 0,0" Allowed = 0.200" t MAX TL CREEP DEFL - -0.046" @ - 0.0" Allowed = 0.207" MAX HOR.IZ. LL DEFL = 0,070" @ 32'- 6.5" MAX IIORIZ. TL DEFL = 0,119" @ 32'- 6.5" 11-11-11 9-00-10 11-11-11 4' T T Design 1-OS00-08 4-09-04 4-08-15 4-04-05 4-08-05 5-11-11 6-00 e and conforms neto main oleladdirystiteria T T T 4' 4' system and components and cladding criteria. j 12 • 12 Wind: 140 mph, h=22.3ft, TCDL=4,2,BCDL=6„0, ASCE 7-10, 66. .00 M-4x6 M-3x4 •,99M-6x6 00 (All Heights), Enclosed, C:at,2, Exp,e, MWERS(Dir), load duration factor=1,6, :e m tp Truss designed for wind loads in the plane of the truss only, M-3x4 14/4110000 M-3x12 ..7 . M-3x4 • M-6x8 4 M-1.5x3 1 • 1< r 15 16 I 18 3i R. co rimei IT 0 z 12 13 o M-3x9 M-3x8 0 17 9 20 10 1 0 M-3x6 0 oI M-1.5x3 M-5x8 M-1.5x3 M-4x6 M-3x6 M-5x8 • i M-1.5x3 M-7x8 y y y y y y y C\c. 0 PRQ1 1-06 Q-09 4-07-08 9-07-08 4-11 4-11-08 5 08 08 5-10-04 2-00 205-08 13-10-08 16-08 2-00 cr'� NGiNErg u%p2 33-00 :9200PE 9r JO NAME : 20830 GLOBAL LOT 3 WALNUT - B4 /'" 0/ Scale: 0.1784 1 � WARNINGS: GENERAL NOTES, unless otherwise noted: 11 Cr Truss: B 4 Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and Is for an Individual 9� OREGON 4 r and Warnings before construction commences. building component.Applicability of design parameters and proper *_ 2.2x4 compression web bracing must be Installed where shown 4. incorporation W component a the responsibility of the building designer. �r l+c • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al /O r 14 nO` �4 Is the responsibjty of the erector.Addilional permanent bracing of 2'on.and at 10'ran suds as unless braced(TC)a out their length by L DATE j 4/19/2018 the overall attuchee is the responsibility of the building designs continuous sheathing such as plywood sheething(TC)and/or dryweil(BC). 4.No load should be applied to an4.In Impact bridging oriv lthe bracing rty orate where e shown t a •R^ �( SEQ '• K 9 519 816y component until after all bracing and 4.Installation o/truss is the responsibility orate respective contractor. H {/ fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRAMS I D: LINK design loads be applied to any component, and are to"dry condition"of use. 5.CompuTrns has no control over and assumes no responsibility for the 6.Design assumes lull Dearing at all supports shown.Shim or wedge if EXPIRES: 12=31-2019 habdcalien,handing,shipment end inslallalion of components, necessary. 6.This design is furnished subjecl to the limitations set forth by 8.Design assumes adequate drainage is trusts,an d. April 2�,2� 8.Plates shall be boated oncenter both faces of buss,and placed so their center I TPIA•VICA In BCSI,copies of which will be furnished upon request. lines coincide with t t 1 join can er roes. MiTek USA,Inc./CoerpuTrus Software 7.6.8(10-E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I This design prepared free computer input by Pacific Lumber and Truss-BC LDMStR SPECIFICATIONSTRUSS SPAN 33.- 0.0" IBC 2015 MAX MEMBER FORCES 914R/GDF/Cq=1.00 TC: 224 DF 431,RTR LOAD DUJRATION INCREASE = 1.15 1- 2=( 0) 101 2- 3=(-296) 1313 2- 3=(-22e3.) 506 6- 7=(-2252) 506 _ BC: 224 DF 431,BTR SPACED 24.0" O.C. WEBS 224 DF ;TANG 2- 3=3 -433) 269 9-10=(-299) 14"2 9- ?_( 2) 111 3- 9=3-1774) 951 10-11=(-197) 1492 3-10=( -972) 191 LOADING 4- 5=(-1494) 956 11-12=(-362) 1910 10- 4=3 -21) 386 TC L'TFRAL SUPPORT <- 12"00. UOK. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.1 PSF 5 6-)-1760) 953 12 7-(-360) 1313 10- 5-( -92) 06 BC L TERAL SUPPORT <- 12"OC. 005. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-3 -433) 265 .5-11-( -24) 415 TOTAL LOAD - 42.0 PSF 7- N-( 0) 101 11- 6-( -460) 190 �, 6-12-( 0) 201 NOTE, 224 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL LAT TOP CHORD AREA; NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BG AREA BOTTOM CHORD CHECKED FOR P. 20 PSF LIM=TED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0,0" -259/ 1614V -105/ 1650 5.50" 2.5° DF ( 625) OVER ANGS: 24,0" 24,0" THE BOTTOM CHORD DEAD LOAD :S A MINIMUM OF 10 PSF. 33'- 0.0" -254/ 1614V 0/ OH 5.50" 2.59 DF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "cc sparing. VERTICAL DBCLICTION LIMITS: LL=L/240, SL=L/180 MAX LL DEFL = 0.040" 0 -2'- 0.0" Allowed = 0.200" 1 MAX TL CREEP DEFL = -0.046" 0 -2'- D.0" Allowed = 0.267" MAX LL DEFL = -0,114" 0 19'- 0.0" Allowed = 1.604" MAX TL CREEP DEFL = -0.252" 0 19'- 0.0" Allowed = 2.139" 1 MAX LL DEFL = 0.040" 0 35'- 0.0" Allowed = '.200" MAX TL CREEP DEFL = -0.040" 0 35'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.044" 0 32'- ..5" MAX HORIZ, TL DEFL - 0.075" 0 32'- 6.5" Design conforms Lo main windforoe-resistinc .systen and components and cladding criteria. 13-11-11 5-00-10 13-11-11 wind: 190 mph, h=22.811, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f T (All Heights), Enclosed, Cat,2, Exp.e, MwFRS(Dir), 6-10-04 7-01-07 5-00-10 6-11-11 7-00 load duration factor=1.6, f f f f f Truss designed for wind loads 12 in the plane of the truss only. 6.00 M-4x6 M-6x6 12 e,ce M-3x12 j3x12M15X3 co omfill •rr -40011 o • O 9 31 m 1 M-4x6 M-1.5x3 1,0.25" M-3x4 M-1,5x3 M-4x6 y y M-5x8(5) (S) E� PRO y y y .. ,4G •.,<;) /0 / 6 10-04 6-10-04 6-08-08 6-00-04 6-06-12 J., y 2-00 33-00 2-00 ��/ :9200PE v� JOB NAME : 20830 GLOBAL LOT 3 WALNUT - B5 . Scale: 0.1914 - WARNINGS: GENERAL NOTES, unless otherwise noted: O f):,, Truss: B 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 7• 4,OREGON ,�'tw and Warnings before construction commences, building component.Applicability of design parameters and proper G 2.2x4 compression web bracing must be installed where shown v. incorporation of component Is the responsibility of the building designer. 1� 3.Additional temporary bracing 10 insure stability during construction 2.Design aesum¢5 the top and bottom chords to be laterally braced al //�� y A 2 Is the responsibility of the erector,Additional permanent bracing of 2'o.c.and at 10'oc.respectively unless braced throughout their length by /(j /4 1 DATE 4/19/2018 the overall swclura is the responsibility of the building designer. continuous sheathing such as plywood aired In ere 1 own v drywanfeE) ,,, t C1 3.I Impact bridging or lateral bracing required where mown a /._• 4+�SEQ. : K4 519 817 d.No load should be applied to any component until after all bracing and 4.Installation of truss is Me responsibility o(the respective contractor. \r' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosiye environment, TRANS ID: LINK design loads be applied to any component. and are for"dry conditionor use. 6.Design ssumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 5.CompuTrus has no control over assumes no responsibility for the fabrication,handing,shipment and installation of components, nece7 7.6.This design is furnished subject to the limitations set torch by 0.PlatesDesig assumes equale drainage istrus,provided. April ^Ot O 8.Rlefes shall be located on both faces of truss,and placed so their center L i TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Klink USA,Ir11;.ICompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size of plate In inches. 10.For basic connector date design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacifin Lumber and Truss-BC LOMB R SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2015 MAX MEMBER FORCES 9WR/CD F/-q=1,00 TO: 1 2x4 DF #1&BTR LOAD DURATION INCREASE = 1,15 BC: 2x4 DF #11BTR 1-2=( 0) 101 2-5=(0 0 2- ) 1 3=(-627 333 SPACED 24.0" O.C. 2-3=(-2E1) ,,j 02 WEB;; 2x4 DF STAND - OADING 3-4=( -89) 42 TC L TER AL SUPPORT G- 12"OC. 005, LL( 25.C)+OL( 7,0) ON TOP CHORD - 32.0 PSF BC L TF�RAL SUPPORT "- 12"OC. UOS. DL ON BOTTOM CHORD - 10.0 PST BEARING MAX VERT MAX 4050 PRO RF .Q05. BRG' AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE. SQ.IF. (SPECIES) LETI 2-00-00 2-00-00 0'- 0,0" -129/ 600V -O./ 75E 1.50" 0.96 DF ( 625) LL = 25 PIP Ground Snow (Py) 1'- 10.9" -lea/ 45V o/ OH 5,50" 0.07 DF ( 525) OVER NGS: 24,0" 0,0" 5'- J,0" 0/ SgV 0/ ) OH S.SC•• 0,09 DF ( 62F) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !PROVIDE FULL BEARING;Jts:2,3,5 ! AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 ps£) uplift at 24 "oc spacing. ! ! VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1$0 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0,046" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL - 0.002" @ 1'- 8,4" Allowed - 0.070" MAX LL DEFL - 0,000" @ 0'- 0.C" Allowed - 0.175" MAX TC PANEL TL DEFL - -0,002" @ 0'- 11,9" Allowed - 0.191" 1-11-11 MAX BC PANEL TL DEFL = -0.053" @ 3'- 1,4" Allowed = 0,332" 12 MAX HORIZ. LL DEFL = -0,003" @ 1'- 10.9" 5,00 MAX HORIZ. TL DEFL = -0.003" @ 1'- 10.9" Design conforms to main windforoe-resi_tino system and components and cladding criteria. Wind: 140 mph, h=19,9ft, TOIL=4,2,13CDL=6,0, ASCE 7-10, M-3x4 (A11 Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), -/ load duration £actor=1,6, G Truss designed for wind loads 4 in the plane of the truss only. , r I� O f III1 M-3x6 y k 2-00 6-00 �` o PR5,�ess ��5 ANG`t N Fc.9 �O W 2 :9200PE pr J0113 NAME : 20830 GLOBAL LOT 3 WALNUT - BJ1 • Scale: 0.6',02 --! 7z✓ WARNINGS: GENERAL NOTES, unless otherwise noted: I1 Truss: BJ1 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 l-r,L OREGON L(/ and Wamings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom Ceres to be laterally braced al /wv 14 2yL°` �� 2' Is the responsibility of the erecta.Additional permanent bracing or no.and at 10'o.c.respectively unless braced throughout Meir length by s DATE; 4/19/2048 the overall structure is the responsibility of!he building designer. continuous sheathing such as plywood shealMng(TC)andror drywall(BC). 3.In Impactbridgingor the re bracing required where e shewo++ ��s.., �( SEQ. : K4 519 818 4.No load should be applied to any component until sitar all bracing end 4.Installation of truss is he responsibility of the respective contractor. fit �/ fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, TRANS ID: LINK design mads be applied to any component, and are for"dry condition"pruse. 5.CompuTrus has no control over and assumes no responsibility for the 6.�e igsn assumes roll bearing at all supports shown.Shim or wedge R EXPIRES: 12-31-2019 fabrication,hon shipmenteery_ (eb handling.g and instellalion of components. 7.Design assumes adequate drainage Is provided. 6.This design is rumished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and paced so their center April 20,2018 TPINJICA In BOSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc/CompuTrus Software 7.6.8(1 L)-E H Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR'1988(MiTek) This design prepared from comptt.er input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 445 GDF/Cq=1.0:i TC: ' 2x4 DF ffBTR LOAD DJRATION INCREASi 1.15 1-2=( 0) 1!11 2-7=(-55) 103 2-3=(-557) 221 BC: 2x4 DF #la BTP. SPACED 29,0" 0.C. 2-3=1-287 (- ) ) WEBS: 2x4 DF ;TANG ) 513 6-8= 97 152 7-5=( 0 18 3-4=1-128) 2 6-9=( 0) 53 LOADING 9-5=( -21) 31 4-8=(-175) 101 TC L ORAL SUPPORT 0- 12"00. U01. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF BC LA ORAL SUPPORT G- 12"OC. UOB. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX H RZ BAG REQUIRED BRG AREA 0 .TI 2-00-00 C-00-00 - LOCATION; REACTIONS 9EACPIONS SIZE. SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pc) 0'- 2.0" -1'10/ 507V -16/ 1656 5.51" 0.81 DE ( 625) OVER NGS: 29.0" 0.0" 3'- 16.9" -45/ 75V 0/ 6H 1.50" 0.12 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 90V 0/ OH 5.50" 0.14 DF ( 6251 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF L=VE LOAD. TOP P527111 FULL BEARING;Jts:2,5,5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: Design checked for net(-5 psi) uplift at 29 "oc spacincr, 1 VORTICAL DEFLECTION LIMITS: LL-L/241, TL-L/180 3-11-11 MAX LL DEFT, - 0.040" @ -2'- 0.0" Allowed - 0.200" ' MAX TL CREEP DEFL - -0.046" @ -2'- 0.0" Allowed = 0.267" 1-10 2-01-11 MAX LL DEFL = 0.007" @ 1'- 8,4" Allowed = 0.170" f T T MAX TL CREEP DEFL = -0.012" @ 2'- 3,3" Allowed = 0.225" MAX LL DEFL = 0,000" II 0'- 0.0" Allowed = 0.078" 12 MAX TL CREEP DEFL = 0,000" @ ' 0'- O.C. Allowed = 0.105" 6.00 D MAX HORIO. LL DEFL = -0.000" @ 5'- 7.2" MAX HORIZ. TL DEFL = 0.009" @ 5'- 7,2" Design conforms to main windforce-resisting M-9x6 0 system and components and cladding criteria. 4o Wind: 140 mph, he20.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M-5x6 Heights), Enclosed, CeC.2, Exp.0, MWFRS(Dir), load duration factor=1.6, Ile of Truss designed for wind loads N in the plane of the truss only, ._ a8 co o _, �� M-1.5x4 0 0 2� De-3x9 I M-3x6 M-3x6 2-03-12 3-08-04 I L I y 2-00 2-05-08 6-00 3-06-08 (,00 PR°Pexss soy 0N�f�EFR X0 i . :9200PE 77 r. JOB NAME : 20830 GLOBAL LOT 3 WALNUT - BJ2 • Scale: 0.5677 WARNINGS: GENERAL NOTES, unless otherwise noted: O Truss: BJ2 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 7� OREGON �C/ and Warnings before construction commences. building component Applicability of design parameters and proper I1'-l1 ��,77 1 V *_ 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 9 In 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �^ r' 14s no` �� s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o c.respecd plywoodly unless braced throughout their length by v L DATE 4/20/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as aired sheathing(TC)andlor drywan(NC). ��j ,,, 3.Installation aoct bodging or thlate 1ponsibi required the respeshown+a % `u s.� �� SEQ K4 519 819 4.No load should be applied 10 any component until after all bracing end 4.Installation of hush E Ina responsibility of the respective contractor. /'�,F[` fasteners are complete and at no time should any loads greater than S.Design assumes busses are to be used In a non-corrosive environment TRA S ID: LINK design loads be applied to any component. and are for"dry condition'of use. 5.Compui'rus has no control over and assumes no responsibility for the 6.Design sspmes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 n. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be leveled on both laces of truss.and placed so their center April 20,2018 TPbWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • 9.Digits indicate sae of plate in inches. I Mi Tek USA,Inc./CornpuTrus Software 7.6.8(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) Phis design prepa-ed Prom computer input by Pacific Lumber and Truss-BC LUMBER/ SPECIF-CATIONT TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/ODE/Cg='1.SS - TC: !2x4 OF #10BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 101 2-7=(-134) 133 2-3=(-'t71) 235 BC: 204 OF #1.50TH SPACED 24.5" 0.C. 2-3=(-288) 519 6-9=(-226) 310 7-6=( u) 18 _ WEBS: 1204 OF STAND 3-4=(-224) n-4=( 0) 53 LOADING 4-5= - ( -�3) 49 4-8=:( -32 i) 236 TC LA FOAL SUPPORT a- 12"OC. SON. LL( 25.0)+DL( 7.c) ON TOP CHORD - 32,00 PSF BC LA ROL SUPPORT '- 12"0C. SON. CL ON BOTTOM CHORD - 10.00 PSF TOTAL LOAD - 42,E PSF B 50503 MAY. SPOT MAX HORZ BRG REQUIRED BRC AR A LF.TIN _-.,24.0 3 J-00 LOCATIONS REACTIONS REACTIONS STZF. SQ,IN. (S PF CIES) LL = 25 PSF Ground Snow (Pg) 0'- L',0" -131/ 554V -24/ 13`oH 5.50" 0.67 DF ( 625) OVERH GS: 24.0" 0,0" 5'- 7,2" �/ 131V 0/ OH 5.50" U.21 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -5�/ 1140 0/ OH 1.50" 0,1E DF ( 625) REQUIREMENTS OF :BC 2015 AND IRC 2015 NOT BEING MET, BOTTOM CHORD CHECKED FOR IDPSF LIVE LOAD. TOP (PROVIDE FULL BEARING;Jts:2,5,5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CONS, 2: Design checked _or net(-5 lost) uplift at 24 "or mooing, VERTICAL DF7LECT ION LIMITS: LL-L/24c, TL-L/180 5-11-11 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed - 6.200" 1-10 4-01-11 MAX TL CREEP DEFL = -00.046" @ -2'- 0.0" Allowed = 00.267" MAX LL DEFL = 0.015" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.025" @ 2'- 3.8" Allowed = 0,339" 12 _ MAX HORIZ, LL DEFL = -0.014" @ 5'- 7.2" 6.00 MAX HORIZ, TL DEFL = 0.015" @ 5'- 7.2" 0 Design conforms to ma_n windforce-resisting system and components and cladding criteria. Wind: 140 mpi, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor-1.6, M-4x6 0l Truss designed for wind loads q o in the plane of toe truss only. 1 M-5x6 rh 3 Al „1„1„„rmili a p _ i. __,,co r....... .oo IIo dill � c 'II III o M-1.5x9 2111W-r-351-11 M7-3x4 0 1 M-3x6 M-3x6 i b I 2-03-12 3-08-04 )' L I y 2-00 2-05-08 6-00 3-06-08 :9200PE r JOS, NAME : 20830 GLOBAL LOT 3 WALNUT - BJ3 • Sale: 1.5302 �� 7� WARNINGS: GENERAL NOTES. unless otherwise noted: Q 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for en individual '"�• ,f OREGON 4,,,Truss: BJ 3 and Warnings before construction commences. balding component.Applicability of design parameters and proper G 2.2x4 compression web bracing must be installed where shown h. Incorporation of component Is the responsibility of the building designer. �J 2.°1\ ii:3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <O ]j/' 1 4liN is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.rsuch a ly unless braced throughout their length by i w continuous sheathing such as plywood shealhshere)and/or drywall(BC). A. RIO- /V1 DATE( 4/20/2018 the overall structure is the responsibility or the building designer. 3.20 Impact bridging or lateral bracing required where shown.. SEQ. : K4 519 8 2 0 4.No load should be applied to any component until after all bracing and 4.Installation or truss is the responsibility of the respective contractor. fasteners are complete and al no lime 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"or use. S CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 ecessary fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. April 20,20.1 1 8 6.This design U famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center tins. 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.8(1L}2 10.For bask connector plate design values see ESR-1311,ESR-7988(Mi Tek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBEI* SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/C.q=1.00 TC: )2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 101 2-7=(-122) 152 2-3=(-612) 250 BC: 12x4 DF h1kBTR SPACED 24.0" O.C. 2-3=(-286) 518 6-8=(-207) 250 -6=( 0) 18 - WEBS: 2x4 DF STAND 3-4=(-156) 110 6-3=( 0) 52 LOADING 4-5=( -44) 20 3-9=(-268) 185 TC LATERAL SUPPORT <- 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSE g-4-(-228) 194 BC LAFRAL SUPPORT <- 12"00. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42,0 PSF BEARING MAX VERT MAX HORZ BRC REQUIRED BRG AREA OVERHANGS: 24.0" 0.0" LOCATIONS REACTIONS 7EACTIONS SIZE SQ,IN. (SPECIES) - LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -99/ 533V -51/ 1458 5.50" 0,6.5 DF ( 625) 5'- 6,5" -70/ 346V 0/ OH 5.50" 0.55 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11,7" -25/ 51V 0/ OH 1.50" 0.06 DF ( 625) REQUIREMENTS OF =BC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [PROVIDE FULL BEARING;Jts:2,9,5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 nsf) uplift at 24 "cc spacing, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 2-05-08 5-06-03 MAX LL DEFL - 0,040" @ -2'- 0,0" Allowed - 0.200" I T T MAX TL CREEP DEFL = -0.046" 3 -2'- 0.0" Allowed = 0.267" MAX LL PEEL = 0.012" 3 2'- 3.3" Allowed = 0.254" -, MAX TL CREEP DEFL = -0.019" @ 2'- 3,8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.012" 9 5'- 0.5" 6.00 , MAX HORIZ, TL DEFL = 0.012" @ 5'- 6,5" M-1.5x3 4 Design conforms to main windferce-resisting system and components and cladding criteria, Z Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat,2, Exp.E, MWFRS(Dir), 1 load duration factor=1.6, 0 o End vertical(s) are exposed to wind, M-3x8 R, Truss designed for wind loads in the plane of the truss only. 14.111111111.14, o Alli-.1111111111111111.M.°1 Airg o ill I M-3x4 0 21117.-- MZ 3x4 . M-3x6 M-3x6 J' )- ) I 2-03-12 3-02-12 0-05-08 2-00 2-05-08 5-06-03 6-00 1-11-11 �<��,D PROA? ��,� �NGI NFF9 "0 `z ;9200PE 9r JOB NAME : 20830 GLOBAL LOT 3 WALNUT - BJ4 _4 �//G�)� Scale: 0.4654 ` `. / WARNINGS: GENERAL NOTES, unless otherwise noted: Cr T r U S: BJ4 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 -yam 4/OREGON *� 44/ and Warnings before construction commences. building component Applicability of design parameters and proper N 2.2x4 compression web bracing must be installed where shown s. incorporation of component is the responsibility of the building designer. /j ��� ��'` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at //t 'T fr 1 is the responsibility of the erector.Additional permanent bracing of 7 o.c.and M 10'o.c.respectively unless braced throughout their length by '�J / w DATE 4/20/2018 me overall alrucbue is the responsibility f the building deli continuous sheathing such as plywood aheethlng(TC)and/or dills 901). 4�C VV1 ponsi y e g gner. 3.2x Impact hedging or lateral bracing required where shown«« -�J(.e Rio, SEQ K451 9 8 2 1 4.No load should be applied to any component until alter ell 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, TRAWS I D: LINK design nods be applied to an component. and are for"dry condition"of use. s.CompuTms hes no control over and assumes no responsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication.handling,shipment and installation of components. necessary. q p 6.This design is famished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. 8.Plates shall be boated on both faces of muss,and placed so their center April 2O,2Q18 TPI/WTCA in BCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompoTres Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by 1 Pacific Lumber and Touss-BC ItLDMBR SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2015 MAX MEMBER FORCES 4100 GDF/.g 1.00 TC: 2x4 DF kl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-7= 122 152 2-3= BC: 2X4 DF 0110TR (- ) (-512) 210 SPACED 24.0" O.C. (- c=( 0) 1P, 'vlEB.; 204 DF STAND 2-3=(-236) 518 6-8= 207) 250 - - 3-4=(-156) 110 6-3=( 0) 52 LOADING 4-5=( -46) 20 S-9=(-258) 19.5 TC L TF RAL SUPPORT <- 12"OC. 'JON. LL( 25.0)-DL( 7.0) ON TOP CHORD - 32.0 PSF BC L TFRAL SUPPORT <_ 12"OC. 7030. 9-4-(-228) 19q DL ON BOTTOM CHORD - 10,0 PSF TOTAL LOAD - 42.0 PSF BEARING VERT MAX HORS BSC RFQUIRFD ERG AREA OVER ANCS: 24.0" 0.0" LOCATIONS MRAX 0N5 ZFACTIONS SIZE SQ.IE. (SPFC'IES) LL = 25 PIF Ground Snow (Pg) 0'- 0.0" -98/ 533V -51/ 1455 5.50" 0.65 DF ( 625) 5'- 6,5" -70/ 346V 0/ OH 5.50" 0,55 DO ( 625) LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL 7'- 11.7" MAX-25/ 51V 0/ 04 1.50" 0.0`o DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (PROVIDE CULL BLARING;Jts:2,f,5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. rCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin5, 2-05-08 06_3 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/140 f T MAX LL DFFL - 0.040" 0 -2'- 0.0" Allowed - 0.200" MAX TL CREEP IDOL = -0.045" a -2'- 0.0" Allowed = 0.267" -V MAX LL DEFL - 0.012" a 2'- 3,9" Allowed = 0.254" MAX TL CREEP DEFL = -0.019" 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DE'L - -0.012" ra 5'- 12 - MAX HORIZ. TL DE9L = D.012" ra ,00 Design conforms to main sir decree-resisting system and components and cladding criteria. M-1.5x3 q Wind: 140 mph, h=21.30t, TCDL=4.2,BCDL=1,7, ASCE 7-10, { in (All Heights), Enclosed, Cat.2, Exp.6, Mrr7FRs(Dir), load duration factor=l.a, o End vertical(s) are exposed to wind, o Truss designed for wind loads us in the plane of the truss only. M-3x8 00 o ►� 121111111 o m m o r o M-3x4 . 2 M13x4 0 M-3x6 M-3x6 1' y y 2 2-03-12 3-02-12 0-05-08 y 1b 2-00 2-05-08 -y 7-06-03 y ���p PROFFcS' 6-00 3-11-11 � NGIN44.. `S/0 1 , 2 `L :9200PE i JOB NAME : 20830 GLOBAL LOT 3 WALNUT - BJ5 -AL_.' Scale: 0.4210 � „•""" • WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: $J rJ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the paramelers shown and is for an individual "7• 4,OREGON tv and Warnings before construction commences. building component Applicability of design parameters and proper G 2.2x4 compression web bracing must be installed where shown v. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during consWcllon Th2.Design assumes the top and bottom chords to be laterally braced at /O ''''4" 1 4 s 2-°\ 0/�` �.. Is e responsibitily of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by L DATE 4/20/2018 the overall sbuchue is the responsibility f the building designer, continuous sheathing such as plywood shealhing(TC)andlor tlrywall)00) ponti y o 3.2x Impact bridging or lateral bracing repuiretl where shown+« � .� t` SEE : K 4 5 1 9 8 2 2 4.No load should be applied to any component until ager all bracing and 0.Installation of buss is the responsibility of the respective contractor. {/ .,lr fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRA3S ID: LINK design loads be applied to any component. and are for"dry condition"of use. (� 8.CompuTrus has no cronlrol over and assumes no responsibility for the 6.DeecsIgn assumes full bearing at all supports shown.Shim erwedge If EXPI RES: 12-31-201 9 ry fabrication,handling,shipment and installation of components. ].Desigassumes atlequetn drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center April 20,2018 TPIMRCA In SCSI,copies of which will be furnished upon request. (nes coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-Z 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I This design prepared from compLter input by Pacific Lumber and Trus:.-BC LUMBeR SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/;;q=1.00 TC: 204 DO d1kBTR LOAD DO1RATIOK INCREASE = 1.15 1- 2=1 0) 101 2- 0=(-137) 159 2- 3=(-o19) 155 BC: 204 El kl&BTR SPACED 29.0" O.C. WEBS.. 2x4 DF STAND 2- i=(-23'1) 518 9=(-2321 200 6- 7= 0) 7.8 w 3- 4=(-227) 140 3=1) 0) 52 LOADING 4- 5=1-137) .57 3- 9=(-277) 212 TC L'TRRAL SUPPORT <- 12"OC. UOK. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF .5- o-( -66) 31 9- 4-(-178) 103 BC LFOAL SUPPORT 4- 12"0C, SOX. DL ON BOTTOM CHORD - 10.0 P53' TOTAL LOAD - 42.0 P50 OVER NGS, 24.0" 0.0" BEARING MAX VERT MAN HORZ BRC RE.QUIRF.D ERG AREA LL = 25 PS' Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) 0'- 0.0" -63/ 5375 -66/ 1910 5.50" 0.05 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 6.5" -62/ 298V 0/ OH 5.50" 0.46 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING NET. 7'- 10.9" -115/ 241V 0/ OH 1.50" 0.51 DF ( 625) 11'- 11.7" -52/ 111V 0/ OH 1.50" 0.18 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, (PROVIDE FULL BEARING;Jts:2,9,5 1 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 2-05-08 9-06-03 T fVERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/140 MAX LL DEFL = 0.040" e -2'- 0,0" Allowed = 0.200" -o MAX TL CREEP DEFL = -0.045" @ -2'- 0,0" Allowed = 0.267" MAX LL DEFL = 0.013" @ 2'- 3.8" Allowed = 0,254" gMAX TL CREEP DLCL = -0.020" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEM = -0.014" @ 5'- 4.5" 12 MAX HORIZ. TL DEFL = 0.013" .@ 5'- 6.5" 6.00 Design conforms to main windforce-resisting, system and components and cladding criteria. N Wind: 140 mph, h=22.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-1.5x4 0 (All Heights), Enclosed, Cat.2, Exp.H, M5IFRS(Dir), I load duration factor=1.6, 0 0 End vertical(s) are exposed to wind, i t OD Truss designed for wind loads in the plane of the truss only. M-3x8 3 co o r m ,,'T, M-3x4 2�� 1 M°3x4 0 M-3x6 M-3x6 L y )- J.- 2-03-12 3-02-12 0-05-08 .1 J L b 2-00 2-05-08 9-06-03 PR Qp 6-00 y - 5-11-11 '(<.• 6-00 D F`Sc5' �� 119200PE 9%' JOB NAME : 20830 GLOBAL LOT 3 WALNUT - BJ6 / '' Scale: 0.3692 '` �� ' WARNINGS: GENERAL NOTES, unless otherwise noted: © Ct. Truss: BJ 6 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 7, 4,OREGON 4/and Warnings before construction commences. building component.Applicability of design parameters and proper *_ 2.2x4 web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. Vs 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al �j� 1/ 1 4 t (y0� �� Is the responsibiely of the erector.Additional permanent bracing of 2'o.o.and a1 t0'o. respectively antess braced throughout Meelength by v G� DATE 4/20/2018 the overall structure is the responsibility r the building deli continuous sheathing such as plywood sheathing(TC)xndfor drywae(BC). pm sl yo g Baer. 4.Installation aobodging lateralbracingty the Where eshown ca '�'J L`] - S EQ. : K 4 519 8 2 3 4.No load should be applied o any component until eller all bracing and 4.Installal on of truss is the responsibility ofthe 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, ._ TRAYS I D: LINK design loads be applied to any component and are for"dry condition.orale. 6.Design assumes full bearing at all Supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.Compu7rus has no control over and assumes no responsibility for the fabrication,handling,shipment and inslallalion of components. Bary. 6.This design is furnished subject to the limitations set forth by 8.Design assumes acted thlloruAril 20,2018 8.Plltates shall be located on on bboth fage faces of truedad.s,and placed so their center p TPIrWTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Ir1c./CompuTrus Software 7.6.8(1 LJ-Z 9.Digits indicate size of plate in inches. 10.For basic connector Hale design values see ESR.1311,ESR.1988(Millet) i This design prepared from computer input by Pacific Lumber and Truss-BC LOMBR SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 TC: 1 284 DF Ri&RTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 9=(-145) 159 2- 3=(-613) 196 BC: ' 2x4 DF 41813TR SPACED 29.0" O.C. WEBS: 2x4 DF SIANC 2- 3=(-289) 518 $-10=(-245) 260 9- 8=1 0) 18 • 3- 4=(-300) 141 8- 3=( 0) 52 LOAD=NG 4- 5=(-191) 55 3-10=(-277) 228 TC L FOAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32,0 PSF 5- 6-(-153) 41 10- 4-(-204) 144 BC L FRAL SUPPORT <- 12"00. UON. DL ON BOTTOM CHORD- 10.0 PSF o- 7-(-101) 0 TOTAL LOAD - 42.0 PSF OVER NGS: 24.0" 24.0" - LL = 25 PIF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -33/ 534V -68/ 231H 5.50" 0.85 LF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 5'- 0.5" -12/ 298V 0/ OH 5.50" 0.48 OF ( 625) 7'- 10.9" -114/ 23',V 0/ OH 1.50" 0.30 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11'- 11.7" -139/ 415V 0/ OH 1.50" 0.53 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • )PROVIDE FULL BEARING;JL5:2,10,5,6 2-05-08 11-06-03 her COND. 2: Design checked for 1' f4 -(-5 psf) uplift at 29 "cc spacing. 7y VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" 0 -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" 0 -2'- 0.0" Allowed = 0.257" MAX LL DEFL = 0,014" 0 2'- 3,8" Allowed = 0.254" MAX TL CREEP DEFL = -0.020" 0 2'- 3.9" Allowed = 0.339- MAX LL DEFL = 0.042" (s 13'- 11.7" Allowed = 0.200" 0 MAX TL CREEP DEFL = -0.050" 0 13.- 11.7" Allowed = 0,267" 12 I 6,00 MAX HORIZ. LL DEFL = -0.014" 0 5'- 6.5" MAX HORIZ, TL DEFL = 0.013" 0 5'- 6,5" Design conforms Lo main wirdforce-resisting p sysLe'r and components and cladding criteria. U M-1.5x9 p Wind: 140 mph, h=22,ift, TC'DL=4.2,BCDL=6,0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, II End vextical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. I M-3x8 • ��• wo �� o" li + y co Oo ,� Im m or M-3x4 2 M53x4 0 M-3x6 M-3x6 i b )' l 2-03-12 3-02-12 0-05-08 b b y o PRoF ss 0" 2-00 L 2-05-08 y 11-06-03 y .<C4' 6-00 7-11-11 � GIN��� /0 ,So. :92 OP -00_ r JO$ NAME : 20830 GLOBAL LOT 3 WALNUT - BJ7 Scale: 0.3374 WARNINGS: GENERAL NOTES, unless olherwisenoted: >O 1Truss: BJ7 Budder end a ec on ontractor should be ad nod of at Generel Notes This design is based only upon the parameters shown and is felon individual -�,G OREGON [' j and Warnings before construction commences. building componenl Applicability of design parameters and proper w- 2.2x4 compressi:we,:bracingmustbe installed whereshown i. incorporation M component is Ne responsibility of the building designer. ��J\Vs1'3.Additional temracing to insure stability during construct:on2.Design assumes the lop and bottom chords fo be laterally braced al �� jI' �'Al is the msponsiothe erector.Additionalpermanentbrecy fof2'or and at 10'o.c.onentiis the unlessbraced throughouttheirlength py (�DATE 4/20/2018 the overall bethe res 'bili) f the build:: des: continuous sheathing such as plywood Shealhing(TC)and/or drywall(BC). �/�. �T_ Q 5 pons: y o g goer. 3.2z Impact bridging or lateral bracing requ:red where shown++ /�a 1.2j SEQ K4 19 8 2 4 4.No load should be applied to any component until agar all bracing end 4.Installation of Imes E ec o,e tonsiblllty of the respective contractor. \(i j.�'+ fasteners are complete and al no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRA S I D: LINK design loads be apvuaa to any component, and are for"dry condition"or use. 5.CompuTrus has m control ovarand assumes no responsibility for the 6.DesignassumesLull bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 • fabrication,handling,shipment and,nslallal:on of components. necessary ehi H.This design is furnished7.Design assumes adequate drainage is provided. subject to the limitations sal forth by 8.Plates shall be located on both faces of truss,and placed so the:r center April 20,2018 TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide wilh joint center lines. MITek USA,Int;./CompuTrus Software 7.6.8(10-Z 9.Digits indicate size of plate in inches. 10.For basic connecter plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LOMB SPECIFICATIONS TRUSS SPAN 15'- 10.9" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cc1=1.00 TC: 2x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 101 2- 9=(-146) 155 2- 3=(-516) 121 i BC: 2x4 DF k1.13TR SPACED 24.0" O.C. WEBS:.2x4 DF STAND 2- i=(-292) 518 8-10=(-247) 256 9- c=( 0) 18 4=(-305) 175 8- 3=( 0) 52 LOADING 4- 5=(-202) 91 3-10=(-274) 230 TC LA RRAL SUPPORT S- 12"OC. 501F. LL( 25.0)+01,( 7.0) ON TOP CHORD - 32.0 PSF 5 1-(-154) 71 10- 4-(-197) 135 BC LA RRAL SUPPORT 0- 12"00. 5070. DL ON BOTTOM CHORD - 10.0 Pap' 6,- ,-( -(56) s2 TOTAL LOAD - 42.0 PSF I OVRRH*NOS) 24.0" 0.0" - LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -27/ 535V -02/ 237H 5.50" 0.26 IF ( 625) REQUIREMENTS OF -BC 2015 AND IRC 2015 NOT BEING MET. 5'- 6.5" -75/ 317V 0/ OH 5.50" 0.51 DF 1 625) 7'- 10.9" -92/ 188V 0/ OH 1.50" 0.24 DF ( 125) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 11'- 10.9" -144/ 297V 0/ OH 1.50" 0.38 DF ( 125) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 10.9" -49/ 102V 0/ OH 1.50" 0,16 DF ( 625) 9-10-03 6-00-12 T PROViCE FULL BEAR INJts:2,10,5,X3,7 2-05-08 13-05-0/ r �COND. 2: Design checked for' net(-5 psf) uplift at 24 "cc spacing. 1 f lVERTICAL DEFLECTION LIMI7S: LL=L/240, TL=L/180 7 y MAX LL DEFL = 0.040" @ -2'- 0,0" Allowed = 0,200" MAX TL CREEP DEFL = -0.046" @ -2'- 0,0" Allowed = 0.267" b MAX LL DEFL = 0.014" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.020" @ 2'- 3,8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.015" @ 5'- 6.5" MAX HORIZ. TL DF'L - 0.013" @ 5'- 6.5" 12 & 6.00 M-3x6(S) M Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.3CL, TCDL-4.2,BCDL-6.0, ASOF 7-10, o (All Heights), Enclosed, CaL,2, Fxp.B, MWFRS(Dir), -,-.:7 load duration factor1.6, I Fnd verLical(s) are exposed Lo wind, I eq M-1.5X4 Truss designed for wind loads 4 in the plane of the truss only. -3x8 . 1.0......._4111111111111141•• m r rl •i •-i Imam M-3x4 a r o 2 M�3x4 0 , M-3x6 M-3x6 ,1' y 1 ), 2-03-12 3-02-12 0-05-08 1, (C5°) PROP 2-00 , 2-05-08 13-05-07 ell\ 6-00 9-10-15 V �������/• 0� �� ,....._""k/ .89200PE vv JOB NAME : 20830 GLOBAL LOT 3 WALNUT - BJ8 Scale: 0.2972 If„_. /j - WARNINGS: GENERAL NOTES, unless otherwise noted: In Cr iti Trus: BJ8 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 7 OREGON and Warnings before construction commences. building component Applicability of design parameters and proper A_ 2.2x4 compression web bracing must be installed where shown.. incorporation of component Is the responsibility of the building designer. �J V� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �T)e 2°N Is the res onsihiet f the erector.Additional g of 2'o.c.and at 10'o c.respectively unless braced throughout their length by p y o permanent bracin ) DATE: 4/20/2018 the overall structure9Is the res bili( f the building desi continuous sheathing such as plywood sheeihing(TC)and/or drywall(80). 11 i� \ A ponsi y o g gner. 3.2z Impact bridging or lateral bracing required where shown.. �yf v SEQ. : K4 5 1 9 8 2 5 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. R' fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used M a non-corrosive environment, TRAYS I D" LINK design loads be applied to any component. and are for"dry condition"of use. S Cowper.has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if EXPI RES: 12-31-2019 fabrication,handling,shipment and Installation of components. necessary. ris ed 7.Design assumes adequate drainage Isprovided. April 20,20 6.This design Is furnished subject to Me limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA in SCSI,copies of which will be furnished upon request. hoes coincide with joint censer lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-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 LOMBSPECIFICATIONS TRUSS SPAN 19'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/r4=1,00 TC: 204 DF hl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-8=(0) 0 2-3=(-603) 77 BC: 2x4 DF 41kRTR SPACED 24.0" O.C. WEBS: 2X4 DF STAND 2-3=(-287) 516 3-4=(-282) 129 LOAD=NG TC LA EARL SUPPORT G- 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF .5-6-( -75) 31 BC LA FURL SUPPORT G- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 5-7-( -25) 0 • TOTAL LOAD - 42.0 PSF LEFTS : 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING LOCATIONS MAX VERT MAX HORS BRG REQUIRED BRG AREA REACTIONSSIZE SQ.IN. (SPECIES) E. -19/ 593V -56/ 273H OVERH NGS: 24.0" 6.0" REACTIONS D/ 58V 73H 5.50" O.E7 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 5'- 9.2" 0/ OH 5.50" 0.03 DF ( 625) OH 1.50" 0.45 DF ( 025) OH 1.50" 0.35 DF ( 625) 5'- 11.2" -175/ 3559 0/ BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP 9'- 11.2" -120/ 285V 4-5=(-153) 50 0/ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 14'- D.0" -50/ 117V 0/ 05 1.50" 0.21 OF ( 625) (PROVIDE FULL BEARING;Jts:2,8,4,5,6 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 14-06 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" T f MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.2o7" 7 MAX LL DEFL = 0.085" @ 1'- 8.4" Allowed = 0.254" ir MAX TL DEFL = 0.083" @ 1'- 8.4" Allowed = 0.339" MAX LL DEFL = -0.000" @ 14'- 6.0" Allowed = 0.050" III"°"°111CAIIIII"°111 )� MAX TL CREEP DEFL = -0.000" @ 14'- 6.0" Allowed = 0.067" I MAX HORIZ. TL DEFL - -0.044" @ 13'- 11.2" 12 1.00 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=0.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFPS(Dir), load duration factor=1.6, Trace design=d for wind loads in the plane of the truss only. • I M-5x6 3 110. f ao o Q /- M-3x6 . 0 PROFFs z-oo 6-00 8-06 p �NFFGIN , s/ `� 89200PE 9r JO NAME : 20830 GLOBAL LOT 3 WALNUT - BJ9 ,/ / Scale: 0.3341 WARNINGS: GENERAL NOTES, unless otherwise noted: IC) TrussTruss: : BJ 9 1.Builder and emotion contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual "9L 4 OREGON w 44/and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown a, incorporation of component is the responsibility of the building designer. `y' �x{7s 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 76 4..1) 1 4 20` �4 Is the responsibility of the erector.Additional permanent bracing of 2'o. antl a110'c.c.respectively unless braced throughout Meir length by T 4 DATE 4/19/2018 Ina overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheething(4C)and/or drywall(Bc) K 4 519 8 2 6 4.No load should be lied to an component g an 4 2x Impact bridging or lateral bracing required where t t a "R R 1 0- SEQ.: W y coon I until eller all bracing d 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used;n a non-corrosive environment, TRAINS I D: LINK design loads be applied to any component. and are to"dry condition"of use, 5.CompuTrushasneenrsholoverandassumesnoresponsibilityforthe 6.oeAgnassumes full bearing atall supports shown.Sh:en,wedge lr EXPIRES: 12-31-2019 fabrication,handing,shipment and installation of components. 7. s ry- Fetes assumesadequatedrainage is provided. April 20,2018 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 TPIIWICA in BCSI,copies of which will be furnished upon request. 9.lines coincide with joint center lines. MiTek USA,Inc.ICompuTrus Software 7.6.8(11_)-E 10.FO,baisic'conector nr s et design valignees. pl ues see ESR-1311,ESR-1966(MiTek) 1 LIMB R SPECIFICATIONS TRUSS SPAN 13'- 0.0" This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2015 MAX MEMBER FORCES 4'dR/GDF/Cq=1.00 TC: 204 DF 411513TR LOAD DURATION INCREASE = 1,15 1-2=( 0) 101 2-7=(D) 0 2-3=(-600) 88 BC: 2x4 DF 411&13TR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2-3=(-287) 516 " 3-4=(-292) 114 LOAD-NG 9-5=(-112) 50 TC L TF,R AL SUPPORT <- 12"00. Got. LL( 2.5.0)+DL( 7.0) ON TOP CHORD - 32.0 PSE 5-6-( -59) 23 BC L TF,RAL SUPPORT <- 12"0C. NOR. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 92.0 PSF LFTI 2-00-00 2-00-00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA - LL = 25 PSF Ground Snow (Pg) LOCATIONS 0'- 0.0" REACTIONS 0/ SBV REACTIONS SIZE SQ.IK. (SPECIES) -24/ 542V -52/ 298H 5.50" 0.87 DF ( 625) OVER NGS: 29,0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ OH 5.50" 0.09 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 5'- 11.2" -172/ 366V 0/ OH 1.50" 0.47 OF ( 625) 9'- 11.2" -101/ 250V 0/ OH 1.50" 0.32 DF ( 625) OH 1.50" 0.13 DF ( 625) BOTTOM CHORD CHECKED FOR 001SF LIVE LOAD. TOP 13'- 0.0" -38/ 82V 0/ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IPROVIDF FULL BFARING;Jt 5:2,7,9,5,5 ICOND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" 13-00 MAX TL CREEP DELL = -0.045" @ -2'- 0.0" Allowed = 0.267" T MAX TLM MCREEP DEFL = -0.090" @ 1'- 0.9" Allowed = 0.339" MAX HORIE. LL DEFL = -0.041" @ 12'- 11.2" MAX HORIZ. TL DEAL = -0.040" @ 12'- 11,• 2" Design conforms to main windfcrce-resisting system and components and cladding criteria. 12 5.00 Wind: 140 mph, h=22.6f t, TCDL=4.2,BCD1=6.0, ASCE 7-10, (All Heights), Enclo ed, Cat.2, Exp.B, MKFRS(Dir), load Tduration r9ssdesfignedfor J6 windloads in the plane of the truss only. N O r M-5x6 . f- w co m .�� M-3x6 1 .1 i y CEO PROFS 2-00 6-00 7-00 C.' NGINF fi�`P/� `r 89200PE vc- JOB NAME : 20830 GLOBAL LOT 3 WALNUT - BJ10 ,/' Scale: 0.3966 ._,. - . WARNINGS: GENERAL NOTES, unless otherwise noted: r'1 ct- Trus: BJ 1 0 ,.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 �/ and Warnings before construction commences. building component.Applicability of design parameters and proper *- ' 2.254 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. Aµ 1 3.Additional temporary bracing to insure stability during conslmction 2.Design assumes the top and bottom chords to be laterally braced at �O '44' 2"` �� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o c.respectively unless braced throughout their length B by the overall structure is the responsibility tithe building designer. 2e In,u ous shealhin such as plywood athin TC and/or erywall(BC). DATE,t 4/19/2018 psheathing(TI) � RRILL 3.2 Impact bridging or lateral bracing required where shown.. SEQ' ' K 9 51 9 8 2 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRA S 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 5.Deaynassumes full beatingatall supports shown.Shim orwedge i' EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 6. necessary. p This design is furnished subject to the IimiUlions set forth by 7.Design assumes adequate drainage is provided. April 20,2� 8 8.Plates shall be located on both faces of truss,and placed so their center ' TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. II 9.Digits indicate see ululate in inches. Mi Tek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 1g.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 10'- 0.0" TC: 2X4 DF 0100T IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cc4=1.00 - LOAD DDINCREASE = 1,15 1-2=( 0) 101 2-7=(0) 0 2-3=(-609) 153 BC; 2x4 DF kl.t BTR SPACED SPACED 29.0" O.C. WEBS 2x4 DF STAND 2-3= 517 ' '.-4=(-21195)) 96 LOADING 4-5=( -63) 36 TC L'TFRAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32,0 PSF BC L TERAL SUPPORT G- 12"OC. UOK, DL ON BOTTOM CHORD - 10.0 PSF 5-6-( -50) 0 TOTAL LOAD - 42.0 PSF LETI. . 2-00-00 2-00-00 SBEARING MAX VERT MAX HORD BOG REQUIRED ERG ARTA - OVER,ANGS: 24.0" 12.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.I5. (SPECIES) 0'- 0.0" -38/ 541V -41/ 224H 5.50" 1.E7 DF ( 625) LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL 5'- 9.2" 0/ 58V 0/ OH 5.50" 0.09 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOP BEING MET. 5'- 11.2" -130/ 384V 0/ OH 1.50" 0.49 DF ( 625) 10'- 0.0" -99/ 240V 0/ OH 1.50" 0.31 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM OFORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARINI .';Jt5;2,7,4,5 1 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/130 MAX LL TEFL = 0.040" z -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" 11-00 MAX LL DELL = 0.075" @ 1'- 8.4" Allowed = 0.254" f MAX TL CREEP DEFL = -0.077" @ 1'- 8.4" Allowed = 0.339" MAX LL SELL = 0.003" 0 11'- 0.0" Allowed = 0.100" " -/ MAX TL CREEP DEFL = -0.003" @ 11'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.038" 0 9'- 11.2" MAX HORIZ. TL DEFL = -0.037" @ 9'- 11.2" 12 0• 6.00 Design conforms to main windf Cree-re91Ptin0' system and components and cladding criteria. Wind; 140 mph, h-22,111, TCDL-4.2,BDDL-6.0, ASCF 7-10, (A11 Heights), Enclosed, CaL.2, Fxp.B, MIFRS(Den), 1 4 load duration factor-1. Tr::.,s designed for wind loads w in the plane of the truss only. o I I 1 M-5x6 I °. c. NIO I 2*ll 71�' -s M-3x6 I b 2-00 6-00 �� ,� PRQFFS I 5-00 ��� �NG�NFFR `S'/4 2 89200PE 9r JOB NAME : 20830 GLOBAL LOT 3 WALNUT - BJ11 • Scaler 0.3972 WARNINGS: GENERAL NOTES, unless otherwise noted: ^ C � \ Truss: B J 11 Builder and erection non ream should be advised or all General Notes This design is based only upon the potentates shown and is for an individual 9G 4OREGON tv and Warnings before construction commences. building component Appiicabilily of design parameters and proper w 2.2z4 compression web bracing must be installed where shown i, incorporation of component is the responsibility of the building designer. A W 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at '1 +9 r '1 26\ (\` �4. Is the responsibifly of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respectively c plywoodly unless braced throughout melt length by /V] s -yv DATE 4/19/2018 the overall structure is the responsibility of the building designer. continuous ndgingsheathinr such e8 acing ruir a where s ownor drywall(BGJ. SEQ. : K4519828 4.No load should be applied to any cont 3.1 Impact bodging or lateral prating required the re where shown a M • RI `` component oma alter bracing and 4.Installation of urea is the responsibility of the respective eomreemr. fasteners are complete and at no time should any loads greeter 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.Compulrus has no mrdrol over and assumes no responsibility for the 6.Design assumes run bearing at all supports shown.shim or wedge if EXPIRES: 12-31-2019 fabrication,handing,shipment and installation of components. necessary.7r7 .1 p 8.This designfurnished subject to the limitations set form by H.Design assumescaed on bdoth iss truss, d. April LO r 2Q 18 is 8.Pietas shall be located joint both faces of lrusa,and placed so their center I TPIANTCA in BM,copies of which will be furnished upon request. lines coincide with center lines. 9.Digits indicate size of plate in inches. I MiTek USA,Inc./CompuTrus Software 7.6.8(IL)-E 10.Foe basic connector dale design values see ESR'1311,ESR.1988(MiTek) This Design prepared feom computer input by Pacific Lumber and Truss-BC LOMB R SPECIFICATION: TRUSS SPAN 9'- 0.0" IBC 2015 MA:4 MEMBER FORCES 4WR/GDF/Cfr=1.00 TC: 204 DF HOISTS LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(0) 0 2-3=(-609) 175 BC: 2x4 DF 41&5TR SPACED 24.0" 0.C. WEBS 2x4 DF ',TANG 2-3=1- 00) 515 w 3-4=(-1150) 92 LOADING 4-5=1 -69) 32 TC L TERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC L TFRAL SUPPORT <- 12"00. NON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 PSF BEARING MAX VKRT MAX HORS BRG REQUIRED BRG APFA LETI S: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SI ZF. .SQ.IS. (SPECIES) ' LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -62/ 593V -36/ 1845 5.50" 0.67 DF ( 625) OVER ANGS: 29.0" 0.0" 5'- 9.2" 0/ 58V 0/ OH 5.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -169/ 361V 0/ OH 1.50" 0.46 DF ( 625) R30UIREMENTS OF -BC 2015 AND IRC 2015 NOT BEING MET. 9'- 0.0" -23/ 75V 0/ OH 1.50" 0.12 DF ( 625) BOTTOM CHORD CHECKED FOR 10145F LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FALL BEARING;Jts:2,6,4,5 ICON°. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/130 MAX LL DEFL = 0.040" 'a -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" ,e -2'- 0.0" .Allowed = 0.267" 9-00 ALAS LL DEFL = 0.068" ,' 1'- 8.4" Allowed = 0.259" f MAX TL CREEP DEFL = -0.081" 9 1'- 8.9" Allowed - 0.339" MAX IIORI1. LL DEM = -0.034" r 8'- 11.2" MAX HORIZ. TL DC_L - -0.033" 31 8'- 11.2" 12 0 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor-1.6, 0 Tr.iss designed for wind loads in the plane of the truss only. N 0 in M-5x6 co o IIIc0 I M-3x6 J, i y y 2-00 6-00 3-00 ������N F�`61 `� 89200PE r J03 NAME : 20830 GLOBAL LOT 3 WALNUT - BJ12 4011".A°'< ! :', ,,,e_ 1._._ scale: 0.4620 WARNINGS: GENERAL NOTES, unless otherwise noted: IC) CC Truss: BJ12 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 7L "4,OREGOA( 4/ and Warnings before construction commences. building component Applicability of design parameters and proper OREGON r V 2.2x4 compression web bracing must be installed where shown+. incorpom6on of component is the responsibility of the building designer. Y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom ass to be laterally braced al <0 14 s 2,e;\ he` �� Is the responsibility of the erector.Additional permanent bracing of o2o.c.and at 10'Co..respectively unless braced throughout their length by G DATE: 4/19/2018 ins overall structure Is the responsibility f the bold deli continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). Ixy y o g bracing 3.20 Impact bridging or talent boning required the whpe shown++ �R R 1 LL S E I K4519 8 2 9 4.No load should be applied to any ppmponent anal ager all bracng and 4.Instauabpn or Inas is Sra responsibility a respective cpnbactor. 4 fasteners are complete and at no lime should any loads greater than 5.Design assumes busses are to beused in a the environment, TRANS I D: LINK design loads be applied to any component and are fo"dry condition"of use, 6.Design n n assumes full bearing at all supports showShim or wedge if EXPIRES: 12-31 -2019 1 5.CompuTrus has no control over end assumes no responsibility for the fabrication,handing,shipment and installation of components. a sary. I.Design haallbes lcaedonedrainageispmvldad. April 20,2018 6.This design is furnished subject to the Il mita5ons set forth by 8.Plates shall be boated on bpm faces of hiss,and placed so their center • TPINYICA in SCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. • MiTek USA,Irw./CompuTrus Software 7.6.8(1 L)-E 9.Digits indicate size of plate in inches. 10.Foe basic connector plate design values See ESR-1311,ESR 1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LOMBR SPECIFICATIONS 33-00-00 GIRDER SUPPORTING 9-00-00 FROM 0-00-00 TO 5-00-00 IBC 2015 MAX MEMBER FORCES 9WR/GDF/C5=1.00 TC: 2x4 DF Ul&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) ( ) (-592) 5949 16- 3=( -3£2) 2348 - 2x4 DF 2900E TS p 1- 2= 0 100 2-16= BC: 2x4 DF !il&BTR; LOADING 2- 3=1-9642) 732 16-17=(-655) 4592 16- 4=(-2222) 402 2x64 DF SS 01 3- 4=(-3942) f,32 17-18=(-654) 4578 4-17=3 -220) 44 LL = 25 PSF Ground Snow (Pg) 4- 5=(-5086) 860 18-19=(-640) 4436 4-18=( -07) 229 WEBS 2x4 DF STAND TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PL, 0'- 0.0" TO 33'- 0.0" V 5- 6-(-3036) 640 19-20-(-416) 3352 1- 5-1 -260) 1434 BC UNIF LL( 25.0)+DL( 37.0)- 62.0 PL, 0'- 0.0" TO 5'- 0.0" V 7-(-2749) 516 20-21-(-296) 2370 5-19-(-1400) 274 TC L TF,RAL SUPPORT G- 12"0C. LION. 6 BC UNIF LL( 0.01+DL( 20.0)- 20.0 PL, 5'- 0.0" TO 33'- 0.0" V 7- e-( 0) 0 21-22-(-392) 2384 19- 6-( -176) 1172 BC L TFRAL SUPPORT G- 12"OC. UON. 7 ..•°-(-2459) 490 22-14-(-390) 2388 6-20-(-1232) 256 ADDL. BC CONC LL+DL= 1164.0 LBS @ 6'- 0.0" 9-11=(-2106) 500 20- 7-( -119) 978 10-11-( 0) 0 20- 9=( -112) 244 NOTE 2x4 BRACING AT 29"OC DON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2496) 504 9-21-3 -422) 136 ALL LAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=)-2328) 520 11-21=( -64) 786 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 17-19=( -27o) 4E8 21-12=( -218) 148 LETI S: 0-00-00 2-00-00 14-15=( 0) 100 12-22=( 0) 244 13-14=3-3278) 690 OVERT ANUS: 24.0" 24.0" ( 2 ) complete trusses required. Attach 2 ply With 3"x.131 DIA GUN BLARING MTX VERT MAX HOPI BRG REQUIRED BRG AREA nails staggered: LOCATIONS REACTIONS REACTIONS SIZE 00.I]. (SPECIES) 9" oc is 1 -owls) throughout 2x4 Lop chords, 0'- 0.0" -593/ 2056V -159/ 154E 5.50" 4.57 OP ( 625) 9" oc in 2 -ow(s) throughout 2x6 bottom chords, 33'- 0.0" -3'19/ 1940V 0/ 08 5.50" 3.10 DF ( 625) 9" oc in 1 -ow(s) LhroughouL 2x4 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. ICONS. 2: Design checked for net(-5 psf) uplift at. 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/IRO MAX LL DEFL = 0.010" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.011" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.033" @ 26'- 6.8" Allowed = 1.604" MAX TL CREEP DEFL = -0.333" ra 20'- 5.3" Allowed = 2.135" MAX LL DEFL = 0.010" @ 35'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.011" @ 35'- 0.0" Allowed - 0.267" MAX HORIZ. LL DE,L - 0.021" @ 32'- 6.5" MAX HO5IZ. TL DE,L - 0.052" @ 32'- 6.5" 3-11-1D-04-07 10-01-09 5-00-10 13-05-11 • 1 TT T f 0-07-15 3-01-11 0-09-03 2-06-05 6-02-08 1-10 Design conforms to main windfcrce-rear'ting f fsystem and components and cladding criteria. 3-11-11 1-04-12 4-06-07 2-06-05� 0-6'9-03 T 4-08 f 'I f f T f T f T T Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 6.001/ M-4x6 8 M-3x4 10 M-4x6 6,DD load duration factor=1.6, Tress designed for wind loads in the plane of the truss only. M-3x4 M-3x4 6 M M-3x4 -7x84.4 M-4x6 5 3 e 5G M-4x6 M-3x6 co a 0 1 Al _ -- NY hili a 2 I � 2 a 16 17 18 19 20 21 22 l4 0 M-3x6 M-7x6 0.256(S) M-3x8 0,25" M-1.5x3 M-3x6 ���p PR�F�s M-1.5x3 M-7x6(S) M-5x8(S) L y y *1164# 1 1 3-08-083-091003 3-01-11 4-08-03 6-10-08 y 6-02-08 y 6-04-04 ,�5� �NG�NFF� s/p J y 2-00 33-00 2-00> �-� `� ,x',92 OP 1 J03 NAME : 20830 GLOBAL LOT 3 WALNUT - Cl Scale: 0.1554 I1111111111 • WARNINGS: GENERAL NOTES, unless°Maneeo noted: r1 T r u.D s: Cl Cr ,.Bauder and erection contractor should be advised of all General Notes ,.This design is basad poly neon the parameters shown and Is for an'individual V- OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper w_ 2.2x4 compression web bracing mull be installed where shown*. incorporation of component is the responsibility of the building designer. R 1�V. 3.Additional lemporery bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <O y 1' 1 4, 2O` v� is the responsibility of the erector.Additional 7 o.c.and at t0'p c. estival unless braced throughout their length b ` L spo Y permanent bracing of continuous t10'oin fetich as e g y DATE': 4/19/2018 the overall structure is the responsibility of the building designer. 3.28 Impact bricl- pr e a ing re uireatnin ere s wn•drywau(Bc). p ging lateral boning tyq a where shown rr a �r�y RIO, S E Q K 9 519 8 3 0 4.No load should be applied to any component until attar all bracing and 4.Installation of truss is the responsibility of the respective contractor. [�('j {/ fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TROTS S I D: LINK design lcomponent oads be applied to any componeand are la"dry Condition'of use, 5.Comp res hal:no control over and assumes no responsibility for the 6.Design assumaa NII bearing at all supports shown.Shim or wedge it EXPIRES: 12-31-2019 fabrication,handing, hl n Bary. shipment and installation of components' 7.Design assumes adequate drainage is provided. April 20,2018 I 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,arid placed so their center TPINVTCA In BCSI,copies of which W ill be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(10-E 9.Digits indicale size of plate In inches. 10.For basic connector plate design values see E5R)1311,E513.1988(MiTek) s. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBE- SPECIFICATIONS TRUSS SPAN 33'- 0.0" IBC 2015 MAX MEMBER FORCES 99(R/GDF/Cq=1.90 - TC: 2x4 DF kl&BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 101 2-13=(-795) 1950 2- 3=(-2313) 937 10-11=(-2246) 695 sr BC: 2x4 DF 61&BTR SPACED 29.0" O.C. 2- 3=( -437) 506 13-14=(-091) 2127 13- 3=( -906) 971 WEB;: 2x4 DF STAND 3- 9=(-1950) 092 14-15=(-891) 2126 13- 4=( -869) 473 LOADING 4- 5=(-2083) 855 15-16=(-609) 1804 4-14=) -_5) 15 TC LA BRAS SUPPORT <- 12"OC. DON. LL( 25.0)+DL( 7,0) ON TOP CHORD - 32.0 PSF 5- 6-(-1064) 776 15-17-(-4',1) 1418 4-15-( -372) 335 BC LA ARAL SUPPORT <- 12"OC. UOX, DL ON BOTTOM CHORD - 10.0 PSF 6- 7-( 0) 0 17-16-(-564) 105 15- 5-( -13ti) 342 TOTAL LOAD - 42.0 PSF 6- 9-(-1430) 713 18-11-(-562) 1808 5-16-) -574) 3633 at 6- o-( 0) .. 16- 6-( -234) 474 NOTE: 2,4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pa) 2-10=(-1700) 697 16- 9=( -134) 106 • ALL F AT TOP CHORD AREAS NOT SHEATHED 10-11=( -470) 296 9-17=( -32) 322 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 100 17-10=( -596) 186 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 10-10=( 1) 321 OVERH•NGS: 24,0" 24.0" BOTTOM CHORD CHECKED FOR 10PSE L=VE LOAD. TOP BEARING MAX VERT MAX HOMZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) - 0,0" -273/ _014V -177/ 17711 5.50" 2.50 Dr ( 025) 33'- 0.0" -277/ _914V 0/ 011 5.50" 2.59 DC ( 025) !COND. 2: Design checked for net(-5 psf) uplift at 29 "op spacing, 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/100 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.210" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0,113" @ 10'- 10,1" Allowed = 1.604" MAX TL CREEP DEFL = -0.297" @ 10'- 10,6" Allowed = 2.139" MAX LL DEFL = 0.040" @ 35'- 0,0" Allowed = 0.200" MAX TL CREEP IDOL = -0.096" @ 35'- 0,0" Allowed - 0.267" MAX IIORI'L. LL IDOL = 0.046" H 32'- 6,5" 0-09-c -C 9-03 MAX 11ORIC. TL IDOL - 0.077" @ 32'- 6.5" 5-11-11 0-04-07 10-01-09 1 00-10 15-05-11 Design conforms to main windferce-resisting T 11 T T T system and components and cladding criteria. 5-11-11 0-07-15 4-06-07 4-06-07 1-00-10 7-02-08 7-06 '( T T - f I - T -. - (' wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=5.0, ASCE 7-10, 12 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MIFRS(Dir), load duration factor=l.S, 00 6.00 M-9x6 M-6X6 a 6.00 Truss designed for wind loads `4* in (he plane of Lhe Lrus.s only. M-3x4 5 M-7x8 M-3x12 M-5x12 1 • 1r M-1.5x3 M-1.5x3 • CD l 2 _ 13 lit 15 16 17 18 11 �y2 cm M-4x6 -M-4x4 M-3x4 0.25" M-3x4 M-1.5x3 M-4x6 �I M-1.5x3 M-5x8(S) .<(51/4E° PROp y y i Co !�`OiNE' / b b 5-08-08 0-09-06 4-04-11 4-08-03 3-00-04 7-00-12 7-04-04 j b �s V`4 Sj� 0.,y_ 2-00 33-00 2-00 �� :92 Op -lp�,. J03 NAME : 20830 GLOBAL LOT 3 WALNUT - C2 4P • 7G r Scale: 0.1785 WARNINGS: GENERAL NOTES, unless otherwise noted: fiI 1.Budder anderection contractoroshould be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual yL 4,OREGON ���. T r U r S: C2 and Warnings before construction commences. build Ing component.Applicability of design parameters and proper A 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �(� 3.Additional temporary bracing to insure stability during conslmclien 2.Design assumes Me top and bottom chords to be laterally braced at 4 V 2'o.c.and at 10'o c.respee n ply unless braced throughout their length by /O -`f is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheelhing(TC)endfor drywall(BC). DATE: 4/19/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ER R L�- S EQ. : K 4 519 8 31 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. fasleners are complete and at no lime 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.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports Shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication,handling,shipment and instellatian of components. mammy assumes ris,ehi 8.Pltesmhll50Boaedon bdoth ela lrouu,d. April 20,2018 6.This design is furnished subject to the limitations sal forth by 8.Plates shall be located on faces of Truss,and placed so their center TP1f TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint cenler lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(11_)-E 10.For basic connector date design values see ESR-1311,ESR-1988(MITek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMB R SPECIFICATIONS TRUSS SPAN .33'- fi,0" TC: 2x4 DF Nl&BTR IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1,00 LOAD DURATIONINCREASE = 1.15 1- 2=( 0) 101 2-12=(-718) 1751 2- 3=(-2320) 895 9-10=(-2320) 592 - BC: 2x4 DF lfl F.BTR sr SPACED SPACED 24, " O.C. WEBSI 2x4 DF STAND (I 2- 3=( -215) 395 12-13=(-729) 2015 3-12=( -68) 282 3- 4=(-2153) 901 13-14=(-549) 1659 12- 4=( -157) 553 LOADING 4- 5=(-1633) 844 14-15=(-427) 1687 12- 5=( -647) 255 TC LATERAL SUPPORT 6- 12"05. UON. LL( 25.0)+DL( 7.1) ON TOP CHORD - 32.0 PSF BC LITERAL SUPPORT 6- 12"OC. UON. DL ON BOTTOM CHORD - 11.0 PSF 5- 6-(-2250) 942 15-1L'-(-497) 1845 5-13-( -398) 61) 6 7-(-1535) 634 13- 6-( -385) 613 TOTAL LOAD - 42.0 PSF 7- 8-(-1552) 601 6-14-( -616) 463 8- 9-(-2059) 624 14- 7-( -433) 1054 'TE 284 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -312) 328 ALL NFLAT TOP CHORD AREAS NOT SHEATHED 14- 8=( -554) 210 -- 10-11=( O) 101 8-1 =( 0) 316 BOTTOM CHORD CHECKED FOR A 20 PSF LIM_TED STORAGE 15- 9=( -90) 117 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. OVERT ANGS: THE BOTTOM CHORD DEAD LOAD .S A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ PRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) CM- 1.0" -262/ 1614V -191/ 1510 5.50" 2.58 DF ( 625) 33'- 2,0" -265/ 16140 0/ 01i 5.50" 2.50 DF ( 025) COND. 2: Design checked for nett-5 psf) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/161 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEAL = -0.046" @ -2'- 0.0" Allowed = 0,267" MAX LL DEFL = 0.104" @ 12'- 7.3" Allowed = 1.604" MAX TL CREEP DEFL = -0,23)" @ 12'- 7,3" Allowed = 2,139" MAX LL DEAL = 0.040" @ 35'- 0.0'• Allowed = 0.200" MAX TL CREEP DEFL - -0,046" @ 35'- 0,0" Allowed = 0,267" MAX HORIZ. LL DEFL = 0.043" @ 32'- 0-09-07 MAX HORSE. TL DEFL = 0,071" @ 32'_ .J_ 7-11-111-f0-0 07 8-07-14 16-00 T ff T T Design conforms to main windforce-resisting • 3-08-08 4-03-03 4-03-15 4-03-15 5-05-03 5-03-07 5-03-07 syste and components and cladding criteria. T T TT 1" T T 7 12 12 12 Wind: 190 mph, h=23.3ft, TCDL=4.2,BCD L=F.,0, ASCE 7-10, (All Heights), Enclosed, C:at,2, Exp,B, MNFRS(Dir), 6,00 6,00 M-4X6 Q 6,00 load duration factor=1,6, 4.0" Truss designed for wind loads 7 -h( in the plane of the truss only. M-5x6(5) I M-3x4 5 .25" M-5x6 M-4x6 i ,;75 M M-9x9 -4x4 • M-1.5x3 "`' M-1.5x3 ' m: o; Mk m I + O 1 2 1 13 19 15 J 1 M-3x6 M-3x8 0.25" 10 0 M-3x4 M 3x6 y , <(51/403 PnQ1 M-3x4 M-5x8(5) 7-06-12 1-00-14 8-04-06 7-09-06 8-02-10 k2-00 y 33-00 y2-00 y e..'‘ :9200PE 9r JOB NAME : 20830 GLOBAL LOT 3 WALNUT - C3 . scale: ,.1664 , 41P '0•••• WARNINGS: GENERAL NOTES, unless otherwise noted: 11 Truss: C 3 Builder and a action contractor should be advised of all General Notes This design is based only upon the parameters shown and Is for an individual lJ9• OREGON 1tf and Warnings before construction commences. building component Applicability of design parameters and proper G 2.2x4 compression web bracing must be Installed where shown�. incorporation of component is the responsibility of the building tlesigner. �J A�I ` 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap and bodom chords to be laterally braced at �O ilk 14, 20` �'�'� is the responsiblity of the erector.Additional permanent bracing of T o.c.and at 10'hin respectively unless braced throughout their length by V DATE E 4/19/2018 the overall oSo .ee is the responsibility of the budding designer. continuous sheathing such as plywooe sheathing(TC)anmor drywalgec). 3.2x Impact lMbridging lateral bracing required where shown++ � - /� �( S E K 4 5 19 8 3 2 4.No load should be applied to anycomponentg 4.Installation of W ss is Me responsibility o!the respective contractor. .h1( {/ 4, fasteners are complete and at no lime ould anytloads all than d 5.0 greaterasgn assumes trusses are to be used In anon-corrosive environment, TRAYS I D: LINK design Deas beappned 10 any omponeN. and are for"dry condition"or use. 5.CompuEns has no control over and assumes no responsibility for the 6.Design e assumes full bearing at all appport5 shown Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessy. 7.Design assumes adequate drainage S provided. 6.This design Is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center April 20,2018 TA/IN/CA in SCSI,copies of which wilt be furnished upon request. lines coincide with joint center lines. Wink USA,Inc.(Compu7rus Software 7.6.8(1 L)-E 9.Digits indicate sae of plate in inches. 10.For basic connector pate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Tn:.,;>-BC LOMBR SPECIFICATIONS TRUSS SPAN 33'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/..^,q=1.00 TC: 2x4 DF k'lABTF LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2-12=(-71o) 1751 - _ BC: 284 DF It1FBTR - ',=(-23211) 202 9-10=(-23.20) + SPACED 24.0" O.C. _( -215) 395 12-13=1-7291 2015 3-12=( -6E?) 202 WEBS_. 284 DF STAND 2- 3- 4=(-2153) 901 13-14=1-5431 1659 12- 9=( -157) 553 LOADING 4- 5=(-1893) 844 14-15=1-427) 1687 12- 5=( -647) 255 TC L•TF.RAL SUPPORT 12"OC. UON. LL( 25.0)+DL( 7.1) ON TOP CHORD - 32.0 PSF 5- 6-(-2250) 942 15-1C-(-4'97) 184.8 5-13-1 -351) 36.9 BC L'TFRAL SUPPORT v- 12"0C. UON. DL ON BOTTOM CHORD - 11.0 PSF - 7-(-1535) 634 ' 13- 4-( -355) 463 TOTAL LOAD - 92.0 PSF 7 8-(-1552) 601 6-14-( -616) 453 7 8- 9-(-2059) 624 14- 7-( -433) 1054 NOTE: 284 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 5-10=( -312) 328 14- E=( -554) 210 ALL LAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 101 8-15=( 0) 316 BOTTOM CHORD CHECKED FOR A 20 PSF LIM:TED STORAGE 15- 9=( -90) 117 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVER r'.NGS: 24,0" 24,0" THE BOTTOM CHORD DEAD LOAD =S A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- C,0" -262/ 16140 -191/ 191H 5.50" 2,5E OF ( 025) 33'- 0.0" -265/ 1614V 0/ III 5.50" 2.55 DC ( 625) 'COND. 2: Design checked for net1-5 psf) r:I 10 at 29 c_ppacina. i VERTICAL DEFLECTION LIMITS: LL-L/24C, TL-.L/18(1 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL = -0,046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.104" @ 12'- 7.3" .Allowed = 1.604" MAX TL CREEP DEFL = -0.239" @ 12'- 7.3" Allowed = 2.139" MAX LL DEFL = 0.040" @ 35'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0,046" @ 35'- 0.0" Allowed = 0.267" 0-07-10 7- MAX HORIZ. LL DEFL - 0,043" @ 32'- MAX BORIC. TL D_FL = 0,071" @ 32'- 3-08-08 4-00 4-03-15 4-03-15 5-05-03 5-03-07 5-03-07 Design conforms to main windforce-resisting f 1" f f f f T f T system and components and cladding criteria, 8-00 T Wind: 140 mph, h=2 i,3ft, TCDL=9.2,BCDL=e,0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 12 load duration tactor=1.6, 6.00 s.o0 a 4.0" 6,00 Truss designed for wind loads 7 ,n-8( in the plane of the truss only. 1141111144144444044401:.25u M-5x6(5) M-3x4 G e 0.25" M-5x6 OQ M-9x6 ,vim M-9x9 M-4x9 3 4111 b M-1,5x3 0 M 1.5x3 W sa Fifi vaco o 0 1 10 12 13 ' 14 15 t 10 1 0 M-3x6 M-3x8 0.25" M-3x4 M-3x6 M-3x4 M-5x8(S) ti� - 0 PR OFFS y y ��5� 'Ct N��c9s•0 7-06-12 1-00-14 8-04-06 7-09-06 8-02-10 y y 2-00 33-00 2-00 �� �- :9200PE % J013 NAME : 20830 GLOBAL LOT 3 WALNUT - APPC4 007 Scale: 0.1664 �. . WARNINGS: GENERAL NOTES, unless otherwise noted: �"1 ITrus: C 4 BuiMer and erection contractor should be advised of all General Notes This design is based only upon the parameters shown end Is for an individual V ORECr GON tV and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown�. incorporation of component is the responsibility of the building designer. �,a A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al /O 4 14 2.0.\ 4` r is the responsibility&the erector.Additional permanent bracing of 7 O.c.and at 10'o.c.respectively unless braced throughout their length by (� DATE 4/19/2018 r continuous sheathing such as plywood sheathing(TC)anmor drywad(50) f !]. the overall structure is the responsibility of the building designs 3.2x Impact bridging or lateral bracing required where shown(8+ � ( V SEQ. : K4 5 1 9 8 3 3 4.No load should he applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. R y,,,,{/ 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 fo"dry condition"of use. 5.oornpuTrushasnocontroloverandassumesnoresponsib.ilityfortha 6.DeLsenassumes full bearing atallsuppo1 hown.Shim orwedge it EXPIRES: 12-31-2019 fabrication,handling, necessary. shipment and installation of components. 7.Design assumes adequate drainage Is provided. 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 they center April 20,2018 TPIAARCA in BDSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Ir10./CompuTrus Software 7.6.8(iL)-Z 9.Digits indicate size of plate in inches. 1 10.For basic connector dale design values see ESR'1311,ESR'1988(MI Tek) This design prepared from computer input by Pacific Lumber and Truss-BC LnMBIR SPECIFICATIONS TRUSS SPAN 33'- 0,0" TC: 2x9 DF k158TR IBC 2015 MAX MEMBER FORGES 4WR/GDF/Cg=1.50 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2-12=(-718) 1751 9=(-2326) 895 1-10=(-2320) 692 BC: 2x4 DF 410BTR SPACED 24.0" O.C. WEBS 2x4 DF STAND 2- 3_( -215) 12-13=(-723) 2015 3-12=( -69) 292 3- 4=(-215Si0 3) 91 13-14=(-549) 1659 12- 4=( -1.57) 553 LOADING 4- 5=(-1693) 944 14-15=(-427) 1007 12- s=( -647) 255 TC L TRRAL SUPPORT 5- 12"0C. UCN. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC L TRRAL SUPPORT 5- 12"0C. DON, 5- 0-(-2250) 992 '15-1„-(-477) 1845 5-19-( -399) 359 DL ON BOTTOM CHORD - 01.1 PSF 7-(-1535) 3334 13- 6-( -395) 613 TOTAL LOAD - 42.0 PSF 7- 9-(-1552) 601 6-14-( -6618) 463 _ NOTE 2x4 BRACING AT 29"OC UON. FOR d- 9-(-2059) 624 14- 7-1 -433) 1)54 ALL LAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9,-10=( -312) 329 14- a=( -554) 210 10-11=1 0) 101 9-15=( 0) 316 BOTTOM CHORD CHECKED FOR A 20 PSF LIM-TED STORAGE 15- g=( -90) 117 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVER ANSI: 24,0" 24.0" THE BOTTOM CHORD DEAD LOAD =S A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HOFZ ERG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -262/ 1614V -191/ 1510 .5.50" 2.56 DF ( G25) 33'- 0.0" -265/ 1514V 0/ 511 5.50" 2.58 of ( e25) JCOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. 7 VERTICAL DEFLECTION LIMITS: LL-L/24,, TL-L/181 MAT LL DEFL - 0.040" @ -2'- 0.0" Allowed - 0.200" MAO TL CREEP DEFL = -0.046" @ -2'- 0.0" .Allowed = 0.267" MAX LL DEFL = 0.104" @ 12'- 7.3" Allowed = 1.604" MAX TL CREEP DEFL - -0.239" @ 12'- 7.3" Allowed = 2.7.39" MAX LL CEFL = 0.040" @ 35'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 35'- 0.0" Allowed = 0.267" 1 0-07-10 7- MAX HORIZ. LL DEFL = 0,043" @ 32'- MAX noRI2. TL DEFL = 0,071^ @ 32'- 17-00 16-00 1 3-08-08 4-00 4-03-15 4-03-15 5-05-03 5-03-07 5-03-07 Design conforms to main windforce-resisting T f f T f f T f T system and components and cladding criteria. • 8-00 "f Wind: 140 mph, 0=23.3ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, 12 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MHFRS(Dir), load duration factor=1.6, 6.00 I/ 6,00 l/ 4 Qr. Q 6.04 Truss designed for wind loads i 7 in the plans of the truss only, M-5x6(5) M-3x4 6 0.25" M-5x6 M-4x6 00 4iiiiiiir lerAik M-4x4 M-9x9 M-1.5x3Niiii M-1.5x3 VIII _ o� s o% 1 2 12 13 19 law 15 t 0M-3x6 M-3x8 0.25" M-3x4 M-3x6 0 M-3x4 M-5x8(S) ,i\.,D PRQFF L ��`-�� OI N4-.46. `S/0 7-06-12 1-00-14 8-04-06 7-09-06 8-02-10 y J,' 92-00 33 QQ 2-00 ' :9200PE JOB NAME : 20830 GLOBAL LOT 3 WALNUT - C5 �'/lJ�. Scale: 0.1664 411,/T" WARNINGS: GENERAL NOTES, unless otherwise noted: Q Truss: C 5 1.Builder and erection contractor should be advised Mall General Notes 1.This design is based only upon the parameters shown and Is for en individual 'y ii OREGON ECr GO N tt, and Warnings before construction commences. building component.Applicability of design parameters and proper L w- 2.2x4 compression web bracing must be Installed where shown�. incorporation of component is the responsibility of the building designer. VS I.Additional temporary bracing to insure stability during cgnslruclion 2_Design assumes the top and bosom chords to be laterally braced at �) L 14 5 2;o\ �� is the responsibility of the erector.Additional permanent bracing of 2'eno_lan and at 10'ot.respectively unless braced throughout their length by DATE' 4/19/2018 the overall structure is the responsibility d the building designer. continuous bridgisheathng orng such as bracing required aired In ere shown entllor drywall(BG). J.In2tmptio boil true is thterel boning ry ofthe r spe co t a �� �� .S�',4' ; K 4 5]-9 8 3[) 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes Wsses are to be used in a non-corrosive envimoment, 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 H.�e�sg rte assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-201 9 fabrication,handling,shipment and installation of components. ase ry. 1 e.This designfurnished subject to the limitations set forth by 8.Plat.Desigsssumelocaed on drainagethfto truss,a. April 20,20�� is 8.Pietas shall be oa both faces of truss,and placed so their censer I•' TPIM?CA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. • MiTek USA,Inc.ICompuTms Software 7.8.8(1 L)-Z 9.Digits indicate s¢e of plate in inches. 10.For basic connector gale design values see ESR-1311,ESR-1988(MiTek) 1 1 I R This clesign prepared from computer input by 4 Pacific Lumber and Truss-BC LOMB SPECIFICATIONS TRUSS SPAN h'- 0,0" IBC 2015 MAX MEMBER FORCES 991R/GDF/Cq=1.00 TC: ,2x4 DF El&BTR LOAD DURATION INCREASE = 1.1.3 1-2=( 0) 101 2-5=(0) 0 2-3=(-615) 244 BC: 12x4 DF BlaBTE SPACED 24.11" O.C. WEBS: 2,44 CF LANG - =(-28_`1 SIF LOAD-NG 43-4=(-126) 77 4-5=( -50) 0 TC LAIF.RAL SUPPORT 4.- 12"OC. WE. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LAIFRAL SUPPORT S- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LRTIN 2-60-00 2-OG-00 LOCATIONS RRACTIONS ?F.ACTIONS SIZE, ,S0.55. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -53/ 546V -25/ 181H 5.50" 0.87 DF 625) OVERH•NGS: 24,0" 5'- 9,2" 0/ 58V 0/ OH 5.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE 70 THE SPATIAL - U.G. -127/ 242V 0/ OH 1.5C" 0.31 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP PP,OVICE CULL BEARING;Jts:2,o,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/130 MAX LL DFFL - 0.040" @ -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" 7-00 MAX LL DEFL = 0.092" @ 1'- 8.4" Allowed = 0.254" T T MAX TL CREEP DEFL = -0.129" @ 1'- 8.4" Allowed = 0.339" 5 , MAX LL DEFL = 0.003" @ 7'- 0.C" Allowed = 0.100" 12 MAX TL CREEP DEFL = -0.003" @ 7'- 0,8" Allowed = 0.133" 6.00 MAX HOPIZ. LL DEFL = -0.040" @ 5'- 11.2" MAX HORIS. TL DEFL = 0.049" @ 5'- 11.2" 0 Design conforms to main windforue-resisting system and components and cladding criteria. Wind: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, N Truss designed for wind loads I in the plane of the truss only. M-5x6 3 111111. a 1 o 1 0 2i oy fy 1 M-3x6 y ), y 1, 2-00 6-00 1-00 <<, 33PROFe_o NGINEF9 /0 2 `c- •920P v� JOi NAME : 20830 GLOBAL LOT 3 WALNUT - BJ13 Scale: 0,5395 4 WARNINGS: GENERAL NOTES, unless otherwise noted: O it Tru s: BJ13 1.Suiltler end erection convector should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en Individual -y, 1 OREGON 4(/ and Warnings before construction commences. building component.AppllCd bilily of design para malars antl proper A- 2.284 compression web bracing must be Installed where shown.. incorporation of component is the responsibility of the building designer. �J Y� 4 3.Additional tempore bracingto insure stabilit during 2.Design assumes the top and bottom chords to be laterally braced at �O "l j/ n" �� y g nt bnecinlion T o.c.and at 10'bin rscott a respectively unless graced throughout their length by s (/ is the responsibiGly of the erector.Adtlilional permanent bracing of continuous sheathing such as plywood sheething(TC)antllor drywall(BGJ. A�/�, DATE 4/19/2018 the overallslrsoh eislhe responsibility oflhe building designer, 3.2z impact bridging or lateral bracing required where shown•• '�//�a r( ` S EQ K4 519 8 3 5 4.No load should be applied to any component unlit ager all bracing and a.matalla on pr was s me reappnam'loty or da reaped ne a environment, \(7 j{+V fasteners are complete and at no lime should any loads greater than 5.Design assumes busses are to be used In anon-corrosive environment, TRA S I D: LINK design loads ba applied to any gomponeM. and are for"dry condition.of use. 5.CompuTrusAasprocontroloverandassumesnoresppnsibllilyforthe 6.Deslgnassumesfullbearingatansupportsshown.Shimorwedgeif EXPIRES: 12-31-2019 fabrication,(tensing,s pmenl end installation of com DesIgnnecessery. q p hl Porte"ts' 7.Deslgn assumes adequate drainage is provided. April 20,2010 6.This design u tarnished subject to the limitations set forth by 8.Plates shall be located on both faces of Imes,and placed so their center 1 TPIM?CA in SCSI,copies of which will be furnished upon request, lines coindde with joint center lines. 9.Digits indicate size of plate in inches. I MiTek USA,Inc./CoeopuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r This design prepared from compiter input by Pacific Lumber and Truss-BC ',LIMB* SPECIFICATIONS TRUSS SPAN b'- 0.5" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 TC: '2x4 DF Al&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=10) 0 2-0=(-612) 248 BC: 2x4 DF HISBTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2-3=(-283) 515 2-4=( -80) 74 LOADING TC LAIFRAL SUPPORT <- 12"OC. UOn. LL( 25.0)-DL( 7,0) ON TOP CHORD - 32,0 PSF BC LA PURL SUPPORT G- 12"OC, SON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HOR7 BRG REQUIRED BRG AREA TOTAL LOAD- 42.0 PSF LOCATIONS REACTIONS 7FACTIGNS SIZE SQ.I1. (SPECIES) LETIN 2-00-00 2-00-00 0'- 0.0" -_CO/ 5525 -23/ 133H 5.50" 0.8° DF ( 625) - LL = 25 PSF Ground Snow (Pg) 5'- 8.2" -80/ 170V 0/ OH 1.50" 0.27 IF ( 625) OVERH•NGS: 24.0" 0.0" 0/ 58V 0/ OH 5.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOE BEING MET. 'PROVIDE FULL BEARING;Jts:2,5,9 ' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CEORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for her(-5 psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" U -2'- 0.0" Allowed = 0.200" 5-09 MAX TL CREEP DEFL - -0.045" k -2'- 0.0" Allowed - 0,267" 1' MAX LL DEFL - 0.097" a 1'- 8.4" Allowed - 0.254" MAX TL CREEP DEFL - -0.111" a 1'- 8.4" Allowed - 0.331" 12 6.00 4 MAX HORIZ. LL DETL - -0.046" 0 5'- 8.2" MAX HOPIZ. TL DEFL = -0.044" @ 5'- 8.2" 0 Desodn conforms be mei,= rndtorce-resisting system and components andcladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, M'WERS(Duo), load duration factor=S 6, Truss designed for wind loads is in the plane of the truss only. M-3x4 1 o An 1 0001001.• SEcoo aim• oIII• f 2 t I M-3x6 y ), 2-00 6-00 • •c,'<c\k° PROFen so NGI N FR /� c 89200PE r JO3 NAME : 20830 GLOBAL LOT 3 WALNUT - BJ14 ,, � Scale: 0.5927 =idi_ WARNINGS: GENERAL NOTES, unless otherwise noted: O /}, Trues: BJ 14 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 7, OREGON Q./ and Warnings before construction commences. building component.Applicability of design parameters and proper w 2.2x4 compression web bracing must be installed where shown+, incorporedon of component i5 the responsibility of the building designer. /j 2. N /` 3.Adtlilional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <0 41E.)' 14 s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respe<dvely unl¢ss braced throughout their length by s DATE 1 4/19/2018 the overall sruaxe is me responsibility f me buiMing designer. continuousxImpatsheathing such l b plywood tired sheathing(TC)and/or dr4ee l5Bc) ti pons/ y o 3.In Impact bridging or lateral bracing required where tishown++ D I�` V S EQ. " K4 519 8 3 6 4.No load should be applied to any component until eller all bracing and a.Design s tees is the responsibility tused of the oe.ierdve contractor. (� �r fasteners are complete and at no lime should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TEA* I D: LINK design loads be applied to any component. and are fo!"dry condition"of use, 5.c nrpuTad hes W control over end assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES.. 12-31-2019 fabrication,hall hlnecessa y. ss p r� r� d p handing,shipment and ie limitations of components. I.Design assumes adequate drainage is provided. Aprl�2�,LQ I O 6.This design is furnished subject to the limitations set forth by 8.Plates shall be Wel.on both faces of Inds,and placed so their center TPI/WTCA in BCS',copies of which will be famished upon request. lines coincide with joint confer lines. E 1L86 7 MiTek USA.InC.ICom uTrus Software .. - 9.Digits indicate sae of plate in inches. P ( ) 10.For basic connector plate design values see ESR.1311,ESR-1988(MiTek) 'chis design prepared from computer input by Pacific Lumber and Truss-BC LUMP R SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR./GDF/Oq=1.00 TO: 2x4 DF kl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3=(-505) 273 BC: 2x4 DF A1.4BTR SPACED 24.0" O.C. 2-3=(-288) 512 WEBS 2x4 DF :STAND 3-4=( -59) 54 LOADING TC L TFRAL SUPPORT <- 12"0C, DOH. LL( 25.0)-DL( 7.0) ON TOP CHORD - 32.0 PSF BC L TFRAL SUPPORT 12"00. 1225 DL OR BOTTOM CHORD - 10.0 PIP BEARING MAX VERT MAX HORS ERG REQUIRED BEG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS1F.ACIION5 SIZE ,SQ.I1:- (SPECIES) - LF.TI S: 2-00-00 2-00-00 0'- 0,0" -97/ S:;LV -13/ 112H 5.50" 0.35 DF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 4.2" -85/ 127V 0/ OH 1.50" 0.20 DF ( 625) OVER ANUS: 24.0" 0.0" 6'- 0.0" 0/ SBV 0/ OH 5.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL BEARING;Jts:2,4,5-1 BOTTOM CHORD CHECKED FOR OSPSF LIVE LOAD. TOP AND BOTTOM CFORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.046" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL - 0.036" ' 1'- 9,4" Allowed - 0.191" 4-04-15 MAX TL CREEP DEFL - -0,044" ` 1'- 8.4" Allowed - 0.255" T T MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.057" MAX TL CREEP DEFL = 0.000" @ 0'- 0,0" .Allowed = 0.075" 12 6.00 MAX HOPIS. LL DEFL = -0.018" C 4'- 4.2" MAX. HORI2. TL PEEL = -0.018" @ 4'- 4.2" y �� Design conforms to main vindforce-resisting system and components and cladding criteria. II// Wind: 140 mph, 1 20.4ft, TCDL=4.2,BCDL=G.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Dxp.0, MWERS(Dir), load duration factor=1.0, M-3x4 Truss designed for wind loads co in the plane of the truss only. 0 0 I 10000. N Ol Mi OIII 2 �� y M-3x6 b I ) 2-00 6-00 ,��Ep PRQppss �C��G' �NG�N�F9 �0 2 J63 NAME : 20830 GLOBAL LOT 3 WALNUT - BJ15 , APIP� Scale: 0.5927 WARNINGS: GENERAL NOTES, unless otherwise noted: 11 /}., T Z U s: BJ15 1.Builder entl eroction ilricetsponr should be advised of ell General Notes 1.This design is based only upon the peremeljars shown:r,oddr is for an Individual �� ,�OREGON ltf"w and Warnings beforesruMion commences. building componentApplicabilityof designramalarsproper *- 2.2x4 compression weinmust be Installed where shown+. incorporation of component is the responsiby of Ina ltling designer. 2a� �3.Additional temporarygo insure stability dudng construcl:on2.Design assumes the top and b0g0m chords be laterbraced al �Oq ss the responsibility ortor.Additional permanent bracing of2'o c.and at t0'o c.respectively unless braed 1MOugut their length by .r�(�()ATE' 4 1 2 18theoverallsbuclurecontinuous sheathing such as plywood sheaing(TC) d/or drywel1(00) vary - sibilily of the building designer. 3.2x Impact bridging or lateral bracing requirewhere shn.. SFR R I LL VV S EQ K4 519 8 3 7 4.No load should be applied to any component until ager all bracing end 4.Installation of Suss s tl e responsibility o(thespectiv0ntraclor. fasteners ere complete and at no time should any loads greater than5.Design assumes trusses are to be used In aon-corroe environment, TRA S ID: LINKaealgnmagabmappoeato any�mponent. aha are Cor'ary wnagion'o se. 6.Compurrusnab noconir0l overend assumes no responsibiliy Cor the 6D�aegn Saapmerollbearing at allappponsown.Shiwedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. '/.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center April 20,2018 TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide wilh joint center lines. 9.Digits indicate she of plate in inches. Mi Tek USA,Inc./CompuTrus Software 7.6.8(1 L)-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 LU4BER SPECIFICATIONS HIP CORNER RAFTER CHORDS: LOAD DURATION INCREASE = 1.15 TCI 2X9 DF kl&BTR LOADING 2E6 DF $1yBTR. TOP CHORD LL + DL = 32.E Plc 2 9.24 D M-3x6(S) M-5x8 0 M-3x6 M-3x6 PROVIDE SUPPORT @ 48"o.c. M-3x6 00 14-00-15 )' M-3x8 104 m I 1 o CEO PRopF 3-01-08 8-05-13 � NGINE. �%Si mak, 89200PE yr J0113 NAME : 20830 GLOBAL LOT 3 WALNUT — BR Scale: 0,3622101111°- 11 WARNINGS: GENERAL NOTES, unless otherwise noted: �r.� Trus: BR 'l.Builder and erection contractor should be advised of all General Notes 1.This design is based only u V and Warnings before construction commences. buildingPon the parameters as shown°°d la for a°individual -qL ,�OREGON t� component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown�. incorporation of component is the responsibility of the building designer. A t 3.Additional Temporary bracing to Insure stability during construction22.Design assumes the top and bottom chords to be laterally braced at /O '9), 14, �O` �'` DATE, 4/ 3/2018 is the responsibility of the erecta.Additional permanent bracing of c ex.and at 10'o.c.respectively unless braced throughout their length by the overall structure is the res continuous sheathing such as plywood sheathing(TG)and/or drywarn3G). responsibility o!the building designer. 3.2x Impact bridging or lateral bracing required when shown++ ` SEQ. : K 9 rJ 19 8 3 8 4.Nc load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. R R ILA' 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 fo"dry condition"of use. 5.CompuTruhas no control over and assumes no responsibility for the 6.Decess assumes full bearing at all supports hear Shim or wedge p EXPIRES: 12-31-2019 fabrication,handling,shipment end installation of components. n scary. 7.Design assumes adequate drainage is provided. 6.This design is(smashed subject to the limitations set forth by TPUWTCA in BCSI,conies of which will be furnished upon request. 8.Plates shall be locatedell both faces of truss,and placed so their center April 20,2018 lines coincide withithjoint center lines. MiTek USA,Inc./CompuTrus Software 6.2.3(11)-Z 9.Digits indicate sae of plate in inches. IC.For basic connector plate design values see ESR-1311,ESR-1988(MRek) I. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBE SPECIFICATIONS TRUSS ;i PAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 - TC: 2x4 DF Al&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=10) 0 2-.3=(-fi27) 338 BC: '2x4 OF Al&BTR SPACED 29,0" O.C. WEBS: 2x4 DF STAND2-"i=1-251) 50' 9-4=( -89) 48 LOADING TC LA FRAL SUPPORT <- 12"OC. SON. LL( 25.0)+DL( 7,0) ON TOP CFORD - 32.0 PST BC LA FRAL SUPPORT <.- 12"0c. UGH, DL ON BOTTOM CFORD - 10.0 PS' BEARING MAX VERT MAX H0P.9 ERG REQUIRED ERG AREA TOTAL LOAD - 92.0 PS= LOCATIONS REACTIONS REACTION; SIDE SQ.IN, )7PF.CIES) LFTIN 2-00-00 2-00-00 0'- 0.0" -_.53/ 560V -9/ 750 5.50" 0.40 IF 1 825) + LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 1817 0/ 08 5.50" 0.03 OF ( 625) OVERH NGS: 29.0" 0.0" 1'- 11.7" -183/ 47V 0/ OH 1.50" 0.08 DF ( 625) LDIITED STORAGE DOES NOT APPLY DUE TO THE SPAT-AL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL REARING;Jts:2,5,3 BOTTOM CHORD CHECKED FOR _OPSF LIVE LOAD. TOP AKD BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" 0 -2'- 0.0" Allowed = 0.200" 1-11-11 MAX TL CREEP DEFL - -0.046" @ -2'- 0.0" Allowed - 0.257" MAX TO PANEL LL DEFL - 0.004" a 1'- 0.8" Allowed - 0.127" MAY TO PANEL TL DEFL - 0.005" 2 1'- 1.6" Allowed - 0,191" 12 6.00 MAX HORIZ. LL DEFL = -0.003" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=14.Sft, TCDL=4.2,000L=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp,E, MWFPS(Dir), load duration factor=l.6, Truss designed for wind loadsn the plane of the truss only. I rr o00000000011111111ii : o0 IfilIMMo PEMM ,RWIN Cd-.3x6 b b b 2-00 2-00 ��9 ' PR0FFss �, ,NGINFF9 /0 :92 OP 1.9v J01 NAME : 20830 GLOBAL LOT 3 WALNUT - BSJ1 .4111P . Scale: 0.5895 WARNINGS: GENERAL NOTES, unless otherwise noted: (.) /'}. Truss: B S J I 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 7G ,,OREGON 1!✓ and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown•. incorporation of component Is the responsibility of the building designer. 9 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al �O j/ 12,°` �� is the responsibility of the erector.Additional permanent bracing of 'o.c.and at ig'oc.respecdvely unless braced throughout matt length by 14 DATE I 4/19/2018 continuous sheathing such as plywood shothing(To)and/or mywan(BC) the overall be is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � `R R 1 L�-' 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibilityf the res K 19 8 3 9 fasteners are complete and at no time should anyloads ter than S.Designbusses are to be used in a noncorrosive nano environment, TRANS ID: LINK design loads be applied to an gree and ei«uaaconditio�ofuse. y component. "dry 6.Design assumes lull beating at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 8.CompuTrus has no control over and assumes no responsibility for the fabncstion.handing,shipment and installation of components.. necessary. p 7.Design assumes adequate drainage is provided. April 20,20.l 1 O S.This design G furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,IrIc.JCompuTrus Software 7.6.8(10-E 9.Digits indicate size o1 plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 ' This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPEF.IFICATIONS TRUSS SPAN 3'- 11.7" IEC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 204 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 151 2-5=10) 0 2-3=(-605) 282 BC: 2x4 OF #1&BTR SPACED 24.0" O,C. WEBS 2x4 DF STAND 2-3=(-288) 519 7,-4=3 -581 48 LOADING TC LATERAL SUPPORT <- 12"OC. UON, LL( 25.0)+DL( 7,0) ON TOP CHORD - 32.1 PIP BC LATERAL SUPPORT <- 12"0C. Gob. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX 8057 ART REQUIRED BOG ARTA TOTAL LOAD - 52.0 PSF LOCATIONS REACTIONS ?EACTION. SI9,E $Q.Itr, (SPECS F.S1 LETINS: 2-00-00 2-00-00 0'- 0.0" --22/ 488V -16/ 10511 5.50" 0.78 DF ( 625) LL = 25 PIE Ground Snow (Py) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 DF ( 625) OVERHANGS: 24.0" 0.0" 3'- 11.7" -53/ 113V 0/ OH 1.50" 0.18 DF ( 625) LIMITED STORAGES DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !PROVIDE FULL BEARING;,Jts:2,5,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD L-VE LOADS ACT NON-CONCURRENTLY. !GOOD. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" 2 -2'- 0.0" Allowed = 0.200" 3-11-11 MAX TL CREEP DEFL - -0.046" a - 0.0" Allowed - 0.267" f p MAX TO PANEL LL DEN': - -0.003" @ 1'- 4.2" Allowed - 0.127" MAX TC PANEL TL DEFL - -0.002" ? 1'- 3.3" Allowed - 0.191" 12 6.00 MAX HORIZ. LL DE=L = -0.015" @ - 10.9" MAX HORIZ. TL DEFT, = -0.015" f= - 10.9" 4 -44 Deeiyn iponforms tor rd Eorce-res rsting systen and componentsand cladding criteria. Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Erp.B, MWFRS:Bar:, load duration factor=1.66, M-3x4 Truss designed for -wind loads 3 in the plane of the truss only. I-- 000 I N A- co JE F AMEN 5�� M-3x6 L y Iy 2-00 2-00 1-11-11 �'' �°) PROi t .iSs so NGINE9 /t_0 :92 OP vv J03 NAME : 20830 GLOBAL LOT 3 WALNUT - BSJ2 101, . Scale: 0.6279 WARNINGS: GENERAL NOTES, unless otherwise noted: r"1 Trus: B S J2 1. uilder 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, 4 ORECr GONand Warnings before construction commences. building component_Applicability of design parameters and proper * pi - 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �S A In 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al �6 IS, 14, 4 AO\ �4 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by a •L DATE: 4/19/2018 continuous sheathing such as plywood sheathing(TC)and/or drywau(a5). the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracingd where shown++ SEQ : K4 519 8 4 0 4.No load should be applied to any component until after all bracingd required � 6,1 an 4.Installation of!mss is the responsibility of the respective a environment, R L. fasteners are complete and at no time should any loads greater then 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 of d y ondmon or use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Wil bearing at all supports shown.Shire or wedge if EXPIRES: 12-31-2019 fabrication.herding,shipment end installation of components. ry. 6.This design is furnished subject to the imitations set forth by 7.Design suit beelo adequate on botdrah fcelsprusisetl_ April 20,20�� 8.Plates mall located center both faces of truss,and placed so their center p TPIANTCA A SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(7 L)-E 9.Digits indicate size of plate in inches. 10.Foe basic connector plate design values see ESR.1311,ESR.1988(MI Tek) This design prepared from computer input by Pacific Lumber and Truss-BC LUM ER SPE%IFlCATI ONS TC: 2x4 DF MIBTR TRUSS SPAN .33'- 0,0" IBC 2015 LOAD DURATION INCREASE = 1.15 MAX MEMBERFORCES 4NR/GDF/C.q=1.00 BC: 2x9 DF N1f.BTR (I 1- 2=( 0) 101 2-12=(-718) 1751751 2- 3=(-2320) 85 9-10=(-2320) 692 a WEB 204 DF IANC SPACED 29. " O.C. 2- 3=( -215) 495 12-13=(-729) 2015 3-12=( -5E) 282 3- 4=(-2153) 801 13-14=(-5431 1659 12- 9=( -157) 513 TC ATFRAL SUPPORT <- 12"OC. NON. LOADING 9- 5=(-18'.)3) 399 14-15=1-427) 1087 12- 5=( -c4.) 255 BC ATFRAL SUPPORT <- LL( 25.0)+DL( 7.;;) ON TOP CHORD - 32.0 PSF 12"OC. COX. 5- 6-(-2250) 942 I5-10-(-497) 1845 5-13-( -338) 369 DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-1535) 639 15- 5-( -3E5) 451.8 62 TOTAL LOAD - 92.0 PSF 7- 9-(-1552) `001 _-14-( -616) 4'03 _ NOT 2x4 GRACING .AT 29"OC UON. FOR 8- 9-(-2059) 624 14- 7-( -q33) 1,114 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 5-10=( -312) 328 14- 8=1 -554) 210 BOTTOM CHORD CHECKED FOR P. 20 PSE LIM=TED STORAGE 10-11=( 0) lot s-15=( 0) 318 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 15- 9=1 -90) 117 DVI ANGS: 24.0" 24.0" THE BOTTOM CHORD DEAD LOAD :0 A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORS BEG REQUIRED ERG AREA LOCATIONS REACTI OC.-S REACTIONS SIZE SQ.I/4. (SPECIES) 0'- 0.0" -262/ 1614V -191/ 1916 5.50" 2.56 IF ( 625) 33.- 0.0" -24,5/ 1814V 0/ 0f1 5,50" 2,51 DC ( 625) ICOND, 2: Design checked for net(-5 psf) uplift at 29 "or spacing. I VERTICAL DFFLF,C TION LIMITS: LL-L/240, TL-L/1.8 MAX LL DEFL - 0,040" @ -2 - p-0•' Allowed - 0.200" MAX TL CREEP DEFL = -0,045" @ -2'- 0.0" Allowed = 0,267" MAX LL DEFL = 0.109" @ 12'- 7.3" Allowed = 1.604" MAX TL CREEP DEFL = -0.239" @ 12'- 7,3" Allowed = 2.159" MAX LL DEFL = 0.040" @ 35'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.090" @ 35'- 0.0" Allowed = 0.207" 0-07-10 MAX HORIZ, LL DEFL = 0.043" @ 32'- 6,5" 17-00 16-00 MAX DORIC. TL DEFL = 0.071" @ 32•_ 3-08-08 4-00 9-03-15 4-03-15 5-05-03 5-03-07 T s T T -r ,� 5-03-07 Design conforms to main windforce-resisting 8-00 f T synnor and components and cladding criteria, Wind: 140 mph, h=23.3ft, TCDL=4,2,BC.DL=6.0, ASCE 7-10, 12 12 M-4x6 12 (ASS Heights), Enclosed, Cat.2, Exp.B, M'NFRS(D'ir), 6,00 load duration factor=1.8, 6.00 '016.00 Trus:; designed for wind loads 4.0" 7 in the plane of the truss only. M-5x6(5) M-3x4 1 0.25" M-5x6 M-4x6 moo /fit, �M-4x9 4 �M-9x9 M iiiii M-1.5x3 '` M-1.5x3 co I oofill mu I 1 1 r. r m 12 1's -7' 14 of M-3x6 M-3x8 0.25" l3 _1a 1 0 M-3x4 M 3x6 M-3x4 M-5x8(S) ����0 PRO/b J, y 7-06-12 1-00-19 8-04-06 7-09-06 8-02-10 y )' S�c vGINE s/� J. y 2 00 33 00 2 00 2 `4" s9200PE 9r JOB NAME : 20830 GLOBAL LOT 3 WALNUT - C6 O,• WARNINGS: Scale: 0,1559 'C ,L .� CC 1.Builder and erection contractor should be advised of all General Notes GENERAL NOTES, unless otherwise parameters noted: r.r� Trus 1 C6 and Warnings before construction commences. This design is based only upon the parameters shown and is for an individual iyG 4 OREGO N building component.Applicability of design parameters and proper `I. I 2.2x4 compression web bracing must be installed where shown+, incprpo:=7,======r. atlon of component is the responsibility of the build ing designer. �m t(/ 3.Additional temporary bracing to Insure stability during canslmclioe 2.Design assumes Me rap and bottom chards to be laterally braced al /O IY{" 1 1.s '1 {� DATE 4/19/2018 is the responsibility of the areola.Additional permanent bracing of 2'N.and at 10'0 c.respectively unless braced throughout their length by / V "i1� the overall samara is the responsibility of the building designer, continuous sheathing such as plywootl sheathing(TC)eresand/or drywall(BC) SE Q : K 4 5 19 8 4 I 4.No load should be applied ro any corn 3.2x Impact bridging or lateral bracing required where shown++ ��R L� portent unlit reads gl bracing and 4.Installation of truss is Be responsibility of the respective contractor. fasteners ere carplele end at rte lime should any loatls greeter then 5.Design assumes trusses are to be used in anon-corrosive environment, T RAI S I D: LINK design loads be applied to any component and are for"dry condition"of use. s.CompuTrus has no control over and assumes no responsibility for me 6.Design assumes lull bearing at all supports shown.Shim or wedge it fabrication,handing,shipment and inslallalion of components. necessary. EXPIRES: 12-31-2019 6.This design is furnished subject to the limitations set forth byDesises aquovided. TPIANTCA in BCSI,m 8.Plategns shaasllumbe boatetled onale bothtlralnafacesgeIs ofprTruss,and placed so their center April 20,2018 pies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./pompuTrus Software 7.6.8(1 L)-Z 9.Digits indicate sae of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 1r This design prepared from computer input by 11 Pacific Lumber and Truss-BC LUMBEp SPECIFICATIONS 4-00-00 GIRDER SUPPORTING 26-09-00 IBC 2,315 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: I'2u4 DF 41FBTR LOAD DURATION INCREASE = 1.15Non-Re 7,9BC: 206 DF ( p) 1-2=(-96) 71-4=1-921 44 2-9=(-124) 138 i WEBS: 204 DF STAND LOADING ( 1J) 4 LL = 25 PSF Ground Snow (Pg) TC LA^FRAL SUPPORT <- 12"OC. UON. TC SNIP LL( 50.C)+DL( 14.0)- 64.I PLF 0'- 0.0" TO 4'- 0.0" V BEARING MAX VERT MAX HORS BOG REQUIRED ERG AREA BC LA^FRAL SUPPORT <- 12"0C. UON. BC UNIF LL( 305.4)+DL( 239.4)- 539.3 PLF 0'- 0.0" TO 4'- 0.0" V LOCATIONS REACTIONS /FACTIONS SIZE SQ.IN, (SPECIES) 0'- 0.0" -271/ 1251V -30/ 770 5.59" 2,00 OF ( 625) ( 2 ) complete trusses required. Attach 2 ply w-th 3"0.131 DIA GUN LIMITED STORAGE DORS NOT APPLY DUE TO TEF SPATIAL 4'- 0.0" -2`05/ 11540 0/ UH 5.SC" 1,E6 DF ( 625) , REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. nails staggered: BOTTOM CHORD CHECKED FOR 1IPSF LIVE LOAD. TOP GOPID. 2: Design checked for neL(-5 psf) upli_L at 24 "cc spacing, � on in I row(S) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. oc in 2 row(s) throughout 206 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=Ll1d0 s" no in 1 row(s) Lh-oughouL 204 webs. MAX TC PANEL LL DEFL = 0.011" @ 2'- 1.+" Allowed = 0.202" '* Fol hanger specs- - See app-oved plans MAX BC PANEL TL DEFL = -0.017" @ 2'- 0.9" Allowed = 0.206" 4-00 f / MAX HORLZ. LL DEIL - 0.000" 9 3'- 8.2" MAX HORIZ. TL DF0L - 0.000" 9 3'- 8.2" 12 6,00 Design conforms to main aindferce-resisting system and components and cladding criteria, mind: 140 mph, 13=20.3ft, TCDL=4.2,BCDL=5.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFES(Dir), load duration factor=1.6, End vertical(,) e .,exposed Lwind, Truss designed for w nd loads in Lhe plane of LheLruss only. M-1.5x3 2 MI" co0 o- ill N ©i o INIAMIIMIliiii I O 1** ** G M-8x10 M-3x6 2 2 2 4-00 1-11-11 ,0\°) PROpe • '92 OP 9c, JO$ NAME : 20830 GLOBAL LOT 3 WALNUT - CG (p/ Scale: 0.5754 .� ,w✓ WARNINGS: GENERAL NOTES, unless othervdse noted: 'U ct T rll S: CG 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 7L 4,OREGON ( w- `, and Warnings before construction commences, building component.Applicability of design parameters and proper f7CL� f Y V` Lam(/ 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. �f 20� ��+` 3.Additional temporary beading to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '1)' 7 is the eraponsibili of the erecta.Additional Y on and at 10'o c.the respectively unless braced throughout their length by DATE k 4/19/2018 N permanent bracing of continuous sheathing such as d ahee w Tc mor d O 1 4 s the overall slrucNre is the responsibility f the building designer. 9 plywood g( )an rywall(B CJ �w,. ponsi y o g 3.2x Impact bodging or lateral bracing required Where shown++ h IR R I t ` SEQ . K 4 51 9 8 4 2 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. \ { v fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are fo"dry Gond ion'of use. S CompeTrus has no control over end assumes no responsibility for the 6.Design assumes fus bearing et all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,hand' ecessery. handing,shipment to l Installation of components. n.Design assumes adequate drainage IS provided_ April 20,201 8 H.This design is furnished subject to the limitations set forth by 8.Plates shall be bested on both faces of truss,and placed so their center TPIMfTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 7.6.8(10-Z MiTek USA,Inc./Com uTrus Software9.Digits indicate swe of plate In inches. P10.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 4'- 0,0" IBC 2015 MAX MEMBER FORCES 4WR/C,DF/Cq=1.'1:� *115TH LOAD DJRATION INCREASE = 1,15 a TC: 2x4 DF BC: - 2x4 DF k1&BTR 1-2=(-21) 46 1-4=(0) 0 1-2=(-35) 16 SPACED 24.0" O.C. 2-3=(-24) 18 WEBS: 204 DF ;TANG LOADING TC 'TONAL SUPPORT <- 12"0C. NON, LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 P5F BC "TERAL SUPPORT 0- 12"0C. 110N. BEARING MAX VERT MAX HORZTS BRG REQUIRED BRC AP.FA DL ON BOTTOM CHORD - 10.0 PSF LOCATION; REACTIONS ?FACTIONS SIZE TOTAL LOAD - 42.0 PSF SQ.IN. (SPECIES) LETI St 2-00-01 2-00-00 0'- 0,0" 0/ 123V -7/ 2OH 5.50" 0.20 DF ( 625) -93/ 55V 0/ OH 1.5C" 0.03 DF ( 625) LL = 25 PIF Ground Snow (Pg) 4'- 0,0" 0/ 38V 0/ 0H 5.5C" 0.06 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-11-11 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL BEAP,I NG;Jts:1,2,9 1' 1' BOTTOM CHORD CHECKED FOR SOPSF L=VE LOAD. TOP 1COND. 2: Design checked for net_(-5 ps 1) uplift_ at_ 24 "cc spacing, 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 6•00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/130 MAX LL DEFL = 5.500" 1 D'- 0,0" Allowed = 0,079" MAX TC PANEL LL DEFL = 0.002" 51 1'- 0,3" Allowed = 0,127" MAX TC PANEL TL DEFL = -0.002" 9 0'- 11,4" Allowed = 0,191" MAX BC PANEL TL DEFL = -0.007" (4 2 - 1,9" Allowed = 0.19S" MAX HORIZ. LL DF.-,L, - -0.001" 9 1'- 10.0" Max PORIZ. TL D9,,9L - -0.00!)" !d 1'- 10.9" • Design conforms to main windfo rue-rein i.stino 5ysI.e_0 and components and cladding ori terra. M-3x4 Wind( 140 mph, h-hall_, TOOL-4,2,BCDL-S.U, ASCE 7-10, (A11 HeighLs), Enclosed, Cat.2, Fyp,A, MraFRS(Dir), load duration £actcr=1.6, Truss designed for wind loads in the plane of the truss only. r 0 I, o All IIIIo r : 11411:211 0.112§14 • M-3x6 •• l 4-00 �c�EO PR OFFS �,0 NGI NSF). `S,0 �, 2 `� :9200PE pr' JOi3 NAME : 20830 GLOBAL LOT 3 WALNUT - CJ1 1 Scale: 0.7555 ')tjl�� ,,."'_.__'^. WARNINGS: GENERAL NOTES, unless o,herwise noted: T r U S: CJI 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual - I OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper rl G1.7 wtri - 2.2x4 compression web bracing mull be Installed where shown., incorporation of component is the responsibility of the building designer. x 17� 10 3.Additional temporary bracing to insure stability during mnsWclion 2.Design assumes the top and bottom glands to be laterally braced at �jt 4 1 f ^O` � is the responsibility or the erector.Additional permanent bracing of T o.c.and m 10'o c-respectively unless braced throughout their length by /Vl / •- DATE 4 1 9 Q 1 8 the overall structure Is the responsibility of the building designer. continuous Sheathing such as plywood sheathing(TC)and/or drywal,(BC) r V 3.In Impact bridging or lateral bracing required when shown a 49 •R I�` S EQ K4 519 8 4 3 4.No load should be applied to any component until after all bracing end 4.Installation of buss is Me responsibility of the resile five contractor. {+ fasteners are complete and at no lime should any loads greater than 5.Design assumes busses are to be used Ina 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 assumes no responsibility For the 6.Design e a'Ume WII bearing at all supports shown.Shim or wedge if EXPIRES'. 12-31-2019 fabrication,handling,shipment and installation of components. ery. 6.This designfurnished subject to the limitations set forth by 9.Design assumescaed on drainage is provided. April nrl I nor 2�^O is 8.Plates shall be located joint both faces of buss,and paced so their center /'1p L I v TPI/WTGA in BM,copies of which will be furnished upon request. Imes coincide with center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This deoign prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF ql&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1,BTR SPACED 24,0" 1-2=(-17) 37 1-4=(0) 0 1-2=(-761 25 WEBS 2x4 OF STAND O'C- 2-9=(-55 • ) 98 LOADING TC L TRRAL SUPPORT <- 12"OC, UDE. LL( 25.U)+CL( 7.1) - BC L TFRAL SUPPORT <- 12"OC. UON. DL ONBOTTOM CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED EAREA LOCATION;' REACTIONS REACTIONS SIZE S'Q,SE, (SPPC ECIES) LRTI 0: 2-00-00 2-00-00 TOTAL LOAD - 42.0 PSF 0'- 0.0" -24/ 184V -15/ 591-i5.50" 0.25 DP ( 625) 3'- 5.2" 0/ 38V 0/ OH 5.50" 0.06 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -62/ 113V 0/ OH 1.5C" 0,15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF -BC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL BEAP,I NG;Jts:1,4,3 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 1COND. 2: Design r_hecked for nef(-5 psi-) uplift. at 24 "cc spacing, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1813 MAX LL DEFL = 0.031" @ 1'- 6,4" Allowed = 0.154" 3-11-11 MAX TL CREEP DEFL = -0.030" @ 1'- 8,4" Allowed = 0.205" f 12 MAX HORIZ. LL DEFL = -0.015" @ 3'- 10-3" 6.00 MAX HORIZ. TL DE=S, - -0.013•' 3 3'- 10.5" Design ',informs to main aundforce-resisting system and components and cladding criteria. hind: 14'7 mph, h=20,oft, TCDL=4,2,BCDL=6,0, SCE ,-10, A' IA11 Heights), Enclosed, Cat,2, Exp.B, M'UFRS(Dir), -7 load duration factor=1-6, Truss designed for wind loads in the plane of the truss only. I 1 M-3x4 I iir go, I � N I Prd O Arm • II O ANN 4MN y M-3x6 I 1 4-00 1 ���Ep PROFFs �Nc tNF A % 44, ^ ' :9200PE 9<' J013 NAME : 20830 GLOBAL LOT 3 WALNUT - CJ2 { SC,ale: 2.6000 -� ''��.- -- ---�. WARNINGS: GENERAL NOTES, onless othonvise noted: 0 x� Truss: CJ2 Builder and erection contractor should be advised of all General Notes This design is based only aeon the parameters shown and is for an individual OREGON �( and Warnings before construction commences. building component.Applicability of design parameters and proper -� 2.2x4 compression web bracing must be installed where shown.. incorporation of component Is the responsibility of the building designer. A j 3.Additional temporary bracing to insure stability daring cpnslmction 2.Design assumes the top and bottom chords to be laterally braced at <O q 1r 1 4 2°.\ �4 is the responsibility of the erector,Additional permanent bracing f 7 o.c.and at 10'o c.respectively Unless braced throughout their length by / y DATE. 4/19/2018 the overall shuck.is the reg g o 2xIm continuous sheathing or such as plywood aired In ere s and/or tlrywell(BC). ponsi6ilily of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ �, SEQ. : K 4 51 9 8 4 4 4.No load should be applied to any component until ager all bracing and A Installation of bass is the responsibility of the respective contractor. R �,� fasteners are complete and at no time should any loads greater Than 5.Design assumes trusses are to be used in a non-corrosive environmenl, TRANS I D: LINK design loads be applied to any component and are fo^d onm on°orae¢. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports Shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication,handing,shipment and installation of components. necessary_ .I p j 6.This design is tarnished subject to the limitations net forth by Design halt assumes adequate drainage iso provided. April ZO,20 18 8.Plates shall be located on both faces of Inrss,and placed so their center TPIANTGA in BCSI,copies of which will be furnished upon request. lines coincide with joint denier lines. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate sae of plate in inches. 10.For basic connector plate design values see ESR-1371,ESR-,988(Mitek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMB R SPECIFIC'ATTONS HIP CORNER RAFTER - LOAD DURATION INCREASE = 1,15 a CHORDS: • LOADING TC 7X4 DP 41&STR TOP CHORD LL a DL = 32.0 PSF 1 206 DC 815BTR • 2 / 4.24 C __---- -- /--- — _— M-3x6(S)M-3x6(S) M-5x8 001 M-3x6 4 M-3x6 1004 M-3x6 / POOVIDF SUPPORT S 48"o.c. M-3x8 14-09-07 104 anI o F J, i‘ ����p PRQ, 3-01-08 5 07 14 �C?�5 �NGINFF9 /c.„, 41 :9200PE 9r JO NAME : 20830 GLOBAL LOT 3 WALNUT - CR Scale: 0.3)97 --41.4114,4(9. ' WARNINGS: GENERAL NOTES, unless otherwise noted: /S- Truss: C R 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "�• OREGON �(/ and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.2x4 compression web bracing must.installed where shown x. incorporation of component Is the responsibility of the building designer. A tt 3.Additional temporary bracing 10 Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al Y4 A4` is the responsidf of the erector.Additional 2'o.c.and at 10'oc.respectively unless braced throughout tnelr length p (� ry permanent bracing of continuous sheathing Such as plywood sheathpng(TC)andlor drywall(BC) Y s DATE I 4/20/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown. % .F1 R 1 t �„ S EQ : K 4 5 1 9 8 4 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �l(-7/L. fasteners are complete and at no lime 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.Com puTrua has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. April 20,20 1q 8 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. pines coincide with joint renter lines. 9.Digits indicate sae of plate in inches. MiTek USA.Inc./CompuTrus Software 6.2.3(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) milri I This design prepared from computer input by Pacific Lumber and Tense-BC LOMB;R SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cc(=1.00 TC: 21x4 DF g1t.BTF LOAD DURATION INCREASE = 1.15 BC: 2o4 DF M1.S BTa 1-2=( 0) 101 2-5=10) 0 2-3=(-627) 338 SPACED 24.0" O.C. 2-3=(-281) SOS RIBS 204 DF STANDe 0-4=( -89) 48 LOADING TC L TONAL SUPPORT <- 12"0C. NON. LL) 25,0)+DL( 7.0) ON TOP CFORD - 32.0 PS' BC L TERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CFORD - 10.0 PS' BEARING MAX VERT MAX RORZ HRS REQUIRED BRG AREA LETI' TOTAL LOAD - 42.0 PS' LOCATIONS REACTIONS REACTIONS. SIZE SQ.IN. (SPECIES) 5: 2-00-00 2-00-00 0'- 0.0" -153/ 560V -9/ 75H 5.50" 0.90 DF ( 625) • LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 DF ( 625) OVER ARCS, 24.0" 0.0" 1'- 11.7" -103/ 47V 0/ OH 1.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT:AL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP PROVIDE FULL GEARING;Jts:2,5,3 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Desi•n checked for net -5 sf__iipfi`t at 24 "oc spacing. VERTICAL DEFLECTION LIMITS, LL=L/240, TL=L/180 1-11-11 MAX LL DEFT, = 0.040" ? - 0.0" Allowed = 0.200" f ,f MAX TL CREEP DEFL - -0.046" 0 -2'- 0.0" Allowed - 0.267" MAX TC PANEL LL DEFT., - 0.004" 5 1'- 0.8" Allowed - 0.127" 12 MAX TC PANEL TL DEFT, - 0.005" 9 1'- 1.6" Allowed - 0.191" 6.00 MAX HORIZ. LL DEFL - -0.003" @ 1'- 10.5" MAX HORI0. TL DE`L = -0.003" 9 1'- 10.9" Resig r, co main nforms to n ndforce-resisting r system and components and cladding criteria. 4 Wind: 140 mph, 1=10,010, TCDL=4.2,BCDL=6.0, ASCE 7-10, 111 II ill .11111.M-3x4 (All Heights), Enclosed, Ca t.2, Exp.B, MOORS(Dir), load duration £actor=1.6, Truss designed for wind loads in the plane of the truss only. I r cs0 co la o o , o 2 5 y M-3x6 I I b 2-00 2-00 • «..5 - 0 PR pFFss � ''I-GtNF�c9 <O `c _ 89200PE r2 JO NAME : 20830 GLOBAL LOT 3 WALNUT - CSJ1 - ,/ Scale: 0.6535 --- WARNINGS: GENERAL NOTES, unless otherwise noted: T r ll S CSJ1 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 '9G 47 OREGON R EGO N and Warnings before construction commences. building component.Applicability of design parameters and proper rl Ct.7 w- 2.2x4 compression web bracing must be Installed where shown•. incorporation of component is the responsibility of the building designer. A N 3.Additional temporary bracing to insure stability during construction 2_Design assumes the top and bottom chords to be laterally braced at �O ^ N. �� is the responsibility of the erector.Additional parmanent bracin f 2'o.c.and at 10'oA.respectively unless braced throughout their length by 14 G DATE 9/1 9/2 018 g° 20 lnnuous sheammr seen as plywood aired her e)anmor drywao(ee7 s 6. the overall sbvclure is the responsibility of the building designer. 3.2x Impact nudging or lateral bracing required where shown.. ` V SE" : K 9 5I 9 8 4 6 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. ���'�„{/ '�" fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAIp S 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 6.Design assumes 011 bearing at all apppprta shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,ha hi necessary. handling,s pment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center April 20,2018 TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 1j MITek USA,IneJCompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 1 LUMBE SPECIFICATION: TRUSS SPAN .32`- 0.0" This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2015 MAX MEMBER FORCES 4WR/GDF/C9=1.00 TO: 2x4 DF fi&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 100 2-11=1 -516) 9382 11- 3=1 -390) 2120 P-16=10) 190 BC: 12x6 IF SS SPACED 24.0" O.C. 2- 3=1 -5176) 708 11-12=1-1486) 9938 11- 4=(-5420) 1038 WEBS: 2x4 DF STAND 3- 9=1 -9382) 612 12-13=(-1486) 9438 12- 4=( -106) 968 LOADING 9- 5=1-10005) 1634 13-14=(-1532) 9964 4-13=( -312) 692 TC LA FRAL SUPPORT <- 12"00. UOK. LL( 25.0)-DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6-1 -54:32) 868 14-15-1 -626) 4648 13- 5-( -116) 534 BC LA.FRAL SUPPORT <- 12"0C. HON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-( -2982) 506 15-16-1 -300) 2776 5-14-1-5928) 1019 TOTAL LOAD - 42.0 PSF 7- 8-1 -3002) 502 16- 9-1 -298) 2778 14- 6-1 -938) 2996 8- 9-1 -3302) 469 6-15-1-2938) 524 NOTE: 2x4 BRACING AT 24"06 ION. FOR LL= 25 PSF Ground Snow (Pg) 9-10=( 0) 100 15- 7=( -076) 2920 ALL F AT TOP CHORD AREAS NOT SHEATHED ADDL: TO UNIF LL-DL= 96.0 PLF 4'- 0.0" TO 11'- 0.0" V 15- 8=1 -270) 172 ' ADDL: BC SNIP LL-DL= 30.3 PLF 0'- 0.0" TO 11'- 0.0" V BEARING MAX VERT MAX HOR0 BOG 81011RED BRG AREA OVERH.NGS: 24,0" 24.0" ADDL: TO CONC LL+DL= 128.0 LBS @ 4'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) ADDL: BC CONC LL+DL= 971.0 LAS @ 11'- 0.0" 0'- 0.0" -516/ 3123V -130/ 130H 5.50" 5.00 DF ( 625) 32'- 0.0" -367/ 2122"/ 0/ CH 5.50" 3.39 DE ( 625) ( 2 ) complete trusses required.4j LIMITED STORAGE DOLS NOT APPLY DUE TO Till SPATIAL Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BCING MET. ails staggered: n9" oc. in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 10PS7 LIVE LOAD. TOP �COND. 2: 065230 checked for net(-5 psf) uplift at 24 "00 spacing. 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL, DEFLECTION LIMITS: LL=L/240, IL=L/180 9" OC in 1 roll(s) throughout 2x4 webs. MAX LL DFFL - 0.010" @ -2'- 0.0" Allowed - 0.200" MA'S TL CREEP DEFL - -0.011" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL - 0.206" @ 13'- 10.7" Allowed - 1.554" MAX TL CREEP DEFL - -0.861" 0 13'- 10.7" Allowed - 2.072" MAX LL DEFL = 0.010" @ 34'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL - -0.011" P 34'- 0.0" Allowed - 0.2.7" MAX NORIO. LL DEFL = -0.029" @ 31'- 6.5" MAX HORIZ. TL DEFL = 0.074" @ 31'- 6.5" Design conforms to main windforce-resisting system and components r and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCD 7-10, 3-11-11 10-02-08 7-02-13 10-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Our), '( T T T T load duration factor=1.6, 3-11-11 4-09-14 5-04-10 3-08-04 3-06-09 4-04-01 6-02-15 Truss designed for wind loads T1128# T T T T T ( in the plane of the truss only. 12 12 2 6.00 07 6.00 V M-4x6 Q 6 00 4.0" 7 I,' M-3x8 6 3.1" M-3x4 • M-5x6 M-5x12 M-7x8 4 M-4x6 + -��_ M-3x6 o 1 2-- '11 12 13 14 15 16 -9 0 to M-4x8 M-1.5x3 0.25" M-4x8 M-4x8 M-1.5x3 p M-7x6(S) �D PRQp , 1, I b +971* y )- I !'G 3-08-08 5-01-02 5-01-02 3-08-05 3-10 4-05-13 6-01-03 �cj�`��NG�NFF�y s/0 b b c 2-00 32-00 2-00 `� 89200PE 441 9r JO3 NAME : 20830 GLOBAL LOT 3 WALNUT - D1 ,e''-. Scale: O.1a56 WARNINGS: GENERAL NOTES, unless otherwise noted: '"� lis 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 -7 ,�OREGON L!,/ Truss: DI and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. �J 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced al /O "1)" 20` Is the responsihif of the erector.Adtlltional g o 2'o.c.and at 10'oc.respectively unless braced throughout their length by 1(� V DATE 4/19/2018 N permanent braein r continuous sheathing seen as plywood sheamin Tc mor a n Bc s the overall strucplre is the responsibility of the builtling designer. 0 P Yw g( )an rywe( ) yy,. ].In Impact bridging or ho rel bracing required of the where shown++ �'�` S EQ K 9 5 1 9 8 4 7 4.No load should be applied to any component until after all bracing and 4.Installation or truss Me responsibility or the respective contractor. V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon-corrosive environment, TRA S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 8.CampuTrus has no control over end assumes no responsibility for the 6.Design assumes tall beating at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,henrYing,shipment end Installation of components. necessary. 7.Dales haasemes oedon drainageiepmss,a April 20,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both races of truss,and placed so their center TPINYTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size or plate in inches. MiTek USA,Iec.ICorepuTms Software 7.6.8(11_)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I This design prepared from computer input. by Pacific Lumber and TrioS-BC LUM R SPECIFICATIONS TRUSS SPAN 32'- 0.0" MAXC: 2x4 DF 1t 1.48TR; IRC 2015 MX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DJRATION INCREASE = 1.15 1- 2=( 0) 101 2-13=(-395) 1477 2- 3=(-2239) 659 2x4 DF 2400E T4 SPACED 24.0" O.C. BC: 2x4 DF COASTS 2- 3=( -278) 473 13-14=(-655) 3022 4-13=( -125) 581 • WEBS: 2x4 DF STAND 3- 4=(-1850) .505 14-1.5=(-556) 3022 13- 5=( -92) 573 LOADING 4- 5=(-2074) 518 15-16=(-753) 3333 13- 6=(-1363) 385 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32,0 PSF .5- 6-(-1849) 490 16-17-(-394) 1740 14- 6-( 0) 200 TC L'TFRAL SUPPORT <- 12"0C. UOf;. OL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-3325) 837 17-11-(-392) 1792 6-1.5-( -39) 3.52 BC L'TFRAL SUPPORT <- 12"OC. UOQ. TOTAL LOAD - 42,0 P5F 7 8-(-1849) 505 15- 7-( -39) 114 • 8 9-(-184.5) 502 7-16-(-2017) 541 NOTE 2x4 BRACING AT 24"OC CON. FOR LL = ZS PSK Ground Snow (Py) 9-10=(-2089) 515 16- 8=( -270) 1225 10-11=( -277) 489 16- 9=) -192) 121 ALL LAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 101 9-17=( 0) 20+ REQUIREMENTS OF IBC 2013 AND IRC 2015 NOT BEING MET. 10-11=(-2570) 718 LETI S: 2-00-00 2-0C-00 BOTTOM CHORD CEEC5ED FOR lOPSF LIVE LOAD. TOP RCATIMAX VERT MAX TORI PRO SOIIHPG AREA BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS S REACTIONS 3EACIIONS SIZE SQ.IN. (SFECIES) OVERiANGS: 24.0" 24.0" 0'- 0.0" -241/ 1572V -133/ 132H 5.50" 2.52 DF ( 625) 82'- 0.0" -244/ 1572V 0/ ON 5.50" 2.52 OF ( 625) [COND. 2: Design checked for net(-5 nsf) uili`t at 24 'oc snacin7. i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1./180 MAX LL DEFL = 0,040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2.- 0.0" Allowed = 0.267" MAX LL [EFL = -0.249" @ 16'- 2.2" Allowed = 1.554" MAX TL CREEP DEFL = -0.537" @ 18.- 2.2" Allowed - 2.072" MAX LL DEFL = 0.040" a 24'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ "4'- 0.0" Allowed - 0.267" MAX SORIL. LL TEL = 0,057" @ 31'- 6.5" MAX 110RI2. TL DD7L = 0.095" 9 31'- 6.5" 0-10-08 '( Design conforms to main windforee-resisting 5-11-11 10-02-08 5-02-13 10-07 system and components and cladding criteria. f ff f T wind: 140 mph, h=22ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 1-10 3-03-03 4-09-14 5-04-10 5-02-13 5-02-10 3-06-06 1-10 (All Heights), Enclosed, Cat.2, Exp.E, MOFRS(Dir), l 1' f f f T 6' 6 f 6' load duration factor=1.6, designed• 12 12 Truss for wind loads 6.00 5.00 M-4x6rn the plane of the truss only. D 5.00 4.0" 8 •1 I M-4x6 M-4x8 M-5x6 3x9 6 M-1.5x3 EIS * III M-3x6 M-3x6 6i .' a 1 n MI 9 __ mar O ou _ o 0 1 2 13 14 15 18 17 _11 (-2.4„Z o M-3x6 M-4x8 M-1.5x3 0.25" M-3x12 M-1.5x3 M-4x6 M-Sxa(s) ����E) PROFFs� J,• y 5-06-12 5-02-14 5-01-02 5-06-05 5-04-06 b 5-02-10 y )' �5 �NG1N��c9 /O y 2-00 32-00 2-00 ./ 2 4.4; :9200PE v JOi NAME : 20830 GLOBAL LOT 3 WALNUT - D2 • Scale: 0.1456 "Woos WARNINGS: GENERAL NOTES, unless otherwise noted: O Tru 4I s: D2 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 -�� ORECC GON lV l and Warnings before construction commences. building component Applicability of design parameters and proper *_ 2.2x4 compression web bracing must be installed where shown«. incorporation of component is the responsibility of the building designer. {]s 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al /o q r 14, zoo Qk Ip Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'oc.respectively unless braced throughout their length by DATE 4/19/2018 the overall slrucpxa is the res continuous sheathing such as plywood shealhing(TC)end/or drywall BC responsibility of the building designer. 3.2x Impact badging or lateral bracing d where shown«a ( ) MFR R I l.L SEQ : K4519848 4.Noerenarshould beaptean fnoleesnentumgafterallbracm d cragfire 9 an 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than s.Design assumes trusses are a be used m a npn<orrosme environment, TRANS ID: LINK design loads be applied to any component and are for^dry condition'or use. S.Compudrusad hes no control over and assumes no responsibility for the 6.Design assumes MI bearing al all supporta ahgwn.Shim or wedge it EXPIRES: 12-31-2019 fabrication,handing,shipment and installation of compan ems.I necessary. 5.Design assumes adequate drainage is provided. Et. 6.This design is famished subject to the limitations set forth by Plates shall be located on both faces of Truss,and placed so their center April 20,2018 I TPVNTCA in BLSI,copies of which will be furnished upon request. lines coincide with joint renter lines. MITek USA,Int./CompuTrus Software 7.6.6(1L)-E 9.Digits indicate sae of plate in inches. 1a.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 'This design prepared from computer input by Pacific Lumber and Trc.ss-BC LOM R SPECIFICATIONS TC: Zx4 EsDF FICATI TRUSS SPAN 32'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/0,g=1.00 2x4 DF 414BT T4 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2-14=(-389) 14772- 3= - BC: 2x4 DF 2407FR SPACED 24.0" 0.C. (--157) 581 2- 3_( -276) 478 14-15=(-772) 3022 4-14=( -157) 581 � WEBS: 2x4 DF STAND 3- 4=(-1650) 581 15-15=(-772) 3022 14- 5=( -74) 573 LOADING 4- 5=(-2079 628 16-17- LL( 25.0)+00( 7.0) ON TOP CHORD - 2.0 PIF ) -(-416) 1740 15- 7=(-13b 0) 200 TC "TFRAL SUPPORT <- 12"0C. UON, 5- 7-( 0) 5 17-12-(-414) 1740 17- 7-( 0) 252 BC L`TERAL SUPPORT <- 12"OC. U05. DL ON BOTTOM CHORD- 10.0 PSF 7- 8-(-1525) 51.5 15-12-(-419) 1742 6-'16-( -.84) 112 TOTAL LOAD - 42.0 PSF 7- 8-(-3325) 912 16- 3-( -89) 112 LL= 25 PSF Ground Snow )Pg) 8- 9-(-1349) 525 7-17-(-2017) 603 NOTE 2x4 BRACING AT 2.1.0C DON. FOR 9-10=(-1845) 531 17- 9=( -296) 1235 ALL LAT TOP CHORD AREAS NOT_SHEATHED LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL 11-11=(-2276) 461 10-10=1 -193) 213 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12-12=( -276) 181 11-12=( 0) 743 12-13=( 0) 101 11-12=(-2570) 799 LETI.S: 2-00-00 2-0C-00 BOTTOM CHORD CEEC'ED FOR 10PSF LVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HOBO ORO REQUIRED BRG AREA OVERrANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE 00.IN. (SPECIES) 0'- 0.0" -290/ 1572V -133 137E 5.50" 2.52 DF ( 625) 52'- 0.0" -257/ 1572V 0/ Cl 5.50" 2.52 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 = 0.040" a -2.- 3.0" Allowed = 0.200" MAX TL CREEP DELL = -0.046" @ 0.0" Allowed = 0-257" MAX LL DEFL = -0.249" @ 16'- 2.2" Allowed - 1.554" MAX TL CREEP DELL = -0.587" @ 10'- 2.2" Allowed = 2.072" MAX LL DELL = 0.040" @ 34'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" 0 34'- 0.0" Allowed = 0.267" 0-10-08 MAX HORIZ. LL DEFL = 0.057" 2 31'- 6.5" MAX HORIZ. TL DEAL = 0.095" @ 31.- 6.5" 1 f T 7-11-11 8-02-08 5-02-13 10-07 f 'f 3-00 2-03-03 2-09-14 5-09 10 1' T T Design conforms to main windforce-resisting 1-105-02-13 f T T 'ff T 5-02-10 3-06-06 1-10 system and components and cladding criteria. 6-00 .�ff wind: 140 mph, h-22ft, TODL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), F.n ClUsed, C05.2, Fxp.B, MWFR S'(Di r), ' 12 load duration factor-1.6, 5.00 12 M-4x6 12 QTruss designed for wind loads 6.00 in the plane of the truss only. 6.00 4.0" a 1 M-4)46 M-4x8 M-5x6 M- 3x9 1 M-1.5x3 0 M-3x6 M-3x6 � ,NM B WMAI 0 m o', 1 2 14 -1- o M-3x6 M-4x8 M-1.5x31 10.25" 17 Is 12 3 1M-3x12 M-1.5x3 M-9x6 0 M-5x8(S) �cO PRQFF y y y y y C 5-06-12 5-02-14 5-01-02 5-06-05 5-04-06 i' 5-02-10 y ���NGIN4, si' 2-00 32-00 2-00 4 :9200PE r JOB NAME : 20830 GLOBAL LOT 3 WALNUT - D3 WARNINGS: Scale: 0.1356 -4 -� .,.:a- �--�. 1.Builder and erection contractor should be advised of all General Notes GENERAL NOTES, unless otherwise noted: © Cr Truss: D 3 and Warnings before construction commences. 1,This design is based only upon the parameters shown and Is for an Individual -�• ,�OREGON k/ building component.Applicability of design parameters and proper G 2.2x4 compression web bracing must be installed where shown.. nwrporatlon of component Is me responsibility of the building designer. 3.Additional temporary bracing m Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2� DATE:I 9/19/2 0 18 is the responsibifty of the erector.Additional permanent bracing of 2'o.c.and at 10'oA.respectively unless braced thrpughout their length by r 7 the overall structure is the res continuous sheathing such as plywood shealhing(TC)and/or drywaOBC) �� 4f (� responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown I t `J S E Q.I: K 4 5 1 9 8 4 9 4.No mad should be applied to any component until after all bracing and A Installation of truss is the responsibility l the res K I��. fasteners are complete and at no lime should anyloads Y o respective contractor. , 1 r1+RAna greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �1``1�15 I D: LINK design loads be applied to any component and are for"dry condition"of use. rr''jj 5.ComWTrus has m control over and assumes no responsibility for the 6.Design assumes full bearing at as supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication,hanrlfng,shipment and Installation of components. necessary. 6.This design is furnished subject to the limitations set forth by I-Design assumes adequate drainage Is provided. TPIWTCA in BCSI,copies of which will be furnished upon r e.Pies c shall be located on both faces of truss,and placed so their center April 20,2018 request. lines coincide with joint center lines. MiTek USA,Ina/CompuTrus Software 7.6.8(114-E 9.Digits indicate sae of plate in inches. 15.For basic connector dale design values see ESR-1311,ESR'1988(Mionk) . This design prepared from computer input by Pacific Lumber and Trc.ss-BC LUMBCR SPECIFICATION: TRUSS SPAN 26'- 9.0" IBC 2015 MAX MEMB-ER POSIES 9WR/GDF/Cq=1.00 TC: 2x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 101 2- 9=(-528) 1437 2- f BC: 2x4 DF d & lBTR SPACED 29,0" O.C. %=(-1946) • 600 8-12=(-1080) 324 WEB_,I 2x4 DF .0 SD5 2- 3=( -220) 406 9-10=(-420) 1437 9=( -121) 168 3- 4=(-1548) 414 10-11=(-420) 1437 9- 4=( -1) 355 LOADING 4- 5=( 0) 0 11-12=( -40) 53 9- 6=( -166) 99 TC L TERAL SUPPORT <- 12"OC. OOP. LL( 25,0)-DL( 7.0) ON TOP CHORD - 32.0 PSF BC L TFRAL SUPPORT 1- 4- 5-(--77n) 411 10- 6-( 0) 220 12"OC. UOQ, DL ON BOTTOM CHORD- 10.0 PSI 6- 7-1 -7781 285 6-11-( -837) 252 TOTAL LOAD - 42.0 PSF 7- S-( -916) 269 7-11-( 0) 176 • NOTE 2x4 BRACING .AT 24"OC UON. FOR 11- 8-( -226) 944 LL ALL LAT TOP CHORD AREAS NOT SHEATHED 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BIG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE S2.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -231/ 1378'7 -92/ 1720 5.50" 2.20 DF ( 625) OVER P-NGS: 24.0" 0.0" 26'- 9.0" -137/ 11100 0/ OH 5.50" 1.78 DI ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACP NON-CONCURRENTLY. " F r hanger specs. - See approved plans k h 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc 1 spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.069" 0 10'- 0.0" Allowed = 1.292" MAX TL CREEP DEFL = -0.148" @ 10'- 0.0" Allowed = 1.722" MAX HORIZ. LL DEFL = 0.025" @ 26'- 7.3" MAX HORIZ. TL DEFL = 0.040" 0 26'- 7.3 Design conforms to main windforce-resisting system and components and cladding criteria. 10-07 11-05-05 9-08-11 5 X Wind: 140 mph, h=221t, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-10-03 4-10-05 0-10-08 5-05 6-00-05 4-08-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 T 1 T f f load duration Factor-1.6, End vertical(s) are exposed to wind, 10-00 Truss designed for wind loads in the plane of the truss only. 'f f 12 12 6.00 M-4x6 a 6.00 M-3x8 M-4x6 4 O ' nI ' M-4x4 os M-3x4 a. 111- • M-1.5x3 co : o 0 cm 2i NMI a i0 11 *'12 M-3x6 M-3x8 0.25" M-3x8 M-1.5x3 y M-5x6(S) ( 9-06-12 ), 6-05-04 J, 6-05-04 y 4-03-12 . '����D P O����1 y 2-00 y 26-09 y � NGiNr�<fh A /O2 `� 89200PE ter' JO NAME : 20830 GLOBAL LOT 3 WALNUT - D4 • ,/ Scale: 0.2267 WARNINGS: GENERAL NOTES, unless otherwise noted: Trues: D 4 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 7, "i OREGON e and Warnings before conslrudion commences. building component.Applicability of design parameters and proper OREGON f�( rw�� 2.2x4 compression web bracing must be Installed where shown.. inmfporaaon of component Is the responsibility of the building designer. t! 1�N 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al <O 1')'. ) 14 s 2-°` �4 is the responsibility of the erector.Additional permanent bracing of 2'o c.and at 10'o.c.respectively umess D+aced tnroughout their length by DATE 4/19/2018 the overall s4ndura is the responsibility f the building desi continuous sheathing such as plywood sheathing(TC)and/or drywall(51). ponsi y o g goer. 3.2x Impact bridging or lateral bracing required where shown.. iii . �r.., {�( / SEQ. : K 4 519 8 5 0 4.No Ioed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility oldie respective contractor. ` IL1! fasleners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS T D: LINK design loads be applied to any component and are for"dry condition'of use. 5.C design loo s has no control over and assumes no responsibility for the 6.Design e signassumes full bearing at ail supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. ry 6.This design Is furnished subject to the limitations set forth by 8.Plates assumes adequate drainagefIs ruan April 20,2018 8.Plates shall be with join center both faces of truss,and placed so their center TPIM(TCA in SCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. MiTek USA,Ir1c.ICompuTrus Software 7.6.8(10-E 9.Digits indicate sae of plate in inches. 10.Foe basic connector plate design values see ESR-1311.ESR-1966(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LOMB SPECIFICATIONS TRUSS SPAN 26'- 9,0" .BC 2015 MAX MEMBER FORCES 9WR/G➢F/Cq=1.00 TC: 2x4 DF HOISTS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2-10-(-587) 14c7 2- 1=(-1345 677 BC: 2x4 DF H1.&BTR SPACED 24.0" O.C. - 3=( -220) 406 _0-11=(-519) 1437 3-10=( -121) 140 T WEBS: 2x4 DF STAND ) 3- 4=(-_540) 505 _1-12=(-519) 1437 10- 4=( -9) 355 �L LOADING 4- 5=( 0) 0 :2-13=( -42) 53 10- b=( -172) 127 TC LNl'RRAL SUPPORT <- 12"OC. UON. LL( 25,0)-DL( 7.0) ON TOP CHORD - 32.0 PSF 4 6-(-1323)' 466 11- 6-( 0) 220 BC L',,yli,,,FRAL SUPPORT 6- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF E8 ( -77346 6-12-( -637) 296 TOTAL LOAD - 42.0 PSF 7-- 88--_ -- 0)8) 0 86-12-( 0) 178 9-1 -916) 343 12- 9-( -303) 944 NOTE: 2x4 BRACING .AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-13=1-1080) 400 ALL AT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX BORE BEG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS 3EACTIONS SIZE SQ.IN. (SPECIES) OVERB,NGS: 24.0" 0.0" 0'- 0,0" -271/ 1370V -92/ 173H 5.50" 2.20 DF ( 625) BOTTOM CHORD CHECKED FOR OOPSF LIVE LOAD. TOP 26'- 9.0" -225/ 11105 0/ OH 5.50" 1,78 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. "' Fo hanger specs. - See approved plans COED. 2: Design checked for net(-5 psI) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/189 MAX LL DEFL = 0.040" @ -2'- Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- Allowed = 0.267" MAX LL DEFL = 0.070" @ 10'- Allowed = 1.232" MAX TL CREEP DEFL = -0.148" 9 10'- Allowed = 1.722" MAX HORIZ, LL DEFL - -0.025" @ 26'- 7.3" MAX HORIZ. TL DEFL - 0.040" @ 26.- 7,3" 11-11-11 8-00-10 6-08-11 T T T ,f Design conforms to main windforce-resisting 4-10-03 4-10-05 ♦2-03-03 4-00-05 4-00-05 2-03-03 4-05-08 system and rompo090 and cladding criteria. f f T f "f "f f Wind: 140 mph, h-22.31L, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Fxp.B, MNFRS)Dir), 10-00 9-09 load duration factor=l.6, f T f T End vertical(s) are exposed to wind, Truss designed for wind loads 12 12r n the plane of the truss only. 6.00 F 5 7 6,00 M-4x6 M-4x6 4 M-3x8 ,M-4x4 Ok P4-3x4 Is M-1.5x3 'f, rh O o 2 M-3x6 M-3x8 0.25"11 12 *'13 > M-3x8 M-1.5x3 M-5x6(S) y y y t ���� p pp FFss 9-06-12 6 OS 09 6-05-04 4-03-12 O r R O ,5 0GINE 9 /0 2-00 26-09 �� • 2v `r •9200PE �' JOi NAME : 20830 GLOBAL LOT 3 WALNUT - D5 ,/.. Scale: 0.2287 -ii.. .""'.- ' WARNINGS: GENERAL NOTES, unless otherwise noted: O CC 1.Builder and erection contractor should be advised of all General Notes t.This design Is based only upon the parameters shown and is for an individual -9t OREGON 44/ T ru Q s: D5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2e4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 20As �4� 3.Additional tempora bracingto insure stabilityduring 2.Design assumes the by and bosom chords to be laterally braced al /O 14, u g canstmclion 2'on.and at 10'oc.respectively unless braced throughout their length by ^ is the responsibility f the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). �A DATE: 4/19/2016 the overall struck.is the responsibility of the building designer. 3.28 Impact bridging or lateral bracing required where shown++ M� ` VVV SEQ. : K4 519 8 51 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. ��+ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied m any component. and are or°dy onailion or use. [j (� as no control aver and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXr I R ES: 1 2-31-2{j1 9 5.CompuTrus h fabrication,handing,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. April 20,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size°f olate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR.131 t,ESR-1988 IMiTek) MNIMMOMMIrj 1 This design prepared from computer input by s Pacific Lumber and Truss-BC LUMBEI8 SPECIFICATIONS 4-00-00 GIRDER SUPPORTING 21-02-00 IBC 2015 MAX MEMBER FORCES 4✓JR/GDF/C9=1,00 w TC: 204 DF 175 BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-586) 119 1-5=(-117) 934 5-2=(-127) 551 BC: 256 DF SS 2-3=( -63) 52 5-6=(-110) 396 2-5=(-571 ) 93 WEBS: 204 DF STAND LOADING 3-4=( -10) 5 6-3=( -70) I52 LL = 25 PSF Ground Snow (Pg) TC LA Ed AL SUPPORT <- 12"0C. UON. TC IJNIF LL( 50-C)+DL( 19.0)- 64.5 PLF 0'- 0.0" TO 4'- 0.0" V BC LA ER AL SUPPORT 5- 12"00. UON. BC IJNIF LL) 239-6)+DL( 182.9)- 422.5 PLF 01- 0.0" TO 9'- 0.0" V BFARINC MAX VERT MAX HON?, BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE, 53.IN. (SPECIES) Singl member as shown, LIMITED STORAGE DOES NOT APPLY DUE TO TEE SPATIAL 0'- 0,0" -297/ 97IV -30/ 77H 5.57" 1.55 OF ( 625) ' Hang° s attached to the oottom chord REOD1REMENTS OF IBC 2015 AND IRC 2015 NOT BEING MFT, 9'- 0,0" -221/ 975V 0/ OH 5,50" 1,55 DF ( 625) 05_1 ave 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR _CPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 'COND. 2: Design Checked for net(-5 psf) uplift at 24 "oc spacing. ** FO hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L3100 MAX LL DFFL - -0.003" @ - 1,4" Allowed - 0.154" 2-03-03 1-05-01 0-03-12 MAX TL CREEP DFFL - -0.006" 9 - 1.4" Allowed - 0.205" T 1' T T 12 MAX HORIZ. LL DEPL - 0,001" 5 3'- 5,5" 6.00 MAX HORIZ. TL DEZL = 0.001" 5 3'- 5,5" Design conforms to main wrndforce-resisting system and components and cladding criteria. Wind, 140 mph, h-20.3[1, TCDL-4.2,BCDL-6,0, ASCE 7-10, M-1.5x3 ,1 (A11 Heights), wnclosea, Ca1-2, Fxp.e, M'FR5(Dir), -V load duration factor-1,5, 3 End verLical(.$) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 MI 2 co I .....1111111111111111111111* 1 71 N onsilMir ... L.-:_imi_ immil0 'KEEN5 ** M-8x10 M-3x8 -M-6x6 I 1 5 2-01-07 1-10-09 3" y 4-00 fie, PRQ, tkG`NEF9 //I `�� :9200PE �% J0i3 NAME : 20830 GLOBAL LOT 3 WALNUT - DG ,L „�� - Scale: 0.5880 WARNINGS: GENERAL NOTES, unless otherwise noted: I h'• Truss: DG 1.Builder and erection contractor should be advised of ell General Notes I.This design is based only upon the parameters shown and is for an individual 1 ""OREGON �/ end Warnings before construction commences. building component.Applicability of design parameters and proper 2,2x4 compression web bracing must be Installed where shown.. incorporation of component is the responsibility of the building designer. 3.Additional tem bracing to insure stability Burin 2.Design assumes the top and bottom chords to be laterally braced al / 2.0 P# temporary g y g construction 2'o.c.and at 10'o c.respectively unless braced throughout their length by Is the responsibility f the°racier.Addlllonal permanent bracing of continuous sheathingsuch as plywood shoethln TC and/or drywall(131) O t DATE 4/19/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging o lateral bracing required where shown e+ -�(/.. �'t ` SEQ{ : K 4 51 9 8 5 2 4.No load should be applied to any component until after all loaning and 4.Installation of truss is Me responsibility of the respective contractor. i w fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRA$S I D: LINK design loads be applied to any component. and are to"dry condition or use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull bearing al all supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication.handing,shipment and Installation of components, necessary. rr�� q p 7.DPates Shall b assumes adequateonboth ea is truss,a. April 20,60 1 0 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches, MiTek USA,Inc/CompuTrus Software 7.6.8(1L)-E 10.For basic connector date design values see ESR.1311,ESR-1966(MI Tek) IIMIIMIMIIII This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS 32-00-00 GIRDER SUPPORTING 4-00-00 FROM 0-00-00 TO 5-00-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 t TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4126) 724 1-12=(-530) 3358 12- 2=( 0) 116 17- 8=( -174) 130 BC: 2x4 DF #1&BTR; l 206 DF SS B1 -306-) 2- 3=(-4128) 758 12-13=(-530) 3354 2-13=( -56) 355 8-1&=( 0) 218 WEBS 2x4 DF .i'IA01 LOADING 3- 4=(-3262) 003 13-19=(-542) 3580 13- 3=( -254) 1156 9-10= 722 LL = 25 PSE Ground Snow (Pg) 4- 5=(-2874) 540 14-15=(-356) 3060 3-14=(-1044) 280 TC UNIF LL( .50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 32'- 0.0" V 5 0-(-26':8) 586 15-15-(-356) 3055 14- 4-( -168) 1100 TC L TERAL SUPPORT <- 12"OC. UON. BC UNIF LL( 2.5.0)+DL( 37.0)- 52.0 PLS 0'- 0.0" TO 5`- 0.0" V '- 7-(-2252) 578 16-17-(-352) 2674 14- 5-( -422) 310 BC L TFRAL SUPPORT 6- 12"0C. UON. BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PL- 5'- 0.0" TO 32'- C.0" V 7- 8-(-2278) 522 17-13-(-330) 2090 15- 5-( 0) 200 _ --- -- 8- 9-(-2436) 520 18-10-(-38E) 2092 5-15-( -506) 144 ADDL: BC CONC LL+DL= 1256.0 LOS a E'- -2.C" 9-1C-( -286) 514 16- 5=( -4E) 4:13 NOTE: 204 BRACING AT 24"0C UON. FOR 10-11-) 0) 100 6-17=(-1716) 342 ALL LAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17- 7=( -31E) 1749 REQUIREMENTS OF IBC 20_5 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HOED OPG REQUIRED BRG AREA LETI S: C-00-00 2-00-00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIJS) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 0'- 0.0" -457/ 2586V -120/ 115H 5.50" 4.14 DF ( 625) OVER( NOS: O,0" 24,0" 32'- 0.0" -302/ 1817V 0/ OH 5.50" 2,91 DF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"0.131 D=A GUNCONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 nails staggered: - 9" oc in 1 row(s) throughout 204 top chords, VERTICAL DEFLECTION LIMITS: LL-1/240, TL-L/100 9" oc in 2 row(s) throughout 200 bottom chords, MAX LL DFPL - -0.095" @ 19'- 5.2" Allowed - 1.554" /11 oc in 1 row(s) throughout 2x4 bottom chords, MAX TL CREEP DEFL = -0.312" @ 19'- 1.7" Allowed = 2.072" /yvyV oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.010" @ 34'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.011" @ 34'- 0.0" Allowed - 0.267" MAX HORIZ. LL DEFL = 0,021" @ 31'- 6,5" MAX HORIZ. TL DEFL = 0.04E" @ 31'- ,5 Design conforms to main windforce-resisting system and components and cladding criteria. 9-02-11 10-02-08 1-11-13 10-07 Wind: 140 mph, h=22ft, TCDL=4,2,BCDL=a.0, ASCE 7-10, l' (A11 Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), 3-02-05 2-11-07 3-00-15 4-09-14 5-04-10 1-11-13 4-01-13 4-07-02 1-10 load duration factor=1,5, f f f f f f T T 3 3 Truss ,lesioned for wind loads 12 12 12 in the plane of the truss only. 6.00 e,00 l 'M-4x6 x6,00 4,0" M-4x6 M-Sx M-3x8 r: 9 S mmi M-3x6 3.1" M-3x4 8 4 M-3x4 2 /L M-9x9 1111111.111111111 M-9x6 ol, - B I} © -I- flap .� 1-- 12 13 14 15 16 ' 17 lg1 0 M-1.5x3 M-3x6 0.25" M-1.5x3 0.25" M-1.5x3 M-3x6 1� o M-7x12(5) M-3x4 M-5x8(5) J,, L 12660 E� "0! l y > 3- y ,, ' NOIN4,i) /o 061 3-00-09 2-09-11 3-01-04 5-01-02 5-01-02 2-03-05 4-03-09 6-03-07 32-00 3 2-00 ), tC/c.,, ' 2 `� :92•0PE v� JOB NAME : 20830 GLOBAL LOT 3 WALNUT - DGIRD041Pj( 5 ------- Scale: 0.1343 WARNINGS: GENERAL NOTES, unless otherwise noted: © /'}.. Truss: DGIRD 1.Builder and erection contractor should be advised deli General Notes 1.This design is based only upon the parameters shown and is for an individual Sr. A.OREGON t(j and Warnings before construction commences. building component.Applicability of design parameters and proper A- 2.2z4 compression web bracing must be installed where shown�, incorporation of component is the responsibility of the building designer, l+� 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at �O �/ 1�' 2. �� responsibility of the erector.Additional T0.4 and at l0'o.c.respectively unless braced throughout lheir len Iib (� s the r iy permanent bracing of continuous a d t 10'oln r y g y DATE 4/19/2018 the overall structure is the r 2 g such as plywood sheathing(TC)and/or drywen(8C) " responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I/�,R R' 0.- SEQ : K4 519 8 5 3 4.No load should he applied to any component untilatter all bracing 9 and 4.Installation of truss is the responsibility of the respective contractor. j fasteners are complete and et no lime should any loads greeter than 5.Design assumes busses are to be used in a non-corrosive environment, TRA S I D: LINK design loads be applietl to any component, and are for"dry ss is the es use. 5.Com puTrus was m control near and easumes no responsibility for the 6.D�seg nseasaumes full baanng at alh supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabnealion.handling,sir preen)end inslallel:on of components. 7.Design assumes adequale drainage Is provided. 6.This design is furnished subject to the limitations set bah by 8.Plates shall be Located on both faces of truss,and placed so their center April 20,2018 TPIANTCA In BCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(10-E9.Digits indicate size of plate In inches. 10.For basic connector date design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBE• SPECIFICATIONS TRUSS SPAN 9'- 0,0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 • TC: 2x4 DF kl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3=1-027) 338 BC: 2x4 DF #1&BTR SPACED 29,1" O.C. 2-3=(-261) 50e WEBS: 204 IF STAND 3-4=( -85) 9e LOADING TC LAIF,RAL SUPPORT <- 12"0C. NON. LL( 2.3.0)+DL( 7.0) ON TOP CFORD - 32.0 PST BC LAIF,RAL SUPPORT <- 12"0C. UOE. DL ON BOTTOM CFORD - 10.0 PSE BEARING MAX VERT MAX HORS BOG REQUIRED BOG AREA TOTAL LOAD - 92.0 PS' LOCATIONS REACTIONS ZFACTIONS 307E SQ.I0. (SPECIES) LFTIN.: 2-00-00 2-00-00 0'- 0,0" -191/ 580V -9/ 75H 5.50" 0.93 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -553/ 433 0/ OH 1.5'�" 0.07 DF ( 625) OVERH'NGS: 24.0" 0.0" 4'- 0.0" 0/ 38V 0/ OH 5.50" 0.0C DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT-AL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,3,5 BOTTOM CH03D CHECKED FOR -OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, HOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0,040" ? -2'- 0.0" Allowed = 0.200" 1-11-11 MAX TL CREEP DEFL - -0.046" 'a -2'- 0,1" Allowed - 0.267" I MAXMAY. LL DEFL - U.000" a 0'- 0,0" Allowed - 0.078" MAX TC PANEL LL DEFL - 0.002" `a 1'- 0,3" Allowed - 0.127" 12 MAX TC PANEL TL DEFL - -0.002" 'a 0'- 11.0" Allowed - 0.1'.:1" 6.00 MAX BC PANEL TL REEL = -0.007" C 2'- 1.4'• Allowed = 0.199" MAX HORIZ. LL DEFL = -0.003" C 1'- 10.5" MAX HORIZ. TL DEFL - -0.003" 0 1'- 10.5" Design conforms to main .ri n:lfnxce-r=silting M-3x9 system and components and cladding criteria. Wind: 140 mph, h=17.5ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat,2, Cxp,B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind Loads -I in the plane of the truss only. r 1 oo sig00.1111...' , ., o ii0 M-3x6 ), b L 2-00 9-00 ,< kcp PROFFss NG`NFF9 �0 2 :9200PE 9<' JOB NAME : 20830 GLOBAL LOT 3 WALNUT - DJ1 Scale: 0.6925 �"�,� •' WARNINGS: GENERAL NOTES, unless otherwise noted: t CC 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 12_ N �( Truss: DJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper +1_OREGON [�/ 2.2n4 cont b bracing incorporation of componentis the responsibility of building designer. -YI '` pression we g must be Installed where shown+. po y o g goer. /0 /(` 14 2-O" 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al �7 t/ Y o.e.and at 10'o c.respectively unless braced throughout Meir length by 1 is the responsibility of the erector.Additional permanent bracing of continuous sheathingh as plywood sheathing(TC)TC tllordrywall(BC) DAT 4/19/2 018 Ina overall alruebre is the responsibility 1 the building aeai such p ywoo g( )an ponsi y o g gner. 3.2x Impact bridging or lateral bracing required where shown++ �+ �'t SE Q. : K4 5 1 9 8 5 4 4.No load should be applied to any component until after all bracing and 4.Installation of was s the responsiblllty of the respective contractor. {r P�IN_ fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses am to be used In anon-corrosive environment, T R S I D: L INK design loads be applied to any component. and are for col condition"res use. b.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull bearing et al supports shown.Shim or wedge If EXPI RES: 12-31-2019 fabrication,handling,shipment end installation of components. sn ass g,ehi 8.Plass tbeaaatedon bdoth elo rusisad.n April 20,2018 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 TPIANTCA in BCSI,copies of which will be rurushed upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MI Tek USA,lnc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO, 2x4 DF 416BTR LOAD DURATION INCREASE = 1.15 BC. � 2x4 DF Ii16BTR SPACED 24.0" O.C. 2-2=( 0) 501 2-5=(0) 0 2-3=(-605) 282 2-3=)-258) 54 WEBS: 2x4 DF ;TANG e ^ TO ATERAL SUPPORT 0- LOADING -'-4=( -58) 9E 12"OC. UOL. BC ATFRAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF CL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LETT S: 2-00-00 2-00-00 TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS ZEACTIONS SITE 0.61 (SPECIES) 0'- 0.0" -.10/ 538V -16/ 1058 5.50"' 0.56 DF ( 625) OVE ANGS: 24,0" p,0" LL = 25 PSF Ground Snow (Pg) 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 DF ( 625) 3'- 11.7" -53/ 113V 0/ OH 1.50" 0.16 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP PROVIDE FULL BEARING;Jts:2,5,4 l AND BOTTOM CHORD L-VE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5(- psf) uplift at 24 "pc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" 4 -2'- Allowed = 0.200" 3-11-11 MAX TL CREEP DEFL - -0.046" 0._" Allowed - 0.267" T f MAX LL DEFL - 0.031" @ 1'- 8.4" Allowed - 0.154" MAX TL DEFL - 0,031" e 1'- 8.4" Allowed - 0.205" 12 6.00 MAX HORIZ. LL DEFL = -0.015" 5 - 10.5" MAX HORIZ. TL DEAL = -0.015" ( 2'- 10.5" 4 y m- Desi n conforms t0 9 main wind Co rue-res.sling sy.ste.R and components and cladding criteria. 11 Wind: 140 mph, 11=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, F0 (All Heights), Enclosed, Cot.2, Exp.A, MWFRS(Dir), load duration £actor=1.6, M-3x9 Truss designed for wind Loads 3 in the plane of the truss only, cr r 0 is.0001. N Po �I O 1111 M-3x6 • J, b b 2-00 4-00 •<<(, PRQ1 2 `r :9200PE vv.' J0j3 NAME : 20830 GLOBAL LOT 3 WALNUT - DJ2 jllP,/„v! .- Scale: D.627S • ' WARNINGS: GENERAL NOTES, unless otherwise noted: d I' to T r ll T S: DJ Z 1. udder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper 4 OREGON 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 7, . -✓, oI • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al �Q 9{� 1 ^O�le?. �" DATE 9/19/2 1 Ri is the responsibility o/the erector Additional permanent bracing of o.c.and at 10'o c.respectively unless braced throughout their length by / •L the overall structure is the res continuous sheathing such as plywood shemhing(TG)andbr d II RC �J� s responsibility of the building designer. 3.2o Impact bridging or lateral bracing red where shown a( ) S EQ.I: K 4 519 8 5 5 4.No load should be applied to any component until after all bracingand g feQU1 'Vf�p p t�� 4.Installation of truss is es responsibility of the respective contractor. +"f R fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used Ina non-corrosive environment. TRAPIS I D: LINK design mads be applied to any component. and are for dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge Ir febrration,handling,shipment and installation of components. nesIgn eo. EXPIRES: 12-31-2019 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. TPIM?CA in SCSI,copies8.Pias c incil be ithin rr on both faces of truss,and placed so their center April 20,2018 of which will be famished upon request Imes coincide with joint canto lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9.Galls indicate size of pin inches. 10.For basic connector plate design values see ESR.1311.ESR-1968(MiTek) I This design prepared from computer input by Pacific Lumber and Tress-BC Eh LOMBSPECIFICATION: TRUSS SPAN 5'- 11.7" IEC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF If15BTR LOAD DURATIOT, INCREASE _ 1.15 1-2=( 0) 101 2-5=(0) 0 2-3=(-607) 238 - BC: 2x4 DF Al,soTR SPACED 24,0" O.C- WEBS: 2x4 DF STAND 2-3=(-288) 518 3-4=(-118) 57 LOADING 4-5=( -44) 33 TC L FURL SUPPORT <- 12"OC. UOR. LL( 25.0)+DL( 7,0) ON TOP CHORD - 32.0 PSF BC L FRAL SUPPORT <- 12"OC. ION. DL ON BOTTOM CHORD - 10.0 PSF LF.TIN : 2-00-00 2-00-00 TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HIS7. IRS REQUIRED ERG AREA LOCATIONS REACTIONS XF.ACTIONS SI9,F SQ.IN, (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- C.0" -87/ 515V -24/ 1300 5.50" 0.82 DF ( 625) OVERO NGS: 24.0" 0.0" 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 11.2" -_C7/ 228V 0/ OH 1.50" 0.24 DF ( 525) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 5'- 11.7" -24/ 7°V 0/ OH 1.50" 0.13 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF L=VE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'PROVIDE FULL BEARING;Jts:2,r,4,5 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. ' 5-11-11 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 T MAX LL DEFL = 0.040" a -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.046" 'a -2'- 0.0" Allowed = 0.2.7" 12 MAX LL DEFL = 0.020" @ 1'- 8.4" Allowed = 0.154" 6.00 -/ MAX TL CREEP DEFL = 0.023" @ 1'- 6.4" Allowed = 0.206" MAX HOR.I Z. LL DELL = -0.012" e - 11.2" MAX I IORIL. TL DEFL = -0.013" C - 11.2" Design conforms to ma.n wi.ndfar-e-resistinn system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCD1=4.2,BCDL=6.0, ASCE 7-10, (All heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), toad duration factor-1.6, ei Truss designed for wind loads M-5x6 o in the plane of the truss only. M co 5111111°111'O O I 2 6 y M-3x6 2-00 4-00 1-11-11 ���EO PRQFFss ��5 � GINE�c9 /0 Q :9200PE I-- JOB JOB NAME : 20830 GLOBAL LOT 3 WALNUT - DJ3 -itiAtil',.P4..1'57;,......- -----. Scale: 0.5825 WARNINGS: GENERAL NOTES, unless otherwise noted: I1 Trus: DJ3 I. uilder 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 4,ORECr GON lv and Warnings before construction commences. building component.Applicability of design parameters and proper w 2.2x4 compression web bracing must be installed where shown 4. incorporation of component Is the responsibility of the building designer. In 3.Add hone!temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al /0 y 14 ZQ"e,‘"- DATE �� Is the responsibiFty of the erector.Additional permanent bracing f 2'o.c.and at 10'O.c.respectively unless braced throughout their length by (� DATE 4/19/2018 the overall structure is the res g o 2x Impact continuous sheathing r such as plywood aired n ere s ownand/or4 drywell(BC). i responsibility of the building designer. 3.2x Braga bndglnsor lateral bracing required where shown++ M�r 7 R I�( SEQ. : K 4 51 9 8 5 6 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor. (� {/ 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 far"dry condition"of e. us 5.CompfTrus has no control over and assumes no responsibility for the 6.Design aaaamea full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handing,shipment and Installation of components. necessary. .I p 6.This design is furnished subject to the limitations set forth by 7.Dates assumes adequate drainage is truss, an d. April ZO,ZO 1 O B.Plates shall a located on both faces of'mss,and placed so their center TPINVTCA 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.ICompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values sea ESR-1311,E18.1968(MITek) I This design prepared from computer input by 1 Pacific Lumber and Truss-BC I LUMBE18 SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: I2x4 DF A1iBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(0) 0 2-3=(-601) 151 BC: 12x4 DF BTR SPACED 29.0" O.C. 2-3= WEBS: 2x4 DF STAND (-290) 520 STA 3-4=(-166) 70 LOADING 4-5=( -69) 32 TC LA ORAL SUPPORT <- 12"OC. UOP. LL( 25.0)+DL( 7.0) ON TOP CFORD - 32.0 PS, BC LA ORAL SUPPORT <- 12"0C. Son. DL ON BOTTOM CFORD - 10.0 PS, TOTAL LOAD - 42.0 PS, BEARING MAX VERT MAX HOP., BRG REQUIRED BRG AREA IF LET IN 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SITE SQ.IN, (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- G.O. -60/ 497V -32/ 1688 5.50" 0.80 DF ( 625) OVERH NGS: 24.0" 0.0" 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 DF ( 625) ' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT=AL 3'- 11.2" -:79/ 296V 0/ OH 1.50" 0.38 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'- 11.7" -50/ 121V 0/ OH 1.50" 0.19 DF ( 625) BOTTOM CHORD CHECKED FOR _OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BE.ARING;Jts:2,E,4,5 [COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.040" a -2'- 0.0" .Allowed = 0.200" 7-11-11 MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" ." MAX LL DEFL = 0.027" `' 1'- 8.4" Allowed - 0.154" MAX TL CREEP DEFL = 0.052" e 1'- 9.4" Allowed = 0.206" 12 MAX 1)0R1G. LL DL-L = -0.015" r 7'- 10.9" 8.00 V A MAX 11001,,. TL DG_L = -0.016" @ 7'- 10.9" Design conforms to main windforce-resistin' system and components and cladding criteria. Wind: 140 mph, 0=21.3ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 Truss desioned for wind loads tiin the plane of the truss only. 0 1 0 M-5x6 . •• o ill II, o m 2002NFj y M-3x6 y y y • 2-00 4-00 3-11-11 ,(<<,01) Pflo/CCA :9200PE �C JO$ NAME : 20830 GLOBAL LOT 3 WALNUT - DJ4 1141, • 0.- Scale: 0.5029 WARNINGS: GENERAL NOTES, unless otherwise noted: (7 Cr pi Trus: DJ4 1.and 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 7L "ii OREGON rid Warnings before construction commences. building component Applicability of design parameters and proper t` 2.284 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. N 3.Additional temporary bracing to insure stability during construction 2.Design assumes the rap and bottom chords to be laterally braced al j/' 2.0 is the responsibility of the erector.Additional 2'o.c.and at 10'o c.respectively unless braced Mroughout their I¢nglh by �O 14, • ly permanent bracing of • DATE 4/19/2018 Ina overall swclwa is the res continuous sheathing such as plywood sheathing(TC)angor drywail(Bc). , yor.Wity of Me building designer. 3.28 Impact bridging or lateral bracing required where shown«« •� �� S E' 4.No load should be applied to any component until alter all bracing and 4.Installation of(mss is the responsibility o respective contractor. /"� Q. : K9519857 fasteners are o leteandetnoSemshouldan loads ter than 5.Des' poneius rine amp y Brea Design assumes busses am to be used In anon-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of use, 6.Com puTrus has m control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12-31-2019 Wi shipment and installation of components. necessary. fabrication,handling,ani 7.Design assumes adequate drainage is provided. Apri 120,201 8 6.This design is furnished subject to the limitations set forth by 6.Plates shall be healed on bath faces of truss,and placed so their center TPISVTCA in BCSI,copies of which will be furnished upon request. lines coincide wilh joint center lines. / MiTek USA,Inc./ComUTNs Software 7.6.8 1L E 9.Digils indicate sae of plate in inches. p ( )" 10.For basic connector dale design values see ESR-1311,ESR-1966(MiTek) i 1 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 015BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-7=(0) 0 2-3=(-603) 199 , BC: 2x4 DF kl&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2-3=(-250) 519 3-4=(-206) 89 LOADING 4-5=(-101) c4 TC L TFRAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSE 5-6-( -47) 19 BC L TFRAL SUPPORT 0- 12"OC. GOD. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 PSF LETS 5: 2-00-00 2-00-00 BEARING MAX VERT MAX HORS. BRG REQUIRED BRG AREA 1 LL = 25 PIF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVER ADDS: 29.0" D.0" 0'- 0.0" -42/ 503V -40/ 199H 5.50" 0.80 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 9.2" 0/ 39V 0/ OH 5.50" 0.06 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 3'- 11.2" -128/ 273V 0/ OH 1.50" 0.335 DF ( 525) 7'- 11.2" -105/ 252V 0/ OH 1.50" 0.32 DF ( 626) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9'- 11.7" -17/ 35V 0/ OH 1.50" 0.06 D£ ( 625) AND BOTTOM CHORD L=VE LOADS ACT NON-CONCURRENTLY. IPROVIDF FULL BEARING;J(.s:2,7,4,5,6 ICONS. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" f MAX TL CREEP DELL = -0.046" @ -2'- 0.0" Allowed = 0.267" 6 MAX LL DEFL = 0.025" @ 1'- 9.4" Allowed = 0.154" MAX TL CREEP DEFL = 0.029" @ 1'- 8.4" Allowed = 0.206" H MAX HORIZ. LL DEFL = -0.014" 0 9'- 10.9" 12 MAX HORIZ. TL DEFL = -0.015" @ 9'- 10.9" 6.00 G'" b Design ccnforms to main wr ndferce-resisting system and cnmponente andcladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=5.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MRERS(Dir), load duration factor=1.6, cr Truss designed for wind loads in the plane of the truss only. 4 c 0 I 3 en M-5x6 I co I��II� o r li 1 M-3x6 y ���Ep pROpFss 2-00 4-00 5-11-11 �<0 ,NGINFF9 /O 2 Q 9 10,_ 9r JOB NAME : 20830 GLOBAL LOT 3 WALNUT - DJ5 Scale: 0.4115 WARNINGS: GENERAL NOTES, unless otherwise noted: O /}. Tru s: DJ51Builder and erection contractor should be advised or all General Noce: This design is based only upon the parameters shown and is for an individual -�,L OREGON L(/ and Warnings lora construction commences. building component.Applicability of design parameters and proper t,2.2x4 compress web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O 4), J 2 �1 Is the responsibility of the erector.Additional permanent bracing of Y exc.and et 10'hin respectively unless braced throughout their length by 1 / �+' r DATE 4/19/2018 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood airedsheathing(TC)rensai andror drywalµec) ,,, /� 3.2x Impact bridging or laral bracing re:in' uired where shown++ �/.� �( SEQ K 4 519 8 5 8 4.No load should be applied to any component until after all bracing antl 4.Installs on of ss is:isle,:responsibility of the respe Live contractor. `RR {/ fasteners are complete and at no lime should any loads greater than 5.Design assumes trussare to be used in anon-corrosive environment, TRA S 1 D; LINK design loads be applied to any component. and are los"dry wndguc of use. {� (� 5.CompoTrus has rec control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge it EXPIRES:RES: 1 2-31-2 V 1 9 fabrication,harr�n hl necessary. g,s Pmem end installation of components. 7.Design assumes adequate drainage is provided. April I �O r^O J 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /� L -I TPINYTCA in BC51,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,IRC.ICompuTrus Software 7.6.8 1L-E 9.Digits indicate size of plate in inches. ( ) 10.For basin connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS HIP CORNER RAFTER LOAD DURATION INCREASE = 1.15 CHORDS: _ LOADING TC 209 DF M158TR TOP CHORD LL + DL = 32.0 PST 2x6 DF 4158Th j /j �j / _2 4.24 j _ _.-- M-3x6(S) 3* M-5x8 M-3x6 M-3x6 ® - 104 M-3x6 PROVIDE SUPPORT @ 48"o.c. y M-3x8 � 16-10-14 m _.1mai o . o X }' y y ,1;‹,lik 0 PRO,cF�6' 3-01-08 5-07-19 • NGINEF / 1... � 9L'f' `A .p:9210PE % J0113 NAME : 20830 GLOBAL LOT 3 WALNUT — DR 44 �.• Scale: 0.3522 ii WARNINGS: GENERAL NOTES, unless otherwise noted: O Tru s: DR 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 7, "i ORECC GONand Warnings before construction commences. building component.Applicability of design parameters and proper wpd - 2.204 compression web bracing must be installed where shown•. incorporation of component is Me responsibility of the building designer. t Vc temporary bracing to insure stability during construction 2.Design assumes the topand bottom chords to be laterally braced at <O Iy) s 2.0N P4 3.Additional tem T os and at 10'oc.respectively unless braced throughout their length by <, DATE 4/20/2018 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TCJ antllor drywall(BC) M1 the overall slruckaa is the responsibility or the building designs 3.20 Impact bridging or lateral bracing d sh ad where shown.• ��' i RIO_ O( SEQ i: K4 519 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. r �+ fasteners are complete and at no lime should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRAMS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.Com puTrus has no control over and assumes no responsibility for the Design assaes lull bearing a1 all supports shown Shim or wedgy if EXPIRES.. 12-31-2019 fabrication,handling,shipment and installation of components. sery. fi.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. 8.Plates shall be located on both faces of Truss,and placed so their center April 20,201 8 TPINYTCA In SCSI.copies of which will be furnished upon request. Ines coincide with joint center t lines. 9.Digits indicate s¢eof plate in inches. 1 MiTek USA,loeiCoenpuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ES12-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IEC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF dl&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF !tl&BTR SPACED 29.0" O.C. 1-2=( 0) 101 2-5=(0) 0 2-3=(-627) 338 WEB..: 2x4 DF STAND 2-3=(-281) 508 LOADING 3-4=( -89) 48 TC TRAIL SUPPORT <- 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CFORD - 32.0 PS, BC 'TERAL SUPPORT <- 12"OC. SON. DL ON BOTTOM CFORD - 10.0 PS' BEARING MAX VERT MAX HORN. BRG REQUIRED BRG AREA LOTI S. 2-00-00 2-00-00 TOTAL LOAD - 42.0 PS= LOCATIONS REACTIONS 3FACTIONS SIZE. SQ.IN-, (SPECIES) _ 0'- 0.0" -853/ 560V -9/ 75H 5.50" 0.90 DF ( 625) OVE• ANGS: 24.0" O 0" LL = 25 PSF Ground Snow (Pg) l'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 DF 1'- 11.7" -_83/ 47V 0/ OH 1.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE CO THE SPAT=AL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR _OPSF LIVE LOAD. TOP PROVIDE FULL BEARING;Jts:2,5,3 i AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.046" 9 -2'- 0.0" Allowed - 0.267" MAX TC PANEL LL DEFL - 0.004" a 1'- 0.8" Allowed - 0.127" 12 MAX TC PANEL TL DEFL - 0.005" @ 1'- 1.6" Allowed - 0.191" f,,00 MAX HORIZ. LL DEFL = -0.003" @ 1'- 10.9" MAX HORIZ. TL PEEL = -0.003" @ 1'- 10.9" Design conforms to main windCcrce-resisting system and components and cladding criteria. M-3X9 4 -/ Wind: 140 mph, h-19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (A11 Heights), Enclosed, Cat.2, Exp.S, MWFRS1Dir1, load duration factcr=1.6, i Truss designed for wind loads in the plane o£ the truss only, 1 101° ti I i- r 0 co211101.111111.o ti o , o L 2I 5 -> 1 M-3x6 1 2-00 2-00 s �w� 0NGtNi02y :9200PE r J03 NAME : 20830 GLOBAL LOT 3 WALNUT - DSJ1 /�,00-. Scale: 0.6895 •41IPP ,' WARNINGS: GENERAL NOTES, unless otherwise noted: •,/� T T u S D S J I 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 en individual v-qL OREct- GON 4f and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chards to be laterally braced at <A k 14 t O` �4 Is the responsibiNly of the erector.Addltlonal permanent bracing of Y eve.and at 10'o c.respectively unless braced throughout Meir length by /Vi ( •` SATE t. 4/19/2018 the overall sburlra is the responsibility of the building tlesignar continuous sheathing Such as plywood sheathing/2C)andlor tlrywall(BC). 4 S E Q it K 4 51 9 8 6 0 4.No load should be applied to an 3.2z Impact bodging or lateral bracing required where shown++ � �� y component until alter all bracing and 4.Installation of buss is the responsibility o!the respective contractor, •M,J fasteners are complete end et no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRAITS I D: LINK design loads be applied to any component. and are for"dry condition"of use, S.5 mpuTma as p control over and assumes no responsibility for the 6.ncDesign assumes full bearing at all Supports shown Shim or wedge if EXPIRES: 12-31-2019 handing,shipment and installation of components. 9ary. fabrication, 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center April 20,2018 TPIANTCA In SCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(10-E 9.Digits indicate size of plate in inches. 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 LUMBE" SPECIFICATIONS 20-08-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4RR/GDF/Cq=1.00 TC: 2x4 DF BluBTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -312) 119 1- 7=( -683) 2098 1- 2=(-2272) 730 5- 3=(-695) 578 .. - 2x5 DF .i5 T2 2- 3=(-2628) 849 7 8=(-1174) 3066 2- 7=( -121) 389 1- 6=(-226) 386 BC: 2x6 DF SS LOADING 3- 4=(-2373) 835 8- 9- -(-1179) 3086 7- 4=( 0) 369 WEBS: 2x4 OF STAND LL = 25 PSF Ground Snow (Pg) 9- 5=( -150) 145 ;- q=( -762) q46 TC UNIF LL( 50.0)+DL( 19.0)- 64.0 PLF 0'- 0.0" TO .5'- 9.0" V - 6-( -64) 78 6- 9-( 0) 502 TC LA:FRAL SUPPORT a- 12"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 5'- 9.0" TO 20'- 8.0" V 4 9-(-3198) 1196 BC LA RRAL SUPPORT <- 12"0C. U05. BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 20'- 8.0" V • BEARING MAX VERT MAX BORE BRG RRQUIRFD BRG A7F.A TC CONC LL( 239.5)+DL( 67.11= 3306.7 LBS @ 5'- 9.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECLES) NOTE: 2x4 GRACING .AT 29"OC SON, FOR 0'- 0.0" -462/ 1619V -45/ 109H 2.50" 2.59 DF ( 625) ALL F AT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 9.0" -712/ 1791V 0/ OH 5.50" 2.27 DF ( 625) REQUIREMENTS OF IBC 2015 AND IAC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND, 2: Design checked for net(-5 psf) uplift at 29 "on spacing. ** Fo hanger specs- - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/130 MAX LL DEFL = 0.105" @ 12'- 9.0" Allowed = 1.000" MAX TL CREEP DEFL = -0.239" @ 12'- 9,0" Allowed = 1.333" MAX UORIG, LL DIOL = -0.027" @ 20'- 2.7" MAX 00RIL. TL DCL = 0.049" @ 20'- 2.7" Design conforms to main windforce-resisting system and components and cladding criteria. 5-08-11 14-00-10 0-10-11 wind: 140 f mph, h=20.8f t, TCDL=4,2,BCDL=6,0, ASCE 7-10, { f (All Heights), Enclosed, Cet,2, Exp.B, MWFRS(Drr), 3-00-02 2-08-09 7-00-05 7-00-05 0-10-11 Load duration factor=1.6, 306.70# fEnd vertical(.-,) are exposed to wind, 12 Trans designed for wind loads 12 in the plane of the truss only. 6.00 V a 6.00 M-5x6 M-4x6 M-7x10 M-1.5x3 4 - T2 - - 441I-- y .-1:-M-4x4 _ . Li- o N o r7 11 al p 1 .* 7 9 M-4x6 M-3x8 M-1.5x3 M-5x12 M-5x6(S) J, y y y 5-01-12 7-07-04 7-11 1 PROF 11-02-12 9-05-04 F zoo 08 �,<<1.0.:1)NG�NFF�`S'/0 4 . " 89200PE 9r JO$ NAME : 20830 GLOBAL LOT 3 WALNUT - El Scale: 0.2768 -dr WARNINGS: GENERAL NOTES, unless otherwise noted: 4 j}. 1.Builder and erection contractor should be advised of all General Notes 1.This design- based only the �i A OREGON �`C Trus: E 1 end Warnings before construction commences. building toms y upon parameters shown and is for an intlividual '(,� component.Applicability of design parameters and proper *_ 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. �j In 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O 'i y/ 14 f 20 ��� 4/19/2018 is the responsibility of the erector.Additional permanent bracing of 7 o G and at 10'o c respectively unless braced throughout their length by DATE 1 4/1 9 201 8 the overall slmcbre Is the responsibility f the building designer. continuous sheathing such es plywood sheathing(TC)and/or drywall(BC) ponsi y o 3.2x Impact bridging or lateral bracing required where shown,o `� ll SEQ.�: K 4 519 8 61 4.No load should be applied to any component until after all bracing and 4.Insteliation of truss is Me responsibility or me respective contractor. / f fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRATS I D: LINK design loads be applied to any component. and are fon"dry condition"of use. [] i 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes WO Dearing at all supporta shown.Shim or wedge.f EXPIRES'.RES: 1 2- 1-201 9 fabrication,handling,shipment and installation of components. eeeseery. .t 6.This bydesign isfurnished subject tothe limitations set forth 5.Design assumesadequatedrainageis trusis,a April 2O,2�I 5.Plates shall be located on both faces of Was,and placed o their center TRW-CA in RCM,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Ine.ICompuTrus Software 7.8.8(1 L)-E 9.Digits indicate size or plate in inches. 10.For basic connector date design values see ESR-1311,ESR-1968(MI Tek) MEMMEri • This design prepared from computer input by Pacific Lumber and Truss-BC LOMBR SPECIFICATIONS TRUSS SPAN 20'- 8,0" TO: 2x4 DF h1&BTR IBC 2015 MAX MEMBER FORCES 41R/GDF/Cq=1.00 • LOAD DURATION INCREASE = 1.15 1- 2=1 -22) 62 1- 8=(-387) 906 1- 2=(-1275) 340 10- BC: 2x4 DF kl&BTR SPACEDO.C. 7- -29,0" (-190) 701 REBS 2n4 DF ST ANC% 2- 3=(-1129) 331 8- 9=(-331) 1050 3- 3=1 01 151 7-11=(-844) 2£1 2x6 DF #2 A LOADING 3- 4=(-1110) 235 9-10=(-331) 1050 8- 4=( -2) 224 4- 5=( -961) 294 10-11=( -43) 57 8- 5=( -126) 6£ TC L TFRAL SUPPORT 0- LL( 25.0)+DL( 7.0) ON TOP CROPS - 32.0 PS, 5- 6-( -443) 135 - 5-1 0) 201 12"OC. VON. DL ON BOTTOM COD - 10.0 PS, b- 7-1 -512) 1E8 BC L TFRAL SUPPORT G- 12"OC. UOT, TOTAL LOAD - 92,0 PSS 5-10-1 -756) 217 5-10-1 -15) 83 v. NOTE 2x4 GRACING AT 29"OC NON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL LAT TOP CHORE AREAS NOT SHEATHED LIMITED REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE PO THE SPAT:AL 0'- 0.0" -105/ 8820 -63/ 131H 5.50" 1,41 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 8.0" -102/ 854V 0/ OH 5.50" 1,37 DF ( 625) LETI S: 2-00-00 0-00-00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, HONE, 2: Design, checked for net(-5 psf) uplift at 24 "on spacing. ** F:r hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=0/240, TL=1/180 MAX LL DE71, = -0,051" @ 7'- 9,0" Allowed = 0,9283" MAX TL CREEP DE71 = -0,112" @ 7'- 9.0" Allowed - 1..317" MAX HOR=Z. LL DEPL = 0.014" @ 20'- 6,2" MAX OCR-Z. TL DETL = 0.022" @ 20'- 6.2" Design conforms to main windforce-resisting 7-08-11 system and components and cladding criteria. 10-00-10 2-10-11 T 1' Wind: 140 mph, h=21.3ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, 1-09-14 1-09-02 4-01-11 5-00-05 5-00-05 2-10-11 (Ali Heights), Enclosed, cat,2, Exp.B, MWFRS(Our), load duration factor=1.6, 1 I f 12 T End vertical(s) are exposed to wind, 6.00 12 Truss designed for wind loads Q 6.00 in the plane of the truss only. M-4x6 M-4x6 M-3x8 M-3x4 M-1,5x3 • M-3x4 m o 401. N nd O / O A i0 IK 10, --I �� 1. 10 .u. 1- M-3x8 M-3x8 0.25" M-3x8• M-5x6(S) i M-1.5x3 I b I. l i 7-03-12 5-05-04 5-05-04 2-05-12 <<?°Q PRpFAS 20-08 S�5 'NGINEFg 6/O 2 JOB NAME : 20830 GLOBAL LOT 3 WALNUT - E2 scale: 0.3050 WARNINGS: GENERAL NOTES, unless otherwise noted: T rU 9 S F..2 1.Builder and erection contractor stinum be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -9G OREGON AZ./ and Warnings before construction commences. building component Applicability of design parameters and proper 4ff2.2x4 compression web bracing must be installed where shown h. incorporation of component is the responsibility of the building designer. I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at iQ 'II' 1 2�y� i, . Is the responsibiity of the erector.Additional permanent bracing of 2'o.c.and at 10'o c.respectively unless braced throughout their length by S DATE 1 4/19/2018 the overall slrueane is the responsibility of the building designer. 2x Impact us sheathing such l bracing arequired e Hired in ere s own iii crywell(BCJ. /�,� Q S E Q.I' K 9 5 1 9 8 6 2 4.No load should be applied to an4.2x Impact bridging is there) onng ry of(he where shown l a / ^ �� �f y component until atter all bracing and 4.Design on of truss is es responsibility or the respective contractor. /^( fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design mads be applied to any component and are f«"dry contlaion^oru e. 5.CompuTrus has no control over and assumes no responsibility for the 6.D cessa aagmee full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handing,shipment end installalion of components. ry. 6.This design is furnished subject to the limitations set forth by T.patesDesigassumes adequatedrainagefaces 'eprusis,andd. 2�r2��� 8.Plates shall be located on both faces or truss,and placed so their center TPUNTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,InC./CompuTrus Software 7.6.8(1 L)-E 9.Digits indicate size or plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-7988(M:Tok) sr This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8,0" -BC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 re TO: 204 DF 41&BTR LOAD DURATION INCREP-SE = 1.15 1- 2=( -22) 62 1-10=(-435) 706 1- 2=(-1275) 437 BC: 2x4 DF 41&BTR SPACED 24.0" O.C. 2- 3=(-1128) 420 10-11=(-939) 1050 3-10=1 0) 151 WEBS,)zu4 DF STAND; 3- 4=(-1110) 400 11-12=(-939) 1050 10- 4=( 0) 224 206 DF #2 A LOADING 4- 5=( 0) 0 12-13=( -92) 55 10- b=( -139) 87 LL( 25.0)+DL( 7.0) ON TOP CFORD - 32.0 PSK 4- 6-( -961) 388 11- 1-( 0) 201 TC LA REAL SUPPORT <- 12"00. UON. DL ON BOTTOM CFORD - 10.0 PS 6- 8-( -493) 247 6-12-) -756) 291 BC LA FR AL SUPPORT <- 12"00. NON. TOTAL LOAD - 42.0 PSK 7- 8-( 0) 0 8-12-) -15) 97 • 8- 9-) -512) 247 12- 5-( -267) 701 LL = 25 PSF Ground Snow )Pg) c-13=( -849) 343 , NOTE: 2x4 BRACING AT 24"0C UON. FOR ALL F AT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT=AL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS EACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -152/ 882V -63/ 131H 5.50" 1.41 DF ( 625) LETIN : 2-00-D0 0-00-00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20'- 8,0" -178/ 854V 0/ OH 5.50" 1.37 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** Fo hanger specs. - See approved plans ICONS. 2: Design checked Cor net(-5 psC) uplift at._ 24 "oc Spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/130 MAX LL DEFL = 0.054" @ 7'- 9,0" Allowed = 0.387" MAX TL CREEP DEFL = -0.112" @ 7'- 9,0" Allowed = 1.317" MAX HORIZ. LL DEAL = -0.015" @ 20'- 6.2" 9-08-11 6-00-10 4-10-11 MAX HORIZ. TL DF.=L - 0.022" @ 20'- 6.2" I T 4 1-09-14 1-09-02 3-10-08 2-03-03 3-00-05 3-00-05 2-03-03 2-07-08 Design conforms to min rndforce-resisting f 4 4 4 4 4 4 1 4 system and component and cladding criteria. Wind: 140 mph, h=2l.oft, TCDL=4,2,BCDL=6,0, ASCE 7-10, 7-09 2-11 (All Heights), Enclosed, Cat.2, Exp.0, MWFRS IDix'), 4 4 f f load duration factor=t..6, 12 12 End vertical(s) are exposed to wind, 5.00 flff. '71 6,00 Tress designed for wind loads in Lhe plane of Lhe truss only. 7 M-4x6 M-4x6 M-3rx8 MIN M-3x4 M-1.5x3 n` M-3x9 co o I N o oh Ii I A Al 10 0.25" 1 12 . 13 M-3x8 M-3x8 M-3x8 M-5x6(S) M-1.5x3 1, 1, ), y 1, ���p PPOFFS 7-03-12 5-05-04 5-05-04 2-05-12 J, �r:.� 'NGINF9 s/o� 20-08 :9200PE 9r JOi3 NAME : 20830 GLOBAL LOT 3 WALNUT - E3 ,155 Scale: 0.2800 WARNINGS: GENERAL NOTES, unless otherwise noted: 0 " TruS E3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual -F OREGON 1V end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 cam b bracin 1 be Installed where shown+, incorporation of component Is the responsibility of the building designer. �i 0 pression we g mus 2.Design assumes the top and bottom chords to be laterally braced at O -'T " 1 3.Additional temporary bracing to insure stability during construction 2'oc.and at 10'o c.respectively unless braced throughout their length by s 2, Is the responsihifty of the erector.Additional permanent bracing of continuous Sheathing such as plywood sheathing(TC)andror drywall(BC). /� DATE: 4/19/2018 the overall stn lure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4i R R I L` S EQ K4 519 8 6 3 4.No load should be applied to any component until after all bracing anti 4.Installation of truss is the responsibility of the respective contractor. V fasteners are complete end et no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRA S I D: LINK design loads be applied to any component and are o"dry condition"or use. 5.CompuTrus has no control over and aswmes no responsibility for the a Design assumes full bearing at all supports shown'Shim or wedge'^ EXPIRES: 12-31-2019 fabenetion,handl' pmenl and inslallalion of components. scary. .1 p Ing,chi 7.Design assumes adequate drainage is provided. April 20,20 1 0 6.This design is furnished subject to the limitations set forts by 8.Plates shall be located on both faces of buss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate site of plate in inches. M,Tek USA,Inc./CompuTrus Software 7.6.8(1 L)-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 20'- 0.0" .8C 2015 MAX MEMBER FORCES 4CR/GDF/Cq=1.00 TO: 2x9 DF N1&BTR w LOAD DURATION INCREASE = 1.15 1- 2=( -22) 62 1-10=(-959) 906 1- 2=(-1275) 479 BC: 2x4 DF 615BTR SPACED 24O.C. .0" WEBSI 2x4 DF STAND; 2- 3=(-1128) 45e 10-11=(-502) 1050 3-10=( 0) 151 s 2x6 DF #2 A 7- 4=(-1110) 447 11-12=(-592) 1050 10- 4=( -9) 224 LOADING 4- 5=( 0) 0 12-13=( -43) 55 10- 6=( -135) 115 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PS, 4- 6-( -961) 430 11- 6-( O) 201 TC L TERAL SUPPORT <- 12"00. UON. DL ON BOTTOM CHORD - 10.0 PSS BC L TFRAL SUPPORT 0- 12"00. CON, TOTAL LOAD - 42.0 PSS 6- ti-( -443) 265 0-12-( -755) 391 7- 8-( 0) 0 8-12-( -15) 5.5 r-- 8- 9-( -512) 270 12- 9-) -303) 701 NOTE 2x4 BRACING AT 24"OC CON. FOR LL = 25 PSF Ground Snow (Pg) 5-13=( -899) 381 ALL LAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT=AL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA = REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS 3EACTIONS SIZE SQ.IN. (SPECIES) LETI S. 2-00-00 0-00-00 0'- 0.0" -174/ 882V -E3/ 131H 5.50" 1.41 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20'- 8.0" -212/ 854V 0/ OH 5.50" 1.37 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9. Fir hanger specs. - See approved plans (COND. 2: Design checked for neL(-5 psf) uplift of 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/150 MAX LL DEFL = 0.059" 9 7'- 9.0" Allowed = 0.987" MAX TL CREEP DEFL = -0.112" @ 7'- 4.0" Allowed = 1.317" 10-07-03 4-03-10 5-09-03 MAX BORIS. LL DEFL = -0.019" 6) 20'- e.2" f 'f T ,f MAX HORIZ. TL DE°L - 0.022" 9 20'- 5.2" 1-09-14 1-09-02 3-10-08 3-01-11 2-01-13 2-01-13 3-01-11 2-07-08 1 f f 1' f "f 'f T f .f Design conforms to main windforce-resisting system and components and cladding criteria, r' 7-09 2-11 mind: 140 mph, h=22ft, TCDL=4,2,BCDL=5.0, ASCE 7-10, 12 T T (All Heights), Enclosed, Cat.2, Exp,B, NOAH )CEr), 12 load duration factor=l.6, 5.00 00 End vertical(s) are exposed to wind, Trds5 designed for wind loads in Lhe plane of the Lruss only, 1 M-4x6 M-4x6 M-3x8 1 - MN 4® M-3r.4 1 M-1.5x3 ® i, co 1 M-3x4 I i 402 m o 0 /z- 141111111 I I A nn 1'1'1 MAIM I. i=- M 3x8 l5 0.25" 1- 12 �13 M-3x8 M-3x8 M-5x6(S) M-1.5x3 I 1 ), b y 1 1 7-03-12 5-05-04 5-05-04 2-05-12 ����D PROF�'A L v 1 20-08 y ��� �NGINFFR sloe 4� JOI1 NAME : 20830 GLOBAL LOT 3 WALNUT - E4 / � .- 1 Scale: 0.2800 WARNINGS: GENERAL NOTES, unless otherwise estetl: T E U S E 4 1.Builder and erection contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and Is for an Individual TL 4,OREGON 40 and Warnings before construction commences. building component Applicability of design parameters and proper w 2.2x4 compression web bracing must be Installed where shown�. incorporation of component is the responsibility of the building designer. A{7� 3.Additional temporary bracing to insure stability during cc leo Zion 2.Design assumes the top and bottom chords to be laterally braced at ^O` �� is the responsibility of the erector.Additional permanent bracing of 2 o c.and at 10'no.respectively unless braced throughout their length by /O '4 s -G DATE 4/19/2018 ins overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)andfor drywall(81). (']� 3.2z Impact bridging or lateral bracing required where shown.. SFR R I L�-' V. SEQ. : K 4 51 9 8 6 4 4.No load should be applied to any component until after all bracing and 4.Installation of Imes is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 6.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.CompuTrus has no control over end assumes no responsibility for the 6.Deign assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,hang,shipment and Installation of components. eery. handling, r� p 6.This design is furnished subject to the limitations set forth by 8.Design assumesall sed on drainage Is truss,rustan d. April 2O,2� 8 TPI/WTCA in SCSI,co 8.Plates shall be located e both(aces of and placed so their center pies of which will be furnished upon request. lines coincide wish joint center lines. MITek USA,Inc./CompuTms Software 7.6.8(1 L)-E 9.Digits indicate size of pate in inches. 10.For basic connector plate design values see ESR'1311,ESR-1988(MITek) 1 1 I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBE2 SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 12x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3=(-027) 338 • BC: 2x4 DF 41&BTR SPACED 24.0" O.C. 2-3=(-281) 508 WEBS: 2x4 DF STAND 3-9=( -89) 98 LOADING TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LADFRAL SUPPORT <- 12"OC. UON. 0L ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HOR7 BRG RF.QUIRF.D ERG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS -OFACTIONS SITE SQ.IN. (SPECIES) LFTIN : 2-00-00 2-00-00 0'- 0.0" -125/ 600V -9/ 7.5H 5.50" 0.96 DF ( 625) LL = 25 PSF Groand Snow (Pg) 1'- 10.9" -133/ 46V 0/ OH 1.50" 0.07 DF ( 625) OVERH NGS: 24.0" 0.0" 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP PROVICE FULL BEARING;Jts:2,3,5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = 0.040" 0 -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.046" 9 -2'- 0.0" Allowed - 0.267" MAX LL DEFL - 0.002" 9 1'- 8.4" Allowed - 0.070" MAX LL DEFL - 0.000" 5 0'- 0.0" Allowed - 0.178" MAX TC PANEL TL DFFL - -0.002" 5 C'- 11.3" Allowed - 0.11)1" 1-11-11 MAX BC PANEL TL DEFL = -C.053" 0 3'- 1.4" Allowed = 0.332" T I' MAX HORIZ. LL DEFL = -0.003" 9 1'- 10.5" 12 MAX HORIZ. TL DEFL = -0.003" 9 1'- 10.5" 0.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15.3ft, TCDL=4.2,BCDL=4,O, ASCE 7-10, M-3x4 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -0 load duration factor=1,6, TY11s5 designed for wind loads in the plane of the truss only. oco CD I 2� . .1111 : 5 M-3x6 I' t ,I 2-00 6-00 <c,�o PPOre6, �("::c. �NGINEF9 6> 02 89200PE p<" JOB NAME : 20830 GLOBAL LOT 3 WALNUT - E Jl ,i ,e.:�-�--,, Scale: 0.6302 WARNINGS: GENERAL NOTES, unless otherwise noted: Q /**Z" 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 en Individual 14 T r U*S: EJ1 and Warnings before construction commences. building component Applicability of design parameters and proper OREGON 2.2x4 cram g mus incorporation of component Is the responsibility of the building designer. 1 /� compression web bracing 1 be installed where shown�. ^" 2. 0 ��` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced a, �O A ,LV Is the rasponshiG,y of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivelyunless braced throughout their length by �"F s DAT 4/19/2018 me overall structure is the mala 2x Impact ndginsheatgNr later i b acing rplywooe uir et where s ownandf+drywau(ee). 4/1 - SEQ. : VVY responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+« h t ` SEQ. : K4 51 9 8 6 5 4.No load should be applied to any component until ager all bracing and 4.Installation oftruss is Be responsibility of the respective contractor. 11.-\13 .-\-A:. {..v fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for^dycondkion^oft:a. 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes full baa°ng et all supports shown.Shim pr wedge if EXPIRES: 12-31-2019 fabrication,handInshipmentnecescary. , g. attle limitations et forthby 7.Designassumesadequate drainage is provided. April 20,2018 fi.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. I 9.Digits es. MiTek USA,Inc./CompuTms Software 7.6.8(1L)-E 10.F.basic connector cate size f ate in gn values platedesign values see ESR-1317,ESR.1968(MiTek) l This design prepared from computer input by Pacific Lumber and Truss-BC LOMB:R SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 616PTR LOAD DURATION INCREASE 1.15 BC: 2x4 DF hOIBTR 1-2=( 0) 101 2-5=101 0 2-3=(-605) 282 WEBS 2x4 DF STAND SPACED 29,0" O.C. 2-3=(-288) 319 LOADING 3-4=( -57) 42 TC L TFRAL SUPPORT 5- 12"OC. UOT', LL( 25.0)-DL( 7.0) ON TOP CHORD - 32.0 PIF BC LTRRAL SUPPORT 5- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PIF BEARING MAX VERT MAX HOR7. RHO REQUIRED BRG AREA LFTI'S: TOTAL LOAD - 42.0 PIF LOCATIONS REACTIONS ZF.ACTIONS SITE SQ.IN. (SPECIES) 2-00-00 2-00-00 0'- 0.0" -98/ 528V -16/ 105H 5.50" 0.85 DI ( 625) OVER RUGS: 29.0" p p^ LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -88/ 113V 0/ OH 1.50" 0.18 DF ( 625) 6'- 0,0" 0/ 58V 0/ OH 5.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP PROVIDE FULL BEARING;Jts:2,4,5 AND BOTTOM CFORD LIVE LOADS ACP NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" a -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.046" 2 -2'- 0.0" Allowed - 0.267" MAX LL DEFL - 0.024" 2 1'- 8,4" Allowed - 0.170" 3-11-11 MAX TL CREEP DEFL - -0.030" 9 1'- 8.4" Allowed - 0.225" T MAX LL DEFL - 0.000" 9 0'- 0.0" Allowed - 0.078" 12 MAX TL CREEP DEFL = 0.000" 0 0'- 0.0" Allowed = 0.105" 6.00 MAX HORIZ. LL DEFL = -0.013" 9 - 10.9" MAX HORIZ. TL DE3'L = -0.014" 5 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (Ali Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x9 load duration factor=1.6, Truss designed for wind Loads in the plane of the truss only. rm 0 ii00001410 N co MR O OIIIII 2 -/ MEMMIs M-3x6 > )- 2-00 6-00 <(.‘,2, - o � o PRO �� �NGINF�c9 `�/o 2 `z 89200PE I JOB NAME : 20830 GLOBAL LOT 3 WALNUT - EJ24411P/-..4- 1 Scale: 0.6052 WARNINGS: GENERAL NOTES, unless otherwise noted: Q Truss: EJ2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1, „( ORECr GON 4/ and Warnings before construction commences. bulldog component Applicability of design parameters and proper (9 w 2.2x4 compression web bracing must be installed where shown a, incorpofadon of component is the responsibility of the building designer. V� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /O q).- s 2." �A Is the responsibility of the erector.Additional permanent bracing of r o.o,and at 10'a c.respectively unless braced throughout their length by v DATE 4/19/2018 the overall structure is the responsibility of the building designer. continuous2xImp sheathing or such lateral awre tired trore s own-it drywell(BC). �}, 3.In tmpao bodging is bracing required the respe shown rt a F`R R 10, `J SEQ. ; K4 519 8 6 6 4.No load should be applied to any component until agar all bracing end 4.Installation or truss is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any cmmponenL and are o"dry wndmm�^or ase. 5.Cog loashesrw controloverand assumes no responsibility for the 6.Designcassumes full bearing at all supports shown Shim or wedge if EXPIRES: 12-31-2019 fabrication.handing,shipment and installation of components. ].Design 6.This design is furnished subject la the limitations set forth by ig hall be adequonate drainage es of ts russ,an d April 20,2018 TPI/WTCA in SCSI,copies of which will be furnished upon re8.Plates shall be located e both faces of truss,and placed Sc their center quest. lines coincide with joint center lines. MiTek USA,Irtt.lCompuTrus Software 7.6.8(11)-E 9.Digits indicate size of plate in inches. 10.For basic connector Sate design values see ESR-1311,ESR-1988(MiTek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBE SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/CDF/Cq=1.00 • TC: 2x4 DF HOISTS LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3=(-613) 249 - BC: 2x4 DF N1&BTR SPACED 24.0" O.C. 2-3=(-285) 514 WEBS: 2x4 DF STAND 3-4=( -83) 77 LOADING TC LA ERAL SUPPORT <- 12"OC. EON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LA ERAL SUPPORT <- 12"OC. UON, DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HOED BRG RF.QUIRF.D BRG AREA TOTAL LOAD - 42.0 PSF LOCATION; REACTIONS ZFACTIQNS SIDE SQ.IN, (SPECIES) LFTIN 2-00-00 2-00-00 0'- 0.0" -101/ 556V -24/ 1366 5.50" 0.85 DF ( 625) LL = 25 PSS Ground Snow (Pg) 5'- 9.2" 0/ 58V 0/ OH 5.50" 0.04 DF (. 625) OVERH NGS: 24.0" 0.0" 5'- 11.7" -83/ 177V 0/ OH 1.50" 0.28 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,5,4 BOTTOM CHORD CEECXED FOR 10PSF LI-VE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.040" 0 -2'- 0.0" Allowed = 0.200" 5-11-11 MAX TL CREEP DEFL - -0.046" a -2'- 0.0" Allowed - 0.267" fMAX LL DECO - 0.111" 1'- 4.4" Allowed - 0.254" MAX TL CREEP DECO - -0.124" @ 1'- 6,4" Allowed - 0.339" 12 MAX HORIZ. LL REEL = -0.053" @ 5'- 10.5" 6.00 MAX HORIZ. TL DEFL = -0.051" @ 5'- 10.9" Design conforms to main ,ws ndforce-resistiug syste,n and components andcladding criteria. Wind: 140 mph, h=20.8£t, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.P, MWFRS(Din), load duration factor=l.6, Truss designed for wind loads c in the plane of the truss only. y. r 3 1 0000i111. 2- co iA II0 2��N 5� a- M-3x6 • y y y 2-00 6-00 K‹<K‹<5 -13�EPR QIFdcs- ,s `r ;9200PE 9% JO$ NAME : 20830 GLOBAL LOT 3 WALNUT - EJ3 OPA.11111 .. • Scale: 0.5802 '� '- WARNINGS: GENERAL NOTES, unless otherwise noted: Q [}' TY11$S: EJ3 1.Builder and erection contractor should be advised of all GeneralNotes 1.This design is based only upon the parameters shown and is for an Individual 9L ""7 OREGON IC.and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. { 3.Additional temporary bracing to insure stability during consiruclion 2.Design assumes the top and bottom chords to be laterally braced al Y24 ��}. is the re2'o.c.and at 10'o 4 respectively unless braced throughout their length by 14, r+ 1 DATE 4/19/2018 all Sn Re of the erector.Additional of the overall structure is the responsibility of the building deli continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). /�.., g gner. 3.2x Impact bridging or/lateral bracing required where shown++ R RIO, S E Q,1: K4 5 1 9 8 6 7 4.No load should be applied Is any component until ragman bracing and 4.Installation of truss is the responsibility of the respective contractor. + 11 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied M any component. and are for"dry condition"of use. 5.CompuTrus has no control near and assumes no responsibility for the 6.Design assumesat full bearing all supports shown.Shim orwedge'f EXPIRES: 12-31-2 01 9 y. fabrication.handling,shipment and installation of components. necess 7.Design assumes adequate drainage is provided. April 20,2018 6.This design M furnished subject to the limitations set forth by 8.Plates shall be located on both faces of lass,and placed so thee center TPIANTCA in SCSI,codes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(114E 10.For basic connector pale design values see ESR-1311,ESR-1988(MITeki • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATION: TRUSS SPAN 7'- 11.7" IHC 2015 MAX MEMBER FORCES 4WR GDF/Cq=1.00 TC: 2x4 DF 1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(0( 0 2-3=(-610) 158 r BC: 2x4 DF 1& TR SPACED 24.0" O.C. ' 4B WEBS: 2x4 OF STAND 2-3=(-287) 516 3-9=(-193) 92 LOADING 9-5=( -68) 32 TC L TFRAL SUPPORT <- 12"OC. UON. LL( 25.0)-FDL( 7,0) ON TOP CFORD - 32.0 PSS BC L TFRAL SUPPORT G- 12"OC. UON. DL ON BOTTOM CFORD - 10.0 PSE TOTAL LOAD - 42.0 PSS BEARING MAX VERT 0/ 58V MAX HOR 7, ERG REQUIRED BRG AREA LFII 0: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow- (Pg) 0'- 0.0" -72/ 545V -32/ 1608 5.50" 0.87 DF ( 625) OVER NGS: 24.0" 0.0" 5'- 3.2" 0/ OH 5.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT.AL 5'- 11.2" -169/ 360V 0/ OH 1.50" 0.46 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'- 11.7" -23/ 35V 0/ OH 1.50" 0.06 DF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. PROVIDE FULL BEARING;Jts:2,6,9,5 ICOND. 2: Design checked for net(-5 lost) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" 9 -2'- 0.0" Allowed = 0.200" 7-11-11 MAX TL CREEP DEFL = -0.046" 9 -2'- 0.0" Allowed = 0.267" T MAX LL DEFL = 0.070" 9 1'- 8.4" Allowed = 0.254" - -/ MAX TL CREEP DEFL = -0.080" @ 1'- 8.4" Allowed = 0.330" 12 MAX 1:0011. LL DETL = -0.035" @ 5'- 11.2" 6.00 MAX 0ORIZ. TL DEt1 = -0.033" @ 5'- 11.2" Design conforms to main windforce-resrsting system and componentsand cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ` (ASS Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I (-- o 1 of M-5x6 • • m 11110.. o ar o 11111 2MM 6y �'� M-3x6 y b b b 2-00 6-00 1-11-11 � V �2�p PRQp CV �NGINFF9 /(22 ;9200PE vv J03 NAME : 20830 GLOBAL LOT 3 WALNUT - EJ4 -440,4!"111 -.. --,. Scale: 0.5029 -�'v-' WARNINGS: GENERAL NOTES, unless otherwise noted: >,C) Cr Truss: EJ4 1.Builder and erection contractor should be advised ofall General Notes 1.This design is based only upon the parameters shown and is for an Individual '9L A OREGON 4 and Warnings before construction commences. building component.Applicability of design parameters and proper f� bi 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Vc 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom to be laterally bracetl al /0 j/ ()O� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'oc.respectively unless braced throughout their length by (�s L DATE• 4/19/2 018 the overall structure is me res continuous sheathing such as plywood sheathing(TC)and/or drywe11(01). /�,,, responsibility of the building after designer. 3.Installation Impact bringing or lateral bracing required where shown++ /�,a �+ S E Q K 9 51 9 8 6 8 4.No load should be applied to any component until soar all bracing and 4. oftruss is the responsibility of the respective contractor. \i> >r fasteners are complete and at no time should any loads greater than 5.Design assumes bosses are to be used in a non-corrosive environment, TRA S I D• LINK design loads be applied to any component. dna are for°d y ponanron of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at alt supports shown.Shim or wedge if nary. EXPIRES: 12-31-2019 fabrication.is isdipmentao llienttatios facomponents. Design7. drainagefurnishedthe forth by 8.Platesshail be located on both faces of truss, placed so their center TPVWTCA in BCSt,copies of which will be furnished upon request. tines coincide with joint center lines. 9.Digits indicate she or plate in inches. MITek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,510-1968(MiTek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBR SPs,CIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF H1IBTR LOAD DJRATION INCREASE = 1.15 1-2=( 0) 101 2-7=10) 0 2-3=(-609) 121 BC: 2x4 DF HOISTS O.C. 2-3=(-287) 517 WEBS 2x4 DF STAND - SPACED 24.0^ 3-4=(-215) 100 LOADING 4-5=( -82) 34 TC LATERAL SUPPORT <- 12"OC. UON. LL( 2.5.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5-6-( -40) 14 BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 P50 LFTI 0: 2-00-00 2-00-00 BEARING MAX VERT MAX HOR7 BOG REQUIRED BRG AREA LL = 25 PS? Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE 20.I11. (SPECIES) OVER ANGS: 24.0" 0.0" 0'- O.O" -38/ 542V -46/ 224H 5.50" 0.87 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 58V 0/ OH 5.50" 0.04 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 5'- 11.2" -175/ 373V 0/ OH 1.50" 0.48 DF ( 625) 9'- 11.2" -79/ 215V 0/ OH 1.50•' 0.27 DF ( 625) BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP 11'- 6.0" -14/ 30E 0/ OH 1.50" 0.05 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !PROVIDE FULL BEARING;Jts:2,7,4,5,6 !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" 11-06 MAX TL CREEP DEFL - -0.046" @ -2'- 0.0" Allowed = 0.267" T 1' MAX LL DEFL = 0.074" @ 1'- 8.4" Allowed = 0.254" MAX TL CREEP DEFL = -0.079" @ 1'- 8.4" Allowed= 0.339" MAX HORIZ. LL EE=L = -0.038" @ 11'- 5.2" MAX HORIZ. TL DEFL = -0.037" 0 11'- 5.2" 12 Design conforms to marn aindforce-resisting 6.00i system and components and cladding criteria. Wind: 140 mph, 8=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MOPES(Dir), load duration factor=1.6, Truss designed for wind loads 4 in the plane of the truss only. to M-5x6 O .A� I m o r 2 y 1 M-3x6 L L y ,(< c ) PROFps 2-00 6-00 5-06 :9200PE 9<' JOB NAME : 20830 GLOBAL LOT 3 WALNUT - EJ6 /.� . scale: 0.3852 - " WARNINGS: GENERAL NOTES, unless otherwise noted: © 4t- :TrusTruss: s: EJ6 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and is for an individual 7, /if OREGON DL i and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• . 2 Design assumes the top and bottom chords to be laterally braced at /.6 '7 incorporation of component is Ne responsibility of the building designer. �J 2d\ +/construction3.Additional temporary bracing to insure stability during construction oy 14 is the rasponsIshty of the erector.Additional permanent bracing of 7 .c.and at 10'o c.respectively unless braced throughout their length by s � �ATF1: 4/19/2018 the overall stricture is the responsibility of the building desigre continuous sheathing such as plywood sheething(TC)and/or drywell(BC). Ai , 3.I Impact I bode g lateral bracing requiredthe pe shown++ iii ./..[] t L SE K4 4,No load should be applied to any competent until It all bracing and 4.Installation of buss is the responsibility (the respective contractor. /'j 1r Q'. : 519 8 7 0 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 hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge TEXPIRES: 12-31-2019 necessfabricaliet,handling,shipmentDesignery. ghe and installation ofatf 7.Design adequate drama provided. April 20,2018 6.This design is furnished subject to the limitations set forth by B.Plates shall be locatedonboth faces truss,and placed so their center TPIMfTCA in BCS!,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MI Tek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-t988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATION: TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 411R/GDF/Cq=1.00 TC: 2x4 DF 1113/BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3=(-608) 159 ' BC: 2x4 DF blOBTR SPACED 24.0" O.C. WEBS 2x4 DF STAND 2-3=(-287) 517 3-4=(-185) 95 LOADING, 4-5=( -78) 16 TC LATERAL SUPPORT <- 12"OC. UOK. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32,0 PSF BC LITERAL SUPPORT <- 12"00. U016. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 PIF BEARING MAX VERT MAX H0R7. ERG RF,QUIRF.D BOG AREA LETINS: 2-00-00 2-00-00 LOCATIONS REACTIONS +FACTIONS SI7.E SQ.IK, (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -52/ 539V -40/ 1990 5.50" 0.86 DF ( 625) OVERYANGS: 24.0" 0.0" 5'- 9.2" 0/ 58V 0/ OH 5.50" 0.09 DF ( 525) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -:80/ 383V 0/ OH 1.50" 0.49 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9'- 11.7" -41/ 107V 0/ OH 1.50" 0.17 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING,;Jts:2,E,4,5 'COND. 2: Design checked for net(-5 psf) upli_`t at 24 "no spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.040" 9 -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL - -0.046" a -2'- 0,0" Allowed = 0.267" 9-11-11 MAX LL DEFL = 0.067" 9 1'- 8.4" Allowed = 0.254" T MAX TL CREEP DEFL = -0.077" 5 1'- 8.4" Allowed = 0.339" MAX 110RIY.. LL DEFL = -0.034" 9 9'- 10.9" MAX I IORIL. TL DELL - -0.033" C 9'- 10.9" 12 Design conforms to main windforce-resistinc 6.00 system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWCRS(Dir), y load duration factor=1.6, Tress designed for wind loads in the plane of the truss only. ' i I P I ul M-5x6 3 r 0 ril cm sii=1 o II 1 2W.-1".741 6 1 � -f M-3x6 • • • ��� p PROF�s 2-00 6-00 3-11-11 �\ �NGINF�9 61/) I • :9200PE• -F,.. JO$ NAME : 20830 GLOBAL LOT 3 WALNUT - EJ7 /� Scale: 0.4335 WARNINGS: GENERAL NOTES, unless otherwise noted r'1 �, T L 1l s: EJ7 1.Builder and erection contractor should he advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7� OREGON �J and Warnings before construction commences. building component.Applicability of design parameters and proper w 2.2z4 compression web bracing must be installed where shown«, incorporation W component is the responsibility of the building designer. 2°1\ -k-/:3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be taleralty braced at �O s 's the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o c.respectively unless braced throughout their length by DAT 4/19/2018 the overall structure is the responsibility f the building designer. 7<Impact t sheathing such as plywood aired Ing(TC)and/or drywall(BC). ponsi y e 3.2x Impact bridging or lateral bracing required where shown « �E.R R I0_, S E Q 1. : K 4 5 1 9 8 7 1 4.No load should be applied to any component until alter ell bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a non corrosive envnonmenl, TRAMS I D: LINK design loads be applied to any component and are or°d y ondalon°or ase. 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment end installation of components. n seary. ee,shi 7.Design assumes adequate drainage is provided. April 20,2018 6.This design 8 furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 1 LE 7.6.8 - 9.Digits indicate size of plate in inches. p ( ) 10.For basic connector plate design values see ESR-1311,ESD-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMB:R SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2015 MAX MEMBER FORCES 450/HF/C5=1.00 TC: 2x4 DF 41.BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3=(-610) 198 ' BC: 2x4 DF 1&BTR SPACED 24.0" WEBS 2x4 DF STAND O.C. 2-3_-(-287) 511 3-4=(-143) 92 LOADING 4-5=( -68) 32 TC L•TERAL SUPPORT <- 12"0C. UDE. LL( 25.0)+DL( 7.0) ON TOP CFORD - 32,0 PS, BC L•TFRAL SUPPORT 0- 12"0C. UON. DL ON BOTTOM CFORD - 10.0 PS, TOTAL LOAD - 42.0 PS' BEARING MAX VERT MAX HOR0 BRG REQUIRED BRG AREA LF.TI S: 2-00-00 2-00-00 LOCATION; REACTIONS REACTIONS SIZE SQ.I5. (SPF.CIF.S) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -72/ 545V -32/ 168H 5.50" 0.87 DF ( 525) OVER ANGS: 29.0" D.0" 5'- 9.2" 0/ 58V 0/ OH 5.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -_69/ 360V 0/ OH 1.50" 0.46 DF ( 525) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'- 11.7" -23/ 35V 0/ OH 1.50" 0.06 DF ( 625) BOTTOM CHORD CHECKED FOR _OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,F,4,5 [COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" 0 -2'- 0.0" Allowed = 0.200" 7-11-11 MAX TL CREEP DEFL = -0.046" a -2'- 0.0" Allowed = 0.267" T MAX LL DEFL = 0.070" 2 1'- 8.4" Allowed = 0.254" - MAX TL CREEP DEFL = -0.080" i 1'- 8.4" Allowed = 0.339" 12 MAX IIORIL. LL DE7L = -0.035" re - 11.2" 6.00 ►) MAX HORIL. TL DE_L = -0.033" C 5'- 11.2" II Design conforms to main windforce-resisting system and components and cladding criteria. 0 wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (Ali heights), Enclosed, Cat.2, Cxp.B, MWFRS(Dir), load duration factor=1.6, Trios designed for wind Loads 44 in the plane of the truss only. 1 0 Pk• M-5x6 f 0 dIAI IIII° 0 II r 2 C�� y M-3x6 I y y y 2-00 6-00 1-11-11 ,0°) pROPk:o ,. ,NGINEcrCJv/O :9200PE v�' ` J03 NAME : 20830 GLOBAL LOT 3 WALNUT - EJ8• • scale: 0.5028 WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr Tru s: EJ8 1. uilder 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 -f77 4 OREGON w and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing mull be installed where shown.. incorporation of component is the responsibility of the building designer. 24th ��At 3.Additional temporary bracing to insure stability during construction 2.Design assumes Ne top and bottom chords to be laterally braced at <O 4/ 14, ^yr�y is the responsibility of the erecta.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by DATE• 4/19/2018 the overall sHeclure Is the responsibility of the building deli continuous sheathing such es plywood sheathing(TC)and/or drywall(13C) ... V ponsi y g gner. 3.2z Impact bridging or lateral bracing required where shown n+ a� �� V S E Q : K 9 5 1 9 8 7 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. IF,[ 11 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses aro to be used in a noncorrosive environment. TRA114S I D: LINK design loads be applied to any component and are o"dry condition"or use. 5.ComWTrus hoe no control over end assumes no esponsibili y forthe 6.Design assumes full bearing at all supports shown.Shim or wedge Ir EXPIRES: 12-31-2019 Hess labricels go s Ming,shipment subject to thinstallation of components. pts. a.Plates bo adequate drainage is prosl,an April 20,2018 6.This design is famished subject to the limitations set forth by e.Plates shall be located on both faces of Truss,and placed so Nair center 15IWTCA in SCSI,copies of which will be banished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CornpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR'1311.ESR.198S(MI Tek) I This design prepared from computer input by Pacific Lumber and Truss-BC LOMBR SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2X4 DF CISBTR IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cd=1.00 e LOAD DURATION INCREASE _ 2.15 1-2=( O) 101 2-5=10) 0 2-3=(-613) 299 _ BC: 2x9 DF 1i1 t.BTR SPACED 29.0" WEBS 2x4 DF STAND O.C. 2-3=(-285) 514 3-4=1 -83) 77 LOADING TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LFTIRS: 2-00-00 2-00-00 TOTAL LOAD - 42.0 PSF LOCATION; REACTIONS ZFACT IONS SIZE SQ.IN, (SPECIES) 0'- 0.0" -201/ 556V -24/ 1368 5.50" 0.89 DF ( 625) OVERE ANGS: 24.0" 0.0" LL = 25 PST Ground Snow (Pg) 5'- 9,2" 0/ 58V 0/ OH 5.50" 0.09 DF ( 625) 5'- 11.7" -83/ 177V 0/ OH 1.50" 0.28 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF L=VE LOAD. TOP IPROVICE FULL BEARING;Jts:2,5,9 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" 5-11-11 MAX TL CREEP DEFL - -0.046" 8 -2'- 0.0" Allowed - 0.267" MAX TLMCREEP DEFL - -0.126" @ 1'- 8.9" Allowed - 0.339" 12 6.00 � 2 -/ MAX HORIZ. LL DEFL = -0.053" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.051" 8 5'- 10.9" Design conforms Lo main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Trass desicned for wind loads er in the plane of the truss only. M-3x4 3 0 ro 000. O .111 OlIl 2�� 5� y I M-3x6 • I y 2-00 6-00 ��E° PROFFs C,3 ,\GINFF.4, wo ) •92 OP vv J0113 NAME : 20830 GLOBAL LOT 3 WALNUT - EJ9 • -411111 1 scale: 0..5802le • WARNINGS: GENERAL NOTES, unless otherwise noted: O T T u S EJ9 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 en individual 1, 4( 0 R EGO N and Warnings before construction commences. building component Applicability of design parameters and proper +/� *_ 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. A V� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /jam '� 1 2.° ` �� Is the responsihitily of the erector.Additional permanent bracing of 2'o.c.and at 10'tic.respectively unless braced throughout Meir length by /V) t DATE 4/19/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). 3.2x Impact bdging or lateral bracing required where shown a M '1� R10_, SEQ .: K 4 519 8 7 3 4.No load should be applied to any component until after all bracing end 4.Installation aof truss is the responsibility of the respective contl ractor. fasteners are complete end 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 conddbn"ofuse. 5.CompuTrus has no control over end assumes no responsibility for the 6 Design assumes full bearing at all supports shown Shim or wedge It EXPIRES: 12-31-2019 fabrication,hentirg,shipment and installation of components. necessary. 6.This design7.Design shall b es adequateoboth ese ofPsoa,and provided. Ap ri l 20,201 ffi furnished subject to the limitations sat forth by B.Plates shall be located on both faces of Pun,aplaced so their center TPIANTCA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 9.Digits indicate sae of plate in inches. 10.For basic connector plate design values see ESR-1311.ESR.1988(MiTek) 1 1 This design prepared from computer input by I Pacific Lumber and Truss-BC LOMB.. SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF Lt1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3=(-627) 338 BC: 2x4 DF G1&BTR SPACED 24.0" O.C. 2-3=(-281) 508 WEBS: 2x4 DF STAND 1-4=( -89) 48 LOADING 1 TC LFRAL SUPPORT <- 12"00. UON, LL( 25.0)+DL( 7.0) ON TOP CFORD - 32.0 PSS BC L' PRAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CFORD - 10.0 PS7 BEARING MAX VERT MAX HORS ERG REQUIRED BRG AREA TOTAL LOAD - 42.0 PS7 LOCATIONS REACTIONS REACTIONS SI77 SQ.Ih. (SPECIES) LETI 2-00-00 2-00-00 0'- 0.0" -153/ 560V -9/ 7.5H 5.50" 0.90 DF ( 625) LL = 25 ?SF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 DF ( 625) OVER'•NGS, 24.0" 0.0" 1'- 11.7" -_83/ 47V 0/ OH 1.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT:AL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IPROVIDE FULL BEARING;Jts:2,5,3 I BOTTOM CHORD CHECKED FOR =OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" 1-11-11 MAX TL CREEP DEFL - -0,046" r, -2'- 0.0" Allowed - 0.267" f f MAX TO PANEL LL DEFL - 0.004" 9 1'- 0.8" Allowed - 0.127" MAX TO PANEL TL DEFL - 0.005" 9 1'- 1.6" Allowed - 0.191" 12 6.00 MAX HORIZ. LL COOL = -0.003" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 1'- 10.9" Design conforms Lo main ,indlerce-rca 3 Inc sysLe_n and componenLu and cladding criteria. M-3x9 Wind: 140 mph, h=19.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • • 4 -/ (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), 3 load duration factor=1.6, Tr'Jss desicned for wind loads 0.0•00." 1 n the plane of the truss only. a i r r o . !SI 0 2 MEMBM AMMEN 1 M-3x6 I I I 2-00 2-00 <51/4°)O PR Opt. � 0NGiN�<cR /0 . 89200PE r JOB NAME : 20830 GLOBAL LOT 3 WALNUT - ESJ1 Scale: 0.5895 WARNINGS: GENERAL NOTES, unless otherwise noted: O cr 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 7 4,OREGON 4 T r uis s: ESJ1 end Warnings before contraction commences. building component.Applicability of design parameters and proper OREGON Y '1 2.2x4 compression web bracing must be installed where shown". incorporation of 0, top Is the responsibility of the building designer. A 2.0 3.Additional temporary bracing to Insure stebllky during construction 2.Design assumes the top and bottom chords to be laterally braced al �O •7 r Is the responsbifty of the erecta.Additional permanent bracing of 2'o.c.and at 10'o.c respectively unless braced throughout their length by 14e w DAT : 4/19/2018 the overall structure is the responsibility f the building desi continuous rdgelhing such as plywood sheathing(TC)and/or drywall(BC) (ACJ- NV pon ti ya g ater. 3.2xte peelbridgingorlaleralbracingrequiredwhereshown ao -I C'.�� SEQ. : K4 519 8 7 4 4.No load shouts be applied to any component until after bracing and 4.Installation of tmss is Ma responsibility of the raspe live contractor. j. fasteners are complete and at no time should any loads greater than 5.Design assumes W saes are M be used in a non-corrosive environmnt, TRA S I D: LINK design loads be applied to any component. and are la"dry condition'of use. b.CompuTrus hes no control over end assumes no responsibility for the R Design assumes lull bearing at all supporta shown.Shim or wedge'^ EXPIRES: 12-31-2019 fabrication,holding,shipment end installation of components. necessary. 7.Design assumes adequate drainage Is provided_ April 20,2018 H.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so Meir center TPIM/TCA in BCS(,copies of which will be furnished upon request lines coincide with joint center lines. uTrus Software 7.6.8 1L E 9.Digits indicate sae of plate in inches. MiTek USA,Inc./Com P ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 This design prepared from computer input by j Pacific Lumber and Truss-BC LOMB R SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=10: 0 2-3=1-505) 282 BC: 2x4 DF &I&BTR SPACED 24.0" 0.C. 2-3=(-288) 519 WEBS: 2x4 DF STANG 3-4=( -58) 48 ING TC L TF.RAL SUPPORT 0- 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD - 32,0 PSF BC L TERAL SUPPORT 0- 12"0C. U018. DL ON BOTTOM CHORD - 10.0 PSF NEARING MAX VERT MAX HORT. BRG REQUIRED BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SITS SQ,IN, (SPECIES) LFTI ° 2-00-00 2-00-00 0'- 0.0" -122/ 488V -16/ 10.5H 5.50" 0.78 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 DF ( 625) OH 1.50" 0.16 DF ( 625) (PROVIDE FULL BEARING;Jts:2,5,4 OVER NGS: 24.0" 0.0" LOAD3'- 11.7" -53/ 113V 0/ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD L.VE LOADS ACT NON-CONCURRENTLY. (GOND. 2: Design checked for net(-5 psf) uplift at 24 "so spacing. 1 _ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" 9 -2'- 0.0" Allowed = 0.200" 3-11-11 MAX TL CREEP COWL - -0.046" 9 -2'- 0.0" Allowed - 0.267" ,f MAX TC PANEL LL DEFL - -0.003" 9 1'- 4.2" Allowed - 0.127" MAX TC PANEL TL DEFL - -0,002" 9 1'- 3.3" Allowed - 0.191" 12 6.00 MAX BORIS. LL DE.L = -0.015" 9 3'- 10.5" MAX HORIZ. TL DEFL = -0.015" 9 3'- 10.9" 4 _, Design conforms Lo main windforce-resisting sysie:n and components and cladding criteria. 0 Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-3x9 in the plane of the truss only. 3 1 r i 10001. o N co EM 1� IIMIIIIIMII 20=311 5► 1 M-3x6 .1 .1 J 1- 2-00 2-00 2-00 1-11-I1 -C?�5 0NGLNF�9 /0 4_4 .89200PE v, JOB NAME : 20830 GLOBAL LOT 3 WALNUT - ESJ2 Scale: 0.6279 4111P.. WARNINGS: GENERAL NOTES, unless othernies noted: O. lY• Trus: ESJ2• 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and is for an individual 77 OREGON ,di and Warnings before construction commences. building component.Applicability of design parameters and proper OREGON V civ( 2.2x4 compression web bracing must be installed where shown h. incorporation of component is the responsibility of the building designer. �j 2�� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes[he top and bottom chords to be laterally braced at <O 7" 1 4is the re (LIG permanent g of 2'o.c.and at 10'04.respectively unless braced throughout their length by DATE• 4/19/2018 sports ty of the erector,Additional 1 bourn continuous sheathingsuch as f the overall structure is the responsibility of the buildingdesi la plywood re uir et where s and/or drywall(BCJ. .. designer. 3,In Impact bodging or th erel bracing required where shown«a l)��t S E K 4 519 8 7 4.No load should Ire ed to any component until alter all bracing and d.Installation o/truss is the responsibility V 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are o be used n the environment. TRANS I D: LINK design loads be applied to any component and are for"dry condition"of use. 5.Compares has no control over and assumes no responsibility for the 6.Design assumes Pon bearing at all supports shown.Shim or wedge If EXPIRES.. 12-31-2019 fabrication,handl shipment and installation of corn necessary. A q p rte shi portents' Z Design assumes adequate drainage is provided. April 20,2010 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 TPpWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate 0 inches. MiTek USA,Inc./CornpuTrus Software 7.6.H(1L)-E 10.For basic connector plate deign values see ESR-1311,ESR-t988(MiTek) • I This design prepared from computer input by Pacific Lumber and Truss-BC LOMB R SPECIFICATIONO TRUSS SPAN 20'- 9.0" IBC 2015 MAX MEMBER FORCES 491R/GDF/05=1.00 TC: 2x4 DF 415BTR LOAD DURATION INCREASE = 1.15 2-( -21) 72 1- 8=(-203) 961 1- 2=(-1334) 307 - BC: i 2x4 DF ftl&BTR SPACED 24.0" O.C. 2- 3=(-1173) 308 6- 9=( -91 WEBS:, 2x4 DF ;TANG; ) - ' 8_( -149) 175 ' 3- 4=(-1065) 313 7=(-203) 961 8- 9=( -71) 359 256 DF #2 A LOADING 9- 5=(-1055) 313 4- 9=( -71) 359 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-1173) 308 9- 5-( -143) 176 TC L4TF.RAL SUPPORT 6- 12"00. USN. DL ON BOTTOM CHORD - 10.E PSF - 7-( -21) 72 6 7-(-1334) 307 BC L TF.RAL SUPPORT <- 12"0C. UOR. TOTAL LOAD - 92.1 PSF LETI 2-00-00 2-00-00 LL = 25 PSF Groand Snow (Pg) BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA w LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" --C7/ 468V -95/ 95H 5.50" 1.39 DF ( 625) ** F r hanger specs. - See approved plans LIVE LOAD AT LOCAT=ON(S) SPECIFIED BY IBC 2015. 20'- 9.0" -_C7/ c68V 0/ CH 5.50" 1.39 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing- VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/160 MAX LL DELL - -0.078" @ - 9.7" Allowed = 0,988" MAX TL CREEP DEES = -0,191" @ E'- 9.7" Allowed = 1.317" MAX HORIZ. LL DE5L = 0.013" @ 20'- 2,5" MAX HORIZ. TL DE5L = 0.022" ;a 20'- 2.5" 10-04 10-04 T T T Design conforms to main windforce-resisting 1-09-14 3-02-10 5-03-08 5-03-08 3-02-10 1-09-14 system and components and cladding criteria. 1' ' f f f '( 12 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=E.O, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 a 6.00 load duration factor-1,6, Truss designed for wind _Load=_ 4.0" in the plane of the truss only. M-1.5x3 M-1.5x3 3 c M-3x4 \ M-3x9 -10 \ BB A a, '` 1.. -c- 9 ✓I -o M-3x8 0.25" M-3x4 M-3x8 `* M-5x6(S) y y y CEO P R OFe 6-09-11 7-00-11 6-09-11 20-08 y \5� �i`�GIN�F/43 % `r; :9200PE r JOB NAME : 20830 GLOBAL LOT 3 WALNUT - Fl . • Scale) 0,3115 ^"1 .../fr'. .. .. I WARNINGS: GENERAL NOTES, unless otherwise noted: 1J /Y" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual "nt "i OREGON Ix to Tru$s: Fl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. { 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al / "4- ^O: �-ki . 2'o.o.and at 10'o c.respectively unless braced throughout their length b •GJ4' 1 is the responsibility of the erector.Additional permanent bracing of 2 !mead sheathing such as plywood sheathing(TC)and/or drywall(BC)Y O f DATE: 4/19/2018 the overall sir clure is the responsibility of Ile building designer. 3.2x Impact bridging or lateral bracing required where shown++ -�(/."• RR �` 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the res /'j V K 1 8 7 6responsibility or the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRAMS ID: LINK design mads ba applied to any component. and are for"dry condition'of use. 6. 5.Coonesl has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handFrg,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center April 20,2018 TPI7A rCA 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,Ine.dCornpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MI Tek) V This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2015 MAX MEMBER FORCES 01R/GDF/0.q=1.00 TC: 2o4 DF hl&BTR LOAD DJRATIOT INCREASE _ 2.15 1- 2=( 0) 101 2- 9=(-225) 10200 2- 3=(-1730) 539 BC: 2x4 DF 816ETR SPACED 24.0" O.C. • 2- 3=( -288) 516 3-10=( -93) 732 4- 9_( -103) 193 WEBS: 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 2x4 DF STAND; 2x6 DF #2 A LOADING 3- 9=(-1233) 312 10- 8=(-203) 976 7- 5=( -eh) 385 9- 5=(-1116) 31,5 5-10=( -76) 350 5 6-(-1082) 319 10- 6-( -150) 180 TC TF.RAL SUPPORT - DL ON BOTTOM CHORD- 10.0 PSF - 7-(-1190) 319 7- B-(-13,53) 313 MAX HORZ BRG REQUIRED BEG AREA REACTIONS SIZE SQ.IN. (SPECIES) BC TF,RAL SUPPORT 0<- 12"OC. DOS, TOTAL LOAD - 42.0 PSF 7- B-( -21) 72 LETI 0: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) MAX VERT R ANSI: 24.0" 0.0" BOTTOM CHORD CEECIED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2115. 0'- 0.0" -152/ 0123V -98/ 1100 5.50" 1.80 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING 20'- 11.0" -105/ 878V 0/ OH 5.50" 1.41 DF ( 625) .< F r 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/130 MAX LL DEFL = 0.040" 0 -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0,046" 0 -2'- 0,0" Allowed = 0.267- MAX LL DEFL = -0.084" 9 5'- 2.7" Allowed = 1.000" MAX TL CREEP DEFL = -0.207" 9 7'- 0,7" Allowed = 1.133" MAX HORIZ. LL DEFL = 0.019" 0 20'- 5.5" MAX HORIZ. TL DEFL = 0,023" 0 20'- 5.5" 10-07 10-04 1-10 3-05-08 5-03-08 5-03-08 T Design conforms to main windforce-resisting 3-02-10 1-09-14 system and components and cladding criteria. T T T f f T T Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=E,O, ASCE 7-10, -2 12 6.00 M-4x6 "6.00 (All Heights), Enclosed, Cat.2, Exp,E, MWFRS(Our), load duration factor-1,6, 4.0" Tress designed for wind loads a W---4' Sr the plane of the truss only. I I M-1.5x3 M-1,5x3 0 M-3x6 M-3x9 3 m w o o - IN1 11 A \ I o F M 3x6 0.25" 0 �o M-3x4 M-3x8 M-5x6(5) y , ko PR OFF 7-00 11 7-00-11 6-09-11 �C A�n y 2-00 y 20-11 `V" GIN V/O 2 JOB NAME : 20830 GLOBAL - 92Rrf 9r LOT 3 WALNUT F2 � Scale: 0.2044 Ii WARNINGS: GENERAL NOTES, unless otherwise noted: • Trus: F2 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 -7� 4,OREGON w 4/ and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown incorporation of component is the responsibility of the building designer. ,S N 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at i0 y 4 n°\ 4 Is the responsbi6ly of the erector,Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by 1y G 15V.' DATE: 4/19/2018 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheething(TC)andbr drywall(BC). /11 . C- 3. Impact bridging or lateral bracing required where tishown contractor. e,t a SFR R 1 L�- S E Q'. K 4 51 9 8 7 7 4.No load should be applied to any component until after all b a ing and 4.Installation or truss is the responsibility of the respective ppno-ao or. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condilion'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 neces fabrication,herM6rg,shipment and installation of components. Bary.7 �7 .f p 8.This deli H.Design haasumeBaded on drainage Is provided_ April 20,20 18 gn is 1St, d subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. MiTek USA,k1c.ICompuTrus Software 7.6.8(1 L)-E 9.Digits indicate she or plate in inches. 10.For basic connector plate design values see ESR.1311,ESR'1988(MiTek) I ft This design prepared from computer input by Pacific Lumber and Truss-BC LUMBE1 SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 e TC: 2x4 DF M1&BTR LOAD DJRATION INCREASE _ _.15 1- 2=( 0) 101 2- 9=(-226) 1025 2- 3=(-1738) 534 BC: 2x4 DF #1613TR SPACED 24.0" O.C. 2- 3=( -288) 516 3-10=( -93) 732 4- ,_( -120) 193 , WEBS: 2x4 DF STAND: - 4=(-1233) 312 10- 0=(-203) 975 'l- 5=( -85) 385 2x# DF lit A LOADING 4 5=(-1115) 315 5-10=( -75) 350 LL( 2.5.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5 6-(-1082) 319 10- 6-( -150) 180 TC LA.FOAL SUPPORT G- 12"OC. EON. DL ON BOTTOM CHORD - 10.0 P58' - 7-(-1190) 314 7- 8-(-1353) 313 BC LA ER AL SUPPORT 4- 12"OC. UON. TOTAL LOAD- 42.0 POE 7 8-( 21) 72 I LETIN•: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERH NGS: 24.0" 0.0" BOTTOM CHORD CEEC'ED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2C15. 0'- 0.0" -152/ 1123V -9E/ 114H 5.50" 1.80 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 11.0" -505/ 078V 0/ OH 5.50" 1,41 DF ( 025) .: Fo hanger specs. - See approved plans ICONS. 2: Design checked for net(-5 psi) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/24D, TL=L/180 MAX LL DEFL = 0.040" 9 -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" 9 -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.044" 9 5'- 2.7" Allowed = 1,000" MAX TL CREEP DEFL = -0.207" 9 7'- 0.7" Allowed = 1.333" MAX HORIZ. LL DEFL = 0.014" 9 20'- 5.5" • MAX HORIZ. TL DEFL = 0.023" 3 20'- 5.5" 10-07 10-04 f f Design conforms to main windforce.-resisting 1-10 3-05-08 5-03-08 - 5-03-08 3-02-10 1-09-14 system and components and cladding criteria. f f T T T r f Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, _2 12 6.00 D M-4x6 ", Heights), Enclosed, Cat.2, Exp.E, MWFRS(Dir), Q 6,00 load duration factor-1.6, 4.0" Trass designed for wind loads 5 ,e--M in the plane of the truss only. ii M-1.5x3 M-1.5x3 4 M-3x6 M-3x9 3 / .. 10 co o Io i- 1 9- 1D - i'''' I M-3x6 0.25" M-3x9 M-3x8 M-5x6(S) y > �k�p PR0FF6, 7-00-11 7-00-11 6-09-11 2-00 20-11 Cs3� GINE .3S4/, QV .9200PE 9< JO NAME : 20830 GLOBAL LOT 3 WALNUT - F3 Scale: 0.2844 .1,.- WARNINGS: WARNINGS: GENERAL NOTES, unless otherwise noted: Q /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 yd. "�OREGON t(/ T r u$S: F3 and Warnings before construction commences. building component.Applicability of design parameters and proper h 2.2z4 compression web bracing must be installed where shown�. incorporation of component is the responsibility of the building designer. '" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords co be laterally braced al j/ (1°)\ �� Is the erapo treed of the erecta.Ability oval D do.sig and at 1 s the respectively p and unless braced throughout facer length by �O t 4, ty permanent brecing of continuous sheathing or such l b acing plywood uto d where)andrerown.drywall(BC). (ACJ_ DATE 4/19/2018 the overall sbucaae Is the responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where shown ,�R p O- S EQ K4 5 1 9 8 7 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is Me responsibility or the respective contractor. 11 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRA S I D: LINK design tootle be has to anycomponent andassumes and are forudry russesa re use 5.CompuTrus has rw control over and assumes no responsibility for the 6.Designassumesfunbearingatat.14.I shown.Shimor wedge If necessary. EXPIRES: 12-31-2019 es q fabdcaliog hendling,busts shipment end ie limitations of components. 7.Design assumes adequate drainage l e provided. April 20,2018 8 8.This design is furnished subject to the limitations set forth by ft.Plates shall be located on both faces of truss,and placed so their center TPIMTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate in inches. MITek USA,Inc./CornpuTrus Software 7.6.8(1L)-E 1o.For basic connecter plate design values see ESR-1311,ES12-1988(MiTek) 1 •I This design prepared from computer input by Pacific Lumber and Truss-BC LOMBR SPECIFICATIONS TRUSS SPAN 21'- 2,0" IBC 2015 MAX MEMBER FORCES 4NR/GDF/Cq=1.00 TC: 254 DF 11160TR LOAD DURATION INCREASE = 1.15 1- 2=( -16) 32 1- 9=(-213) 1091 1- _ - BC: 2x4 IF lf110TR 2=(-1347) 311 SPACED 24,0" O.C. 2- 3=(-1251) 325 9-10=( -55) 041 r=( -1'10) 1'-1 WEBS 2x4 DF STAND 3- 4- 1139 325 10- 7= -(- ) (-224) 1091 3- 9=( -85) 342 LOADING 4- 5=(-1139) 315 4-10=( -F6) 381 TC LATERAL SUPPORT <- 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD - 32,C PSF 5- 6-(-1251) 316 10- 5-( -lee) 133 BC L TFRAL SUPPORT <- 12"00. IIDN. DL ON BOTTOM CHORD - 10.0 PSF '- 7-( -288) 515 6- 7-(-1757) 133 TOTAL LOAD - 92,1 PSF 7- 5-( 0) 101 - LETI S. 2-00-00 2-00-00 LL = 25 POE Gro-.Ind. Snow (Pg) OVER ARCS: 0.0" 24.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS 3EACTDONS SIZE SQ,IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015, 0'- 0,0" -116/ 889V -115/ 100H 5.50" 1.42 DF ( 625) ". F.r hanger specs, - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 21'- 2.0" -154/ 1133V 0/ OH 5.50" 1.21 DF ( 625) 1COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/130 MAX LL DEFL = -0.043" 0 15'- 11.3" Allowed = 1.012" MAX TL CREEP DEFL = -0.202" 0 14'- 1.3" Allowed = 1.350" MAX LL DEFL = 0.040" 0 23'- 2.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" 0 23'- 2.0" Allowed = 0.267" MAX HORIZ. LL DE0L = 0.015" 0 20'- 8.5" MAX HORIZ. TL DE0L = 0.024" 0 20'- 8.5" 10-07 T 10-07 T Design conforms to main windfor:e-resisting 1-10 3-05-08 5-03-08 5-03-08 3-05-08 1-10 system and components and cladding criteria. f f T T T 1' T 12 12 mind: 140 mph, h=22ft, TCEL=4.2,2CDL=6.0, ASCE 7-10, 5,00 M-4x6 (All Heights), Enclosed, Cat,2, Exp.H, MHFRS(Dir), Q 6.00 load duration factor-1.6, 4,0" Tress designed for wind loads 4 '(..7( in the plane of the truss only. uv,444.4 M-1.5x3 M-1.5x3 M-3x4 M-3x6 I CO im p 10 7 S� r. �o 1 *• M-3x6 9 0.25" 10 M-3x4 M-3x6 M-5x6(S) • y CS(' ' 2 PROFS 7-00-11 7-00-11 7-00-11 y s 21-02 2-00 y �;3 O�GIN�1 �0� w-,..6„_"44.1 � 89200PE vv JOB NAME : 20830 GLOBAL LOT 3 WALNUT - F4 Scale( 0.2e05 WARNINGS: GENERAL NOTES, unless otherwise noted: T r u 4 S: F4 1. uilder and erection contractor should be addend of all General Notes 1.This design Is based only upon the parameters shown and is for es individual 'SrG OREGON tv and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mull be installed where shown+. incorporation of component is the responsibility of the building designer. ` 3.Additional temporary bracing 10 insure stability during construcllon 2.Design assumes the top and bottom chords to be laterally braced al ib q r' t s 20N �- is the responsibitily of the erector.Additional permanent bracing of 2'o.c.and at 70'oc.respectively unless braced throughout their length by (� DATE j 4/19/2018 the overall el udure is the responsibility . continuous sheathing such as plywood shealhing(TC)andlor drywal1(81). of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �R �` SEQ.: K 9 51 9 8 7 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility Mille respective contractor. fir' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used ina non-corrosive environment, TRAMS I D; LINK design loads be applied to any component. and are for"dry condition'Muse. S CompuTrus has no control over and assumes no responsibility for the 6.Design aessumes lull bearing at an supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. mca ry. p 0.This design is furnished subject to the limitations set forth by 8.Design assumes sed on drainage is provided. i-prl 120,2018 8.Pies c shall be with jointn on both faces of buss,and placed so their center TPINJTCA in BC51,copies of which will be furnished upon request. lines coincide with center lines. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate see of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) • This design orepared from computer input by Pacific Lumber and Truss-BC LUMBE SPECIFICATIONS 23-00-00 HIP SETBACK 4-10-00 FROM END HALL IBC 2(115 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 - TC: 2x4 DF kl&BTR; 23-00-00 GIRDER SUPPORTING 20-08-00 FROM 7-00-00 TO 23-00-00 r 1- 2=( 0) 100 2-13=(-1539) 5094 13- 3=( -300) 130 - 9=( -808) 31')4 2x6 DF SS T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -7740) 2012 13-14=)-1542) 6:062 3-14=( -736) 2772 9-20=(-4068) 1204 = BC: 286 DF SS 3- 4=( -8930) 2419 14-15=(-2970) 10962 14- 4=( -774) 3022 10-20=( -890) 3198 WEBS: 2x4 DF STAND LOADING 4- 5=( -80_3) 2188 15-16=1-3780) 13736 14- 5=(-5122) 1450 20-11=( -626) 2170 LL - 25 PSF Ground Snow (Pg) 5- 6-(-11476) 3160 16-17-(-4050) 14630 5-15-(-1026) 4094 11-21-( -49) 430 TC LAs'FRAL SUPPORT 0- 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)- 64.0 PLF 0'- 0.0" TO 9'- 10.0" V 6- 7-1-13962) 3892 17-18-(-(1050) 14630 15- 6-(-3114) 932 BC LA^FRAL SUPPORT 0- 12"00. UON. TC UNIF LL( 65.4)901( 23.9)- 109.3 PLF 4'- 10.0" TO 18'- 2.0" V 7- 8-(-13746) 3864 13-19-(-3750) 13542 6-16-( -394) 1912 - TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 16'- 2.0" TO 23'- 0.0" V 8- 3-(-11130) 3106 19-20-(-2392) 10726 16- 7-( -912) 232• BC UNIF LL( 0.0)+01( 34.2)= 34.2 PLF 0'- 0.0" TO 23'- 0.0" V 9-10=( -8330) 2306 2C-21=(-1790) 6804 17- 7=( -172) 1046 NOTE: 2x4 BRACING .AT 24"OC UON. FOR BC UNIF LL( 233.3)+DL( 158.7)= 392.0 PLF 7'- 0,0" TO 23'- 0.0" V -C-11=) -5332) 2552 21-12=(-1752) 6830 7-18=(-1129) 332 ALL F,AT TOP CHORD AREAS NOT SHEATHED 01-12=( -8736) 2302 13- a=( -920) 1992 TC CONC LL( 154.4)+DL( 43.2)= 197.6 LBS @ 9'- 10.0" 3-19-(-3300) 966 TC CONC LL( 154.4)+DL( 43.2)= 197.6 LBS @ 16'- 2.0" OVERHANGS: 24.0" 0,0" ADDL: BC CONC LL+DL= 1791.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1428/ 5346V -91/ 5511 5.50" 3.55 Dc ( 625) ( 2 ) complete trusses required. Attach 2 ply w-th 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS 02' IBC 2015 AND IAC 2015 NOT BEING MET. 23'- 0.0" -1602/ '.218V 0/ On 5.50" 9.55 DG ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" Do us 2 row(s) throughout 2x6 top chords, GOND, 2: Design checked for net(-5 psf) uplift at 24 'oc spacing, 3" oc in 2 xow(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 3" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL - 0.010" @ -2'- 0.0" A_lowed = 0.200" MAX TL CREEP DEFL = -0.011" @ -2'- 0.0" A_lo'ded = 0.267" MAX LL DEFL = 0.175" @ 11'- 9.0" Allowed = 1.104" MAX TL CREEP DEFL - -0.508" @ 11'- 0.0" A_lowed = 1.472" MAX DORIZ. LL DEFL = -0.047" @ 22'- 6,5" MAX DORIZ. TL DEFL = 0.192" @ 22'- 4.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=2O.Sft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), 4-09-11 13-04-10 4-09-11 load duration factor=l,6, f' f f f Tr'3ss designed for wind loads 2-03-11 2-06 1-00-09 2-09 2-10-12 2-10-12 2-09 1-00-09 2-06 2-03-11 n the plane of the trio., only. T T 4F197.t0# T T T T +197.600 T f 2 12 6.00 ' :16.00 M-6x8 M-6x8 M-5x8 M-3x6 M-3x8 M-3x8 M-4x6 iriiii M-9x9 Cr; _ _ _ T2� I _ {_:4,\\\74y M-9x9 M-7x10 X-1-0 N �� M-8x10 D a T" }- 2� 13 14 15 _ 15 17 _ 10 19 20 2L `�12 M-1.5x3 M-6x8 M-7x6 -M-4x4 0.25" _M-4x4 M-4x6 M-5x8 M-3x6 M18HS-8x10(S) 17 91# ���� Fess L y J' 1, , y i ,Iy y y p PRO 2-01-15 2-00-13 1-11 2-09 2-07-04 2-07-04 2-09 1-11 2-00-13 2-01-15 y y ) N5 "<„,X'GINE- �OA. 2-00 23-00 �!� "V9 :9200PE �' J013 NAME : 20830 GLOBAL LOT 3 WALNUT - H1411,00. . ' Scale: 0^2626 -�� WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr T ru S: H I and Warnings before construction commences. building component.Applicability of design parameters and proper 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 -yL , OREGON 41.1i 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is Ne responsibility of the building designer. 120� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al �O r v Is the respnnsibi6l9 of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their leaglh by 4s w DATE': 4/19/2018 the overall structure is the res continuous sheathing such as plywood sheathing(TC)andror drywall(BC) NV responsibility of the building designer. 3. sh 2x Impact bridging or lateral bracing required where own++ �. S EQ K4 519 8 8 0 4.No load should be applied to any component until after all bracing and 4.Installation of ass is he responsibility of the respective contractor. {+ fasteners are complete end et n0 lime should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRA S I D- LINK design loads be applied to any component and are for"drycondition"of use. I 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication.handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. April 20,2018 6.This design W famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center N TPINOTCA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. ii 9.Digits indicate ewe or plate In inches. MiTek USA,Inc.ICoenpuTrus Software 7.6.6(1L)-E 10.Foe basic connector dale design values see 6811.1311,ESR.1988(Mink) I This design prepared from computer input by Pacific Lumber and Trtss-BC • LOMB R cpECLFICATIONS TRUSS SPAN 4'- 10.0" TBC 2015 MAX MEMBER FORCES 4WR./GDF/Cq=1.03 • • TC: 2x4 DF kl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=10) 0 2-3=(-527) 338 BC: 2x4 DF SlABTR SPACED 24.0" O.C. ) • 'EBS 244 DF STAND 2-3=(-281 508 ?-4=( -89) 48 LOADING TC L TONAL SUPPORT G- 12"00. UON. LL( 2.0.0)+DL( 7.0) ON TOP CFORD - 32.0 PS, BC L TONAL SUPPORT <- 12"OC. UON, DL ON BOTTOM 11080 - 10.0 PS" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD - 42.0 PS' LOCATIONS REACTIONS ?EACTIONS SIZE. .S Q.IN, (0000001) .5H 5.50" 0.94 DF ( 625) - LOTI S. 2-00-00 2-00-00 0'- 0.0" -136/ 56EV -9/ 7 LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -183/ 46V 0/ OH 1.50" 0.07 DF ( 625) OVER ANGS: 24.0" 0.0" 4'- 10.0" 0/ 46V 0/ OH 5.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT:AL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR _OPSF LIVE LOAD. TOP PROVIDE FULL BEARING;Jts:2,3,5 I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 POE) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" 1-11-11 MAX TL CREEP DEFL - -0.046" a -2'- 0.0" Allowed - 0.267" f MAX LL DEFL - 0.002" e 1'- E.4" Allowed - 0.070" MAX LL DEFL - 0.000" ' 0'- 0.0" Allowed - 0.120" 12 MAX TC PANEL TL DEFL - -0.002" ' 0'- 11.8" Allowed - 0.191" 6.00 MAX BC PANEL TL DEFL = -0.018" 5 2'- 6.4" Allowed = 0.255" MAX HORIZ. LL DEFL = -0.003" C 1'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 1'- 10.9" Design conforms to main windforce-resisting M-3x4 4 system and components and cladding criteria. -/ Wind: 140 mph, h=19.4ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (Ali heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Aio co O , O 111111 ''''4 2►= 5 • M-3x6 1,000''''''''gl11 • J, 2-00 4-10 y ' '' 'Ill PRop �<0 0AGINFF9 `r/0 2 `� '92 OP r J013 NAME : 20830 GLOBAL LOT 3 WALNUT - HJ1 41P •Scale: 0.60`2 1 WARNINGS: GENERAL NOTES, unless otherwise noted: r'1 CrTruss: j JI 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 '7 4,OREGON 40 and Warnings before construction commences. building component.Applicability of design parameters and proper Y OREGON 1 V 2.2x4 compression web bracing must be Installed where shown+. incorporation of component 15 the responsibility of the building designer, rs /` 3.Additional tem g y g construction 2.Design assumes the top and bottom chords to be laterally braced al <O 9 y 14 s 2.O` �4 temporary bracing m insure stability Burin 2'o.c.and at 10'o c.respectively unless braced throughout their length s the responsibility f the erecta.Additional permanent bracing of spec ve y g g by DATE 4/19/2018 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A. the overall slmck.is the responsibilityof the building designer. 3.26 Impact bridging or lateral bracing required where shown.• �Vf[/ter. S E Q : K 4 519 8 81 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibiolp of the respective contractor. R,` `+ fasteners are complete and at no time should any loads greater than 5.Design assumes Cusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for dry conditionof u.. 5.Com WTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge I( EXPIRES: 12-31-2019 fabrication.ha necessary. handling,shipment and inslallalion o(canppnants. 7.Design assumes adequate drainage k provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center April 20,2018 TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide wilh joint center lines. MiTek USA,IncJCompuTrus Software 7.6.8(1L)-8 9.Digits iced note size of plate In inches. 10.For basic connector plate design values See ESR-1311,ESR-1988(MiTek) This design prepared from computer input by IPacific Lumber and Truss-BC LDMBFIR SPECIFICATIONS TRUSS SPAN 4'- 10.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: J 2,4 DF k1(BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3=(-505) 282 e BC: 2x4 DO *1F,BTR .,PACED 24.0" O.C. CEB.St 274 DF ;TANG 2-3=(-2R519 3-9=( -577)) 48 LOADING TC LTERAL SUPPORT <- 12"OC. UON. LL( 25.0)-EDL( 7,0) ON TOP CHORD - 32.0 PSF BC L TERAL SUPPORT 1- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORD SRC, RRQUIRF.D BRG AREA TOTAL LOAD - 42.0 PSF OCA-TIONS REACTIONS REACTIONS SIZE. SQ.ID. (SPECIES) LETI S 2-00-00 2-00-00 0' 0.0" --..05/ 517V -16/ 10.5H 5.50" 0.83 DF ( 0'25) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -53/ 113V 0/ OH 1.50" 0.18 DF ( 625) OVER NGS: 29.0" 0.0" 4'- 10.0" 0/ 46V 0/ DH 5.50" 0.07 DF ( 625) PROVIDE FULL BEARING;Jts:2,4,5 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP L AND BOTTOM CHORD L.VE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL TEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" 3-11-11 MAX TL CREEP DEFL - -0.046" a -2'- 0.0" Allowed - 0.267" T f MAX LL DEFL - 0.030" a 1'- 8.4" Allowed - 0.170" 12 MAX TL DEFL - 0.030" a 1'- 8.4" Allowed - 0.226" MAX LL DEFL - 0.000" e 0'- 0.0" Allowed - 0.020" 6.00 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.027" MAX HORIZ. LL DEFL = -0.014" C 3'- 10.9" -/ MAX HORIZ. TL DEFL = -0.015" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, 0-20.3ft, TODL=4.2,BCDL-6.0, ASCE 7-10, M-3x4 (A11 heights), Enclosed, Cat.2, Exp.E, MWFRS(Dir), 3 M load duration factor-1.6, ,-( Truss designed for wind loads in the plane of the truss only. I 111011111°. o N f aRIO 1 GIII • 2• IMM �a b y 1 M-3x6 • y )' b 2-00 4-10 *��c0 PR QF4. 45', NG�NE i� 2 Q s9200PE 9�" ` JOB NAME : 20830 GLOBAL LOT 3 WALNUT - HJ2 scale: 0.6362 WARNINGS: GENERAL NOTES, unless otherwise noted: O f}. Trus: Y JZ 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 - , w OREGONA [�,w and Wamings before construction commences. building component Applicability of design parameters and proper %7�l w- 2.2x4 compression web bracing must be installed where shown�. incorporation of wmponenl is the responsibility of the building designer. 2P\ O♦ �'\ I 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al �� '11' 1�'s the responsi6itity of the erector.Additional permanent bracing of 2'o.c.and at 10'oc.respectively unless braced throughout their length by R(� DATE k 4/19/2018 the overall structure is the responsibility of the building designer, continuous sheathing such as plywood sheetiring(iC)andlo,tlrywall(BC). [- poncl y 3.2x Impact bridging or lateral bracing required 07180 where shown.. ��� �� SEQ K 4 519 8 8 2 4.No load should be applied to any component until ager all bracing and 4.Installation of truss i5 the ra5pone bir y or the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, TRA S I D: LINK design loads beapprled m any comp°nam. and are for^dry ponagion or pse. 5.EnepuTrus nae no control°oar end assumes^°responsibility for the 6 necessary.ssumes run bearing at au supports shown.$him or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. ry g,shl gnat adequatege is April 20,2018 6.This design is famished subject to the limitations se[forth by 7.Des' sumes drain ded. 8.Plates shall be boated on both laces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coindde with' M center lines. 9. of MiTek USA,IncdCompuTrus Software 7.6.8(1L)-E I Digits b indicate sizer p1010 in inches. 10.F«basic connector date design values see ESR-1311,ESR-1988(MiTek) • This designprepared from computer p p p� input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF N16BTR LOAD DURATION INCREASE _ -.15 1-2=) 0) 101 2-6-10) 0 2-3=1-607) 239 BC: 2x4 DF eleBTR SPACED 24.0" 0.C. 2-3=(-287) e17 WEBS: 284 DF ;TANG 3-4=(-110) 72 LOADING 4-5=( -60) 31 TC LAI FRAL SUPPORT <- 12"00. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 P55 BC LAI FURL SUPPORT <- 12"OC. UON. IL ON BOTTOM CHORD - 10.0 P55 TOTAL LOAD - 42.0 PSE BEARING MAX VERT MAX HORZ BPS REQUIRED BRG ARRA • LFTIN : 2-00-00 2-00-00 LOCATIONS REACTIONS REACT IONS SIZE 00.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -88/ 526V -24/ 236H 5.50" 0.84 DF ( 625) OVERH'NGS: 24.0" 0.0" 4'- 7.3" 0/ 46V 0/ OH 5.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 9.2" -139/ 297V 0/ OH 1.50" 0.38 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 5'- 11.7" -58/ 46V 0/ OH 1.50" 0.07 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jt.s:2,f,4,5 ICONS. 2: Design checked for net(-5 psf) uplift at 24 "cc scacin:t. 5-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T f MAX LL DEFL - 0.040" z -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" 8 -2'- 0.0" Allowed = 0.267" 12 MAX LL DEFL = 0.034" 8 1'- 8.4" Allowed = 0.196" 5.00 iv - MAX TL CREEP DEFL = -0.0Allowed" @ 1'- 8.9" Allowed = 0.261" ii, l MAX IIORIZ. LL 38"L = -0.017" 8 4'- 9.2" MAX IIORIZ. TL DC_L = -0.017" 8 4'- 9.2"r Design conforms to main windforce-resisting /1 system and componentsand cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.H, MWFRS(Dir), rn load duration factor-1.6, Truss designed for wind loads M-5X6 o M in the plane of the truss only. a- pro All110111. 1 I o /- y 2►/ ORMSM6 M-3x6 b Ib I 2-00 4-10 1-01-11 OD PRQFF c�, `� :92.OPE �v' JOb NAME : 20830 GLOBAL LOT 3 WALNUT - HJ3djP°er-15...--e---,- Scale: 0.5828 WARNINGS: GENERAL NOTES, unless otherwise noted: O [�"' 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and is for an individual -G ii OREGON {x �1 Trus: HJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper N 2.204 compression web bracing must be Installed where shown". incorporation of component is the responsibility of the building designer. .7 3.Add Tonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom ceorda to be laterally braced al //� '1 r 1 A" �-4 is the responatbllity of the erector.Additional permanent bracing of n o.c.and at 10'o C.respectively5000 ap9'unless braced throughout their length by t,j s (� DATE• 4/19/2018 Ina overall sheers is the res continuous sheathing such as plywooe quire ing(TC)andfor drywall(131) , responsibility of the building designer. 3.20 Impact badging or lateral bracing required where shown++ �, S E Q, : K4 519 8 8 3 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. j fasteners ere complete end at no time should any loads greater than 5.Design assumes trusses are to be used h a non-corrosive environment, design ds be applied an TRANS ID: LINK ghee pp ie any component. and are for"dry condilion'of use. 5.CempuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports Shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and insteNetion of components. it Designass assumes adequate drainage is provided. April 20,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss.and placed so their center TPINVTCA 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,Irtc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector date design values see ESR-1311.ESR-1988(MI Tek) 7hi33 design prepared from computer input by Pacific Lumber and Trusr-BC • LJM: R SPECIFICATION' TRUSS SPAN 7'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/ODE/Cq=1.00 TC: 2x4 DF 41IBTR LOAD DURATION INCREASE = 1.15 I-2=( 0) Cl12-6=101 0 2-3=(-505) 199 - BC: zeO DF 6OBTR SPACED 24.0" O.C. WEB,: 2x4 DF GAOL 2-3=(-288) 518 - 3-9=(-154) 73 LOADING 4-.5=( -61) 28 TC L'TF.RAL SUPPORT <- 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CROSS - 32.0 PS, BC L'TERAL SUPPORT <- 12"00. UON. DL ON BOTTOM CFORD- 10.0 PS, TOTAL LOAD - 92.0 PSe BEARING MAX VERT MAX HORZ 15190 REQUIRED BEG AREA _ LETI 0: 2-00-00 2-00-00 LOCATIONS REACTIONS ZFACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -67/ 519V -32/ 168H 5.50" 0.83 DF ( 625) OVER PIGS: 29.0" 0.0" 4'- 7.3" 0/ 46V 0/ OH 5.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT-AL 4'- 9.2" -_41/ 301V 0/ OH 1.50" 0.39 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'-X11.7" -35/ 96V 0/ OH 1.50" 0.15 DF ( 625) BOTTOM CHORD CHECKED FOR =OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;,Its 2,f,4,5 ICOND. 2: Design checked for net(-5 psf) ucliCt at 29 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" 'a - 0.0" Allowed = 0.200" 7-11-11 MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0,267" f MAX LL DEFL = 0.032" a 1'- 8.4" Allowed = 0.196" g MAX TL CREEP DEFL = -0.037" 9 l'- 9.4" Allowed = 0.261" 12 , MAX IIORIZ. LL DE_L - -0.017" 9 7'- 10.9" 6.00 ') MAX IIORIZ. TL DE?L = -0.017" 9 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. y Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Cxp.B, MOORS(Dir), load duration factor=l.6, Truss designed for wind loads tiin the plane of the truss only. • r •• • 0 1 M-5x6 m o i� o y2mm 0=546 y M-3x6 y f y 1/ pp 2-00 4-10 3-01-11 K�Y�p f(1 OP4:AA NG`iNFF'4 /c2 1 Q45'? . .89200PE r JO1B NAME : 20830 GLOBAL LOT 3 WALNUT - HJ4 Scale: 0..5029 � � ,,;L.--1 WARNINGS: GENERAL NOTES, unless otherwise noted: + trTruss: HJ4 1.Builder and emotion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -57� 4,OREGON lU and Warnings before construction commences. building component.Applicability of design parameters and proper w- 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. iJ� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /O q�/ s 2.0\ �� Is the responsibility of the erector.Additional permanent bracing of 2'td and at f0'o.c.respectively unless braced throughout their length by I DATq: 4/19/2018 the overall structure Is mares Nlil f the building designee continuous sheathing such as plywood sheathing(Tc)andror eryweil(oc) A ponsi y o 3.2x Impact bridging or lateral bracing required where shown++ �(/J ,� SEQ.. : K4 5 1 9 8 8 4 4.No load should be applied to any component until after ell bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRA}\1 S I D: LINK design loads be applied to any component. and are for"dry condition'of use. [} Q w control over and assumes no responsibility for the 6.DeCsegsnBassumes MI Gearing at all supports Shown.Shim or wedge if EXPIRES: 12- 1-2019 17 5.Com puTrus has fabrication,heeding,shipment and installation of components. n ry .I p 6.This design is furnished subject to the limitations set forth by 0.Paten assumes sed on drainage is provided. April 20 h 20 I V 8.Plates shall be joint e both faces of truss,and placed so Meir center TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,IrIC./GompuTrus Software 7.6.8(10-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR.t311,ESR-1988(MiTek) I This design prepared from computer input by Pacific Lumber and Truss-BC LOMBSPEC IFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 45R/GDP/Cci=1.00 TC: 2a4 CF 911076 LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-7=10) 0 2-3=1-604) 150 BC: 2,4 DF lf1LBTR SPACED 24.0" O.C. WEBS: 2x4 OF STAND 2-3=(-289) 519 <. 3-4=(-195) 87 LOADING TC LA RRAL SUPPORT - 12"OC. UON. LL( 25.0)+DL( 7.0) ONA TOP CHORD - 32.1 PSF 5_6_( -48) 17 BC LA REAL SUPPORT <- 12"05. CON, DL ON BOTTOM CHORD - 10.0 POP 4-5=( -80) 62 TOTAL LOAD - 92.6 PSF LETIN : 2-00-00 2-00-00 _ BEARING MAX VERT MAX HORZ BRG RRQUIRRD BRG ARRA LL = 25 PSI Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERH NGS: 24.0" 0.0" 0'- 0.0" -46/ 516V -40/ 1990 5.50" 0.83 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 7.3" 0/ 46V 0/ OH 5.50" 0.07 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 4'- 9.2" -146/ 311V 0/ OH 1.50" 0.40 OF ( 625) 8'- 9.2" -96/ 248V 0/ OH 1.50" 0.32 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.7" -32/ 5V 0/ OH 1.50" 0.01 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IPROVIDF FULL BRARING;Jts:2,7,4,5,6 I ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=0/240, TL=L/18C 9-11-11 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" 1' MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" 6 -9/ MAX LL DEFL = 0.037" @ 1'- 8.4" Allowed= 0.196" MAX TL DEFL = 0.03S" @ 1'- 8.4" Allowed = 0.261" 0 MAX HORIZ. LL DEFL = -0.020" @ 8'- 3.2" 12 MAX HORIZ. TL DEFL = -0.020" @ 9'- 10.9" 6.00 G' 1I) V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 m Truss designed for wind loads in the plane of the truss only. I �) o 1 M-5x6 3 co o r �fll� o / 11112162=7-41 III'-'117 1 M-3x6 y 4�� .p PRpFFss 2-00 4-10 ), y s-o1-11 �N? GIN /°2 at119200P 9 JO NAME : 20830 GLOBAL LOT 3 WALNUT - HJ5 L .--, 1 Scale: 0.4335 , WARNINGS: GENERAL NOTES, unless otherwise noted: © Cr tti Tru s: HJ5 ,.Builder and erection contractor should be advised of all General Notes ,.This design Is based only neon the parameters shown and is for an individual 7� OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper w_ 2.2x4 compression web bracing muss be installed where shown+. incorporation of component is me responsibility of the building designer.• )\b' llv 3.Additional tempora bracing to insure stability d 2.Design assumes the top and bottom chords to be laterally braced at /^ 2'13 . ` ��� u y unng construction 7 p.c.and at 10'o c.respectively less braced throughout their len Ih by `( 1L 's the responsibility f the erector.Additional permanent bracing of D y u" 9 9 s w DATE 4/19/2018 the overall structure Is the responsibility f the building deli continuous sheathing such as plywood sheathing(Tc)endfor drywan(AE) 4,/' ... {.Vh pansi y o g gner. 3.2z Impact bridging or lateral bracing required where shown++ /�� �� SEQ.: K4 519 8 8 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRADI S I D: LINK design loads be applied to any component. and are fo"dry condition.o!use, 1 5.CnmpoTres has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 I fabrication,handing,shipment and installation of components. De necessary. .I p 7.Plates assumesallbeed on cosh Page is provided. and 20,20 1 O 6.This design a famished subject to the limitations set forth by e.Plafas shall located on both latae Cl truss,and placed so their center TPIMlTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MITek USA.Inc.ICompulrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTeh) I This design prepared from computer input by Pacific Lumber and Truss-BC LJMBF BPE:.I FIf_ATION TRUSS SPAN 11'- 4.9" IBC 2615 MAX MEMBER FORCES 40R/GDF/cg=1.00 254 DF EIABTR TC: LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-7=(0) 0 2-3=(-605) 119 BC: 2x4 DF E16BTR SPACED 24,0" O.0 WEBS2x4 DF STAND . 2-3=(-289) 519 I 4-4=(-226) 101 JJ LOADING 4-5=(-112) 62 TC L4TERAL SUPPORT <- 12"OC. HON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSI" 5-E-( Cl)- 22 BC L TERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 PSF LFTIPIS: 2-00-00 2-00-00 BEARING MAX VERT MAX HORT BRG RFC/HIRED BITS AREA - LL = 25 PS_ Ground Snow (Pg) LOCATIONS REACTIONS SEAL T IONS SIZE SO.IN. (SPECIES) OVER?ANUS: 29.0" 0.0" 0'- 0.0" -22/ 516V -45/ 223H 5.50" 0.83 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 7.3" 0/ 99V 0/ OH 5.50" 0.07 IF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 4'- 9.2" -144/ 308V 0/ OH 1.50" 0.39 DF ( 625) 8'- 9.2" -105/ 2565 0/ OH 1.50" 0.33 DF ( 625) BOTTOM CHORD CEECKED FOR 10PSF LIVE LOAD. TOP 11'- 4.9" -29/ 93V 0/ OH 1.50" 0.10 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IPROVIDF FULL BF.ARING;Jt5:2,7,4,5,6 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" 11-04-15 MAX TL CREEP DEFL = -0.046" @ -2'- 0,0" Allowed = 0.267" 1' • MAX LL DEFL = 0.039" @ 1'- 8.4" Allowed = 0.196" 6y MAX TL DEFL = 0.039" @ 1'- 8.4" Allowed = 0.261" 0 MAX HORIZ. LL DEFL = -0.021" @ 11'- 4.2" MAX HORIZ. TL DEFL = -0.022" @ 11'- 4.2" •• 12 • .. Design conforms to main windferce-resisting 6.00 G' system and components and cladding criteria. I '( Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ATCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 9 mit0 I M-5x6 3 co2111111111111......11.1.4o ICo ,e 1,9--- 21.1°--41 ��' �' 2 M-3x6 L J., SC\O PRpFFss 2-00 4-10 6-06-18 oNc V, GIN &9 /0 2 ! _4 :9200PE J00 NAME : 20830 GLOBAL LOT 3 WALNUT - HJ6 / Scale: 0.3919 WARNINGS: GENERAL NOTES, unless otherwise noted: © /'yam Trus: xJ 6 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual `9G w OREGON �~C and Warnings before construction commences. building component Applicability of design parameters and proper 4'' ((� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �x 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom Chords to be laterally braced at <O `q 14 1 n°` �4 Is the responsibialy of the erector.Additional permanent bracing M 2'om and at 10'o.c.respectively unless braced throughout their Mngm by 4 DATE!: 4/19/2018 the overall structure is me responsibility2xImpactnontinuous dgingmeathing stensbacing required where shown ,,, d Q of the building designer. 3.2x Impact bridging or lateral bracing required where efwwn++ � •D R'�` V SE , : K4 519 8 8 6 4.No load should be applied Many component until after all bracing and 4.Installation oftruss is Me responsibility of the respective contractor. t �/ 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 far•dry Condition.of use. 6.Desiign$e ssumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTms has no control over end assumes no responsibility for the y. fabrication.heeding,shipment end installation of components. I.Design assumes adequate drainage e provided. 6.This design is furnished subject to the limitations set forth by H.Plates shall be located on both faces of truss,and placed so their center April 20,2018 TOIANTCA In SCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(11)-E 10.For basic connector plate design values see ESR-t311,ESR-1988(MITek) I This design prepared from computer input by 1 Pacific Lumber and Truss—BC I + LOMB E SPECIFICATIONS HIP CORNER RAFTER LOAD DURATSON INCREASE = 1.15 CHORDS: LOADING SC X4 DF it156TH TOP CHORD LL + DL = 32.0 PSF Xe DF H15BTR • • 12 4.24 1 " M-3x6(S) M-5x8 0 M-3x6 10011111C M-3x6 PROVIDE SUPPORT @ 48"o.c. M-3x6 0 9-04-06 M-3x8 m liggi 0 I x 6 / b 3-01-08 6-10 ' c��O PROFF 74GIN4\9 �' . 89200PE r" JOB NAME : 20830 GLOBAL LOT 3 WALNUT — HR .41-1//1"-- ---,-:::-------. Scale: 0.4799 WARNINGS: GENERAL NOTES, unless otherwise noted: 110 ,w /�^ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ` s OREGON w- Truss: HR and Warnings before construcliancommences. building component Applicabilily of design paramelers and proper /I AVS mus incorporation of component is the responsibility of the building designer. ` 20` �� 2.2x4 compression web bracingt be Installed where shown•. }/ 3.Additional temporary bracing to Insure stability during consWclion 2.Design assumes the top and bottom chords to be laterally braced al (/�) 7 Is the responslLiGty of the erector.Additional permanent bracing of 2'on and at 10'o c.respectively unless braced throughout their length by `+ •4s DAT 4/20/2018 the overall structure is the responsibility f the building desi contlnuoua rdgbrg or Such as plywood&heelhing(1 C)andlor tlrywall(BC) ^��''yyjjff pan yo g gner. 3.In Impact bridging or leterel bracing required whereshown++ MFR �+ SEU. : K[rJ 1 9$$J 4.No load should be applied to any component until after all bracing and 4.Instelleti n of truss s the responsibility of the mspeclive conlracmr. 1 �r (A-'l`�•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, T R S I D: LINK design loads be applied to any component. arra are for"dry wndilion"of ase. • 5.CompuTnrs hes no control over and assumes no responsibility for the 6.Design assumes fall bearing m all aapppns shown.shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. mcessery. q p ed7.Fates halt ee sed ate on both faces isprus a April 20,20 10 H.This design is famished subject to the limitations se[forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate in inches. MiTek USA,tnc./CornpuTres Software 6.2.3(1L)-Z 10.For basic connector date design values see ESR-1311,ESR-1988(MiSek) This clesign prepared from computes input by Pacific Lumber and Truss-BC 1 LUMBILR SPECIFICATIONSTRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 400 GDF/Cq=1.00 TC( 2x4 DF 80016TR LOAD DURATION INCREASE = 1.15 1-2=( O) 101 2-5=(0) 0 2-3=(-627) 338 BC. 1 2x4 DI 41 F.BTR SPACED 24.0" O.C. 2-3=(-281) 508 HEB.Sf 214 DF STAND LOADING 3-4=( -891 48 TC L'yI'TFRAL SUPPORT <- 12"0C. 010F. LL( 25.0)+DL( 7.0) ON TOP CFORD - 32.0 PS7 BC LATF,R AL SUPPORT <- 12"OC. TION. DL ON BOTTOM CFORD - 10.0 PS, BEARING MAX VERT MAX HOR7. BIG REQUIRED BRG AREA TOTAL LOAD - 42.0 PS' LOCATIONS REACTIONS FACTIONS SIZE. ;Q.IS. (SPECIES)LFT117S: 2-00-00 2-00-00 0'- 0.0" -153/ 560V -9/ 759 5.50" 0.90 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 1BV 0/ OH 5.50" 0.03 DF ( 625) OVERHANGS: 24.0" 0.0" 1'- 11.7" -183/ 475 0/ OH 1.50" 0.08 DF ( 525) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT-AL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP (PROVIDE FULL BEARING;,1ts:2,5,3 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" 1-11-11 MAX TL CREEP DEFL - -0.046" 5 -2'- 0.0" Allowed - 0.257" MAX TO PANEL LL DFFL - 0.004" 5 1'- 0.8" Allowed - 0.127" MAX TO PANEL TL DEFL - 0.005" @ 1'- 1.6" Allowed - 0.150" 12 6.00 E ' MAX HORIZ. LL DEFT = -0.003" 5 1'- 10.9" MAX HORIZ. TL DELL = -0.003" 5 1'- 10.9" Design conforms to main windfcrce-resisting system and components and cladding criteria. M-3X4 4 Wind: 140 mph, 1-=19.8ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, •••• 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS{Dial, load duration factor=1.6, Truss designed for wind loads I OP in the plane of the truss only. I G 0 G , G 11111 f 2 5 1 M-3x6 • 1 y1 b 2-00 2-00 1 co- F.NGtNEF9 io 2 :9200PE vv JO NAME : 20830 GLOBAL LOT 3 WALNUT - HSJ1 . I Scale: 0.68°.5 �� .. 1 WARNINGS: GENERAL NOTES, unless otherwise noted: ti Trus: HSJ1 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 -7i ,I"OREGON �(/. and Warnings before construction commences. building component Applicability of design parameters and proper v ` w- 2.2x4 aomoession web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 7 1" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O 14 2-°\ O` -/ Is the responsibility of the erecter.Additional permanent bracing of 2'o.c.and at 10'o c.respectively unless braced throughout their lengm by s L DATE: 4/19/2018 the overall structure is the res continuous sheathing such as acing re uir a where)anmor drywall(BC) ^ !1, responsibility of the building designer. 8.I tinuo0 bridging orlaleralbralywoodquired where shaven++ ��'I R'1.` S EQ K4519888 4.Na load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility or the respective contractor. Y fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRA S I D: LINK design loads be applied to any component and are for dry omm�on°of use. 5.CompuTrus has no coned over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary_ fabrication.handis bang,shipment and installation of components. 7.Design assumes adequate drainage Ie provided. April 20,201 8 6.This design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center TPI/MCA in BCS(,copies of which will be furnished upon request. lines coincide with joint censer lines. MiTek USA,Inc./CompuTrus Software 7.6.8(10-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1968(MI Tek) IlmIllip • This design prepared from computer input by • • Pacific Lumber and Truss-BC l LOMB;R SPECIFICATIONS TRUSS SPAN .3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cr4=1.00 TC: 2x4 DF kl&RTP. LOAD DURATION INCREASE = 1,15 1-2=( 0) 101 2-5=(0) 0 2-3=(-605) 202 BC: 2x4 DF k1kBTR SPACED 24.0" O.C. WEBS 2x4 DF STAND 2-3=(-288) 519 3-4=( -58) 48 LOADING TC LCTFRAL SUPPORT <- 12"00. UON. LL( 25.0)+00( 7.0) ON TOP CHORD - 32,0 PSF BC L.TFRAL SUPPORT <- 12"0C. SON. DL ON BOTTOM CHORD - 10.0 POE BEARING MAX VERT MAX HOR'l, BOG REQUIRED BRG AREA LETINS: 2-00-00 2- TOTAL LOAD - 42.0 PIF LOCATIONS REACTIONS REACTIONS SI 9.F. 00i O.I1:. (SPFCIF5) O'- 0.0" -122/ 486V -16/ 105H 5.50" 0.78 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 DF ( 625) OVERHANGS: 24.0" 0.0" 3'- 11.7' -53/ 113V 0/ OH 1.50" 0.18 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARING;Jts:2,5,4 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD L=VE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" 3-11-11 MAX TL CRFFP DEFL - -0.046" a -2'- 0.0" Allowed - 0.267" MAX TC PANEL LL DEFL - -0.003" 0 1'- 4.2" Allowed - 0.127" MAX TC PANEL TL DEFL - -0.002" 1 1'- 3.3" Allowed - 0.191" 12 6.00 MAX HORIZ. LL DEFL = -0.015" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.015" C 3'- 10.9" 4 -, Design COT,forms to main windFnrce-resisting systen and components and cladding criteria. Wind: 140 mph, h=20.3f t, TCDL=9.2,BCDL-6,0, ASCE 7-10, `,' (All Heights), Enclosed, Cat.2, Naps, MWFRS(Uir), load duration factcr=l.6, 0137.311 iiii"11111 M 3x4 Truss desicned for wind loads 3 a, in the plane of the truss only. I r 0 I N 11111011111°. Ifflo o 2 5 1 M-3x6 J y I y 2-00 2-00 1-11-11 ��'cp pROPeo • ���� �cNGINFF9 � 2 `r :9200PE vv J03 NAME : 20830 GLOBAL LOT 3 WALNUT - HSJ2 411111 Scale: 0.6279 --,� � : WARNINGS: GENERAL NOTES, unless otherwise noted: Tru C"s: HSJ2 ' Guilder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual OREGON tU� and Warnings before construction commences. building component.Applicability of design parameters and proper w_ 2.2x4 compression web bracing must be installed where shown T. incorporation of component is the responsibility of the building designer. N 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at PO q y 14, n-� �� s Iha responsibility of the erector.Additional permanent bracing of z o.c.and at 1g'o c.respectively unless braced throughout their length by ♦ �' DATE: 4/19/2018 the overalll...re Is heeres continuous sheathing such es plywood shee[hing(TC)entl/or drywall(BC). ponsibip component building designer. 3.2x Impact bridging or lateral bracing requires where shown.. �6 �� SEQ K 4 519 8 8 9 4.No load should be applied to any component until after elle acing and 4.Installation of truss is Busses responsibility of the respective contractor. /, fasteners are complete and at no lime should any loads greater than 5.Design assumes aro to be used M a non-corrosive environment, TRA S I D: LINK design loads b.applied to any component. and are for"dry condition"of use. 5.CompuTrus hoe no cronlrol over and assumes no responsibility for the 6.Deecslegsn assumes lull bearing at all supports shown.Shim or wedge Ir EXPIRES: 12-31-2019 i fabrication,handling,shipment and Installation of components. scary. 6.This design is furnished subject to the limitations set forth by 8.Design assumes adequate drainage is provided. April „rl 12�r 2�^o 8.Plates shall be located center ter l faces of Truss,and placed so their center Ap I v • TRIM/7CA in OCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9.Digits indicate size of plate in inches. • 10.For basic connector plate design values see ESR 1311,ESR 1968(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBIR SPECIFICATIONS 11-00-00 HIP SETBACK 2-00-00 FROM END WALL LBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF k1LBTR 11-00-00 GIRDER SUPPORTING 20-08-00 1- 2=(-9008) 852 1- 6=( -664) 3152 6- 2=( -454) 2212 _ ` BC: 2x6 DF SS LOAD DURATION INCREASE = 1.15 (Kon-Rep) 2- 3=(-3152) 6846- 7=(-1300) 6096 5- 3=(-)035) 656 WEBS 2x4 DF STAND 3- 4=(-3152) 584 7- 8=(-1300) 6098. 7- 3=( -259) 1296 LOADING 4- 5=(-4008) 252 8- 5=( -669) 3152 3- 8=(--3036) 555 TC L 'FERAL SUPPORT <- 12"OC. UON, LL - 25 PST G-ound Snow (Pg) 8- 4-( -454) 2238 BC LTFRAL SUPPORT <- 12"O8. 0010, TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 2'- 0.0" V TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 2'- 0.0" TO 9'- 0.0" V BEARING MAX VERT MAX HORS. ERG REQUIRED BRG AREA a. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 9'- 0.0" TO 11'- 0.0" V LOCATIONS RF.AC'TIONS 7FACTIONS SI7F SO.I1. (SPECIES) NOTE 2x4 BRACING AT 24"0C ION. FOR BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 11'- 0.0" V 0'- 0.0" -572/ 2639)/ -13/ 139 5.50" 4.22 IF ( 625) ALL "LAT TOP CHORD AREAS NOT SHEA.THED BC SNIP LL( 233.3)+DL( 158.7)= 392.0 PLF 0'- 0.0" TO 11'- 0.0" V 11'- 0.0" -572/ 2639V 0/ OH 5.50" 4.22 DF ( 625) DC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 2'- 0.0" TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 9'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 'oc spacing. ( 2 ) complete trusses required. r;J Attach 2 ply w-th 3'5).131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered: REQUIREMENTS 07 IBC 2015 AND IRC 2015 NOT BEING MET. MAX LL DEFL = -0.054" a 5'- 6.0" Allowed = 0.509" 9" cc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.150" @ 5'- 6.0" Allowed = 0.072" 9" oc in 2 row(s) throughout 206 bottom chords, BOTTOM CIIORO CHECKED POR 10PSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONC7RRENTLY. MAX BORIS. LL DEFL = 0.012" 9 10'- 8.5" MAX HORL2. TL DEFL = 0.021" @ 10'- 6.5" 1-11-11 7-00-10 1-11-11 Des lye conforms to main windfcrce-resisting T T T T system and components and cladding criteria. 1-11-11 3-06-05 3-06-05 1-11-11 Wind: 140 mph, 8=19.8ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, i 21.30# f421.30# T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12# 6 00 �/ Truss designed for wind loads Q 6.00 in the plane of the truss only. M-4x6 M-4x6 M-3x12 piiM-5x12 D 3 - 4%00M-5x12 o c o 0 6 8 <.5 y M-6x6 M-1.5x3 -M-6x6 t is I, i, i' 1 1-08-08 3-09-08 3-09-08 1-08-08 • • 11-00 ��, Ep P R pPFss �� �N�`lNEF9 �02 Q 89200P 9C' JOB NAME : 20830 GLOBAL LOT 3 WALNUT - G1 Scale: 0.4935 If _ - / WARNINGS: GENERAL NOTES, unless otherwise noted: 4 J7r 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 -7, ,fi OREGON L(/ T ill s s: GI and Warnings before construction commences. building component Applicability of design parameters and proper A_ 2.2x4 compression web bracing must be installed where shown ri. incorporation of component is(he responsibility of the building designer. w {Js 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be telereily braced et ^j�/ 2-°\ ��}� is the res 2'o c.and et 10'o.o.respectively unless braced throughout their length by 1 responsibility of the erector.Additional permanent bracing of continuous sheelhin such as d sheethin TG rywa( ) '14, DATE�: 4/19/2018 the overall structure is the responsibility of the building designs o e plywood g( )armor d II Bc A.'R R l O` 3.In Impactoftruss bodging lateral bracing required where shown+. �Y/ '+ 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the responsibility 5EQI• K4519890beuson ae non-corrosive on tI- fasteners are complete and at 8.a time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, TRANS I D- LINK design loads be applied to any component. and are for"dry condition"of use. b.CompuTrus hoe no control over and assumes no responsibility for the 6.Design assumes fun bearing et all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,hording,shipment and installation of components. necessary. 7.Design hallbel located drainage is trusis, AP'I 20,2018 • fi.This design is furnished subject to the limitations sal forth by 8.Plates shall De bcaletl on both faces of truss,and pieced so their center TPIMRGA in SCSI,copies of which will be furnished upon request. lines coincide wilh joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 1 L-E 9.Digits indicate size d plate in inches. S p ( ) 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 LOMB R SPECIFICATIONSTRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/:DF/Cq=1.00 TO: 2x4 DF #1kBTR LOAD DURATION INCREASE = 1.15 r BC: 2x4 DF 61kBTR 1-2=( 0) 101 2-5=101 0 2-3=(-627) 338 WEBS; 2X4 DF ST ANC SPACED 29.0" O.C. 2-3=(-2811 50A, 3-4=( -89) 48 LOADING TC L FRAL SUPPORT <- 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CFORD- 22.0 PS, BC L FRAL SUPPORT <- 12"0C. UON, DL ON BOTTOM CFORD - 10.0 PS, BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD - 42.0 PS, LOCATIONS REACTIONS REACTIONS SIZE SQ.I5. (SPECIES) LETT '; 2-00-00 2-00-00 0'- 0.0" -1.53/ 560V -9/ 758 5.50" 0.90 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 DF ( 625) OVERH NGS: 24,0" 0.0" 1'- 11.7" -183/ 47V 0/ OH 1.50" 0.98 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT-AL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP PROVIDE FULL REAP,I NG;Jts:2,5,3 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for nen(-5 ps0) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 MAX LL DEFL = 0.040" 2 -2'- 0.0" Allowed = 0.200" fMAX TL CREEP DEFL - -0.046" @ -2'- 0.0" Allowed - 0.267" MAX TC PANEL LL DEFL - 0.004" e 1'- 0.8" Allowed - 0.127" MAX TC PANEL TL DEFL - 0.005" 9 1'- 1.6" Allowed - 0.191" 12 6.00 MAX HORIZ. LL DEFL = -0.003" 8 1'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 1'- 10.5" Design conforms to main wirdforce-resisting system and components and cladding criteria. M-3X4 a Wind: 140 mph, h=19.8ft, TODL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Ui x'1, load duration factor=l.6, Truss designed forwind loads , ®1,� in the plane of the truss only. I N o co o 1 o 2NCLIM SEWN M-3x6 I b b 2-00 2-00 ,<<, • c .0 PR OFFss ,o ��G I N F9 /4, • � `r i 89200PE 9r JOB NAME : 20830 GLOBAL LOT 3 WALNUT - GJ1 • Scale: 0.6895 JI WARNINGS: GENERAL NOTES. unless otherwise noted: I\ Trus:� GJ]- 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 v-y� 4,OREGONnd Warnings before construction commence building component Applicability of design parameters and proper • 2.2x4 compression web bracing must be installed where shown w, incorporation of component is the responsibility of the building designer. wA 3.Additional temporary bracing to Insure stability during conslruclion2 Design assumes me top and bottom chords to be laterally braced at �O rf. 1 4 s n0` Pis the responsibility of the erector,Additional permanent bracing of 2'o.c.and at 10'0 c.respectively unless braced throughout their length by4DATE 9/19/201S Ina overall sRestore Is the responsibility of the building designer, continuous sheathing such as plywood sheathing(TC)and/or drywall(AD) V4.No load should be a lied to 4.2tinptbridging is thelatrel boning ry of the respe shown t a �' 1 �:://///;')7 S EQ.;: K 4 519 8 91 PP' any component until after Meting and 4.Installation of is me responsibility of 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, TRA1�S ID: LINK design loads be applied to any component ansae o^d condition"pruse. 5.CompuTms has m control over end assumes no responsibility for the 6.Design aasu mea full bearing at all supporO shown Shim or wedge if EXPIRES: 12-31-2019 fabrication,handing,shipment and installation of components. necessary. 6.This design a furnished subject to the limitations set forth by T.Design assumes adequate drainage is provided. April 20,20.I I • a Plates shall be beefed on both faces of truss,and placed so their center TPINVTCA In BCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. 7.6.8(10-E9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(i 10.For basic connector plate design values see ESR 1311,ESR-1986(Blink) This design prepared from comp,0 F input by Pacific Lumber and Truss-BC LUMEDR SPECIFICATIONS TRUSS SPAN 3'- 11.7" IEC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF k1513TR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF kl&BTR 1-2=( 0) 101 2-5=10) 0 2-3=(-605) 282 WEBS(: 2x4 DF STAND SPACED 29.0" O.C. 2-2=(-288) 019 LOADING �-9-( -58) 48 TC Lp'FERAL SUPPORT <- 12"00. 705. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PIF BC L TFRAL SUPPORT <- 12"OC. NON. CL ON BOTTOM CHORD - 10.0 PSF &FARING MAX VF.RT MAX HORZ BM; REQUIRED ERG AREA LETIAIS: 2-00-00 2-00-00 TOTAL LOAD - 42.0 PSF LOCATIONS RF,ACTIOn15 RF,ACTIONS SIZE .SQ.Ill. (SPECIES) 0'- 0.0" -122/ 4885 -16/ 155H 5.50" 0.78 DF ( 625) OVE RNANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 155 0/ OH 5.50" 0.03 DF ( 825) 3'- 11.7" -53/ 113V 0/ OH 1.50" 0.18 DF ( 825) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (PROVIDE FULL BEARING;Jts:2,5,4 I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = 0.040" @ -2'- 0.0" Allowed = 0.200" 3-11-11 MAX TL CREEP DFFL - -0.046" 2 -2'- 0.0" Allowed - 0.267" MAX TC PANEL LL DPFL - -0.003" 2 1'- 4.2" Allowed - 0.127" MAX TC PANEL TL DEFL - -0.002" @ 1'- 3.3" Allowed - 0.191" 12 6.00 MAX HORIZ. LL DE°L = -0.015" @ 3'- 10.9" MAX HORIZ. TL DEE', = -0.015" 5 3'- 10.9" 4 C Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.361, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x4 Truss designed for wind loads 3 in the plane of the truss only. P I d9 1 • Ji O O 1�f I AMEN 5 04.3MM I 1 M-3x6 I I I L y i 2-00 2-00 1-11-11 �,( O PRop ,,co, �c�GlNE9� D `Z 89200PE 9 JONAME : 20830 GLOBAL LOT 3 WALNUT - GJ2 3 Sca 1e: 0.6279 ���'�""------.� WARNINGS: GENERAL NOTES, unless otherwise noted: © 7�••/ T L U S: GJ2 Builder end emotion contractor should be advised of all General Notes This design Is based only upon the parameters shown and is top an enindividual ,,OREGON end Warnings before construction canmences. building compont Applicability of design parameters and proper R w 2x4 compression web bracing must be installed where shown.. incorporation of component In the responsibility of the balding designer. W 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chords to be laterally braced al L<O 9 k 14, 4, ^0 � 2. 1 is the responsibility of the erector.Addilional permanent bracing of 2'o.c.and at 10'oe.respectively unless braced throughout their length by r •` DATE 4/19/2018 the overall...lure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)end/or drywall(BC) h (� 3.2x Impact bridging or lateral bracing required where shown+. 4 .K1 /R R Z�� ?J SEQ. : K4 519 8 9 2 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is Me responsibility of the respective contractor. (` fasteners are complete and at no lime should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRAMS ID: LINK design loads be applied to any component. and are for"dry wndaion-o!use. 5.CompuTrus has no control over and assumes no responsibility for the 6.DeLigsn assumes tun bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication.handing,shipment and installation of components. ne se d. 6.This design is furnished subject to the limitations set forth by 0.Plates assumes caed en drainage Io truss, April 20,2018 8.Plates shall be located on both faces of truss,and paced Sc their center TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTms Software 7.6.8(111-E9.DS.indicate size of plate in inches. 10.For basic connector plain design values see ESR-1311,ESR-1988(M(Tek) 1 This design prepared from computer input by J Pacific Lumber and Truss-BC LUMBR SPECIFICATIONS TRUSS SPAN 5'- 9.9" TC: 204 DF t16BTR IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 I. LOAD DURATION INCREASE = 1.15 1-2=( !)) 101 2-5=10) 0 2-3=(-010) 259 _ BC: 2x4 DF Kl&BTR SPACED 29.0" O.C. WEBSI 2x4 DF2-3=(-286) 516 STAND LOADING 7-4-( -77) 07 TC L TFRAL SUPPORT <- 12"0C. UDE. LL( 25.0)-DL( 7.0) ON TOP CHORD - 32.0 PSF BC L TFRAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HOTS BAG REQUIRED BRG AREA LFTINS: 2-00-00 2-00-00 TOTAL LOAD - 42.0 PSF LOCAII0.0 RFACTIO52 7FACPIONS SIZE .5,51 (SPRCIE S) 0'- 0.0" -123/ 505V -22/ 128H 5.50" 0.51 DF ( 625) OVERh AN GS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 DF ( 625) 5'- 4,9" -75/ 159V 0/ OH 1.50" 0.25 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP PROVIDE FULL BEARING;Jts:2,5,9 AND BOTTOM CFORD LIVE LOADS ACE NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/155 MAX LL DEFL = 0.040" 1 - 0.0" Allowed = 0.200" 5-04-15 MAX TL CR0FP DEFL - -0.046" z -2'- 0.0" Allowed - 0.267" MAX LL DEFL - 0.000" 3 0'- 5.5" Allowed - 0.054" MAX TC PANEL TL DEFL - -0.003" A 0'- 11.9" Allowed - 0.191" 12 6.00 V MAX HORI0. LL DEFL = -0.041" 5 5'- 4.2" 4 -/ MAX HOPIS. TL DEFL = -0.039" Ca 5'- 4.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7f t, TCDL=4.2,BCDL=6.0, ASCE 7-10, (ASS Heights), Enclosed, Cat.2, Exp.B, MWFPS(Di:), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. no M-3x9 0 3 , c 0 M gioiiiglir Ilik f NIM O • O F 2�� g y I M-3x6 I I I 1 b Y 2-00 2-00 3-04-15 -‹(5° PRQ � �NGINEF9 `r/0 `� :9200PE vr- JOB NAME : 20830 GLOBAL LOT 3 WALNUT - GJ3 • Scale: 0..5927 '`Y °1111.1111111�',i.,„ WARNINGS: GENERAL NOTES, unless otherwise noted: 4 TrusCiJ 3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7G ",OREGON 4/lid Warnings before construction commences. building component.Applicability of design parameters and proper 2.284 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �r 3.Additional temporary bracing to Insure stability during construction 2' .c.2.Design assumes the[op and bottom chords to be laterally braced al �°` �� is the responsibility of the erector.Additional permanent bracing of Oand at 1Boo respectively unless braced throughout m1 their length by /O ,4• DATE 9/19/2018 the overdo sYUCXpB is mares continuous sheathing such as plywood sheathing(TC)andlor drywell(CC) poncoe,p a the building designer. 3. Impact bridging or lateral bracing required the respe shownco a SFR R I LL SEQ. : K 4 5 1 9 8 9 3 4.No load should be applied to any component until after all bracing and 4.Installation of hush is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosion environment, TRANS ID: LINK design loads be applied to any component dna are for"drypondaion"orae. 5.CompuTrus has no control over and assumes no responsibility for the fi.Designaaaapmes fell nearing at all supports shown.shim or wedge If EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necesry 7.Design assumes aedon drainage is trusised. n April 20,2018 fi.This design is furnished subject to the limitations set forth by g,Plates shall be located on both faces of truss,and placed so their center TPIh0TCA a BCSI,copies of which will be furnished upon request. inns coincide with joint center lines. 9.Digits indicate size of plate in inches. • MiTek USA,Inc./CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared free computer input by Pacific Lumber and Trsse-BC LUMBE`2 SPEC-FICATIONS 11I CORNER RAPTOR LOAD DURATION INCREASE = 1.15 CHORDS: LOADING TC 2$4 DC 41513T3 TOP CHORD LL + DL = 32.0 PST 2056 Di' b15BTR 2 9.24 f M-5x8 M-3x6 , �� M-3x8 0 o provide support @ 48"o.c. 4-10-10 x 1 b b 3-01-08 2-09-15 .<.( O Or4. `rte :92.OPE yr JOi3 NAME : 20830 GLOBAL LOT 3 WALNUT - GR 4140011t/f,!' Scale: 0.8450 WARNINGS: GENERAL NOTES, unless otherwise noted: O Q • 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Trus: GR c commences. building component. I' bill of �� OREGON 4� and Warnings before construction g cont App Ica y o design parameters and proper 2.Add compression web bracing must be installed where shown h. incorporation of component is the responsibility of the building designer. aq � 3.Atltlilional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '� -7 Y 1 is the responsibilityof the erector.Additional permanent brecing of 2"o.c.and at 10'o c.respectively unless braced throughout their length by 4s w DATE: 4/20/2018 the events sm,cwre is me res r conuneous sneammg such as plywood snealnmg(1G)enmor drywall(Bcj {JV+ ponsibilily of the building desi9ne. 3.2z lmpad bridging or lateral bracing required where shown.* ��R R 1 LL SEQ K4 5 0 9 8 9 4 4.No loatl should be applied 10 any component until eller all bracing end 4.Installation of truss is Me responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 6.Design assumes busses are to 6e used Ina non-corrosive environment, TRA S I D: LINK design loads be applied to any component. and are f«"dry condition"of use. ❑ ( Q 0 6.CompuTrus heb no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown Shim or wedge 17 EXP I RES: 1 2141 1-201 9 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. April prl I �O,rLg0 O p i6.This design Is furnished subject to the limitations set forth by /1 B.Plates shall be located on both faces of buss,and placed so their center i TPIMRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR.1988(MiTekj I I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBF�R SPECIFICATIONS 20-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4AR/GDF/Cg=1.00 TC: ll 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 101 2- 8=(-569) 2335 8- 3=1 -6') 670 -' 1 BC: 2x6 DF SS 2- 3=(-2766) 758 8 9=(-935) 2866 8- 4=1-645) 452 WEBS. 284 DF STAND LOADING 3- 4=(-2335) 683 9- 6=(-565) 2335 4- 9=(-645) 452 LL = 25 PSF Ground Snow (Pg) 4- 5=(-2335) 683 - 5=( -63) 670 TC L TFRAL SUPPORT <- 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6-(-2766) 7,58 / BC L TONAL SUPPORT 0- 12"0C. UON, TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 6'- 0.0" TO 14'- 0.0" V 6- 7-( 0) 101 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 14'- 0.0" TO 20'- 0.0" V _ BC UNIF LL( 0.0)+DL( 90.0)- 90.0 PLF 0'- 0.0" TO 20'- 0.0" V NOTE: 284 BRACING .AT 29"OC HON. FOR BEARING MAX VERT MAX HOR.Z BRG REQUIRED BRG AREA. ALL LAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 14'- 0.0" 0'- 0,0" -470/ 1944V -68/ SSH 5.50" 2.95 DF ( 625) 20'- 0.0" -470/ 1094V 0/ OH 5.50" 2.95 IF ( 625) OVER .NGS: 24.0" 24.0" LIMITED STORAGE DOES NOT APPLY DUE TO TEE SPATIAL REQO-REMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc 5pacinq. BOTTOM CHORD CHECKED FOR 10PSL LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1S0 MAX LL DELL = 0.040" @ -2'- 0.0" Attowel = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DELL = -0.076" @ 10'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.172" @ 10'- 0.0" Allowed = 1.272" MAX LL DEFL = 0.040" @ 22'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 22'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.023" 0 19'- 6.5" MAX HORIZ. TL DE'L = 0.039" 2 19'9 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCLL-4.2,BCDL-6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Rxp.B, MIFRS(Dir), load duration factor=1.6, 5-11-11 8-00-10 5-11-11 Truss designed for wind loads T 4' Q 1' in the plane of the truss only. 5-11-11 4-00-05 9-00-05 5-11-11 T +320(0 ' 43209 f 12 8.00 7 M-5x6 M-5x6 12 M-3x4 6.00 III ` M-4x6 AIIIIIIIggaillIllIllIllihhhhh M-9x6 m '` f m o _ 1 r g 9 �o --,6oo M-3x4 M-3x4 ), ), Ep PR OFF 5-08-08 8-07 5-08-08 2 00 z oo .S��NGINF • /4 z0-00 i� 2 `r 89200PE v� JO$ NAME : 20830 GLOBAL LOT 3 WALNUT - K1 ��- Scale: 0.2928 ...-4.__ �" WARNINGS: GENERAL NOTES, unless otherwise noted: li Ct. Truss: K I 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual - 4,OREGON 4/ and Warnings before construction commences. building component Applicability of design parameters and proper v OREGON iv. 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 20♦ �/` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be Mime braced al <0 q Y i 4, • 's the responsidily of the erector.Additional permanent bracing of 2'o.c.and at 10'o c.respectively unless braced throughout their length by (� DATE 9/19/2018 me overallstructure is the responsibility f the building designs continuous sheathing such as plywood sheathing(TC)andlor drywall(Bc) `_ ponsi y o 3.2z Impact bodging orlateral bracing required where stwwn+• ���r� �� SEQ.1 : K 4 51 9 8 9 5 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. `Ml ,,I, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRACH S I D: LINK design loads be applied to any component) and are for•dry condition"or use. 5.CompaTms has no cronlrol over and assumes no responsibility for the 6.Design assumes Nil bearing at all supports shown.Shim or wedge if EXPI RES: 12-31-2019 fabrication.handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth by P.RDates assumes adequate drainage is truss, a ^pr�12�r^O I 8.Plates shall be located se both faces of huss,and placed so their center H L -I TPUWICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc.ICompuTrus Software 7.6.8(10-E 9.Digits indicate size or plate in inches. 10.For basic connector dale design values see ESR'1311,ESR'1988(MI Tek) 1 'This design prepared from cempeter input by Pacific Lumber and Tress-BC LOMB R SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2015 MAX MEMBER FORCES 4'AR/GDF/iq=1.00 TC: 2x9 DF hl&BTR LOAD DURATION INCREASE = 1.15 l3-_ 101 2--C=(-250) 1C40 10- 3=( -45) 304 BC: 2xh DF :'S SPACED 24.0" O.C. L - WEBS 204 DF STANS 2- -128910 10--1=(-956) 1291 10- 1=(-294) 24^3- 0 11- 9=(-i06) 1048 5-11=(-294) 249LOADING 405 11- 7=( -45) 393 TC L TFRAL SUPPORT <- 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSP 5- 7-(-1U43) 406 BC L TFRAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - C.0 PSK - 7-( 0) 0 TOTAL LOAD - 42.0 PSF 7- '-(-1284) 410 3- 9-( 0) 101 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) ALL 'LAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF =BC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVER AHSS: 24.0" 24.0" 0'- 0.0" -201/ 1068V -66/ 68H 5.50" 1.71 DF ( 625) BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP 20'- 0.0" -201/ 1068V 0/ OH 5.50" 1.71 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) upl5 0 al 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/I80 MAX LL DEFL = 0.040" @ -2'- 0.C. Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.C. Allowed = 0.267" MAX LL DEFL = 0.034" @ 6'- 0.C. Allowed = 0.954" MAX TL CREEP DEFL = -0.07:" 2 10'- 0.C. Allowed = 1.272" MAX LL DFFL - 0,040" 9 22'- 0.C. Allowed - 0.2')0" MAX TL CREEP DFFL - -0.046" 9 22'- 0.C" Allowed - 0.267" MAX HORIZ. LL 000L - 0.010" 9 19'- 5.5" MAX HORIZ. TL DEFL = 0,017" @ 19'- 1.5" 7-11-11 4-00-10 7-11-11 Design conforms to main windferce-resisting T T T T system and components and cladding criteria. 5-08-08 2-03-03 2-00-05 2-00-05 2-03-03 5-08-08 f f f f T l' 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, 6-OD 6-00 fTruss designed for wind loads q o in the plane of the truss only. 12 12 5.0" M-4x6 M-4x6 De.00 M-3x4 IN M-3x6 M-3x6 co 00614 um um 11,41114 co 0 0 2 '-. 10 11 m-m8 -,„8„,,, �o M-3x4 M-3x4 i > y 4' ��p PROFF 5-08-08 8-07S-OS-08 y 2-00 20-00 2-00 I �5K� GINE- 5v6 /0 4.4:' 89200PE 9r JOB NAME : 20830 GLOBAL LOT 3 WALNUT - K2 /e Scale: 0.2928 WARNINGS: GENERAL NOTES, unless otherwise noted: �' 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 7� 4"OREGON Truss: K2 and Warnings before construct.commences. building component.Applicability of design parameters and pro 44/ tin poroma par A" 2.2x4 compression web bracing must be Installed where shown 4. incorporation of component is the responsibility of the building designer. J {7c 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al �O '7 y/ 1f 20 �+.L is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'oc.respectively unless braced throughout their length by (/ r DATE: 4/19/2018 the overall structure is the responsibility f the building desi continuous sheathing such as plywood sheathing(TC)andror drywa ABC) h ponsi y o q goer. 3.2x Impact bridging or lateral bracing required where shown i SEQ. : K4 519 8 9 6 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. jy{r fasteners are complete and at no lime should any loads greater than 5.Design assumes busses 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.Com puTru6 hes no control over and assumes no responsibility for the 6.Design assumes tut bearing at all supports shown.Shim or wedge if EXPIRES.. 12-31-2019 necessary. Third design igniatarnisng,shipment ecttot the atMn attens components. 8. tessn adequatedrainage ispress,a. April 20,201 V 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 Y TPINOTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • 9.Digits indicate size of plate In inches. I MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LJMB R SPECIFICATIONS 8-11-00 H=P SETBACK 9-00-00 FROM ENP WALL TC: 204 DF k100TR IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.30 = LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 101 2- 7=(-45) 591 7- 3=1 -63) 161 BC: 12x6 DF SS WEBS 2x4 DF STAND 3=(-747) 124 7- 8=(-55) 587 7- 4=(-127) 133 LOADING '- 4=(-591) 183 8- 5=(-53) 592 4- 8=) 0) 113 LL = 25 PSF Ground Snow (Pg) 4- 5=(-749) 124 TC LATERAL SUPPORT <- 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)- 64.0 PLF 0'- 0.0" TO 4'- 0.0" V BC LATERAL SUPPORT <- 12"OC. UON, TC UNIF LL( 75.0)+DL( 21.0)- 513.0 PLF 9'- 0,0" TO 9'- 11.7" V 5- °-( 3) 101 TC UNIF LL( 50.0)+DL( 19.0)- 64.0 PLF 4'- 11.0" TO 8'- 11.0" V • BC UNIF LL( 0.0)+DL( 30.0)- 30,0 PLF V- 0.0" TO (i'- 11.1" V BEARING MAX VERT MAX 0007. BRG REQUIRED BRS AREA NOTE 2x4 BRACING AT 24"0C UON. FOR ALL TLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.I1\. (SPECIES) ____- TC C01yC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 9'- 0,0" o'- 1.0" {67/ 790V -45/ 4511 5.51" 1.20 DF ( 625) TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 11.0" B'- 11.0" -167/ 790V 0/ OH 5.5:7" 1.26 DF ( 625) OV000 A.N GS: 24,0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "no spacing. BOTTOM CHORD CHECKED FOR 10PS5 LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/130 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.040" a -2'- 0.0" Allowed = 0,200" MAX TL CREEP C-EFL = -0.046" 2 -2'- O.C. Allowed = 0.267" MAX LL TEFL = -0.009" 4'- 0,0" Allowed = 0,40.0" MAX TL CREEP DEFL = -0.018" @ 4'- 11.." Allowed = 0.533" MAX LL DEFL = 0.040" @ 10'- 11.7" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ l0'- 11.7" Allowed - 0.257" MAX HORIZ. LL DEFL = 0.002" @ 8'- 5.5" MAXBORIS. TL DEFL = o.004" @ 9,- 5.5" 3-11-11 0-11-10 3-11-11 _2 ir128# 4128# 1' 12 Design conforms to main windferce-resisting 0.00 Q 6.00 system and components and cladding criteria. M-4x6 .,:14-6x6 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load dura Lion factor-1,6, Truss designed for wind kraits n the plane of the truss only. M-3x6 M-3x6 0 0 1 0 xo i g 5 M-3x4 M-1"5x3 • • • J, y y )' i 3-08-08 1-07-12 3-06-12 y y 2-00 8-11 y L sk�p PROF 2 00 C 74tN4\:9200PE r JO13 NAME : 20830 GLOBAL LOT 3 WALNUT - L1 • Scale: 0.5009 t WARNINGS: GENERAL NOTES, unless otherwise nosed: O T T ll s: Ll -Component. 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 �� 4,OREGON w 1(/ and Warnings before construction commences, building ponent.Applicability of design parameters and proper - i2.224 compression web bracing must be installed where shown t. incorporation of component is the responsibility of the building designer. l�N l 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to bei las /O tly braced at o0 ` �4 is the responsibility of the erecta.Additional permanent bracing of z o.c.and at 10'0.c.respectively unless braced throughout their length by 14, (r DATE) 4/19/2018 structure overallstructure is the res continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). ex ponsidility of the building designer. 3.2x Impact bridging or lateral bracing required where shown t ili ' i� RIO ,O( S EQ i : K 4 519• 8 9 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. H {/ v fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRAPS I D: LINK design loads be applied to any component. and are for"dry condition"of use. S.CampuTrus has tiro control over and assumes no responsibility for the 6.Deslgnassumes tun bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment rn ent and installation of copenents. ase ry. 6.This design is furnished subject to the limitations set forth by T.Design assumes be edo on drainage is rusided April 20,2018 8.Plates shall located e both faces of truss,and placetl so their censer TPIMlTCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. MITek USA,InCJCompuTrus Software 7.6.8(10-E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LOMB R SPECIFICATIONS TRUSS SPAN 8'- 11.0" IBC 20_5 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF ✓<1kBTR LOAD DURP.TION INCREASE = 1.15 ) 0) 101 2- 8=(-1,9) 272 2- 3=(-767) 359 _ �_ BEt I 2x4 DF dl&BTF SPACED 29.C" O.C. 1 518 b 6=(-19) 272 6- 9=( 0) 191 WEBS 2X4 DF STAND 3- 4=(-344) 71 5- 6=1-757) 359 LOADING 4- 5=(-344) 72 TC L TERAL SUPPORT <- 12"OC. UOD. LL( 2.5,0)+DL( 7.0) ON TOP CFORD - 32.0 PS- 5- 6-(-237) 515 BC L TFRAL SUPPORT <- 12"0C. UON, DL ON BOTTOM CFORD- 10.0 PS, 6- 7-( 0) 101 TOTAL LOAD - 92.0 PS, LETI S: _-CG-00 2-00-00 LL = 25 PSF Ground Snow (Py) BEARING MAX VE P.T MAX BOND ARC REQUIRED BRG AREA OVER NGS: 24.0" 24.0" LOCATIONS REACTION, 3EACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE PO THE SPAT=AL o'- U.o" -_C1/ 6o2V -53/ 53H 5.50" 0,9" DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. n - 11.0" -_:;1/ "OIV 0/ OH 5.5::" 1.90 DF ( 525) BOTTOM CHORD CHECKED FOR _OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Desitin checked for net 5 J (- psf) uplift at 29 The spacing. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL = 0.040" 9 -2'- 0.0" Allowed = 0.200" MAX TL CREEP SETS = -0.044" 9 -2'- 0.3" Allowed = 0.247" MAX LL DEFL = 0.032" @ 7'- 2.F" Allowed = 0.400" MAX TL CREEP DEFL = -0.045" @ 4'- 5.5" Allowed = 0.533" 4-05-08 4-05-08 MAX LL DEFL = 0.040" @ 10'- 11.3" Allowed = 0.200" T f T MAX TL CREEP DEFL = -0.046" @ 10'- 11.0" Allowed = 0.267" 1-10 / 2-07-08 2-07-08 1-10 MAX HORIZ. LL DEES = 0.002" @ e'- 5,5" 12 f f f MAX HORIZ. TL DESS = 0.003" @ 8'- 5.5" I IM-4x4 2 6.0e I/ Q 6.00 Design conforms to main windforce-resisting 9 4.0 sysl.em and components and cladding Irk Leria. Wind) 140 mph, h-1514., TCDL-4,2,BCDL-6,0, ASCE. 7-10, (All Heights), FncloseCl, CaL.2, Fxp.6, MPo'FRS(Di r), load duration factor=1.6, Truss designed for '.wind loads in the plane of the truss only. M-3x4 1.1 M-3x4 3 411, co o o 0 o 1 I II 2�'` fi 2-<-c 1 M-3x6 M-1.5x3 M-3x6 • i, 4-05-08 { y y 4-05-08 2-00 8 11 K��EO P R OP4-.0 ), z oo , 0NGINE.4 �/-, 9 2 '920P v� JOt NAME : 20830 GLOBAL LOT 3 WALNUT - L2 411P • i Scale: 0.5003 -�„ WARNINGS: GENERAL NOTES, unless otherwise noted: �'^1 j}., Trus: L2 I.Builder and erection contractor should be advised of all General Notes 1.This design is based only neon the parameters shown and is for an individual '10CC0REGON L(/ and Warnings before construction commences. building component.Applicability of design parameters and proper w- 2.2x4 compression web brecing must be installed where shown*. incorporation of component is the responsibility of the building designer. Aµ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O q / 2Q` �4 Is the responsibify of the erector,Additional permanent bracing f 7 o.c.and at 10'o.c.respectively unless braced throughout Meir length by t DATE 4/19/2018 the overall swce,ra is me res g p continuous sheathing such as plywood sheathing(TC)endfor dywan(ec). Q 5 responsibility neat building designer. 4.In Impact bridging is the boning required respective shown a iRR I�� S E �: K 4 19 8 9 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is Ina 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, TRA4S I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompnTrus has no control over end assumes no responsibility for the 6.Design assumes toll bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 teheoalioe,handling,shipment necessary. .l Erg pmanl and installation of components.by s. 7.Design assumes adequate drainage is provided. Aptiff 20,2018 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 TPIPWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc.7CompuTrus Software 7.6.8(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,EIN-1988(MiTek) Milline This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBrA SPECIFICATIONS TRUSS SPAN 20'- p,0" TC: 2x4 DF AIABTR IBC 2015 MAX MEMBER FORCES 4107R/GDF/Cg=1.00 LOAD DURATION INCREASE = 1.15 - - 2=1 0) 101 2-_;=(-177) 934 2- !=(-15N,8) 596 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2- 3=( -277) 515 10- 8=(-211) 934 4-10=( -209) 220 3- 9=(-1125) 29 10- 5=( -22) 451 LOADING 4- 5=( -915) 202 10- 6=( -2094 220 TC TFRAL SUPPORT <- 12"013. UON, LL( 25.13)+DL( 7.0) ON TOP CHORD 32.1 PSF BC TF.RAL SUPPORT <- 12"00. UON. - 5- E-( -915) 202 7 6-(-150 e) 540 DL ON BOTTOM CHORD - 10.0 PIE n- 7-(-1125) 29 F'. TOTAL LOAD - 42,1 PSF 7- '-( -207) 515 LFII S: 2-' I 2-00-00 3- 9-( 0) 101 OVER ANGS: 24.0" 24,0" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORS BRG REQUIRED ERG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTION." REACTIONS SIZE SO.IN. (SPECIES) 0'- .0.0" -_31/ 1068V -111/ 111H 5.50" 1.71 DF ( 6251 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20'- 0.0" -101/ 1068V 0/ OH 5.50" 1.71 DF ( 625) AND BOTTOM CHORD L=VE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 put) 05111L at_ 24 "no spacing. VERTICAL DEFLECTION LIMITS: LL=L/2413, TL=L/180 MAX LL DEFL = 0.040" @ -2'- Allowed = 0.290" MAX TL CREEP DEFL = -0.045" @ - - 0.C. Allowed = 0.267" MAX LL DEFL = -0.068" 9 10'- Allowed = 0.954" MAX TL CREEP DEFL = -0.176" @ 10'- .. i.0 Allowed = 1.272" I r MAX LL DEFL - 0.040" a 22'- 0.C" Allowed - 0.201" MAX TL CREEP DEFL - -0.044" 0 22'- Allowed - 0.267" MAX HORIZ. LL DE,L - 0.014" @ 19'- 6.5" 10-00 MAX HORIZ. TL DEFL = 0.023" 0 19'- n.5" 10-00 1-10 3-02 5-00 f5-00 3-02 1-10 Design conforms to main aree-resisting T f f f" system and components andd cladding criteria. 12 5.00 IIM-4x4 12 Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 5 .F-,{ Truss designed for wind Loads_ 1444144in the plane of the truss only. • M-1.5x3 M-1.5x3 %M-4x4 -S-':M-4x4 1 4,10 4. p NM y� ll o 1 :<a -/o M-3x6 M-3x8 M-3x6 y y 10-00 y <''C' (.961 z-oo 20-00 to 00 �Co �GIN4. /0 2-00 ,� 1" `r :9200PE I J015. NAME : 20830 GLOBAL LOT 3 WALNUT - K3 Scale: 0.2578 ''t4 "-""v tr WARNINGS: GENERAL NOTES, unless otherwise noted: Q 1.Tru s: K 3 Builder end erection contra for should be ativi ed of all General Notes This design is based only upon the parameters shown and is for an individual 7• OI IGGO and Warnings before construction commences. building component Applicability of design parameters and proper L 2.2x4 compression web bracing mull be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '0 './)- 1 4 f 2 �4 Is the responsibility of the erector.Additional permanent bracing of 2'o.p.and at 10'O.c.respectively unless braced(i t)a out melt length by DATE 4/19/2018 Be overall slrvoaee is the responsibility o(Iho building designer. continuous sheathing such as plywood sheat where)andfor drywa)(BC) el a. No load should be applied to 3.2x Impact bodging orlateralbracing required where shown v. �^ � `/ SEQ : K 4 51 9 8 9 9any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '/KI fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRA S I D: L I N K design loads be applied to any component. and are for"dry condition"o!use. [] 5.CompuTrua hes no control over and assumes no responsibility for the fi.Design aaeonno fell bearing er all supporta Shown.Shim or wedge R EXF�I RES: 2-31-201 9 fabrication,handling,shipment end installation of components. necessary. g,shi 7.Design assumes adequate drainage is provided. fi.This design is famished subject to the limitations set form H by 8.Plates shall be located on both faces of truss.and placed so their center April 20,2018 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • Kink USA,Inc./Compu7rus Software 7.6.8(11)-E 9.Digits indicate sae of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(Mirek) This design prepared from computer input by Pacific Lumber and Trssa-BC 1 LUMBE SPECIFICATIONS TRUSS SPAN 4'- 0,0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/C3 1.0"1 TO: 12x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 101 2-5=(0) 0 2-3=(-627) 338 ' BC: 2x4 DF 41&BTR SPACED 24.0" O.C. 2-3=(-281) 50C WEBS: 2x4 OF STAND 3-4=( -8E) 40 LOADING TC LAtF�RAL SUPPORT <- 12"0C. UON. LL( 2.8.0)+DL( 7.0) ON TOP CFORD- 32.0 PS, BC LA FRAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CFORD - 10.0 Pc, BEARING MAX VERT MAX HOR7. BRG REQUIRED ERG AREA I TOTAL LOAD 42.0 PS' LOCATIONS REACTIONS ZFACTION.S SIPF SO,IN. (SPECIES) LFTIN is 2-00-00 2-00-00 0'- 0.0" -125/ 580V -8/ 65H 5.58" 0,33 DF ( 625) ' LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -"33/ 46V 0/ OH 1.5C" 0.07 OF ( 625) OVERHANGS: 24.0" 0.0" 0/ 38V O/ OH 5.5"" 0.06 SF ( 625) LIMITED STORAGE DOES NOT APPLY DUE PO THE SPAT:AL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARING;Jts:2,3,5 BOTTOM CHOSD CHECKED FOR =OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 MAX LL DEFL = 0.040" @ -2'- 0.2 Allowed = 0,200" A MAX TL CREEP DEFL - -6.046" r -2'- 0,C. Allowed - 0.267" MAX LL DEFL - 0.000" r 0'- 0.0. Allowed - 0.078" MAX TC PANEL LL DEFL - 0.002" 0 1'- 0.3" Allowed - 0.127" 12 MAX TC PANEL TL DEFL - -0.002" @ 0'- 11.9" Allowed - 0.191" 6.00 MAX BC PANEL TL DEFL = -0.007" @ 2'- 1.4" Allowed = 0.199" MAX HORIZ. LL DEFL = -0,003" L^ 1'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 1'- 10.9" Design conforms to main windforce-resisting IM-3x4 system and components and cladding criteria. • Wind: 140 mph, 11=15ft, TCDL=4.2,BCDL=4.0, ASCE 7-10, (AID ((eights), Enclosed, Cat.2, Cxp.B, MWFRS(Dir), ° load duration factor=1.6, g1011ij11 a. Truss designed for wind loads in the plane of the truss only. (--- 2- o • oz 1111 2110-=.41_ MEW M-3x6 i I I Y 2-00 4-00 ���°9 PROFFS � �NG�N F9 `r�0 2 `�� :9200PE r JO1 NAME : 20830 GLOBAL LOT 3 WALNUT - LJl 11/ !!n : ___, Scale: 0.6925 I WARNINGS: GENERAL NOTES, unless otherwise noted: C3 Cr p T r U S LJ1 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 yG 4/OREGON 4/ and Warnings before construction commences. building component.Applicability of design parameters and proper A. 2.2x4 compression web bracing must be installed where shown 5. incorporelion M component a the responsibility of the building designer. �J 2ad� +� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �/\ -T r' 1 Is the responsibifry of the erecta-.Additional permanent bracing of 2Zoo and at 10'o c.respectively unless braced throughout their length by Lj ` L,F s DATE t 4/19/2018 continuous sheathing such as plywood sheathing(TC)andror drywan(BC) /11 . R R I L- the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where drown e e .S EQ 1 : K 4 5 1 9 9 0 0 4.No load should be applied to any component until ager 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 cusses are to be used in a non-corrosive environment, T RAi`I S 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 6.Design assumes lull bearing et all supports Shown.Shim or wedge If EXr[} I RES: 12-31-2019 fabrication,handling,shipment and installation eseary. ie lof components. 7.Design assumes adequate t drama is provided. April 20,20 8 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces drainage trruss,and placed so their center TPIryyTCA in BCS[,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA.InciCorepuTrus Software 7.6.S(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MI Tek) 1 is This design prepared from Computer input by Pacific Lumber and Truss-BC LUMBiR SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/CDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 t BC: 2x4 DF 5108TR1-2=( 0) 101 2-5=(0) 0 2-3=1-605) 282 WEB; 2x4 DF STAND SPACED 24.0" O.C. 2-3=(-288) 519 3-4=( -58) 48 LOADING TC L TER AL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC L TERAL SUPPORT <- 12"OC. 205. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORS. 010 REQUIRED ERG AREA TOTAL LOAD - 42.0 P15 LOCATIONS REACTIONS ZFAC PIONS SIZE SQ.IN. (SPECIES) LETT S: 2-00-00 2-00-00 0'- 0.0" -95/ 508V -15/ 975 5.50" 0.01 DO ( 625) LL = 25 PSF Grouno Snow (Pg) 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 DF ( 625) OVER ANGS: 24.0" 0.0" 3'- 11.7" -53/ 113V 0/ OH 1.50" 0.18 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP PROVICE FULL BEARING;Jts:2,5,4 AND BOTTOM CHORD LVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" a -2'- 0.0" Allowed = 0.200" 3-11-11 MAX TL CREEP DFFL - -0.046" 0 -2'- 0.0" Allowed - 0.267" V MAX LL DFFL - 0.031" a 1'- 8.4" Allowed - 0.154" MAX TL DFFL - 0.031" 0 1'- 8.4" Allowed - 0.206" 12 6.00 MAX HORDE. LL DEFL = -0.015" 0 3'- 10.9" MAX HORIZ. TL DEFL = -0,015" 6 3'- 10.9" 4 , Design conforms to main .,indfcrce-resisting ///,,, i system and components and cladding criteria. ,•, Wind: 140 mph, h-l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (Ail Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dic), load duration factor=1.6, M-3x4 Truss designed for wind loads 3 in the plane of the truss only. Nr r- 0 rV a- pilliIMISii r o m 21111.=810c� y 14-3x6 b b I 2-00 4-00 ' 90PRo1 �� \GINEF.5 `r/0 2 :9200PE 9v OB NAME : 20830 GLOBAL LOT 3 WALNUT - LJ2 Scale: 0.6278 !r......,,. . Air : WARNINGS: GENERAL NOTES, unless otherwise noted: O Cy„ Tru s: LJ2 Budder and ereebpn contractor should be advised of an General Notes This design is based only upon the parameters shown and is for an individual -yG ,�OREGON tvL end Warnings before construction commences, building component.Applicability of design parameters and proper w 2.2x4 compression respnpo web bracing must di installed where shown.. This design i of component is the responsibility sof hown building designer. W 3.Additional temporary bracing to Insure stability during construction 2-Design assumes me top and bottom chords t0 be laterally braced at A. �O a ^�� Is the responsihifly of the erector.Additional permanent bracing of 2'o.c.and aller no.respectively unless braced throughout their length by -(e DATE 4/19/2018 the overall structure is the responsibility of the building designer. continuous lisped ridging or such l b plywood aired in ere s andlor 0515, (BC) 3. Impact bridging or lateral bracing required where shown++ � •R R 1 O, S EQ K4 51 9 9 01 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibi(dy 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 environmenl, TRAMS I D: LINK design loads be applied to any component and are for"dry ond'9 on'or sae. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing stall supports shown.shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. necessary. 6.This design is furnished subjecl to the limitations set forth by 7.pDaten shallaabe located adequate drainagefis truss, andd. 120,20 8.Plates be on both faces of Imss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint denier lines. MITek USA,Inp.ICompuTrus Software 7.6.6(1 L)-E 9.Digits indicate sae of plate in inches. 1g.For basic connector plate design values see ESR-1311,ESR-1988(MiTeh) Thi, design prepared from computer input by 1 Pacific Lumber and Truss—BC LUMBd3 SPECIFICATIONS SIP CORNER RAFTER i CHORDS: LORD DURATION INCREASE = 1.15 LOADING TCX9 DF #1&BTR TOP CHORD LL + DL = 32.0 PSS x6 DF #1&BTR NI-5x8 / M-3x6d i� ,/ 12 ��/ j I 4.24 D M-3x6 l i M-3x6Oliiii 0-07 M-3x8 1111114r o o : X •c< c O PR°Pk', Co, . ...NGIN4.9 <2 3-01-08 2A 5 -19 89200PE r' JOB NAME : 20830 GLOBAL LOT 3 WALNUT — LR ,/ Scale: 0.4655 =� "'� WARNINGS: GENERAL NOTES, unless otherwise noted: O !S" T Tll S: LR 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 �G 41:d �OREGON / and Warnings before construction commences. building component.Applicability of design parameters and proper A_ 2.2x4 compression web bracing must be installed where shown incorporation of component is the responsibility of Be building designer. /J Vc t Crary g 2.Design assumes the top and bodom chorda[o be laterally braced al /6 '1' 14 y no� 3.Additional tam bracing to insure stability during construction 2'continuous and at 10'0.c.respectivelyureas braced throughout their length b is the responsibility of the erector.Additional permanent bracing of g g y DATE 4/20/2018 the overall slrvoNare is the responsibility f the building designer. continuous sheathing such as plywood sheathing(TC)andror drywe NBC, )))......... ponsi y o 3.20 Impact bodging or lateral bracing required where shown++ �� t l SEQ 1 : K4 51 9 9 0 2 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. {r�r 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, TRAMS ID- LINK design loads be appr,edtoanyemponera. and are for"dry cond'nion°ofuse. 5.CompuTrus has no control over and assumes no responsibility for the Design assumes toll bearing at all supports shown Sohn or wedge if EXPIRES: 12-3 1-2019 eseary. fabrication,in tar handing,shipment and installation of components. ms. T.Designqua drainage is provided. April 20,2018 6.This design is furnished subject to the limitations set forth by 8.Platesshallbe located on both faces of truss, placed so their center TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek LISA,trecdCOmpUTres Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LVMBR BPECIFICATIONS TRUSS SPAN 6'- 0.0" IEC 2015 MAX MEMBER FORCES 9WR./GDF/Cq=1.00 TC: t 2x9 DF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3=(-627) 338 BC: 2x4 DF N1&BTR SPACED 24.0" O.C. -3=(-251) SOP, WEBS 2x4 OF STAND 3-4=( -8 - 1) 48 LOADING TC L TERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 POP BC L TONAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSE BEARING MAX VRRT MAX DORE BRG REQUIRED ERG AREA LFII S. 2-00-00 2-00-00 TOTAL LOAD - 42.0 POE LOCALIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) ` 0'- 0.0" -113/ 6005 -S/ 690 5.50" 0.95 DF ( 625) LL = 25 PDF Gro-and Snow (Pg) 1'- 10.9" -183/ 46V 0/ OH 1.50" 0.07 DF ( 625) OVER ANGS: 24.0" 0.0" 6'- 0.0" 0/ 585 0/ OH 5.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,3,5 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM 08030 LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" 0 -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.046" 2 -2'- 0.0" Allowed - 0.267" MAX LL DEFL - 0.002" a 1'- 8.4" Allowed - 0.070" MAX LL DEFL - 0.000" e 0'- 0.0" Allowed - 0.178" MAX TC PANEL TL DEFL - -0.002" ? 0'- 11.9" Allowed - 0.191" 1-11-11 1' MAX BC PANEL TL DEFL = -0.053" @3'- 1.4" Allowed = 0.332" 12 MAX HORIZ. LL DEFL = -0.003" @ 1'- 10.9" MAX SCROD. TL CE_L = -0.003" 0 1'- 10.5" 6.00 Design conforms to main windfar-e-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor-1.6, .1111111111 Tress designed for wind loads n the plane of the truss only. PM P I o o 1 � O III• • • 2� EN5 M-3x6 b I I 2-00 6-00 ''(4.k0 PRQp ,mac VNG INFtr,9 /, 2 89200PE _< JOS NAME : 20830 GLOBAL LOT 3 WALNUT - KJ1 .1.,.4 ,/ e.„e :,,..._______..._, Scale: 0.6302 WARNINGS: GENERAL NOTES, unless otherwise noted: O ,Cr T rub s: KJ 1 ,.Builder and erection contractor should be advised o/all General Notes 1.This design is basad only upon the parameters shown and is for an individual "'f7� A OREGON �( and Warnings before construction commences. building component.Applicability of design parameters and proper (� w 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �r 1� [^ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced at iO 4)- •4, 2 3` �4 N. Is the raspansi6igly of the erecta.Additional permanent bracing of 2'o.c.and at 10'o c.respectively unless braced throughout their length by T 4 DATE: 4/19/2018 the overall slmeNra is the responsibility of the building designer. continuous sheathing such as plywood required where sand/or drywall(BG). 4.No load should he applied to any 3.2x Impact bridging or lateral bracing required where shown+4- SEQ. : M�PRO- DATE: 1 �� SEQ. : K4 519 9 0 3 PP y component until agar all brecing and 4.Installation of(mss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads beappli�edtoany component. and areror°d ondnionortse, 5.CampuTmhas no control over and assumes no responsibility for the 6.Design noires full bearing at all supports shown Shim or wedge if EXPIRES: 12-31-2019 fabrication,handW hi necessary. ng, pmenl and inslallalion of can forth by g . .Design assumes adequate drainage is provided. April 20,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate sae of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) l 'Chis deo ign prepared from computer input by Pacific Lumber and Truss-BC LOMB R SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF N151BTO LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3=(-605) 282 BC: 204 DF BOASTS SPACED 24.0" O.C. 2-3=(-288) 519 WEBS' 2x4 OF STAND 3-4=( -57) 48 _I LOADING TC LgTRRAL SUPPORT G- 12"OC. UOD. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC L TERAL SUPPORT G- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORX BRG REQUIRED BEG AREA TOTAL LOAD - 42,0 PSF LOCATIONS REACTIONS ?EACPIONS SI X.F. .0.I0. (SPECIES) LFTI S. 2-00-00 2-00-00 0'- 0.0" -83/ 5280 -15/ 570 5.50" 0.35 DF ( 525) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -81/ 113V 0/ OH 1.50" 0.18 DF ( 625) OVER NGS: 29.0" D.0" 6'- 0.0" 0/ 5SV 0/ OH 5.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,4,5 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for mer(-5 psf) uplift at 24 "cc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" 8 -2'- 0.0" Allowed = 0.200" MAX TL CREEP DFFL - -0.045" O -2'- 0.0" Allowed - 0.267" MAX LL DFFL - 0.024" z 1'- 8.4" Allowed - 0.170" 3-11-11 MAX TL CREEP DEFL - -0.030" a 1'- 8.4" Allowed - 0.226" T f MAX LL DEFL - 0.000" 'w 0'- 0.0" Allowed - 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 12 6.00 C77 MAX HORIO. LL DEFL = -0.013" @ 3'- 10.9" MAX HOP.IZ. TL DEFL - -0.014" 5 3'- 10.9" y Design conforms to main wrndforce-resisting system and components and cladding criteria. Wind( 140 mph, h=15f t, TCDL=4.2,ECDL=6.0, ASCD 7-10, (A11 heights), Enelcsed, Cat,2, Exp.B, MWERS(Dir), load -duration factor=1.6, M-3x4 Trans designed for wind loads On the plane of the truss only. I N 11011111111. • AWN • IN O 2�� KETEM5 M-3x6 y y b 2-00 6-00 ,��EO P R OpFss ��,, NGI NE /��i :9200PE v� JO!B NAME : 20830 GLOBAL LOT 3 WALNUT - KJ2 ,,® Scale: 0.6052 �� �""� ' WARNINGS: GENERAL NOTES, unless otherwise noted: 0 /1`• 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7� ,�OREGO N tK (/ Tru s: KJ2 and Warnings before construction commences. building component,Applicability f design App y o parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �j (��r 3.Additional temporary bradng to insure stability during construction 2.Design assumes the top and bottom chords to be Laterally braced at /O '7� 14 2-°\ CJ` �4 is the responsibility f the erector.Additional bracing p 7.0 c.and at 10'o c.respectively unless Orated throughout their length by (� DATd• 4/19/2018 capon yo permanentrs the overall sle sre is the responsibility of the buildingcontinuous sheathing such as plywood Ing(TC)and/or dryr✓all(BC). }� ponsi y designer. 3.2x Impact bSdging or lateral bracing required where shown« C t'] t 1 S E Q r • K 4 5 1 9 9 0 L} 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsiblllty of the respective contractor. ('7 L v' fasteners are complete and at no lime should any leads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are f« dry conditionor use. p (� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXf I RES: 12-31-2V 1 9 necessary. Thifabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ^y ri I x-y0'ry01 p 6.This design S furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /'��J L L O TPINVTCA in SCSI,copies of which will be furnished upon request. Inns coincide with joint center lines. 9.Digits indicate size orelate in inches. ' MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector date design values see ESR-1311,ESR-1988(MITek) l This design prepared from computer input by Pacific Lumber and Truss-BC I LUMBSPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cy=1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3=(-613) 249 BC: 2x4 DF COuBTR SPACED 24.0" O.C. 2-3=(-285) 514 WEBS:1 2x4 DF STAND 3-4=( -83) 77 LOADING TC LFRAL SUPPORT 0- 12"OC. 0017. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC L REAL SUPPORT <- 12"OC. 5017. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX POR7. BRG REQUIRED ERG ARRA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS 7FACPIONO SI7.E SQ.I17. (SPECIES) • LETI 2-00-00 2-00-00 0'- 0.0" -85/ 556v -22/ 125H 5.50" 0.89 DF ( 625) LL = 25 PSF Ground Snow (Pa) 5'- 9.2" 0/ 58V 0/ OH 5.50" 0.09 DF ( 625) OVER NGS: 24.0" 0.0" 5'- 11.7" -83/ 177V 0/ OH 1.50" 0.28 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEAFING;Jts:2,5,4 BOTTOM CHORD CHECKED FOR lOPSF L=VE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" 5-11-11 MAX TL CREEP DEFL - -0.045" a -2'- 0.0" Allowed - 0.267" MAX LL PEEL - 6.111" a 1'- 8.4" Allowed - 0.254" MAX TL CREEP DEFL - -0.125" @ 1'- 8.4" Allowed - 0.339" 12 _ MAX HORIZ. LL DEAL = -0.053" a 5'- 10.9" 6.00 MAX 8ORIZ. TL DEFL = -0.051" @ 5'- 10.9" XDesign coufofms to main ns ndforce-resisting 4.-84.-8sysle:e and components andcladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,000L=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dill, load duration factor=1.6, Tr.1ss designed for wind loads in the plane of the truss only. ti M-3x4 r 0 cm 0 co o o II 2 r 5---- i J, y y 2-00 6-00 �,eD PROFF-n 4 89200P .r.. zr1 J03 NAME : 20830 GLOBAL LOT 3 WALNUT - KJ3 Scale: 0.5002 L . / y WARNINGS: GENERAL NOTES, unless otherwise noted: O� /Y- Trus: K J 3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 7, 47 OREGON �(/ and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown 4. incorporation of component is the responsibility of the building designer. 2.°1\1)1 h� ��/� 3.Additional lemperery bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at V Zoo and at 10'0.G.respectively unless braced throughout their length by /O 14, N the responsibility of the erecta.Additional permanent bracing of continuous sheathing such as plywood sheathing(TG)end/or tlrywall(BC). DATE(: 4/19/2018 the overall slnxfure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 4 t � [] �lV' SEQ E : K 4 51 9 9 0 5 4.No load should be applied to any component until after ell bracing and 4.Installation of Puss is the responsibility of the respective contractor. n fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRAINS ID' LINK design loads be applied to any component and are for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handliis furnished shipment and installation of components. 7.Designs amen adequate drainage is provided. April 2 ,2018 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 TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. Kink USA,lnc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTeh) i I This design prepared from computer input, by Pacific Lumber and Truss-BC LUMBER SPECIFICATION: TRUSS SPAN 7'- 11.7" IEC 2015 MAX MEMBER FORCES 4W'R/GDF/Cq=1.00 TC: 2x4 DF UIOTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=10) 0 2-3=(-617) 196 ' BC: 2x4 DF AllBTR SPACED 24.0" 0.0. WEBS 2x4 DF STAND 3-4=(-14432)2-3=(-1515 ) 92 LOADING 4-5=( 68) 32 TC LATERAL SUPPORT G- 12"0C. UON. LL( 25,0)+9L( 7.0) ON TOP CHORD - 32.0 PST BC LITERAL SUPPORT <- 12"00. UON. DL ON BOTTOM CFORD - 10.0 PST TOTAL LOAD - 42.0 PST BEARING MAX VERT MAX HORBBC REQUIRED BA, AREA • LRTINS: 2-00-00 2-00-00 ➢,LOCATIONS REACTIONS -REACTIONS SIZE. SQ.IN. (SPECIES) ) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -57/ 545V -29/ 152H 5.50" 0.87 DF 625) OVERF ANGS: 24.0" 0.0" 5'- 9.2" 0/ 58V 0/ OH 5.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT=AL 5'- 11.2" -169/ 360V 0/ OH 1.50" 0.46 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'- 11.7" -23/ 35V 0/ OH 1.50" 0.06 DF ( 625) BOTTOM CHORD CHECKED FOR _OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,E,4,5 CONE. 2: Desinn checked for net(-5 nsf) upli`t at 24 oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" a -2'- 0.0" Allowed = 0.200" ( 7-11-11 MAX TL CREEP DEFL = -0.046" n 2'- 0.0" Allowed = 0,267" f MAX LL DEFL = 0.070" ' 1'- 8.4" Allowed = 0.254" MAX TL CREEP DEFL = -0.080" C 1'- 8.4" Allowed = 0.335" 12 ` MAX I IORIN. LL DELL = -0.035" 8 5'- 11.2" 6.00 MAX MORIN. TL DEFL = -0.011" : 5'- 11.2" Design conforms to main eindforo"-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Cxp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads sp in the plane of the truss only. 1 r sm v M-5x6 oawill, 0 Ill 2 � 616-11M y M-3x6 1 b J b Y 2-00 6-00 11 ���Ep PR puss �C�� �NGtNF'� /02 • JO NAME : 20830 GLOBAL LOT 3 WALNUT - KJ4 89200PE 9r Scale: 0.5029 .. 4,...._- WARNINGS: GENERAL NOTES, unless otherwise noted: O. Cy„ Trus: KJ4 ,. uilder and erection contractor should be advised of all General Notes ,.This design Is based only upon Lha parameters shown and is far an individual 7� OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper ty- • 2.2x4 compression web bracing mull be inslallad where shown+. incorporation of component Is the responsibility of the building designer. L A Vc 3.Additional temporary bracing b insure stability during cpnsbuclion 2.Design assumes the top and bottom chords to be laterally braced at ib '1)' I 1 nO` �1� i Is the responsibility of the erector.Additional permanent bracing of 2'0.c.and at 10'o c.respectively unless braced throughout their length by f L. r DATE R 4/19/2018 the overall struck.is the responsibility of the building designer. continuous2ximndgalhing such l b plywood aired here s andlor drywall(R11). 4.Ir Impact bodging'e hterel bracing required respective shown rt a A� �� SE4 J : K 4 rJ 19 9 0 6 J.No load should be applied to any component until alter all bracing and 4.Installation of buss is the responsibility of the respective conlraclor. •N, fasteners are complete end at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive enviranmenl, T RAO S 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 5.oesanassumes wllbearing atallsupports shown.Shim orwedge ir EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. ssary. p 8.Plateess shall be located6.This design is furnished subject to the limitations set forth by 7.Patassumes sed aton drainage age isprovided. April 20r208 led both faces of Truss,and placed so their center TPIANTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center nter lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9.Digits indicate size of plate In inches. 10.For basic connector pate design values see 808.1311,ESR-1988(MiTek) I • This design prepared from computer input by Pacific Lumber and Truss-BC i LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq='1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=10) 0 2-3=(-608) 155 BC: ;2x4 DF 41&BTR SPACED 24,0" 0.0. 2-3=(-287) 317 'EBS: j204 DF ;TANG '_-4=(-183) 93 I LOADING 4-5=( -77) 35 TO LA ER AL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PDF BC LA IPRAT, SUPPORT <- 12"0C. UON. IL ON BOTTOM CHORD - 10.0 PDF TOTAL LOAD - 42,0 PDF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA a LET IN•: 2-00-00 2-00-00 LOCATIONS REACTIONS ?FACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -39/ 590V -35/ 179H 5.50" 0.86 IF ( 625) OVERH'NGS: 24,0" 0.0" 5'- 9.2" 0/ 58V 0/ OH 5.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -979/ 381V 0/ OH 1.50" 0.49 DF ( 6251 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9'- 10.9" -38/ 105V 0/ 05 1.50" 0.17 DF ( 6251 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD L=VE LOADS ACT NON-CONCURRENTLY. [PROVIDE FULL BEARING;Jt;:2,by 4,5 [ [COND. 2: Design checked for net(-5 hot) uplift at 29 "oc spacing. [ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" 9 - - 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ - 0.0" Allowed - 0.267" 9-10-15 MAX LL DEFL = 0.067" i= 1'- 8.9" Allowed = 0.254" 9' 9' MAX TL CREEP DEFL = -0.078" @ 1'- 8.4" Allowed = 0.339" 5 -/ • MAX I IO RIG. LL DE7L = -0.039" @ 9'- 10.2" MAX HOPIS. TL DE,L = -0.066" C 9'- 10.2" 0 [ 12 Design conforms to main windforce-resisting 6.00 system and componentsand cladding criteria. Wind: 140 mph, h=15ft, TODL=4.2,BCDL=E,O, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.8, Truss designed for wind loads in the plane of the truss only. 0 o I r o r.I M-5x6 3 wt. Mr 2►�� 6►� 1 M-3x6 [ y )' J, (,e�E) PR°FFs 2-00 6-00 3-10-15 se,-; ; ‘ GINE F9 6 /04f :9200PE % JOB NAME : 20830 GLOBAL LOT 3 WALNUT - KJ5 -L "1 ?. . i SCale: 0.4367 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual OREGON tV� T rulS S: KJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper A, IX 2.2x4 compression b bracing t be Installed where shown*. incorporation of component IS the responsibility of the building designer. �(t pression we g mus 7 Design assumes the top and bottom chords to be laterally braced at L/O -9 y 14 V �' 3.Additional temporary bracing to insure stability during conslruction 70.4 and at 10'pc.respectively unless braced throughout their length by s /y is the responsibility of the erect«.Additional permanent bracing of Continuous sheaming such es plywootl shea[hing(TC)antl/or drywel951). �A p DAT 4/19/2018 the overall slreclura is the responsibilgy of the building designer. 3.2x Impact bodging or lateral bracing required where shown++ '�/ ��'1._\- SE K4 51 9 9 -� 4.No load should be applied loony component until after all bracing and 4.Installation of[mss is the responsibility of the respective contractor, fasteners are Complete and at no time should any loads greeter than 5.Design assumes busses are to be used In a non-corrosive environment, T R S I D: LINK design loads be applied to any component. 5 Oes are he"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the necessary.nssumes Poll bearing at all supports shown.shim or wedge If EXPIRES: 12-31-2019 fabrication,handing,shipment and installation of components. ho smen 7.Patgnassumes adedoneothifacesopmoo,a April 20,2018 B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TRI)RVTCA in BCSI,copies of which will be furnished upon request. •lines coincide with joint center lines. 9.Digits indicate sire of plate in inches. Mink USA,Inc./CompUTrus Software 7.6.8(1L)-E 10.Foe basic connector plate design values see ESR-1311,ESR-1968)MITek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBHR SPECIFICATIONS HIP CORNER RAFTER LOAD DURATION INCREASE = 1.15 CHORDS: LOADING TC •54 DF n15BTR TOP CHORD LL + DL = 32.0 PSF ,x DI ;115BTR l / / 12 j .------- 4.24 4.24 M-5x8 j s M-3x6 �� PROVIDE SUPPORT @ 48"o.c. M-3x6 ), 5-07-02 M-3x6 I. M-3x8 111111 co o o i • y y �t tiD 04-6,d' 3-01-08 8-05-13 �C?s5 0AGINF '� /0 89200PE 9r J00 NAME : 20830 GLOBAL LOT 3 WALNUT - KR " .-- Scale: 0.5373 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. uilder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,1"0 REGO N ��� Trus: KR and Warnings before construction commences. building component.Applicability of design parameters and proper I 2.2x4 compression web bracing must be installed where shown i. incorporation of component is the responsibility of the building designer. /f 2f t 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <O -7 y 1 2'no.and at 10'o.c.respectively unless braced throughout their length by s 1 is the responsibility of the erector.Additional permanent bracing or continuous sheathing such as plywood sheelNng(TC)and/or drywell(BCJ DATE: 4/20/2018 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown w e /We R R ILA, S EQ K 4 519 9 0 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRAMS I D: LINK design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the S.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12-31-2019 . necessary. fabrication,handling,shipment and'installation of components. T.Designnassumes adequate drainage is provided. April 20,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc.ICompuTrus Software 6.2.3(1L)-Z 10.For basic connector plate design values see ESR.1311,ESR-19611(Mi7ek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBEF SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2.04 DF h1&BTR LOAD DURATION INCREASE = 1.15 1-c=1 0) 101 2-5=10) 0 2-3=(-627) 338 BC: 2x4 DF 41&BTR SPACED 24.0" O.C. 2-3=1-281) 508 WEBS: 204 DF STAND - 3-9=1 -89) 48 LOADING TC LA RRAL SUPPORT <- 12"OC. UON. LL( 2.5.0)+DL( 7.0) ON TOP CFORD - 32.0 PS= BC LA REAL SUPPORT <- 12"OC. UON, DL ON BOTTOM CFORD - 10.0 PS, BEARING MAX VERT MAY HOAX BRG REQUIRED BEG AREA TOTAL LOAD - 42.0 PS, LOCATIONS REACTIONS ZF.ACEION. SIZE SQ.IE. (SPECIES) 1 LETIN : 2-00-00 2-00-00 0'- 0.0" --37/ 560V -8/ 698 5.50" 0.00 DE ( 625) LL = 25 PSE Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 DE ( 625) OVERH NGS: 24.0" 0.0" 1'- 11.7" -183/ 46V 0/ OH 1.50" 0.07 DE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT:AL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARING;Jts:2,5,3 7 BOTTOM CHORD CHECKED FOR -OPSE 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/240, TL=L/180 MAX LL DEFL = 0.040" 2 -2'- 0.0" Allowed = 0.200" 1-11-11 MAX TL CREEP REEL - -0.046" 9 -2'- 0.0" Allowed - 0.267" T T MAX TC PANEL LL DEFL - 0.004" r 1'- 0.8" Allowed - 0.127" MAX TC PANEL TL DEFL - 0.005" @ 1'- 1.6" Allowed - 0.191" 12 6.00 MAX HORIZ. LL DEFL = -0.003" @ 1'- 10.9" MAX HORIZ. TL DE=L = -0.003" @ 1'- 10.9" Design conforms in mai, windEorce-res0sling system and components and cladding Criteria. M-3x4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. a i r- /-. o co 10011111/ 0 G 111 2 W 5Nriall M-3x6 . b I i 2-00 2-00 ,, c.O PRQp wc\" ONGiNF9 /42 44 :9200PE 9r JOi3 NAME : 20830 GLOBAL LOT 3 WALNUT - KSJ1 Scale: 0.6895 jI WARNINGS: GENERAL NOTES, unless otherwise noted: Q^ 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 Tri s: KSJ1 and Warnings building component.Applicability of -9 OREGON lv g App y o tin parameters and proper I 2.2x4 coin g mus incorporation of component is the responsibility of the building designer. pression web bracing I be installed where shown�. 2.Design assumes the top and bottom chords to be laterally braced at L/� '9 14, 2,0� P� • 3.Additional temporary bracing to insure stability during...traction 2'o.c.and at 10'oc.respectively unless braced throughout their length by w 1L. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) /aF�'1VV1 DATE G 4/19/2018 the overall structure is Ihs responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown r. _I �'t SEQ K 9 51 9 9 0 9 4.No load should be applied to any component until alter all bracing and 4.Installation of buss is the responsibility of the respective contractor. } fasteners are complete and at no time should any loads greater than b 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 assumes no responsibility for the 6.Desitin assumes Wil Dearing at all supports shown.Shim or wedge:l EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April- r�01 p 20' i 6.This design is furnished subject to the limdations set forth by 8.Plates shall be located on both faces of buss,and placed so their center F1 N L L v TPIIWTCA in SCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ir1c./CompuTrus Software 7.6.8(114E 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 LUMBE SPECIFICATION: TRUSS SPAN 3'- 11.7" IEC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 12x4 DF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=10) 0 2-3=(-605) 282 BC: 12x4 DF fit&BTR SPACED 24.0" 0.C. 2-3=(-288) 519 WEBS:i204 DF STANG 3-4=( -58) 48 LOADING TC LA FRAL SUPPORT 4- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 POE BC LA FRAL SUPPORT G- 12"00. U011. DL ON BOTTOM CHORD - 10.0 POP BEARING MAX VERT MAX HORS. ERG REQUIRED BRC AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS DOFF SQ.IV. (SPECIES) A LETIN 2-00-00 2-00-00 0'- 0.0" -107/ 488V -15/ 970 5.50" 0.78 DF ( 025) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 DF ( 625) OVERH NGS: 29.0" 0.0" 3'- 11.7" -53/ 113V 0/ OH 1.50" 0.18 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IPROVICE FULL BEARING;dts:2,5,4 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. I VERTICAL DEFLECTION LIMITS: LL=L/24C, TL=L/180 MAX LL DEFL = 0.040" @ - 0.0" Allowed = 0.200" 3-11-11 MAX TL CRISP DelL - -0.046" e -2 - 0.0" Allowed - 0.267„ / ' I MAX TC PANEL LL DEEL - -0.002" ' 1'- 4.2" Allowed - 0.127" MAX TC PANEL TL DEFL - -0.002" C 1'- :3.3" Allowed - 0.191" 12 6 00 MAX HORID. LL DEFL = -0.015" e - 10.9" MAX HORID. TL DEFL = -0.015" 5 3'- 10.9" 4 Design _.mires to main wr ndCorce-resisting system and components andcladding criteria. 0 Wind: 140 mph, h=15ft, TCDL=4.2,500L=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.E, MWFPS(Dir), load duration {actor=1.6, Truss designed for wind loads M-3x4 in the plane of the truss only. ti C-- 0 I N MS o 2 illp l 51110.- • 1 M-3x6 • Jr Jr J Jr 2-00 2-00 1-11-11 ,S? �cNGiNfiF9 /-?r . '92 OP pr JONAME : 20830 GLOBAL LOT 3 WALNUT - KSJ2 4111° , __,�(p/ • Scale: 0.(:279 a.+e� WARNINGS: GENERAL NOTES, unless otherwise noted: O !1'- Trus: KSJ2 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 "9• ,pli OREGON 1,/ and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.2x4 compression web bracing must be installed where shown N incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al 2.0 �4 is the re2'op.and at 10'0.C.respectively unless braced throughout their length by �+ sponsibitity of the erector.Additional permanent bracing of continuous sheathing h as ootl sheathing(TC)TC /O 1 s.0:::::::::: 7 (?) DATE F 4/19/2018 the overall structure is the responsibility of the buildingdesigner. r 9Oe a rw sl )shown a drywall(BC) /�,�� gacin 3.is Impact bodging iors there prating M the respective showo t a •e"' p I S E Q K 4 51 9 910 4.No load should be applied to any component until after at bracing and 4.Installation of truss mere%eon%m r y of be re%vept oe commebr. r7!1 fasteners are complete end at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, TRA S I D- LINK design loads be applied to any component and are for''dry condition"or use. 5.CampuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supper%shown Shin or wedge If EXPIRES: 12-31-2019 ry fabrication,ha shipmentnesIgnass r''� q noetu and etirratettn of T.Designa assumes adequate drainage is provided. April 2�,LO 1 6.This design is famished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector date design values see ESR-1311,6504988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBE SPECIFICATION: TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 41R/GDF/Cq=1.00 TC: )2x4 DF Lr1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(0) 0 2-3=1-637) 341 BC: ;2x4 DF I1&BTR SPACED 24.0" 0.0. 2-3=(-263) 464 - hEBS:12x4 DF STAND 3-9=(-105) 48 LOADING TC LA FRAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CFORD - 22.0 PS7 BC LA FRAL SUPPORT <- 12"00. UON. DL ON BOTTOM CFORD- 10.0 PS7 BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA TOTAL LOAD- 92.0 PS7 LOCATIONS REACTIONS REACTIONS SIZE SQ.I5. (SPECIES) LETIN 1-09-11 1-09-11 0'- 0.0" -137/ 560V -S/ 69H 5.50" 0.90 DF ( 625) LL = 25 PSE Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 DF ( 625) OVERH NGS: 24.0" 0.0" 1'- 11.7" -183/ 46V 0/ OH 1.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPAT-AL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL BEARING;Jts:2,5,4 1 BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for met(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" 1-11-11 MAX TL CREFP DEFL - -0.046" '° -2'- 0.0" Allowed - 0.267" T f MAX LL DEFL - 0.009" 1'- 1.9" Allowed - 0.054" MAX TL CRFFP DEFL - 0.011" a 1'- 1.9" Allowed - 0.072" 12 6.00 MAX HORIZ. LL DEFL = -0.009" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.010" @ _ - 10.9" Design conforms to main mundforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TODL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), M-3x4 load duration factor=1.6, Truss designed for wind loads 11rn the plane of the truss only. c ti I 1101. o �� o , of 0 2WWAN 5 M 3x6 • 1 1 J. 2-00 2-00 ,(cop PR 0EFS ��\� #GtNEfi9 oio2 4 8,200PE 9r JOi3, NAME : 20830 GLOBAL LOT 3 WALNUT - LSJ1 Scale: 0.8895 4 � L WARNINGS: GENERAL NOTES, unless otherwise noted: O _Cr T YU S: LSJ1 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 y� 4.7 �OREGON ( and Warnings before construction commences. building component.Applicability of design parameters and proper 2.284 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. 2°\ ��'` 3.Adtlilional lempoery bracing to insure stability dudng cpnslmciion 2.Design assumes the top and bottom chards to be laterally braced at 1 A T o G.antl at 10'o.c.respectively unless braced throughout their length by �O I Y f is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �A DATE 4/19/2018 the overalltmdure ialheresponsEUity of the building designer. 3.2x Impact bridging or lateral bracing req uiratl where shown « 'tri Fi R I�L .SE4 K[�51 9 9I I 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. /1 n fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses are to be used In a non-corrosive environment, TRA S ID: LINK deaignloadsbeappoedroanyomponea. and are tor"dry conddion°oruse. 5.CpmpuTrus has no control over and assumes no responsibility for the 6.Design assumes toll bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necesaery. s hl 7.Design assumes adequate drainage is provided. April 20,2018 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 TPIAMICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. • MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mi Tek) Symbols NumberingGeneral e PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. I84 Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. O'1/ts. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _ p bracing should be considered. 41 U O 4 �2111111.Alp O 3. Never exceed the design loading shown and never tl U stack materials on inadequately braced trusses. O d F O 4. Provide copies of this truss design to the building c7-a c6-7 c5-6 For 4 x 2 orientation,locate ♦— designer,erection supervisor,property owner and plates 0 '+6' from outside BOTTOM CHORDS all other interested parties. 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 embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSUTPI 1. 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. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. 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 OOP Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSO 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. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior fi•L1♦ reaction section indicates joint ©2012 MiTek®All Rights Reservedapproval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MNMI 18.Use of green or treated lumber may pose unacceptable � environmental,health or performance risks.Consult with Industry Standards: project engineer before use. Mill ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. snot sufficient. m 1 0 re k 8 ` BCSI: Building Component SafetyInformation, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. 1 Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 a